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�6 A TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN CLERK'S OFFICE n SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit #: 48057 Date: 7/12/2022 Permission is hereby granted to: Vavas, James .............................—....... ...............�...... 152 83rd St ............................... .......—----- Brooklyn, _._.Brook/ n, NY 11209 To: Construct new single family dwelling (modular) as applied for, with SCHD, DEC no jurisdiction, and Trustees #9995 approval. At premises located at: 3165 Bay_Shore Rd., Greenport ... .._aaa........aa................................wwwwwww.. _...._............. SCTM #473889 Sec/Block/Lot# 53.-6-7 Pursuant to application dated 5/20/2022 - and approved by the Building Inspector. To expire on 1/11/2024. ,__ Fees: SINGLE FAMILY DWELLING-ADDITION OR ALTERATION $2,418.40 CO-NEW DWELLING $50.00 Total: $2,468.40 Building Inspector 'TOWN OF SOUTHOLD— BUILDING DEPARTMENT ` owti Ball Annex 54.175 Main Road P. 0, ik)x 1179 Sv«tbold,NY 119714R59 I'nh��I�hc.rt►e (6�1� 765-i�€}�. ��ax46�!)76��95CI� J.:llfa ,�� � m ��a1(���)� lNtitl ����° nee"rived APPLICATION FOR BUILDING PERMIT Fit t3t�i��I�s�&7rj PERMIT rti Builda. �. . ..�6.� ��� .�...� �lld�ns t "p"tn: .._. MAR 2022 ApplIcatio ns and forms must be filled out In their entirety,lncornplete app4lcati ns M4 not be accepted. Where the Appillcant Is not the owner,an Tp- Owner's ALdh p D odratio n farm(Pa 2)shall be completed. Bate; May 19, 2022 OWNER(S)OF PROPERTY: ee W.... ..... ...._ Name James D Vavas � SCTMI 9 1000 053.00 06.00 007.000 Project AddrP55: 3165 Bay Shore Road Greenport West, Southold Town Phone (718) 833 5151 Email .........._..._... _„_,,,,,,._w...w ... ..__.. .............. .u_._...... _.. .. Mailing Addres5:8423 Third Avenue • Brooklyn, NY • 11209 CONTACT PERSON: IUamLI_Robert W. Anderson Suffolk Environmental Consulting, Inc. Malling Address: P.O. Box 2003 • Bridgehampton, NY 11932 Phorne 0:(631) 537-5160 Emarl robert@suffolkenvironmental com DESIGN PROFESSIONAL INFORMATION: Flame' Joseph Fischetti, P.E. Mailing,Address.P.O. Box 616 Southold, NY 11971 �. _� �.,...,. ., . .._.... . W. - Phon1e f 631 765 2954 Ema►l-wingman@optonline.net CONTRACTOR INFORMATION: Flame: T.B.D. Mailing Address;T.B.D. Phone fi T.B.D. Errirl T.B.D. DESCRIPTION OF PROPOSED CONSTRUCTION New t.ructtrre L]AdcliVon 0JAlteration C_Re Estimated _ pair �'C�errrlitior� est` aid st of Proje& Clt�ther $ 400,000.00 �1.,- 1 �._._..—_w,,, ...R� .. ------- . �.�... . . .. .._... . .. ........,�,....., �,. w Will the lot be re-,graded? ❑Yes 0No Will excess till be removed frorn Pramises? ElYes MiNo 1 ............... ....... PROPERrf WFORNIATION ........... ...... ....... Existing use of property: Residential intended we of prop":Residential Zone or u5e district In which pre mhos is situated; Are there any covenants and restrictions with respect to R-40 this property? 1-.Wes Ma IF YES,PROVIDE A COPY, ............ ............. -—---- VJ Vnzth i1cm After Rend I rjf4;� 'rho io,row*0404 too 441thwngs"a f1d amm m fat N'Suet fis w4nim"by 00410M at th4 TOMI L45aoAli�;Vdo W11olh,wmty'N*NV6,f*b04 amat*N&AN'A ta'*W,OM44fm'or Rusakir Oam,fay(be romtrardan oftraikltnh rp''flmlolwal or dW"1104*as herwirl bna*w'�The 400atm aaro"'to avajwv W06 0DOPA - �X'h LOAM cwh' —ehlo fawl,OoIIA604 antl 16"idaift ofift'dood 41311scu"'o omptorAl"s NO In kt0wfpdj)for rommary 6PA1*00"voila ah"ruARA trati*hNA*As as o W4 AS'Allide"ttanqf(Aftaknt fAq*'!yWP'j1Wtk1 panel larva AppilcoiUan Submitted 6V(print narne): I er W.Anderson ftutharftad Agent ElOwner Signatuplicant., Date. $4�_ tq ?Oso STATE OF NEW YORK) 5S, COUNTY OF Efc9i Robert W.Anderson Suffolk Environmental Consulting,Inc. being duly swc5n),deposes and says that(sibe Is the applicant (Name of indlyidual signing contract)above named, (S)he bs the rgerur (Contractor,Agent, Corporate Officer,etcj of said owner or owners, and Is duly authofized to perform or have pefforroed the said work and to make and file this applitallon,that alistatennents conlialned In this application are true to the best of his/her knowledge and belief;and that the work will be performed In the.manner set forth In the application file therewith, Sworn before me this /fo%clay of 20 Zz_ Notary Public MATTHEW D. IVANS NOTARY PUBLIC-STATE OF NEW YORK No.01 IV6053859 Qualified inSuffolk Count'_y–' My Commission Expires 01-22" re the applicant Is not the owner) y,,vjs & Vicky Vavas residing at"J52 83rd Street,Bro lky� N .......... fin Mrcby authariZe".,Suffolk Environmental Consulting,Inc. to apply on my be i` to the Town of Southold SulldIng Department for approval as described herein, n� g eei iil nature Owner's Signature Date James E). Vavas Vicky Vavas Print Owner's Name Print Owner's Name NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Environmental Permits,Region 1 SUNY,4.Stony Brook,50 Circle Road,Stony Brook,NY 11790 P:(631)444-03651 F:(631)444-0360 www.dec.ny.gov LETTER OF NO JURISDICTION TIDAL WETLANDS ACT James D. Vavas September 22, 2021 8423 Third Ave Brooklyn, NY 11209 Re: Application #1-4738-04276/00005 Vavas Property, 3165 Bay Shore Rd, Southold SCTM # 1000-53-6-7 Dear Applicant: Based on the information you have submitted the Department of Environmental Conservation (DEC) has determined that the portion of the subject property landward of the substantial man- made legal structures (bulkheads) with the combined length greater than 100 feet, constructed prior to August 20, 1977, and have remained functional, as shown on the survey prepared by Angelo Joseph Cecere L.S., last revised 1/29/2021 and as verified on the 1960 Historical Aerials document and Tidal Wetlands map# 720-550, is beyond Tidal Wetlands Act (Article 25) jurisdiction, Your proposed project consisting of the removal of the existing single family dwelling, accessory structures and construction of new structures, Also,, to abandon the existing and install a new I/A OWTS sanitary system is located landward of this jurisdictional boundary, Therefore, in accordance with the current Tidal Wetlands Land Use Regulations (6N"JYCRR Part 661) no permit is required for this project. Be advised, no construction, sedimentation, or disturbance of any kind may take place seaward of the tidal wetlands jurisdictional boundary, as indicated above, without a permit. It is your responsibility to ensure that all precautions are taken to prevent any sedimentation or other alteration or disturbance to the ground surface or vegetation within Article 25 jurisdiction which rnay result from your project. Such precautions may include maintaining adequate work area between the tidal wetland jurisdictional boundary and your project (i.e. a 15° to 20e wide construction area) or erecting a temporary fence, barrier, or hay bale berm. There is no application fee required for a proposed project that meets the criteria for no jurisdiction. Your application fee check (Suffolk Environmental Consulting check# 2574- copy attached) has been voided.. Rte"do Departmentof rmw r e r Environmental Conservation Please note that this letter'does not relieve,you of the responsibility of obtaining any necessary permits or approvals from other agencies or local municipalities. IS c rely, san ckerman gional Permit Administrator cc: Suffolk Environmental Consulting; BMHP; file 1 V "�mm,wyN�Jro"�� N�. i�,u�uN'W 'w,m, "*,„ ✓�i%V�m'�,,w'� o�I rmy'�ly� ,1m+, it �,y �rom,� � mniWr/f�l r""1 f�V7 ii�nnyN uJyrl�'° yN V y'"' 'l�Viw h� � v, o, i r ,,.,, l� ,� au�!i'i✓/� '�';.,,. 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I) //Y � // J, ,.,u BOARD OF SOUTHOLD TOWN TRUSTEES 4 y(' SOUTHOLD,NEW YORK r PERMIT NO. 9995 DATE: SEPTEMBER 15,2021 tl y ISSUED TO: JAMES D. &VICKY VAVAS t /1 1 PROPERTY ADDRESS: 3165 BAY SHORE ROAD GRE NPORI'” SCTM# 1000-53-6-7 �/tl�� AUTHORIZATION , accordance Pursuant e with the R so Resolution sChaptervisions of onof the B ayd of Tru tees ado t d the meet the held on Se Southold an of eold 202m and in consideration of application fee in the sum of$250.00 paid by James D. & Vicky Vavas and subject to j the Terms and Conditions as stated in the Resolution, the Southold Town Board of Trustees authorizes and < permits the following: ' l ' Wetland Permit to demolish existing dwelling and construct a new 1,400sq.ft.two-story,single 'j family dwelling further landward than the existing dwelling with a 15'x20' (300sq.ft.) attached y garage; construct a 200sq.ft. landward porch; construct a 7.5'x22' (165.Osq.ft.)seaward side deck; and to install a new IA/OWTS septic system; establish and perpetually maintain a 8 P Y � wide non-turf buffer landward of the bulkhead; and as depicted on the survey prepared by AJC Land Surveying PLLC last dated on September 9,2021,and stamped approved on jl September 15,2021; and on the site plan prepared by Joseph Fischetti,PE,dated July 27,2021 n rJ iw ' %ry l i �' and stamped approved on September 15,2021. �11 1 r � � ' IN WITNESS WHEREOF,the said Board of Trustees hereby causes its Corporate Seal to be affixed, and these P y majority Y p 2021. m ml resents to be subscribed b a ma�ori of the said Board as of the 15th da of Se tember, lI / f / �! / r , r , , , /;; ;,, rr,,, r „ ,r �,,,,,,,w,,,r r,,,a,r,, ,,,,,",,,,�r,, „✓�� //,,,,r, ,rr„rr/r�,,,, ,r,, ✓„ ,r,,,,/,,�,,,,,/� � ��' ./(k(a 1,1,rhiMre:ikrYi✓6;Nd1JY9M(!4�iVrNf4I�//lfrrl/r„e�r'AdMrlw/,G//M��/6a1"//a lir//;n//JrU �u f.rii�r//ii,I HrRf/✓/pr rrN Rrr rrJeN/ Ir////N/i/,ml/el/✓;,/rliia A �,rl. J r ,Ir /.X. ///r fy ,! L /,W � ,. ,.. mr m ".,��(, { tlIM eNlyr. J'7N'� r � rm ,rll Yw lav ^. 1 wyr�., � ""�,,,a�»x � y✓� ro�%y, J ��urr Q - ��[ LOCKING COVER DETAIL 'N!TS LU R POLYLOK D-BOX DETAIL * N.T.S. �� =a ELECTRIC RISER DIAGRAM CLEAN OUT DETAIL >€ NT.S. N.`.S. s..,..,�.m.. > N° t t roan ter•'� � _�-.`-` s I F n. SAPS-A-. S.-_`E i BY�;�:-.,D�—HT.'.;__, SANITARY SYSTEM DESIGN ui _ x 0- z,s;+ P c"R`�' ,.g-4§=1 as +m met IA- p iI [ j I AA SYSTEM LU lA=HYDROACIION AN600=6600Pd i l 4t I t_. I [4]GLEA H NG GALLEY'S 4-DEE . 4 [21 EXPANSION GALLEY'S 4'DEEP u- . _ �& BILL OF MATERIALS _ VEVAS i i 3165 BAY SHORE RD tt} A < .L SOUTHOLD,NY 0 .` SCTM#1000-53-6-7 PECONIC BAY ESTATES ` i a �3 •` o "� x't'i FILED MAY 19,1933 MAP#1124 l AREA FOR HEALTH DEPARTMENT APPROVAL STAMP Gt = 1 o m ausco S . STORM WATER $\ s '. : DRAINAGE DESIGN A" HSE35x40=14COsf GARAGE: 1'5 =3000 _ 111 r PORCH. 0X20_ 200af ;zs 1900sf ` g Lane £ � 1900sfx2" 31b.7cf U 18 Ytl NOTE: - - `O.Y'd ALL HOMES WITHIN 150'ARE 3i5.7ja2 as= 7.51f UaF-[21$ DIA a'DEEP oRYwELLs SITE PLAIN n iii _5 CONNECTED TO PUBLIC WATER - SURVEY OF PROPERTY ° fi4 E � Feet LOT 55&PART OF LOT 56 AMENDED MAP"A"OF SCALE i wcH= 30 FEET PECONIC BAY ESTATES FILED:MAY 19,1933-MAP NO. 1 124 SITUATE ARSHAMOMAQUE (GREENPORT) TOWN OF SOUTHOLD SUFFOLK COUNTY.N.Y. n s TAX MAP NO.:1000-053,00-06.00-007.000 ao = RESIDENCE-PUeuc WATER LOTAREATOM.H.W:10,888.24&F.(0.250 ACRES) �z50.0'WIDE LOT 54 a DATE SURVEYED:JAN.27,2021 O -- PUBLIC ADDED FLOOD ZONE:JAN.29,2021 RIGHT OF WAY D ` ' i 75.00};O M.H.W.AS PER FILED MAP ADDED BUFFER:SPT.ADDED EGRESS WIEND.WELOL?JULY 5,2022 Xage 1 FiN66°09'00"E R �4u'� $-.c� X¢y 145.38ttc cuRaE.e M.H.W. � CU ELEVATIONS REFER TO NAV088. _ w E _ � -- x �s `u -NO WELLS WITHIN 750'OF SUBJECT PROPERTY, dl -�;.. 54 fl) 3G N vV PROPOSED LOT COVERAGE. O U! >- "'7 - LOT 55 1 r n Roo=ED s7xucruRes-zo s._s.P.o--z ias`v r =e- O. p _ ( IUQ> D O REAR DECK: 1 4.3 SF-CR14� 0 TOTAL L 2173.- 20056 - m f 1 S£+ O YI w Ig ROOF DRAINAGE CALCULATION: D'omD _ - �y c RESIDENCE'2019335E.X0 344C.F.REQUIRED - �,-� t .... 3 � -� t I I^ J In PROVIDE:{2J a'"AM-x4 DEEP CRYWELL OR EQUIV, n ¢`:� y}�9yC 4 Z� -�� � I—"� � � I t X�IC O _ Lrt # ^��' [ ,e A rim I: t ( ffxB �PA�T OF < - f'� 00 `-JfZ LOT 56 }- N m fD- CgPYtt '[r „p ,j>I ° F H- }_ }t "_' f ,�15 V¢'x'¢� O¢ P025 F DE HEDGE iQ}50 ,.y.E ES'TXE RETURN ND.. S6E`C190(}iW _ No 175.00 TOM H.W.AS PER FILED MAP m =� 145.00 TO CURRENT M H. DOLE w. N OLE - _N ANC PART OF LOT 56 z 00 O - RESIDENCE PUBLIC WATER N�0 m tAND �{y R r rn A w D I o o a E 1 c AJC LANG} SURVEYING PLLCE T LAND SURVEYING& PLANNING 77 S.COLEMAN ROAD,CENTEREACH,NY 11720 0 PHONE:631.846.9973 EMAIL:AJC246@OPTONLINE.NET n L', op 1►(jl 1 j;^ � � 6 ` L!5C BLIILOIN"Dt TOWN OF SOiUT'FiOLD t 47'-0" O 2X6 ACQ 13'-2Y2" 20'-7" 13'-2Y2" COPPER COATED TERMITE SHIELD SILL PLATE ° 6'-10%2" ------ 6'-10" ------1 6'-10Y2" A, OVER- O 6'w STAIR SILL SEAL 1 , �D GRADE TO SLOPE o F + 1 1 e-I 1 1 5/8"dia.ANCHOR BOLT O AWAY FROM BLDG. —;-----------------------------------------, ----------------------------------------- w/3X3SQUARE WASHER Q' I ( i - o• ten , na - o• � . na i - - - - i ; - - -'- - ; i - - - - -- i p• "a . � n.� • o• ` a < � na ,. ; AND NUT(TYPICAL) p a •-------------,-- -------- --------• E $- _____________': _ _`______________�- '___________=====z 3a ----------- ----------------------- --- ---------------------, _ I 1 , O 1 ,- ' SPACING TO BE 36"OC AND ` ' (2)2X8 ACQ GIRDER �i/ (2)2X8 ACQ GIRDER i (2)2X8 ACQ GIRDER w/i 1'OF CORNERS AND - •-----' INTERSECTIONS �' N ° SIMPSON SIMPSON o 10"dia.CONC.PIER ° ^ s I I _ w/2'X2'Xl'FTG p _ STH014 Q A D STHD14 ; < ; MIN.3'BELOW GRADE :° ; ; ; e< O 8"PC WALL 0 3500psi 0, v r, 'in ON UNDISTURBED SOIL ® ___ ________ _ LD LEDGER BOARD TO BE FASTENDEDI ; n • O A #4 BAR @ 24"OC �D I CLEAN_ • DECK a TO BUILDING WITH TIMBERLOK® n p r--- -------------- 0 FILL — ; a ; _ , X SELF-COUNTERSINKING SCREWS .`-'i BY OLYMPIC MANUFACTURING ; BILCO CDOOR t�•+/-I !+i (4 #4 BAR > ' a ' .-1 ------------------------------------------(2 SCREWS @ 32"O.C.) I _1 60 ksi O - - W/12"EXTENSION O BITUMINOUS � � ' ` a - n.a '_ • • o• ` � - n,� •„ � I I ' , aon � .a , � � (VIF) COATING -- -- -------------------------------------------------- 4.4 ---- • ; #S BARS@24"OC #56ARS@24"OC ________ 30"DOWEL I ; I 24"LEGS 24"LEGS I v u v , O CA 1 1 cn i . n o a 1/2"EXPANSION JOINT �' `n Zr) U. J • D 2X4 KEYWAY „ •----I----• •----I--- pa t`fl' 4"CON(:.SLAB #4 REBAR SIMPSON 1 1 1 1 SIMPSONZ 1 1 3-0X3-0X8FTG 1 1 C LL Q s a � I 5THD14 ' " ' " "- STHD14 a ; I #4 BARS @8"OC EW ; I ; ; o ; Ln W COMPACTED D g - 1 , 1 (TYPICAL) ' ' Lo CLEAN FILL _� ' ' � I � r � ' I 1 In I I i I-A ff ' M I I , � ' I � an A n m m _ I x V Ln Zn Ill ry i V FOUNDATION D SIMPSON JOIST HANGERS 3'-0"X3'-0"X8"FTG ' I ' BILCO 11 _ I I I AS REQUIRED i 1 I 1 #4 BARS @8"OC EW i ' i SCAPEWELL SCALE: 1/2 — 1 -0 ' ' (TYPICAL) 121 I 1 1 RR1 11 1 11 , „ �16'�OC SIMPSON 12-7 `^ --- --_31-211_- 31-3-1 3-2 -- 3-6 -__ __ - 51-911 -- 1-8 _--, • -- --------------------- - 5THD14 v12'-7"X3'0"X8"FTG ' ' ' ' 4'-0'X3'0"X 'FTG ' 6" X6 CJ @16"0 o O _1 #4 BARS 8"OC EW 1 1 1 1 #4 B RS @8" C EW, < ' SIMPSON H3 SIMPSON 3 2X12 GIRDER D 1 ' ' � i 1 I I 1 TIE STH a I ;-� `----� ----------- - -- - ------r--- `-------- ------- o ' (BOX IN) ;----I- -- ---- -I---- 2X6 ACQ SILL PLATE _ ; ' ' ' ' _ I ANCHOR BOLT COPPER COATED TERMITE SHIELD O v ' 16'-4" 1 I 1 `- -- ' 2'-0"X2'-0"X8" FTG X8' 6X610/10 WWF o SI LL SEAL #4 REBAR , ' g" �- `-- -- BASEMENT `--------' 4"THICK - - °. , MIN. (3) PORCH POST CONCRETE SIM 1 v I 1 1 1 o. y GRADE TO SLOPE (MIN 6X61 I , I I I 1 1 1 AWAY a FROM BLDG. _ ;� ' ( ' 1 _ e \ a I .-+ 3'0"X3'0"X8"FTG #4 BARS @8"OC EW d POURED CONCRETE .--1 I , , , (TYPICAL) )4 • v ' TYPICAL � Ln 0 FOUNDATION WALL ; ; .-1 �-+ `----1- i..., ,moi u PROVIDE 2X4 KEY SLAB TO BE MIN.4"THICK(VIF)AND r+ m ------'-- = REINFORCE w/6X6 10/10 WMM • u g.. OVER#4 REBAR @2'OC EW. 4: 1 . •d 4 r d Ln BARS'@8'OC EW --------- v 1 I 1 (TYPICAL) 1 ; x--16, #4 REBAR HAUNCH a a • p SIMPSON ABU 22'-011 ' _ 0 11'-9Y2" #4 REBAR a SLAB 4e POST BASE a #5 BARS @24"OC #5 BARS @24"O1. c -a N @18"OC s % i ------- LEGS-------------------------- ----------24"LEGS --- - --, N ,� L.l. GARAGE FOUNDATION --- - ui v -- da o� v v a6 ALL FILL BENEATH CONCRETE a . SIMPSON ------ -------------------- ---- SIMPSON _ I II 6 SLABS TO BE COMPACTED TO ;e STHD14 _ -------, -- -- °' SCA E. 1/2" — 1 -0 -------- -------------------------c vvr-------- ---------------------- 1 --------- STHD14 L 95%RELATIVE DENSITY 1 q v v v z 0 0 o PORCH Q) z 'CI' o v f Loo z 1 • - - I I , I I 1 Q: 16"x8" FTG I � � o 1 � � W CD C)C) N 0 I I . ° ON UNDISTURBED SOIL -------- -----------------------------,------------------- 9 I ---- ---- -------'-'----1---------------1-'-------'-------------- ' V I f l , O O 1 e --------------i ' EQ z M �• SECTION A-A EQ. 5'w STAIR LJJ O I i • --------------------------- OVERHEAD EXTERIOR •°� " - 1'41 1 1 n r SCALE: 3/8 — 1-0 m� - `--------------' � �cn C,fl DOOR(TYP) WALL(TYP.) Q•. F, j ' i In n O EXPANSION #5 REBAR a . a a . GARAGE 00 1 W I..\-/a n 20'-7" 13'-2Yz" JOINT(TYP) @16"OC EXPANSIONLL 4"CONC.SLAB JOINT(TYP) o MIN.1/8"PITCH *T-11"APRON 0 �- - - - DRIVEWAY i LL Lo 6X610/lOWWF — ( o ' ' 1-1 yj FOUNDATION PLAN 0 Z N s" :F --0 8 1"— SCALE: 1/4" = 1'-0" ♦ (TYP) q a --------------------------------- f.l I 1 C ,� _________________________________________ � a. • '-11%" T-3" -'----� "` DRAWN BY: IF v- V-4"MIN. , „ 1",."q L3-2/1 t t+w !r` .. 4 Yxz M.�+..0 GARAGE ENTRANCE SECTION . "� . . = 6/30/2022 SCALE: 1/2" = 1'-011 SCALE: SEE PLAN I CPA SHEET NO: o New York State Department of State NEWYORK Bui�din� Standards � ��� Dlulslon, fButlding;Standards STATE OF � and Godes OPPORTUNITY. and Codas on Commerce Plaza (,� 99 Washington Avenue,Suite 1160 Albany,NY 12231-0001 '7/ , / z / (518)474-4073 ` ( Fax: (518)486-487 487 vmwAos:ny:gov Application for Plan Approval of a Factory Manufactured Building (Modular) All fields must be completed in order for this form to be submitted. MANUFACTURER: Icon Legacy Custom Modular Homes, LLC Manufacturer No: M 006 Address: 246 Sand Hill Road, Selinsgrove, PA 17870 Phone: 570-374-3280 Contact Person: Jon Aungst Email:lona@iconlegacy.com QUALITY CONTROL MANUAL LAST APPROVAL DATE: 02/27/2017 Prepared By/Contact Person: Annette Buckley Phone: 570-374-3280 Email: Annetteb@iconlegacy.com INDEPENDENT THIRD PARTY INSPECTION AGENCY: PFS Corporation Address: 1115 Old Berwick Road, Bloomsburg, PA 17815 Phone: 570-784-8396 Contact Person: Harold Raup Email: harold.raup@pfsteco.com FACTORY MANUFACTURED BUILDING IDENTIFICATION Project Name/Client/Customer: 0#10477/East End Const./James Vavas Project County: Suffolk Model: Ranch Occupancy Class Addition to Single Family Project Address: 3165 Bay Shore Road, Greenport, NY 11944 Application pertains to: (check one) 1 New Individual Model (unique/custom/manufactured once for a specific site) E] New Initial Individual Model(planned to be built repeatedly-per these guidelines*) E] New System of Models 1. Modification of an Approved Model or System: M (provide prior approval number) El Renewal of an Approved Model or System: M (provide prior approval number) *initial model means a specific design of factory manufactured home to include options which do not change the quality control manual and which in the determination of the Division,do not materially affect the structural,plumbing,mechanical or electrical systems. FILING DOCUMENTATION AND FEES Provide 1 set of necessary drawings, specifications,calculations and updated QA Manual (if more than 2 years since last approval)as a hard copy and pdf files on a CD-Rom,thumb-drive,web-transfer or e-mail. Please provide a non-refundable filing fee of$50.00.A plan checking fee in accordance with 9 NYCRR 1281.4 is required upon approval, payable to: NYSDOS, Division of Building Standards and Codes. Send submission and payment to: NYS Dept. of State, Division of Building Standards and Codes, One Commerce Plaza, 99 Washington Avenue, Suite 1160, Albany, NY 12231. SIGNATURES: Registered Architect - Professional Engineer** Name: James Barlow License No: 078757 Signature: **New York State Educ tion Law and D e ment of State Regulation require architect or professional engineer signature and seal affixed to all drawings and specifications submitted to public officials certifying compliance with health and safety regulations and conformance with current codes. DOS-1280-f-a (Rev.03/17) Page 1 of 1 STATE OF NEW YORK ANDREW M. CUOMO DEPARTMENT OF STATE GOVERNOR ONE COMMERCE PLAZA ROSSANA RoSADO 99 WASHINGTON AVENUE SECRETARY OF STATE ALBANY,NY 12231-0001 WWW.DOS.NY.GOV THIRD PARTY MODULAR REVIEW RESIDENTIAL SUBMISSION DEVELOPMENT WORKSHEET BASED UPON THE 2016 NEW YORK STATE UNIFORM CODE AND 2016 NYS UNIFORM CODE SUPPLEMENT, 2015 INTERNATIONAL RESIDENTIAL CODE,2015 INTERNATIONAL ENERGY CONSERVATION CODE,2016 NYS SUPPLEMENT TO THE ENERGY CONSERVATION CODE AND THE 2014 NATIONAL ELECTRICAL CODE TO BE COMPLETED BY THE MANUFACTURER Manufacturer:ICON LEGACY CMH, LLC Project Name & Project Number:0#10477 EAST END CONSTRUCTION/JAMES VAVAS Address:3165 BAY SHORE ROAD City/Town/Village:GREENPORT Zip Code:11944 This worksheet is based upon the Documentation Guidelines for Factory Manufactured (Modular) Building Approval dated August 1,2018 prepared for the Residential Third Party Modular Review. This completed worksheet shall accompany each project submitted as part of the Residential Modular Program. This worksheet is provided for general guidance in preparing a satisfactory application for approval only. This is not intended to serve as a complete checklist leading to compliance with the Uniform Fire Prevention and Building Code. Note that the worksheets are in a tabular format and are divided into five columns as shown below. A description of each column is given in the second row, below the column header. The Response three options to check are: • Completed (Completed in the factory) • N/A(the requirement is not applicable to the project or factory provided.) • S(the requirement is to be completed as onsite construction, provided by the factory) Section A - General Requirements Worksheet Reference to Code Submission Requirement Response Drawing sheet or Doc. Section page number Guidelines where requirement is addressed A7 Acomplete calculations manual Completed 1-235/RC1-R Include index with all pages required for complete M "/A [7 5 C42 set A6 Drawings indicate the location of the NYS Insignia of ji Completea CV/FP1/FP2 Approval,Manuf.Data Plate and 3'd Party Inspection I"1 N/A Agency labels rJ s Al Cover Sheet identifies the design professional's ffi Completed CV name,address and contact information. List 3rd Party [J- N/A Inspection Agency with address E] s A10 Cover sheet has an index for the entire drawings set ( Completed CV (Be sure all pages required for a complete set are "SA s listed) Residential Submission Development Worksheet Page 1 of 13 September 1,2018 A9 Cover sheet indicates the project name,complete 00 Completed address and county E N/A CV S Al2 Cover sheet identifies the climate zone and energy ( Completed CV testing agency and contact information "/A S Al2 Cover sheet identifies the use and occupancy Completed CV classifications [ "/A S Al2 R301.1.4 Cover sheet identifies the seismic design category Completed and wind exposure category 0 N/A CV S Al2 Drawing Organization:Categorize"R"Occupancy in ECompleted One-family,Two-family,or Townhouse [ "/A CV 0 s A13 R302 For Multiple Family Dwellings and Commercial Completed Construction,provide plot plan showing the building [ "/A S on the site,lot line dimensions and grade elevations. Al2 R301.2.1 Cover sheet identifies the ground snow load,wind Oi Completed CV R301.2.1.1 speed,address special wind regions M, "/A S R301.2.1.5.1 (Special wind regions are addressed on a case by case basis),live and dead loads Al2 R101.2 R Occupancies-Use and Occupancy Completed Circle One: One-Family Two-Family Townhouse "/A CV 0 s Al2 Ch.2,Story Indicate Number of Stories= 2 Completed Definition StoryAbove Grade Plane as defined in 2017 UCS "/A CV/EV1 � s A3 3"x6"clear space box provided for DOS/3'a party Completed ENTIRE SET approval stamp in the same location on all pages of N/A the plan set S A2 Manufacturer's information provided ON.Completed CV (name,address and phone number) 0 N/A 0 s B7 Identify the agency and contact information MCompleted CV responsible for energy compliance completion on N/A ® s site,in manufacturing Facility,or both Al Acknowledge submission to NYSDOS with hard (i_Completed copies,electronic files with application and filing fee M "/A M s A9 Cover sheet to identify Codes used for compliance. rCompleted M N/A CV [3 s AS Identify ALL components and/or systems that are to I!SCompleted CV 1311 be installed on-site by others that are not part of this ® "/A 0 s approval. Al2 Identify roof truss type and locate truss signage for 00 completed 133b structure "/A CV © s A13 Identify Flood Plain requirements per R322Completed N/A CV S Al2 Identify building square footage by floor and total Ow Completed r_ N/A CV E] s Residential Submission Development Worksheet Page 2 of 13 September 1,2018 Al2 Identify building construction type Completed l N/A CV ( S Section B - Required Drawing Details Reference Code Submission Requirement Response Drawing sheet or to Section page number where Doc. requirement is Guidelines addressed B1b R305.1 Elevations 00 Completed EV1-EV4 R310 Identify egress windows and ceiling heights,height of ( N/A stories above finished grade' s Bib Height of Building(ft.)= 311-611 Completed EV1 (Grade to peak) 1 N/A � s Ch.10 Chimneys and ventsCompleted Ch.18 ( N/A Uj S Ch.24 Bib R310 FloorPlan(s) ()Completed EV1-EV4/FP1- Identify egress windowsN/As FP2/DWS B1b Habitable Attic requirements Completed Provide egress window 1• N/A � s Provide 13D Domestic Fire Sprinkler throughout dwelling R301.2.1.1.1 Sunroom—where sunrooms are an option,show r..�Completed compliance with the required provisions N/A [ s R303 Light and Ventilation �iCompleted FP1-FP2 Identify this information for each habitable room and ® N/A on the window schedule for each window/door 0 s 1 STORY ABOVE GRADE PLANE.Any story having its finished floor surface entirely above grade plane,or in which the finished surface of the floor next above is any of the following: 1.More than 6 feet(1829 mm)above grade plane. 2.More than 6 feet(1829 mm)above the finished ground level for more than 50 percent of the total building perimeter. 3.More than 12 feet(3658 mm)above the finished ground level at any point. Residential Submission Development Worksheet Page 3 of 13 September 1,2018 R304 Room Size �Com`pleeted FP1-FP2 One room a min.of 120 SF S 70 SF for other rooms 7-foot min.horizontal dimension R320 Accessibility:Guestrooms.A dwelling with guestrooms01 Completed B2h shall comply with Chapter 11 of the IBC for Group R-3 E NSA B5a Fixture requirements l Completed� N/A FP1- 2/P R306 R3Ch. 6 (See 2017 Uniform Code Supplement for updated S plumbing fixture flow requirements) B5d R307 Fixture spacing [E Completed P2705.1 E] N/A FPI-FP2/PL1 S 134a M1901.1 Range and Oven Clearances Completed O■ N/A 13 S B4i R1004 Factory-built fireplaces 3Completed 51 N/A E3 S B41 Hearth extension Completed R1004.2 N/A S Decorative shrouds [.Completed R1004.3 [■j N/A S 134i R1004.4 Unvented gas log heaters Completed ■ N/A S 134i Fireplace ®Completed R1004.5 Fireplace doors at Factory Built Fireplaces are not to N/A � s R1102.4.2 be installed,EXCEPT where specifically tested,listed and Labeled for use in accordance with UL 127. 134i R1005 Factory Built Chimneys Completed on N/A L S B4d Exterior air supply. rjCompleted 134e R1006 ■ N/A ( S B2a Garage Separation � Table Completed FP1 R302.5 Identify wall construction and opening protectives � S TableR302. Identify limitation on use of Adhesive only attachment of Gypsum wallboard Floors and landings at exterior doors E3Completed CV/EV1-EV4/FP1-F R311.3 0 S P2 B1c Cross Sections—one per roof type/design ■Completed R305.1And dimension ceiling heights "/" SE1-SE4 S B1d Interior Covering Completed 61g R702 N/A S E 1-S E4 [ s Gypsum Board on walls and ceilings:Identify [ yp g f CompletedU N/A E 1- E4 R702.3.5 limitation on use of Adhesive only attachment of 6 S Gypsum wallboard Residential Submission Development Worksheet Page 4 of 13 September 1,2018 B2c Flame Spread Classification not greater than 200 for no Completed R302.9 Wall and Ceiling Finishes ® "/A GN/SEI—SE4 [ S 132d R302.11 Fire blocking completed NSA SE1 SE4 62a Floor protection:Gypsum or equal protection of ( Completed JE R302.13 underside of floors including those over basement "/A [ s areas [�. Completed B11 R408 Underfloorspace ventilation and access N/A FPI/FND [ S Blf Exterior Covering ®Completed R703 Include materials and fastening for each � N/A S SE1 -SE4 Solar Energy Systems }Completed R324 Show Access Roof limit and calculation as defined in 0°_i "/A 0 s the 2017 Uniform Code Supplement Bad R802 Roof structure and Roof ventilation [Completed `/ R806.2 � "SA C V 0/E V 1 B1e R807 Attic access location DoCompleted "/A s FP2 �j B1f Roof Exterior Coverings Completed SE1-SE4 Ch.9 Attachment of roof covering and underlayment Q S provided 132a Fire Classification of Roof Assemblies [completed R902 } N/A S B1d Weather Protection l.n completed C R903 E] NSA S E 1 —SE4 B1f R905.1 General requirements 00 Completed SE1-SE4 Fig. Ice shield underlayment provided "/A p s R301.2(7) B1f Asphalt Shingles [(Completed R905.2 [ N/A CV/EV1-EV2/SE1-SE4 OM s 1311 Door and Window Schedule IR Completed FPI-FP2/DWS [] N/A Notes:1.Window pressure and Windborne debris are s R308 separate requirements. R310 2. Show dimensions complying with R311 emergency escape and rescue requirements. R312 1 exit per dwelling unit,side hinged&3'x6'-8" 3. Address fall protection in accordance with R312.2 Window fall protection. R308.4 Safety glazing locations JE Completed N/A 5 FP1 -FP2 Skylights/sloped glazing ®Completed R308.6 d N/A S Residential Submission Development Worksheet Page 5 of 13 September 1,2018 B1i R609 Exterior window and door installation and flashing Completed "/A FP1-FP2/DWS E s Bli Performance of windows ( completed R609.2 [3 N/A FP1-FP2/DWS El S R609.3 Testing and labeling Completed "/A s FP 1/DWS � R609.6 Wind-borne Debris Protection Completed ��/®�� rj N/A M° S 132e Protection of Openings OCompleted R301.2.1.2 0 N/A CV/DWS s R609.7 Anchorage of windows and doors and Mullions ITICompleted R609.8 N/A [3 s DWS p R312.2 Window fall protection Completed "/A CV/FPI-FP2 s R311.7.6 Landings Completed R311.3 "/A CV/FP1-FP2 ® s 62a R311.8 Ramps ( Completed on N/A rj S 132a R311.7 Stairs Completed ® N/A FPI-FP2/STA C! s 132b R311.7.1 36"clear width WCompleted N/A FPI-FP2/STA S B2b R311.7.5.1 Min.Tread depth=9" CompletedF P 1/STA N/A R311.7.5.2 Max.riser height=8 1/4 i ® s (2017 UCS) B2b R311.7.2 Min.head clearance=V-8" Completed N/A FP1-FP2/STA l S 132b R311.7.8 Handrails ECompleted o N/A FP1-FP2/STA El S El B2b R311.7.8.1 Handrail Height KCompleted 34"to 38"with 4 or more risers "5A FPI-FP2/STA R311.7.5.2.1 Winder tread ECompleted 132b R311.7.10.1 Spiral Stairs [ NSA FPI-FP2/STA R311.7.10.2 Bulkhead enclosure stairs (not permitted as means of egress from a story) 132b R303.7 Interior Stairway illumination Completed l "SA EL1 -EL2 B2b R312 Guards �Co Completed 132bFPI-FP2/STA C s B2b R312.1.1 Guards required with floor surfaces more than 30 Completed above floor below N/A FP1-FP2/STAS Residential Submission Development Worksheet Page 6 of 13 September 1,2018 62b R312.1.3 Guards-Size of openings Completed ri N/A FPI—FP2/STA El S R313 Automatic Sprinkler Systems Completed ®i N/A 132f (2017 UCS) (Habitable attics2:Three stories above grade plane- i3 s One&Two-Family Dwellings&Townhouses)Identify type of system R313 Provide hydraulic calculations and a layout showing Completed 132f 2017 UCS M N/A ( ) sprinkler head locations 0 s R313 Provide complete system diagram and submit ®Completed 132f 2017 UCS D N/A ( ) equipment specifications p s R316 Foam Plastic Insulation ( Completed i N/A [ S 132a R302 Dwelling Unit Separation-Fire Resistant Construction Completed O N/A FP1 rj s R302.3 One-hour Fire Separation for Two-Family Structure ®Completed 132a Enj(%:hr.with NFPA 13 sprinkler system) 0 NSA R302.1 ( Completed A13 Minimum Fire Separation Distances l N/A E] s 132a R302.2 Townhouse Requirements—Fire Resistant Wall M Completed Construction 17 N/A � s 132a R302.2.3 Townhouse-Parapet construction,or alternatively, ( Completed 1E N/A where fire rated construction exceptions are met 0 s 132a R302.2.4 Townhouse-Structural independence ( Completed N/A E3 S R302.3 Two-Family Construction ElCompleted M N/A 1-hour separation per 302.2, ® s 132a or alternatively,where fire rated construction exceptions are met M1303 Labeling of installed appliances (Completed 134a Eml N/A 0 s M1306 Clearances from combustible construction [Completed B4h N/A ® s 134a Ch.14 Heating&cooling equipment EJ Completed C� I N/A ri s 2 R313.1 Automatic fire sprinkler systems.An automatic residential fire sprinkler system designed and installed in accordance with Section P2904 or NFPA 13D shall be provided throughout all one-and two-family dwellings and townhouses when such dwelling or townhouse has a height of: 1.three stories above grade plane,or 2.two stories above grade plane and a habitable attic,or 3.three stories above grade plane and a habitable attic. Residential Submission Development Worksheet Page 7 of 13 September 1,2018 Heating System U Completed Boa [,,■', N/A Circle one: Hot Water BBD Electric BBD Forced Air s EI 0 N1103.3.3 HVAC load sizing per ACCA Manual J with equipment Completed 137i(b) M1401 to comply with ACCA Manual S provided(Heat loss N/A [ s 137i(c) per ACCA Manual"J",and equipment spec by Manual "S")Heat Loss Calc provided Ch.21 Hydronic Piping requirements ECompleted B4a N/A $ s 134 Ch.15 Exhaust systems OCo^pleeted CV/FP1-FP2/CF1-C g F2 l s 134h M1502 Clothes dryer exhaust termination,installation, Completed material and duct length [ N/A FPI-FP2 � s 134h M1503 Microwave and Range hood material,rate and ®Completed M1504 location of exhaust N/A p s 64h M1505 Overhead exhaust hoods for open-top broiler unit ®Completed �i N/A S 134h M1506 Exhaust ducts and openings }Completed ® N/A CV/FP1/CF1-CF2 O S 64e M1507 Mechanical ventilationCompleted N/A CV/EL1-EL2/ELC 0 S (,■Completed N1103.6 Whole house ventilation required CV/EL1-EL2/E B4 Table Provide fan capacity,location and external air draw El NSA LC/ CF1 N1103.6.1 location Indicate outdoor makeup air. Ch.16 Duct systems requirements (,Completed 67l(d) r N/A II S M1601 Duct construction,materials and installation OCompleted ( ) B7i ■ N/A d Provide Manual D design for duct sizing ® s M1602 Return air requirements ©Completed ■� N/A ® S 67g M1701 Combustion air requirements (Completed rEj N/A l3 S Ch.24 Fuel Gas Requirements OCompleted ■E N/A E3 S 134a G2406 Fuel Gas Appliance locations E2 Completed ■: N/A 0 S 67g G2407 Combustion,ventilation and dilution air forCompleted Mechanical Equipment 0 N/A ® S 134i G2408 Fuel Gas Equipment&appliance installation [Completed JE N/A clearances U s G2413 Fuel Gas Pipe sizing and Materials Completed G2414 ® N/A S Residential Submission Development Worksheet Page 8 of 13 September 1,2018 G2415 Fuel Gas Piping Installation [Completed �i N/A S G2420 Gas shutoff valves [Completed Ji N/A Cf S B5 Ch.26 PL1 R306.3 General Plumbing Requirements lCompleted N/A R306.4j s P2603.2 Drilling and notching of wood- Oe Completed 0 N/A PL2 (NOTE#36) framed structure 0 s 135a Ch.27 MCompleted Plumbing Fixture Requirements p N/A PL1 [ s M2005 O Completed Ch.28 Water heaters [ N/A PL1 [l s P2803.2 []Completed Water Heater Temperature Control N/A s 135c Provide line drawings of water supply Completed B5d and DWV plumbing system. E N/A PL1 135b P2906 Identify Water Supply and DWV plumbing sizes and FE Completed P3002 materials "/" PL1 ( s Ch.29 Water Supply and Distribution Requirements Completed [ N/A P L 1 [ 5 135a P2903 Provide Fixture units,size of water supply piping M Completed P2903.7 (3/4"min.) "/A PL1 ( s 135b P3005.2 Provide Drainage Piping Cleanout requirements Completed P N/A L1 S 135b Ch.31 Vent System Requirements Completed P N/A L1 ® s P3103.1 Roof extension vent terminal and flashing&sealing [E Completed PL1 P3103.3 0 "/A � s P3103.2 Frost closure requirement for Vent Piping RICompleted [ N/A PL1 [ S P3103.5 Vent terminal locations [Completed N/A PL1 S P3108 Wet venting provided MCompleted ® N/A PL1 0 s P3109 Waste stack vent location Completed e N/A [ S P3110 Circuit venting requirements [Completed N/A [3 S Residential Submission Development Worksheet Page 9 of 13 September 1,2018 P3111 Combination waste and vent system Completed r N/A S P3112 Island fixture venting Ocompleted N/A S. P3114 Air admittance valves Completed on N/A li 5 P3201 Fixture Trap locations JE Completed E] N/A PL1 E3 S Electrical Requirements (Chapters 33 through 42) 136f E3901 Receptacle and J-box locations ONCompleted Equipment locations and requirements "/^ EL1-EL2/GN � s E3902 GFCI/AFCI requirements OComNpleeted EL1-EL2/ELC tCid s R314 Smoke detector Alarms ,rj Completed EL1-EL2 Show locations on drawings N/A S R315 Carbon Monoxide Alarms $Completed EL1-EL2 Show locations on drawings N/A ( s Typical Electrical Notes nCompleted ELN N/A S 136f Electrical equipment/appliance locations 5XICompleted EL1-EL2 Floor plans l N/A fj s B6 Electric Systems [ Completed 136a Separate electric meters are required for each N/A s dwelling unit and Service equipment 136b E3908 Means of Grounding [ Completed N/A S 136b E4001.15 Grounding for Lighting Control rCompleted N/A � s 136b E3907.9 Wire bending in Panelboards [K Completed N/A S 66c Load calculations Completed ELC N/A S 136d Size of conductors rCompleted N/A ELI-EL2/ELC s 136e Main disconnect&over current protection Completed N/A CV/ELC ® S 66g Ch.34 One-line Electrical diagram rCompleted E l] N/A L1-EL2 0 S 136h N1104.1 Lighting plan MCompleeted EL1-EL2 75%of Lighting fixtures must have high efficiency s lamps Residential Submission Development Worksheet Page 10 of 13 September 1,2018 B7 IECC Energy Code Compliance path used(Circle One): [ECompletea N/A R402.1.2 s R402.1.5 Prescriptive Performance Energy Rating Index R405 R406 Forced Hot Air Furnace,Gas fired 80 AFUE Minimum [3Completed Oil fired-83 AFUE Minimum 0. N/A s Provide Make and model number (effective 11/19/2015 Gas,5/01/2013 Oil) Electric Central Air,13 SEER min.(effective 1/26/2006) C3 Completed on N/A Make and model number l] s Boiler,Gas fired-82-AFUE Minimum C]Completed IF Oil fired-84 AFUE Minimum N/A s Provide Make and model number (effective 9/1/2012) N1102.1.2 Materials Identification.Installation shall beerthe Completed p rJ N/A SE1—SE41DWS N1104.1.4 manufacturer's instructions.Materials must be s /I R identified so that compliance can be determined. Insulation R values and glazing U factors must be clearly marked on the building plans or specifications. 8702.7 Vapor retarder installed on non-vented framed FECompletedFJ SEI—SE4/4R ceilings,walls and floors. N/A (' s N1102.4 Air leakage Completed SEI—SE4 Identify how joints,penetrations and openings in the N/A s building envelope are sealed. B71(f) N1102.4.1.2 0Completed ACH50/Blower door testing for Air Infiltration rate and N/A CV achieve dwelling rate of 3 ACH C1 s N1102.4.5 Recessed lights shall be IC rated and installed with no Completed ELN penetrations,or Type IC or non-IC rated installed 0 N/A ® s (NOTE#21) inside an appropriate air-tight assembly with a 1/2" clearance from combustible materials and 3" clearance from insulation 67e N1103.1.1 Temperature Controls �ComNpleeted EL1—EL2 Each dwelling unit has at least one thermostat capable s of automatically adjusting the space temperature set point of the largest zone. N1103.3 Duct Insulation Completed Supply ducts in unconditioned attics,spaces or outside 0 s the building must be insulated to R-8 or R-11. Return ducts in unconditioned attics or outside the building must be insulated to R-4 or R-6.Return ducts in unconditioned spaces must be insulated to R-2.Insulation is not required on ducts in basements within the thermal envelope. N1103.3.5 Building Cavities—Not Used as ducts or plenums FJCompleted f N/A 5 Residential Submission Development Worksheet Page 11 of 13 September 1,2018 M1602 Duct Construction ®Completed All joints,seams,and connections must be securely All ® s fastened with welds,gaskets,mastics(adhesives), mastic-plus-embedded-fabric,or tapes. Duct tape is not permitted. Ducts shall be supported every 10 feet or in accordance with the manufacturer's instructions. Cooling ducts with exterior insulation must be covered with a vapor retarder. Air filters are required in the return air system. The HVAC system must provide a means for balancing air and water systems. N1103.3.3 Duct Testing Requirements Completed Post-construction S s N1103.5 Service Water Heating Water heaters with vertical pipe risers must have heat trap on both the inlet and outlet unless an integral Completed N/A heat trap is provided or is part of a circulating system. r s Identify on the drawings the insulation R value(s)for the circulating hot water pipes and HVAC piping N1103.5.3 Pipe insulation.Service water piping must be insulated [3 Completed to R-3 where indicated N/A � s Structural design CV/1-235/RC1 Identify codes and referenced standards used in -RC42 00 Completed design on a separate sheet bound with the structural N/A calculations s 133a R301 Structural materials/elements rt—Completed r N/A SE1-SE4/RC1- Circle One: ngineeere OR Prescriptive design r s RC42 0 11 133a R301.4 Dead&Live Loads ( Completed �[ N/A CV/RCI-RC42 R301.5 s B3d R301.2.1 Ground Snow Load,Seismic Design Category and �Compleeted CV/RC1-RC42 R301.2.1.4 Assumed Soil Site Class and Wind Speed and Exposure 0 s R301.2.2 Category R301.2.3 B3c Specifications of all materials Completed r N/A SE1-SE4 r 5 133b R802.10 Provide Engineered roof details �Com`pleeted TR1-TR5/RC1-RC4 R804.3.6 s 2 133b R802.10 Truss specifications data sheet and truss uplift ( completed TRI-TR5/RC1-RC1 R802.11 connections provided 0 NSA 4 133b R602.10 Braced/Shear Wall RCompleted R602.12 Circle One: Engineered OR Prescriptive design r "/" SWI-SW2/1-235 C r r s B3b R602.10 Braced wall lines identified and dimensioned rnJ Completed r N/A SW1-SW2/1-235 r 5 133a Specifications for shear walls provided& Mcom�pleAted SW1-SW4/SE5-SE8 Structural adequacy of shear walls confirmed r s Residential Submission Development Worksheet Page 12 of 13 September 1,2018 Bab Location ands specifications for holddown devices SCompleted p © N/A SW1-SW4/SE5-SE8 provided on Braced wall and Foundation plans 0 s /FND B3e Column(post)schedule and header(beam)schedule Oi Completed gM1-BM2/RC15-RC provided on floor plan 0 "/As 42 Continuity of uplift resistance confirmed (Completed r— j N/A SE1—SE4 ® s Details of module connections(at ridge,mating line, 1K Completed story-to-story)provided "/" SE5—SE8 ® s R301.2.1.2 Wind-borne debris protection applicable i Completed R609.6 And how addressed [ "/A CV/DWS ® s Bab R403.1.6 Location and specifications for holddown devices,size FND/SW1-SW JECompleted and spacing of sill plate anchor bolts and spacing of N/A 4/SE5-SE8 columns provided on foundation plan s B3g R404 Uniformly distributed loads and Concentrated loads INCompleted identified on foundation plans [] "/A FND [3 s B3d R404 Horizontal loads vectors identified on foundation plans [�i completed N/A F N D ® 5 Residential Submission Development Worksheet Page 13 of 13 September 1,2018 f^ Generated by REScheck Web Software Compliance Certificate Project 0#10477 Energy Code: 2018 IECC Location: Greenport, New York c, Construction Type: Single-family6,) Project Type: New Construction Qom .,, Conditioned Floor Area: 3,400 ft2it ( t Glazing Area 16% Climate Zone: 4 (5572 HDD) 05/02/22 Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor: 3165 BAY SHORE ROAD EAST END CONSTRUCTION ICON LEGACY CMH GREENPORT, NY 11944 SERVICES 246 SAND HILL RD 24 SEAGATE AVE. SELINSGROVE, PA 17870 WESTHAMPTON, NY 11977 ® . . Compliance: 1.6%Better Than Code Maximum UA: 546 Your UA: 537 Maximum SHGC: 0.40 Your SHGC: 0.31 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Slab-on-grade tradeoffs are no longer considered in the UA or performance compliance path in REScheck. Each slab-on-grade assembly in the specified climate zone must meet the minimum energy code insulation R-value and depth requirements. Envelope Assemblies Gross;Area Cavit Cont. Prop. Req. P ro p. Req. Behind Knee Walls: Flat Ceiling or Scissor Truss 1,053 30.0 21.0 0.020 0.026 21 27 Between Knee walls: Flat Ceiling or Scissor Truss 647 32.0 0.0 0.034 0.026 22 17 Wall: Wood Frame, 16"o.c. 3,432 21.0 0.0 0.057 0.060 156 164 Door: Solid Door(under 50%glazing) 21 0.170 0.320 4 7 Door: Solid Door(under 50%glazing) 22 0.250 0.320 5 7 Door: Glass Door(over 50%glazing) 44 0.290 0.320 13 14 SHGC: 0.27 Window:Vinyl Frame 380 0.330 0.320 125 121 SHGC: 0.33 Window:Vinyl Frame 107 0.310 0.320 33 34 SHGC: 0.29 Window:Vinyl Frame 121 0.320 0.320 39 39 SHGC: 0.27 PERIMETER BAND BETWEEN FLOORS:Wood Frame, 318 21.0 0.0 0.057 0.060 18 19 16" D.C. Basement Stair Walls:Wood Frame, 16"o.c. 236 13.0 0.0 0.082 0.060 18 13 Door 1: Solid Door(under 50%glazing) 18 0.300 0.320 5 6 Floor:All-Wood Joist/Truss 1,652 19.0 0.0 0.047 0.047 78 78, Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 'IR Compliance Statement: The proposed building design described here is consistent with the building plans, specifications,and other calculations submitted with the permit application.The proposed building has been designed to meet the 2018 IECC requirements in REScheck Version : REScheck-Web and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. ICON LEGACY CMH, LLC .T ., .�.�.� 04/29/2022 Name-Title Signature Date Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 2111 REScheck Software Version : REScheck-Web Inspection Checklist Energy Code: 2018 IECC Requirements: 0.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section Puns Veri ped File, Verifietf Pre4fnsoection Plan Re'vieuv ltdri,ies? 'Comments/Assume€ions &,F eq.i® Uatue ; lfatule 103.1, Construction drawings and I❑Complies 103.2 documentation demonstrate [PR111 i ener code compliance for the ❑Does Not I gy p , s ❑Not Observable ; building envelope.Thermal envelope represented on Not Applicable i construction documents. 71, �) i 103.1, ;Construction drawings and 10complies ; 103.2, idocumentation demonstrate ❑Does Not i 403.7 energy code compliance for r", [PR3]1 :lighting and mechanical systems. f „ .. ❑Not Observable ',Systems serving multiple `ne ❑Not Applicable dwelling units must demonstrate i ,compliance with the IECC ;Commercial Provisions. 302 I ,, Heating and cooling equipment is: Heating: < Heating: ❑Complies 403 7 §sized per ACCA Manual S based Btu/hr Btu/hr ❑Does Not i [PR2J? . on loads calculated per ACCA Cooling: Cooling: ❑Not Observable t ._ Manual J or other methods Btu/hr i Btu/hri approved by the code official. ❑Not Applicable YY 1 S Additional Comments/Assumptions: 111 High Impact(Tier 1) J22;Medium Impact(Tier 2) v3' Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 3111 S®chore• ,., Foundation InspectIic "C omp6es?A Cotnme'ntslAssumptians &RLOW 33;2:1 A protective covering is installed to ;❑Complies [F01112 " protect exposed exterior insulation 1❑Does Not and extends a minimum of 6 in. below grade. ;❑Not Observable: ❑Not Applicable 403'9,,",, Snow-and ice-melting system controls,❑Complies ,l installed. ❑Does Not a ;❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) "` Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 4111 section= °Plus.�terifiecl Fileld.Vbrifiea. . ,° Framing 1 Rough-1h lnspectlon Value` Value corraplies? Comm6nfs/Assn ptions Req.i® 402.1.1, 'Door U-factor. U- U- ❑Complies ;See the Envelope Assemblies 402.3.4 _ ❑Does Not ;table for values. [FR1]1 ?❑Not Observable ❑Not Applicable 402.1.1, Glazing LI-factor(area-weighted U- U- ❑Complies ;See the Envelope Assemblies 402.3.1, i average). 3 ❑Does Not ;table for values. 402.3.3, 402.5 ❑Not Observable [FR2]1 ❑Not Applicable i t S i 303.1.3 U-factors of fenestration products ❑Complies [FR4]1 ;are determined in accordance ❑Does Not with the NFRC test procedure or :taken from the defult table. " ❑Not Observable � n❑Not Applicable r 402.4.1.1 'Air barrier and thermal barrier E]Complies ; [FR23]1 :installed per manufacturer's ]❑Does Not instructions. x =e El Not Observable ,l❑Not Applicable 402.4.3 Fenestration that is not site built �5 '❑Complies ; [FR20]1 ;is listed and labeled as meeting ❑Does Not AAMA/WDMA/CSA 101/I.S.2/A440 3 .€❑Not Observable ; or has infiltration rates per NFRC 400 that do not exceed code ,I❑Not Applicable limits. 402.4:5 IC-rated recessed lighting fixtures ❑Complies ; [1 R16]2 sealed at housing/interior finish ❑Does Not ; and labeled to indicate :52.0 cfm ] leakage at 75 Pa. d '❑Not Observable ; �A El Applicable 403.3.1 , Supply and return ducts in attics ❑Complies [FR12]1 ;insulated >= R-8 where duct is i❑Does Not i>= 3 inches in diameter and >_ R-6 where< 3 inches. Supply and =❑Not Observable ; return ducts in other portions of ❑Not Applicable ;the building insulated >= R-6 for diameter>= 3 inches and R-4.2 ;for< 3 inches in diameter. 403.3.2 Ducts, air handlers and filter ❑Complies ; [FR13]1 :boxes are sealed with ❑Does Not �'oints/seams compliant with J p ,r ❑Not Observable :International Mechanical Code or ; International Residential Code, as 3 W ❑Not Applicable } applicable. 403.3:5 Building cavities are not used as ❑Complies [FR15j3 ;ducts or plenums. ❑Does Not ❑Not Observable .. ❑Not Applicable X103 4: HVAC piping conveying fluids R- R- ;❑Complies [FR17j2 'above 105 °F or chilled fluids ❑Does Not 4 below 55°F are insulated to >_R- 3 '❑Not Observable t ❑Not Applicable = 403.4.1 Protection of insulation on HVAC '❑Complies [FR24]1 piping. ❑Does Not 3 E❑Not Observable 3 " , ❑Not Applicable 403:5:3 Hot water pipes are insulated to R- ; R ❑Complies ; [FR1872 €>R-3. ❑Does Not E / E ❑Not Observable ; i ❑Not Applicable 1 High Impact(Tier 1) 2.. Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 5R Section " Plans Uerrfled . Pleb!-Uer[fIed ` # Framing../Rough 1'n Inspection Cohio'lles? Con 's/Ass rti�ptlons'" &.IZeq.ID value, Value . . 403:6' Automatic or gravity dampers are ❑Complies [FR19:]2 -r installed on all outdoor air ❑Does Not " $ intakes and exhausts. w ❑Not Observable ; ❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) Medium Impact(Tier 2) 3' Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 611 as�Gt dn' Pi�1SS 4/ I[�1 41 Field V$CifIeC� � uliateoa� �;ispectson Castpli ' +Ce�rnmesxtslAssurnstaons__ ` &FCeig.8�3 stile Valcee 303 All installed insulation is labeled " ?❑Complies f {1N131? or the installed R-values z '❑Does Not ; 6�6 provided. E � �,� � �„ � ;❑Not Observable ; � � �� � � '� r " �❑Not Applicable F 402.1.,. 1 Floor insulation R-value. R- R- ❑Complies ;See the Envelope Assemblies 402.2.6 ❑ W00d ;❑ Wood ❑Does Not table for values. [IN1]1 ❑ Steel }❑ Steel ❑Not Observable E ❑Not Applicable i F 3 � # S 303.2, 'Floor insulation installed per ❑Complies 402.2.8 manufacturer's instructions and Does Not [IN2]1 in substantial contact with the " ❑Not Observable underside of the subfloor,or floor y '.framing cavity insulation is in ❑Not Applicable { contact with the top side of ;sheathing,or continuous insulation is installed on the s underside of floor framing and _ extends from the bottom to the . ;top of all perimeter floor framing ` members. 402.1.1, Wall insulation R-value. If this is a R R- ❑Complies ;See the Envelope Assemblies table for values. 402.2.5, mass wall with at least 1/2 of the E] Wood ;❑ Wood ❑Does Not 402.2.6 -wall insulation on the wall ❑ Mass =❑ Mass ❑Not Observable t [IN3]1 ;exterior,the exterior insulation 'requirement applies(FR10). E] Steel ;❑ Steel ❑Not Applicable f r F t 303.2 'Wall insulation is installed per , g;a ❑Complies [IN4]1 manufacturer's instructions. ❑Does Not { ' � �����" y ��' �`���' ❑Not Observable ,, ��� �u,,,]❑Not Applicable ; Additional Comments/Assumptions: 11 High Impact(Tier 1) Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 7111 CCt1YL n �- lavas Veri�fil Field' # #Ieaal°3n sec icsra Prm�r loe� t �slies Oor rla+e�t IAssur ip oars �c ite .iti Va[aae' VZ�ue 402.1.1 ;Ceiling insulation R-value. R- R- ❑Complies ;See the Envelope Assemblies 402.2.1, 3 E] Wood ;❑ Wood ❑Does Not }table for vales. 402.2.2, ❑ Steel ❑ Steel 402.2.6 ❑Not Observable ; ; [FI1]1 ❑Not Applicable 1 3 i 3 303.1.1.1, ;Ceiling insulation installed per " ❑Complies 303.2 :manufacturer's instructions. ` ❑Does Not 3 [FI2]1 Blown insulation marked every 300 ftz. ,, ❑Not Observable ; tea, ❑Not Applicable j 402 23 Vented attics with air permeable „- -•`•• ❑Complies [I 122]z insulation include baffle adjacent , ❑Does Not to soffit and eave vents that 4 i ; :extends over insulation. ,I❑Not Observable ❑Not Applicable 402.2.4 Attic access hatch and door R- R- ;❑Complies [FI3]1 insulation >_R-value of the ❑Does Not adjacent assembly. []Not Observable ❑Not Applicable 402.4.1.2 Blower door test @ 50 Pa. <=5 ACH 50 = ACH 50 = ❑Complies [FI17]1 'ach in Climate Zones 1-2, and E ❑Does Not { <=3 ach in Climate Zones 3-8. ❑Not Observable ❑Not Applicable 3 403.3.3 1 Ducts are pressure tested to cfm/100 cfm/100 ❑Complies ; [FI27]1 determine air leakage with ft2 ft2 ❑Does Not ;either: Rough-in test:Total leakage measured with a ❑Not Observable ; pressure differential of 0.1 inch ❑Not Applicable w.g. across the system including ;the manufacturer's air handler enclosure if installed at time of ;test. Postconstruction test:Total leakage measured with a pressure differential of 0.1 inch iw.g.across the entire system t ;including the manufacturer's air t F 3 handler enclosure. , 403.3.4 Duct tightness test result of<=4 cfm/100 dm/100 :❑Complies [FI4]1 cfm/100 ft2 across the system or : ftz f ft2 ❑Does Not <=3 cfm/100 ft2 without aira 3 handler @ 25 Pa. For rough-in ❑Not Observable ; ;tests,verification may need to ❑Not Applicable j ioccur during Framing Inspection. s 3 403.32.1 ,Air handler leakage designated , , ❑Complies ; [FI24]1 'by manufacturer at<=2%of ` •• • f ❑Does Not 'design air flow. j ❑Not Observable El Not Applicable `� v ; 403.1:1 Programmable thermostats , ❑Complies [FI9]2installed for control of primary ❑Does Not —Aheating and cooling systems and e a ❑Not Observable initially set by manufacturer to a code specifications. l a ;.$❑Not Applicable 40312_ `' Heat pump thermostat installed ❑Complies ; [FI10�z on heat pumps. El Does Not r } jNot Observable , zm _ ❑Not Applicable t X03:5:1 Circulatingservice hot water ❑Com lies ; P C>=1;11psystems have automatic or ❑Does Not accessible manual controls. ` ❑Not Observable ❑Not Applicable 1 High Impact(Tier 1) -=Medium Medium Impact(Tier 2) 3' Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page SR Section. a - Ptattis Verified. ,Field,Verified' #: .y Finai"�in ection Provisions ; Complies? �Cornri�ient lAssuMptaons° &Req.9® Value',, Wjue 403 61 n' All mechanical ventilation system ❑Complies [FI25a2 !fans not part of tested and listed ° ❑Does Not I HVAC equipment meet efficacy °1 and air flow limits per Table ❑Not Observable R403.6.1• ❑Not Applicable 403 2` Hot water boilers supplying heat ❑Complies [I 16]2, jthrough one-or two-pipe heating ❑Does Not { systems have outdoor setback j❑Not Observable x control to lower boiler water temperature based on outdoor ❑Not Applicable A I• „ ]temperature. y� 403.5 L,1'J Heated water circulation systems AE]Complies [FI281 ;shave a circulation pump.The �, ❑Does Not `system return pipe is a dedicated return pipe or a cold water supply ;' '❑Not Observable ; =pipe.Gravity and thermos- ❑Not Applicable 3 syphon circulation systems are j not present.Controls for circulating hot water system pumps start the pump with signal ..,4for hot water demand within the 'occupancy. Controls automatically turn off the pump =)when water is in circulation loop ; is at set-point temperature and j no demand for hot water exists. 403 5;°1.2'Electric heat trace systems ❑Complies ; [F129] comply with IEEE 515.1 or UL (❑Does Not X515.Controls automatically I adjust the energy input to the )❑Not Observable a-heat tracing to maintain the = ❑Not Applicable ,Idesired water temperature in the .j 4 piping F . 4015:2 °Demand recirculation water ❑Complies [FI30]2systems have controls that ❑Does Not manage operation of the pump I and limit the temperature of the ❑Not Observable 3 water entering the cold water ❑Not Applicable piping to <= 1049F. - 403 5,4 '1Drain water heat recovery units ❑Complies [FI31] tested in accordance with CSA -,10 Does Not B55.1. Potable water-side ❑Not Observable pressure loss of drain water heat recovery units < 3 psi for ;❑Not Applicable F individual units connected to one j = or two showers. Potable water- .., �jside pressure loss of drain water „j heat recovery units< 2 psi for f individual units connected to three or more showers. 404.1 90%or more of permanent _ ❑Complies [FI611 ifixtures have high efficacy lamps #❑Does Not . i ❑Not Observable ; ❑Not Applicable j 40411 :Fuel gas lighting systems have y ❑Complies no continuous pilot light. ` .�❑Does Not E ❑Not Observable 1 ❑Not Applicable E 4011 _!Compliance certificate posted. ❑Complies [FI7j� '❑Does Not j " x❑Not Observable a a❑Not Applicable 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 911 secfi®n Pleas"4let4 ted 1:bO Vertfted Finatdnspectton"Provisaans• Ommen a1ue° amue csniplies� Crssu p tons Req.1t 30, 33 ' Manufacturer manuals for � � ❑Complies ,a [F118� mechanical and water heating ``" ❑Does Not systems have been provided. ❑Not Observable j❑Not Applicable r.. � Additional Comments/Assumptions: 1 High Impact(Tier 1) 2z'Medium Impact(Tier 2) 3s'' Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 1®R 018 Efficiency Certificate 6 . Above-Grade Wall 21.00 Below-Grade Wall 0.00 Floor 19.00 Ceiling / Roof 51.00 Ductwork (unconditioned spaces): Window 0.33 0.33 Door 0.29 0.27 . . . Heating System: Cooling System: Water Heater: Name: Date: Comments Report date: 04/29/22 Page 1111 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES 2'-7j„ % . «' 13 4 2 2 5 • I 9 11 r` 6 05/02/22 7-24.. ` 1 O.''r 17 2D 21 9 19 22 18 1 2 3 4 5 6 7 S -� a 0 o GROUND SNOW LOAD: 20 psf 30 psf 40 psf TC DL: 10 psf *BALANCED SNOW LOAD: 20.4 23.1 30.8 psf BC DL: 10 psf TRUSS NO.:TR7-31-6-2 UNBALANCED SNOW LOAD: 36.02 42.72 54.32 psf BC LL: 10 psf WHERE h<42" JOB NO.:210009 OPPOSITE SIDE UNB.SNOW LOAD: 6.12 6.93 9.24 psf BC LL: 20 psf WHERE h z 42" PITCH:7/12 UNBALANCED SNOW LOAD LENGTH: 4.3 5.01 5.6 ft BC LL: 40 psf BETWEEN KNEEWALLS SPAN:31'-6" APPLIED MWFRS UPLIFT: 25.63 psf WINDWARD AT 90/117 mph TRUSS CENTERS: FOR 20 psf GROUND SNOW: 16 in O.C. 14.56 psf LEEWARD AT 90/117 mph FOR 30 psf GROUND SNOW: 16 in O.C. 46.56 psf WINDWARD AT 120/155 mph FOR 40 psf GROUND SNOW: 12 in O.C. 26.45 psf LEEWARD AT 120/155 mph FOR 90/117 mph WIND: 16 in O.C. APPLIED C&C UPLIFT: 35.10 psf AT 90/117 mph FOR 120/155 mph WIND: 16 in O.C. 63.76 psf AT 120/155 mph MEMBER INFORMATION: *5 psf RAIN ON SNOW SURCHARGE APPLIED SIZE& MEMBER SPECIES MAXIMUM SUPPORT REACTIONS(Ibs): MWFRS UPLIFT C&C UPLIFT 1-8 2x 10 SYP#2 DL+LL+ DL+LL+ DL+LL+ 0.6 DL+ 0.6 DL+ 0.6 DL+ 0.6 DL+ 9-12&15-18 2 x 6 SYP#2 DEAD 20 psf 30 psf 40 psf 90/117 mph 120/155 mph 90/117 mph 120/155 mph 13&14 2 x4 SYP#2 1 LOAD GSL GSL GSL UPLIFT UPLIFT UPLIFT UPLIFT 19-22 2 x4 SYP#2 EXTERIOR WALL 4351 976 1 1035 891 1 -140 -467 -364 -875 23 2 x 6 SYP#2 MATING WALL 242 816 866 732 1 -27 -167 -155 -400 * + ' +� MAXIMUM INTERACTION&DEFLECTION: NOTES: 1.MATING WALL REACTIONS ARE TOTAL FOR BOTH SIDES. VO I ** MAXIMUM 2.WIND PER ASCE 7-16,117&155 mph(Vult)=90&120 mph(Vasd),EXP.D. * w+1 ' 5 MAXIMUM DEFLECTION 3.SNOW PER ASCE 7-16,20,30&40 psf GSL,Ct=1.1,Ce=1.0 * A". CSI (in) l/ DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. BOTTOM CHORDI 0.942 0.452 439 4.COMPONENT DESIGN IS BASED ON C&C PRESSURES TOP CHORDI 0.959 1 0.683 337 TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. WEBI 0.251 0.00 ***** j�'�:ra1� 'p wFwpw BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SURE 203-B C:1Users\Elisha\Desktop12100091TR7-31-6-2 RALEIGH,NC 27615 01/12/21 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES Ud r dT la +N�N•N.R� 1:1,� 3 Gr i f � � �.: z. 9061001 _. TRUSS CONNECTIONS g! � i�. ,. PROJECT NUMBER: 210009 a, a N•} AL A TRUSS NUMBER: TR7-31-6-2 TRUSS PITCH: 7/12 05/02/22 101/12/211 TRUSS SPAN: 31'-6" F UPLIFT CONNECTIONS(MWFRS LOADS): 901117 mph EXTERIOR WALL CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAr10 NAILS 140 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD MATING WALL I CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 14 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD 1201155 mph EXTERIOR WALL CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END I CHECK ALT.STRAP QTY/END UPLIFT(Ibs) CASE CD 1 1/2"x 26ga STRAP 10d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 467 WIND 1.6 OK 3 5 OK 2 5 OK 4 ALTERNATE:(6)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(4)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD MATING WALL CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE)F CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 1 10 d NAILS 84 1 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD X BARLOW ENGINEERING,P.C. 0 6512 SIX FORKS RD.,SUITE 203-B N C:1Users\EI!shalDesktop\2100091TR7-31.6-2 RALEIGH,NC 27616 TRUSS CALCULATIONS y M MODULAR HOMES TRUSS CONNECTIONS l� +" y� ►�.'W*{a PROJECT NUMBER: 210009 TRUSS NUMBER: TR7-31-6-2 } � TRUSS PITCH: 7/12 TRUSS SPAN: 31'-6" 05/02/22 �•' 01/12/21 MAXIMUM OF DL+LL+20 psf GSL&0.6 DL+1201155 mph WIND CONDITION"A"-RIDGE: CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD 1 112"x 26ga STRAP 1 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 1 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 182 WIND 1.6 OK 2 1 2 1 OK 2 2 OK 2 ALTERNATE:USE 2)8 d NAILS EACH END OF 1 x 4 SHEAR(Ibs) CASE CD 106 WIND 1 1.6 JUSE(1)16 d NAILS INTO END GRAIN EACH END PLUS USE 10 d NAILS AT 24 in O.C.THROUGH PLATES CONDITION"B"-TOP CHORD FLIP: TENSION(Ibs) CASE CD 170 WIND 1.6 USE(3)6 d NAILS THROUGH SHEATHING EACH SIDE ALTERNATE:USE(4)16 ga STAPLE THROUGH SHEATHING EACH SIDE SHEAR(Ibs) TCASE CD 106 1 WIND 1.6 JUSE(1)16 d NAILS TOENAILED EACH END PLUS USE 10 d NAILS AT 24 in O.C.THROUGH PLATES CONDITION"C"-COLLAR TIE: AXIAL(Ibs) CASE CD 855 WIND 1.6 USE(5)16 d NAILS EACH END CONDITION"D"-KNEE WALLS: CHECK STRAP QTY I END I QTY I END I CHECK ALT.STRAP QTY/END I QTY/END I CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLEJ 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 1 O d NAILS 373 WIND 1.6 OK 3 4 OK 2 4 OK 3 COMPRESSION(Ibs) I CASE CD 259 1 SNOW 1.15 JUSE(2)16 d NAILS THROUGH CHORD BLOCK(WHEN USED) CONDITION"E"-HEEL: TOP CHORD(Ibs) CASE CD 711 SNOW 1.15 USE(1)3/8"BOLT(DOUBLE SHEAR;3/8"SIDE PLATES) PLUS(3)6 d NAILS OR(4)16 ga STAPLES PER GUSSET EACH SIDE ALTERNATE:USE(1)314"BOLT(DOUBLE SHEAR;318"SIDE PLATES) PLUS NO ADDITIONAL FASTENERS REQUIRED BOTTOM CHORD(Ibs) CASE CD 657 1 SNOW 1 1.15 JUSE(7)6 d NAILS OR(8)16 ga STAPLES PER GUSSET EACH SIDE CONDITION"F"-BOTTOM CHORD AT MATING LINE: CHECK STRAP I QTY/END QTY/END CHECK ALT.STRAP QTY I END QTY I END CHECK ALT.STRAP QTY!END TENSION(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAPr10NAILS 657 SNOW 1.15 NO GOOD N/A N/A OK 3 7 OK 7 ALTERNATE:USE(7)16 d NAILS THROUGH DECKING EACH SIDE BARLOW ENGINEERING,P.C. n 6512 SIX FORKS RD.,SURE 203-B W C:\Users\EllshalDesktop\2100091TR7-31-6-2 RALEIGH,NC 27015 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES COMPONENT LOAD SUMMARY "CROSS SECTION IS FOR REFERENCE ONLY AND MAY NOT REFLECT ACTUAL TRUSS EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 plf MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 plf FLOOR DEAD LOAD= 10 psf x 15.75 ft/2= 78.75 plf ),� + FLOOR LIVE LOAD= 40 psf x 15.75 ft/2= 315 plf d CEILING DEAD LOAD= 5 psf x 15.75 ft/2= 39.38 plf LOCATION 1=EXT.WALL HEADER&EXT.WALL STUD LOCATION 2=M.WALL HEADER&M.WALL STUD Q Fyx 3 LOCATION 3=PERIMETER BAND LOCATION 4=CENTER GIRDER LOCATION 5=EXT.WALL HEADER&EXT.WALL STUD Q Q Q LOCATION 6=M.WALL HEADER&M.WALL STUD # 31 LOCATION 7=PERIMETER BAND Q © Q Q ` LOCATION 8=CENTER GIRDER LOCATION 9=EXT.WALL HEADER&EXT.WALL STUD 05/02/22 LOCATION 10=M.WALL HEADER&M.WALL STUD LOCATION 11=PERIMETER BAND ol 7) 8 B LOCATION 12=CENTER GIRDER LOCATIONS 3,4,7,8,11&12 MAY BE USED TO GENERATE a FOUNDATION LOADS TRUSS TR7-31-6-2.7112 PITCH,31'-6"WIDTH 1 1 2 1 COMPONENT LOADS(lbs/ft) 20 psf GROUND SNOW (MATING WALL LOADS ARE PER SIDE OF LINE) LOA'fl(7f i 1: .° 2','- 3 1 4 9 10 11 12 DEAR LOAD 326 J, 91 525 250 i' 564 1-289 � �7$3�:,F 448 -,', 802 487 1001 646 !IVE LOAD _ G06 ,>; 1, `. 721 576 721. `_, -576 _ '1036' 89f''-' 1036 891 1351 1206 TOTAL-LOAD, 732,°y ,352 1 1246 1 826 1,286 865� ! ;—1799j,-; 1338 1 1838 1378 2352 1852 30 psf GROUND SNOW LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 DEAD LOAD 326 91 525 250 564 289 763 448 802 487 1001 646 LIVE LOAD 451 280 766 595 766 595 1081 910 1081 910 1396 1225 " .' TOTAL LOAD 777 371 1291 845 1330 884 1844 1358 1883 1397 2397 1871 40 psf GROUND SNOW ; LOCATION 1 2 3 4 5 6 1 7 8 9 10 11 12 DEAD LOAD326 91 525 250 564 289 763 448 802 487 1001 646 z ' 0 " p , LIVE LOAD 565 1 321 880 636 880 636 1195 951 1195 951 1510 1266 TOTAL LOAD 1 891 412 1405 886 1444 925 1958 1399 1997 1438 1 2511 1 1912 ( `« ,' C&C UPLIFT LOCATION T 1 2 3 4 5 1 6 7 8 9 10 T 11 12 A UPLIFT(0.6)DEAD LOAD 196 55 315 150 338 173 458 269 481 292 601 388 90/117 mph UPLIFT 1 -273 -58 - - - - - - 101/12/21] 120/155 mph UPLIFT 1 -656 -150 -341 0 -318 -198 -175 - -55 n BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SURE 203•B .D. C:VUserslElishalDesklop12100091TR7-31-6.2 RALEIGH,NC 27615 TR7-13-3 LEGACY CUSTOM MODULAR HOMES 1'-34" 4'-88" 51, 7'-88 7 8 aX��j_25„ 3'-118„ 5 6 14 g 10 8 2'-88„ 4 12 13! O 1 2 3 O 4'—1 � 5'—0 4'-14" 13'-22" TRUSS NO.:TR7-13-3 GROUND SNOW LOAD(psf): 25 TC DL(psf): 10 JOB NO.:220053 TRUSS SPACING(in O.C.): 16 BC DL(psf): 10 PITCH:7(12 BALANCED SNOW LOAD(pst: 19.3 BC LL(psf1: 10 WHERE h<42" SPAN: 13'3" UNBALANCED SNOW LOAD(pso: 36.9 20 WHERE h a 42" OPPOSITE SIDE UNB.SNOW LOAD(psf): 5.8 10 BETWEEN KNEEWALLS UNBALANCED SNOW LOAD LENGTH(ft): 4.7 MINIMUM ROOF LIVE LOAD(psf):j 20 WIND SPEED(mph)(Vult):1 136 WIND SPEED(mph)(Vasd):j 105 MEMBER INFORMATION: 25 psf MAXIMUM GRAVITY REACTIONS(lbs): GSL SIZE& MAXIMUM DEFLECTION N1 DEAD LOAD 222 MEMBER SPECIES CSI (in) l! TOTAL LOAD 474 BOTTOM CHORE 1-3 2X6 SP#2 0.368 0.056 2839 MIN,BEARING LENGTH(in) 1.5(MIN) TOP CHORD 4-6&9-11 2X6 SP#2 0.375 0.063 1461 N4 DEAD LOAD 222 7-8 2X4 SP#2 0.085 TOTAL LOAD 474 KNEE WALLS 12-13 2X3 SP#2 0.08 - - I MIN.BEARING LENGTH(in)1 1.5(MIN) COLLAR TIE 14 2X4 SP#2 0.218 0 0 105 mph WIND REACTIONS(lbs): ASD N1 MWFRS VERT. -61 NOTES: MWFRS LAT. 93 1.LOAD DERIVATIONS AND COMBINATIONS ARE PER ASCE 7-16. C&C -331 2.UNBALANCED SNOW HAS BEEN CONSIDERED IN THIS DESIGN DUE TO PITCH. N4 MWFRS VERT. -61 3.SNOW LOADS USE EXPOSURE FACTOR=1,THERMAL FACTOR=1.1,IMPORTANCE FACTOR=1. MWFRS IAT. 0 4.THIS TRUSS HAS BEEN DESIGNED WITH THE MINIMUM ROOF LIVE LOAD AND THE I C&C -331 CALCULATED SNOW LOADING APPLIED AS SEPARATE LOAD CASES AND COMBINATIONS. 5.WIND PRESSURES ARE FOR EXPOSURE CATEGORY D,RISK CATEGORY 11, 33 It MEAN ROOF HEIGHT,ENCLOSED BUILDING,MWFRS ENVELOPE PROCEDURE. "''n 6.THIS TRUSS HAS BEEN DESIGNED USING ALLOWABLE STRESS DESIGN AND THE WIND LOADS HAVE BEEN CALCULATED USING THE Vasd WIND SPEED. 7.THE TRUSS DEAD LOAD HAS BEEN REDUCED FOR WIND LOADING. r . 8.THIS TRUSS HAS BEEN DESIGNED TO BE INSTALLED AND LOADED VERTICALLY. ' 9.CONSTRUCTION AND LIFTING LOADS HAVE NOT BEEN CONSIDERED IN THIS DESIGN. . 10.TRUSS BRACING IS ASSUMED SHEATHING ON BOTTOM AND TOP CHORDS. 'w 11.ADDITIONAL PERAMENT BRACING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. v 05/02/22 BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD. C:120221220053%TRUSSESITR7.13-3.)ds RALEIGH,NC 27609 RC 5 TR7-13-3 LEGACY CUSTOM MODULAR HOMES TRUSS NO.:TR7-13-3 GROUND SNOW LOAD(psf): 25 JOB NO.:220053 WIND SPEED(mph)(Vasd): 105 B PITCH:7112 TRUSS SPACING(in O.C.): 16 SPAN:13'-3" c NOTES: 1.SUITABLE CONNECTIONS MAY BE SUBSTITUTED. E 2.GRAVITY FORCES HAVE BEEN ADJUSTED FOR LOAD DURATION AND A CD OF 1.0 SHALL BE USED. 3.WIND FORCES HAVE NOT BEEN ADJUSTED FOR LOAD DURATION AND A CD OF 1.6 SHALL BE USED. UPLIFT CONNECTIONS(MWFRS LOADS): N1 UPLIFT(Ibs) LC CD 61 WIND 1.6 OK FOR 1 1/2"x 26 ga STRAP w/(2) 8d(0.131"x 2.5")COMMON NAIL OR w/(2)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR 1 1/2"x 20 ga STRAP w/(2) 8d(0.131"x 2.5")COMMON NAIL OR w/(2)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR SIMPSON CS20 STRAP wl(2)0.131"x 2.5"NAILS EACH END OR OK FOR SIMPSON LSTA9 STRAP wl(8)0.148"x 2.5"NAILS EACH END OR OK FOR SIMPSON H3 TIE w/(8)0.131"x 1.5"NAILS EACH END ALTERNATE:(2)16d(0.162"x 3.5")COMMON NAILS THROUGH BAND INTO BC(ENDGRAIN)PLUS (2)8d(0.131"x 2.5")COMMON NAILS)THROUGH SHEATHING INTO BAND AND STUD(FACE) ALTERNATE:(4)16d(0.162"x 3.5")COMMON NAILS THROUGH BAND INTO BC(ENDGRAIN)PLUS (9)8d(0.131"x 2.5")COMMON NAILS THROUGH SHEATHING INTO BAND AND STUD(FACE)PLUS NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D LATERAL(Ibs) LC CD 93 WIND 1.6 (2)16d(0.162"x 3.5")COMMON NAILS THROUGH BAND INTO TOP PLATE(fOENAILED) N4 UPLIFT(Ibs) LC CD 61 WIND 1.6 OK FOR 1 1/2"x 26 ga STRAP w/(2) 8d(0.131"x 2.5")COMMON NAIL OR w/(2)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR 1 112"x 20 ga STRAP w/(2) 8d(0.131"x 2.5")COMMON NAIL OR w/(2)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR SIMPSON CS20 STRAP wl(2)0.131"x 2.5"NAILS EACH END OR OK FOR SIMPSON LSTA9 STRAP w/(8)0.148"x 2.5"NAILS EACH END OR OK FOR SIMPSON H3 TIE w/(8)0.131"x 1.5"NAILS EACH END ALTERNATE:(2)16d(0.162"x 3.5")COMMON NAILS THROUGH BAND INTO BC(ENDGRAIN)PLUS (2)8d(0.131"x 2.5")COMMON NAILS)THROUGH SHEATHING INTO BAND AND STUD(FACE) ALTERNATE: (4)16d(0.162"x 3.5")COMMON NAILS THROUGH BAND INTO BC(ENDGRAIN)PLUS (9)8d(0.131"x 2,5")COMMON NAILS THROUGH SHEATHING INTO BAND AND STUD(FACE)PLUS NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D LATERAL(Ibs) LC CD 0 WIND 1.6 NO CONN REQ'D r 787, 05/02!22 BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD. C:1202212200531TRUSSESITR7-13-3.7ds RALEIGH,NC 27609 RC 6 TR7-13-3 LEGACY CUSTOM MODULAR HOMES TRUSS NO.:TR7-13-3 GROUND SNOW LOAD(psf): JOB NO.:220053 WIND SPEED(mph)(Vasd): 105 s PITCH:7/12 TRUSS SPACING(in D.C.): 16 SPAN:13'3" NOTES: 1.SUITABLE CONNECTIONS MAY BE SUBSTITUTED. E 2.GRAVITY FORCES HAVE BEEN ADJUSTED FOR LOAD DURATION AND A CD OF 1.0 SHALL BE USED. 3.WIND FORCES HAVE NOT BEEN ADJUSTED FOR LOAD DURATION AND A CD OF 1.6 SHALL BE USED. TRUSS CONNECTIONS FOR 25 psf GSL&105 mph WIND(Vasd): CONDITION"A"-RIDGE: TENSION(Ibs) FORCE LC CD 0 GRAVITY 1 OK FOR 1 1/2"x 26 ga STRAP w/(2) 8d(0.131"x 2.5")COMMON NAIL OR wl(2)16 ga x 2.5"x 7/16"STAPLE EACH END 77 WIND 1.6 OR OK FOR 1 1/2"x 20 ga STRAP w/(2) 8d(0.131"x 2.5")COMMON NAIL OR w/(2)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR SIMPSON CS20 STRAP w/(2)0.131"x 2.5"NAILS EACH END OR OK FOR SIMPSON LSTA9 STRAP w/(8)0.148"x 2.5"NAILS EACH END SHEAR(Ibs) FORCE LC CD 35 GRAVITY 1 (2)16d(0.162"x 3.5")COMMON NAILS THROUGH RIDGE BEAM INTO RAFTER(ENDGRAIN) 48 WIND 1.6 ALTERNATE:(4)16d(0.162"x 3.5")COMMON NAILS THROUGH RIDGE BEAM INTO RAFTER(ENDGRAIN)PLUS NO ADDITIONAL CONN REQ'D PLUS USE 10d(0.148"x 3")COMMON NAILS AT 16 in O.C.THROUGH RIDGE BEAM PLYS CONDITION"B"-TOP CHORD FLIP: TENSION FORCE LC CD 0 GRAVITY 1 (5)8d(0.131"x 2.6")COMMON NAILS THROUGH SHEATHING INTO RAFTER EACH SIDE OF FLIP BREAK(FACE) 456 WIND 1.6 ALTERNATE:(8)16 ga x 2.5"x 7/16"STAPLES THROUGH SHEATHING INTO RAFTER EACH SIDE OF FLIP BREAK(FACE) ALTERNATE:OK FOR 1 1/2"x 26 ga STRAP w/(3) 8d(0.131"x 2.5")COMMON NAIL OR w/(3)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR 1 1/2"x 20 ga STRAP wl(2) 8d(0.131"x 2.5")COMMON NAIL OR w/(3)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR SIMPSON CS20 STRAP w/(4)0.131"x 2.5"NAILS EACH END OR OK FOR SIMPSON LSTA9 STRAP wl(8)0.148"x 2.5"NAILS EACH END SHEAR FORCE LC CD 180 GRAVITY 1 ENDGRAIN ONLY CONNECTION NOT ADEQUATE 162 WIND 1.6 ALTERNATE:(2)16d(0.162"x 3.5")COMMON NAILS THROUGH EACH RAFTER INTO FLIP PLATE(ENDGRAIN)PLUS OK FOR SIMPSON L30 ANGLE w/(4)0.148"x 1.5"NAILS PLUS USE 10d(0.148"x 3")COMMON NAILS AT 8 in O.C.THROUGH RIDGE BEAM PLYS CONDITION"C"-COLLAR TIE: TENSION FORCE LC CD 0 GRAVITY 1 (5)10d(0.148"x 3")COMMON NAILS THROUGH TIE INTO RAFTER EACH END(FACE) 443 WIND 1.6 ALTERNATE:(3)10d(0.148"x 3")COMMON NAILS THROUGH TIE INTO RAFTER EACH END(FACE)PLUS COMPRESSION (2)10d(0.148"x 3")COMMON NAILS THROUGH TIE INTO BEARING BLOCK(FACE) FORCE LC CD 454 GRAVITY 1 459 WIND 1.6 0..1'O�/�� BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD. 0:12022\2200531TRUSSES\TR7-13.3.)ds RALEIGH,NC 27609 RC 7 TR7-13-3 LEGACY CUSTOM MODULAR HOMES TRUSS NO.:TR7-13-3 GROUND SNOW LOAD(ps1): JOB NO.:220053 WIND SPEED(mph)(Vasd): 105 B PITCH:7/12 TRUSS SPACING(in O.C.): 16 SPAN:13'-3" NOTES: 1.SUITABLE CONNECTIONS MAY BE SUBSTITUTED. E 2.GRAVITY FORCES HAVE BEEN ADJUSTED FOR LOAD DURATION AND A CD OF 1.0 SHALL BE USED. 3.WIND FORCES HAVE NOT BEEN ADJUSTED FOR LOAD DURATION AND A CD OF 1.6 SHALL BE USED. CONDITION"D"-KNEE WALLS: TENSION FORCE LC CD 176 GRAVITY 1 OK FOR 1 1/2"x 26 ga STRAP w/(3) 8d(0.131"x 2.5")COMMON NAIL OR wl(3)16 ga x 2.5"x 7/16"STAPLE EACH END 443 WIND 1.6 OR OK FOR 1 1/2"x 20 ga STRAP w/(2) 8d(0.131"x 2.5")COMMON NAIL OR w/(3)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR SIMPSON CS20 STRAP w/(3)0.131"x 2.5"NAILS EACH END OR OK FOR SIMPSON LSTA9 STRAP w/(8)0.148"x 2.5"NAILS EACH END OR OK FOR SIMPSON H2.5A TIE w/(10)0.131"x 1.5"NAILS EACH END ALTERNATE:TOE SCREW CONNECTION NOT ADEQUATE THROUGH KNEEWALL AND PLATE INTO CHORD(WITHDRAWAL(TOED)) COMPRESSION FORCE LC CD 454 GRAVITY 1 (2)16d(0.162"x 3.5")COMMON NAILS THROUGH CHORD BLOCK INTO RAFTER EACH SIDE(WHEN USED)(FACE) 459 WIND 1.6 CONDITION"E"-HEEL: TOP CHORD AXIAL FORCE LC CD DIRECTION 326 GRAVITY 1 VERTICAL 1.5 in MINIMUM BEARING LENGTH FOR TOP CHORD TO BOTTOM CHORD 558 LATERAL OKAY FOR 3/8"GR.5 BOLT(DOUBLE SHEAR;318"SIDE PLATES)PLUS AN ADDITIONAL 181 WIND 1.6 VERTICAL (2)8d(0.131"x 2.5")COMMON NAILS THROUGH OSB GUSSET INTO RAFTER EACH SIDE(FACE)OR 311 LATERAL (3)16 ga x 2.5"x 7/16"STAPLES THROUGH OSB GUSSET INTO RAFTER EACH SIDE(FACE) OR OK FOR 1/2"GR.5 BOLT(DOUBLE SHEAR;1/2"SIDE PLATES) BOTTOM CHORD FROM TOP CHORD FORCE LC CD DIRECTION 326 GRAVITY 1 VERTICAL (5)8d(0.131"x 2.5")COMMON NAILS THROUGH OSB GUSSET INTO RAFTER EACH SIDE(FACE) 558 LATERAL OR(7)16 ga x 2.5"x 7/16"STAPLES THROUGH OSB GUSSET INTO RAFTER EACH SIDE(FACE) 181WIND 1.6 VERTICAL 311 LATERAL 05/02/22 BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD. C:1202212200531TRUSSESITR7-13-3.)ds RALEIGH,NC 27609 RC 8 TR7-13-3 LEGACY CUSTOM MODULAR HOMES TRUSS NO.:E13'-3" GROUND SNOW LOAD(psf1: 25 JOB NO.: WIND SPEED(mph)(Vasd): 105 PITCH: TRUSS SPACING(in O.C.): 16 SPAN: COMPONENT UNIFORM LOAD SUMMARY HEADER REACTIONS ARE TO BE DETERMINED BY THE BUILDING DESIGNER EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 plf MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 plf FLOOR DEAD LOAD= 10 psf x 13.25 ft/2= 66 plf FLOOR LIVE LOAD= 40 psf x 13.25 ft/2= 265 plf CEILING DEAD LOAD= 5 psf x 13.25 ft/2= 33 plf COMPONENT LOADS(lbs/ft) O LOCATION LOAD 1 1 2 1 3 1 4 1 5 1 6 DEAD 167 353 386 572 605 791 LIVE 189 454 454 719 719 984 TOTAL 356 807 840 1291 1324 1775 C&C UPLIFT -248 -136 -117 -5 o l: 05/02/22 HARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD. C:4202212200531TRUSSES\TR7-13-3.bs RALEIGH,NC 27609 RC 9 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES 7'-2" 4 � 1 GROUND SNOW LOAD: 20 psf TC DL: 10 psf BALANCED SNOW LOAD: 20.4 psf BC DL: 10 psf TRUSS NO.: PT5-6 DRIFTING SNOW LOAD: 55 psf BC LL: 10 psf JOB NO.: 200533 PITCH: 5/12 SPAN: 6'-0" r APPLIED MWFRS UPLIFT: 29.77 psf WINDWARD AT 97/125 mph TRUSS CENTERS: 16 in O.C. .; 19.77 psf LEEWARD AT 97/125 mph ' APPLIED MWFRS OH UPLIFT: 0.7 APPLIED MWFRS UPLIFT v APPLIED C&C UPLIFT: 46.92 psf AT 97/125 mph p r «« APPLIED C&C OH UPLIFT: 11.91 psf AT 97/125 mph MEMBER INFORMATION: " MAXIMUM SUPPORT REACTIONS Obs): MWFRS C&C SIZE& DL+LL+ 0.6 DL+ 0.6 DL+ MEMBER SPECIES DEAD 20 psf 97/125 mph 97/125 mph 1 2 x 4 SYP#2 LOAD GSL UPLIFT UPLIFT 2 2 x 6 SYP#2 EXTERIOR WALL(1) 103 373 -191 -242 3 2 x 4 SYP#2 MATING WALL VERTICAL(2) 50 95 -65 -24 MATING WALL LATERAL(2) 0 0 0 0 RIDGE(3) 56 326 -76 -142 NOTES: 1.MATING WALL REACTIONS ARE PER SIDE. 2.WIND PER ASCE 7-16,125mph(Vult)=97 mph(Vasd),EXP.D MAXIMUM INTERACTION&DEFLECTION: 3.SNOW PER ASCE 7-16,20 psf GSL,Ct=1.1,Ce=1.0 *Oo A v °4a MAXIMUM s � lE� war .• DRIFTING SNOW FROM AN UPPER ROOF HAS BEEN CONSIDERED IN THIS DESIGN. MAXIMUM DEFLECTION 4.COMPONENT DESIGN IS BASED ON C&C PRESSURES � 4 • 'y CSI (in) l/ TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. r. ** � BOTTOM CHORD 0.494 0.176 464 ., ^a, . 5.OVERHANG UPLIFT IS FULL BOTTOM CHORD EXPOSED. + , 100 ` TOP CHORD 0.672 0.164 460 , g 6.DRIFTING SNOW FROM UPPER ROOF APPLIED. + p WEB 0.000 0.00 N � BARLOW ENGINEERING,P.C. n , . 6512 SIX FORKS RD.,SUITE 203-B C:Wsers\EIlsha\DesMop\2005331russ\PT5-6 ��•, �„ ' „•' RALEIGH,NC 27615 01/18/21 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES TRUSS CONNECTIONS O PROJECT NUMBER: 200533 TRUSS NUMBER: PT5-6Ki :. .. TRUSS PITCH: 5112 Q ; TRUSS SPAN: 6'-0" UPLIFT CONNECTIONS(MWFRS LOADS): 97/125 mph EXTERIOR WALL AT HEEL CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 191 WIND 1.6 OK 1 2 1 2 1 OK 1 2 2 OK 2 MATING WALL CHECK STRAP QTY/END QTY/END I CHECK ALT.STRAP QTY/END QTY/END I CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 1 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 1 16 ga STAPLE I SIMPSON CS211 STRAP 10 d NAILS 65 WIND 1 1.6 OK 1 2 2 1 OK 1 2 2 OK 2 ALTERNATE: (2)16 d NAILS TOENAILED THROUGH BC INTO PLATE PLUS(2)16 d NAILS THROUGH PLATE INTO BAND OR STUD EXTERIOR WALL AT RIDGE CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END I QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 78 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE: (2)16 d NAILS TOENAILED THROUGH BC INTO PLATE PLUS(2)16 d NAILS THROUGH PLATE INTO BAND OR STUD MAXIMUM OF DL+LL+20 psf GSL&0.6 DL+97/125 mph WIND CONDITION"A"-KNEE WALL AT TOP: TENSION(Ibs) Ibs) CASE CD 425 SNOW 1 1.15 JUSE(5)16 ga STAPLES TOTAL THROUGH GUSSET EACH SIDE THROUGH TOP CORD/KNEEWALL Q CONDITION"B"-KNEE WALL AT BOTTOM: TENSION(Ibs) CASE CD 95 SNOW 1.15 JUSE(4)16 ga STAPLES TOTAL THROUGH GUSSET EACH SIDE THROUGH BOTTOM CORD/KNEEWALL w k. Q 9oi 1'lo i CONDITION"C"-HEEL: , 'R TOP CHORD(Ibs) CASE CDQM1 � 125 SNOW 1 1.15 JUSE(4)16 ga STAPLE PER GUSSET EACH SIDE .• a BOTTOM CHORD(Ibs) CASE CD 0 SNOW 1.15 JUSE(4)16 ga STAPLE PER GUSSET EACH SIDER*�, 101/18/211 n BARLOW ENGINEERING,P.C. —1 6512 SIX FORKS RD.,SUITE 203-B 'j C:1Users\Elisha%Desktopt200533 truss\PT5.6 RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES ¢jjtk COMPONENT LOAD SUMMARY 'CROSS SECTION IS FOR REFERENCE ONLY C AND MAY NOT REFLECT ACTUAL TRUSS EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 pif MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 pif . : FLOOR DEAD LOAD= 10 psf x 6 ft/2= 30 pif ' ;. yrt,. FLOOR LIVE LOAD= 40 psf x 6 ft/2= 120 pif 01/18/21 CEILING DEAD LOAD= 5 psf x 6 ft/2= 15 pif — LOCATION 1 =EXT.WALL HEADER&EXT.WALL STUD (D LOCATION 2=M.WALL HEADER&M.WALL STUD LOCATION 3=PERIMETER BAND LOCATION 4=CENTER GIRDER LOCATION 5= EXT.WALL HEADER&EXT.WALL STUD 3 {}a LOCATION 6=M.WALL HEADER&M.WALL STUD LOCATION 7=PERIMETER BAND 5U O LOCATION 8=CENTER GIRDER LOCATION 9=EXT.WALL HEADER&EXT.WALL STUD A$= LOCATION 10=M.WALL HEADER&M.WALL STUD ter' +�• LOCATION 11= PERIMETER BAND 7 s LOCATION I2=CENTER GIRDERcil LOCATION 13=RIDGE Cb r;w LOCATIONS 3,4,7,8,11&12 MAY BE USED TO GENERATE N 0, Wl. ^ FOUNDATION LOADS „ & TRUSS PT5-6.5/12 PITCH,6'-0"WIDTH COMPONENT LOADS(lbs/M l ,- "T 20 psf GROUND SNOW (MATING WALL LOADS ARE PER SIDE OF LINE) LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 13 DEAD LOAD 77 19 227 129 242 144 392 254 407 269 557 379 21 LIVE LOAD 203 53 323 173 323 173 443 293 443 293 563 413 224 TOTAL LOAD 280 72 550 302 565 317 835 547 850 562 1120 792 245 C&C UPLIFT LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 13 UPLIFT(0.6)DEAD LOAD 46 11 136 77 145 86 235 152 244 161 334 227 13 97/125 mph UPLIFT -107 -9 - - - - - - - - -53 0 BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 203-8 IV C:\UserstEIisha\Desktop\200533 truss1PT5-6 RALEIGH,NC 27615 Job Truss Truss Type Qty Ply 109284 P2106401 KINGPOST 1 1 Legacy 212 UFP Industries IncQ�rand Rapids,MI 49525,Steve Minahan 8.430 a Jan 4 2021 MiTek Industries,Inc. Tue Mar 810:55:17 2022 Page 1 of 1 Copyright V2022 UFP Industries, Inc.All Rights Reserved f0-8-8 6-7-4 6-7-4 0-8-8 3x8 = 3 5.00(12 11 12 _17,1 (6 10 T 13 5x8 II M 5x8 11 9 2 14 2 4 C6 l W1 W1 I I r C6 B1 0 8 1x3 ii 7 6 6-7-4 6-7-4 0-8-8 13-2-8 0-8-8 Plate Offsets X Y— [6:0-5-0,0-2-81,[8:0-5-0,0-2-81 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 19.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.04 6-7 >999 240 MT20 197/144 (Ground Snow 25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.07 6-7 >999 180 TCLL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.01 6 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IBC2018/TPI2014 Matrix-R Weight:37 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticalp.] BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF No.2*Except* W2:2x3 SPF No.2 REACTIONS. (Ib/size) 8=373/0-3-8,6=367/0-3.8 Max Horz 8=62(LC 13) Max Upliff8=187(LC 12),6=182(LC 13) Max Grav8=421(LC 19),6=415(LC 20) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21,2-9=-490/419,9-10=-454/423,10-11=-432/427,3-11=420/436,3-12=-423/435,12-13=426/425,13-14=-453/421,4-14=-493/417,4-5=0/21,2-8=-430/430,4-6=492/466 BOT CHORD 7-8=2841392,6-7=284/392 WEBS 3-7=0/169 NOTES- 1)Wind:ASCE 7-16;Vult=136mph(3-second gust)Vasd=108mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.ll;Exp D;Enclosed;MWFRS(envelope)gable end zone and C-C Extedor(2E)-0-8-8 to 2-3-8,Interior(1)2-3-8 to 3-7-4,Extedor(2R)3-7-4 to 9-74,Interior(1)9-74 to 10-11-0,Extedor(2E)10-11-0 to 13-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pg=25.0 psf;Ps=19.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat D;Partially Exp.;Ce=0.9;Cs=1.00;Ct=1.10;IBC 1607.11.2 minimum roof live load applied where required. 3)Roof design snow load has been reduced to account for slope. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 17.3 psf on overhangs non-concurrent with other loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between they+ bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 187 Ib uplift at joint 8 and 182 Ib uplift at joint 6. }, 9)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. W iw x M4 � .. The professional engineering seal indicates that a licensed professional engineer has designed the truss under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use in a specific state.The final determination 3/8/2022 on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. ® WARNING -Verify design parameters and READ NOTES UFP Industries,Inc. 2801 EAST BELTLINE RD,NE Truss shall not be cut or modified without approval of the truss design engineer. PHONE(616)-3646161 FAX(616)-365-0060 GRAND RAPIDS,MI 49525 This component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered. The builder is responsible for lifting methods and system design. Builder responsibilities are defined underTPlt.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ::s fabrication,qualitycontrol,storage,delivery,erection and bracing,consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from VVTCA 6100 Enta[prise.I N Madison WI 5171A.1,\,,,pp�rtlMmtekl,,,pot,mplatesN,dp tpe RC 13 Job Truss Truss Type Qty Ply 109284 G0361101 GABLE 1 1 Legacy 212 UFP Industries Inc.,Grand Rapids,MI 49525,Steve Minahan 8.430 a Jan 4 2021 MiTek Industries,Inc.Tue Mar 811:02:19 2022 Page 1 of 1 Copyright(D2022 UFP Industries, Inc.All Rights Reserved 0-8- 6-7-4 6-7-4 0-8- 2.5x3 I 5 5.00 F-12 4 6 1 (6 183 7 19 1.5x3 i i 3 M 1.5x3 ii 17 ST2 2 20 2S 1 1 8 1 9 C6 W1 W1 d, 0B1 0 16 15 14 13 12 11 10 1.5x3 ii 1.5x3 I 13-2-8 0-8- 3-2-8 0-8-8 Plate Offsets X Y— f5:0-2-0,0-1-41 LOADING(psf) SPACING- 14-0C S1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 19.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) 0.00 8 n/r 120 MT20 197/144 (Ground Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 8 n/r 90.00 BCDL 10.0 Rep Stress Incr YES I WB 0.03 Horz(CTCLL ) 0.00 10 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-R Weight:46 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end vertical[P] BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. (Ib/size) 16=103/132-8,10=103/13-2-8,13=94/132-8,14=99/13-2-8,15=120/13-2-8,12=99/13-2-8,11=120/13-2-8 Max Horz 16=62(LC 13) Max Upliftl6=58(LC 8),10=60(LC 9),14=-68(LC 12),15=-111(LC 12),12=70([_C 13),11=-106(LC 13) Max Grav 1 6=1 09(LC 19),10=109(LC 20),13=95(LC 19),14=141(LC 19),15=165(LC 19),12=141(LC 20),11=165(LC 20) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20,2-17=-43/48,17-18=31/52,318=23/55,3-4=58/122,4-5=-74/179,5-6=74/179,6-7=58/122,7-19=23/47,19-20=-28/43,8-20=-39/43,8-9=0/20,2-16=95/163,8-10=95/163 BOT CHORD 15-16=14/43,14-15=14/43,13-14=-14/43,12-13=14/43,11-12=-14/43,10-11=14/43 WEBS 5-13=-67/0,4-14=117/132,3-15=132/178,6-12=-117/132.7-11=132/178 NOTES- 1)Wind:ASCE 7-16;Vult=136mph(3-second gust)Vasd=108mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp D;Enclosed;MWFRS(envelope)gable end zone and C-C Comer(3E)-0-8-8 to 2-38,Exterior(2N)2-38 to 3-7-4,Comer(3R)3-7-4 to 9-7-4,Exterior(2N)9-711 to 10-11-0,Comer(3E)10-11-0 to 1311-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-16;Pg=25.0 psf;Ps=19.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat D;Partially Exp.;Ce=0.9;Cs=1.00;Ct=1.10;IBC 1607.11.2 minimum roof live load applied where required. 4)Roof design snow load has been reduced to account for slope. 5)Unbalanced snow loads have been considered for this design. �,11 6)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 17.3 psf on overhangs non-concurrent with other loads. ir< 7)All plates are 1x3 MT20 unless otherwise indicated. L+ 8)Gable requires continuous bottom chard bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ;. 10)Gable studs spaced at 2-0.0 oc. t, 11)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between they bottom chord and any other members. : r 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 Ib uplift at joint 16,60 lb uplift at joint 10,68 lb uplift at 1 a BE�t 14,111 Ib uplift at joint 15,70 lb uplift at joint 12 and 106 lb uplift at joint 11. 14)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r-' r k The professional engineering seal indicates that a licensed professional engineer has designed the truss under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use in a specific state.The final determination 3/8/2022 on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. ® WARNING -Verity design parameters and READ NOTES UFP Industries,Inc. 2801 EAST RD,NE PHONE(616)-3646161 FAX(616)-365-0060 GRAND RAPIDSAPIDS,,MI MI 49525 Truss shall not be cut or modified without approval of the truss design engineer. This component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered.The builder is responsible for lifting methods and system design. Builder responsibilities are defined underTP11.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult SCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available RC 14 ' APPROVED DATE 3/8/22 LEGACY CUSTOM MODULAR HOMES PFS CORPORATION BIOOmsburg, PA SECTION 22 UNIFORMLY LOADED BEAM CHARTS P1 -P137 ��%soft$,j�, EP 7 t��t► t f � ����� �tt�trrttrrtrPr�j�' I : � ��• 4 Sh y t7 g i ' *' ,� � �' �"• ti t .r .. 77 0 C* .03520 �t*•t t•" •,` >' , +t w �f/ "�O SAl- '" �.: t 0 / . V'TO �frf11fit'11��1� .> C�2f09f22 =fi�� . • -. ,� �. °:: �' %,„,� ,.... : •: �5`:fd °y .. +est. �, -':�; A ALL t �j " .A :,73t ' �' pis °`'J `Af ♦t "}* 4 ( ";,� �%'^h',p ' ProfessionalCertitication.Ihearbycar*that these documents 02fLLVVfGGVVGG0 were prepared or approved by me,and that I am a dulylicensed Pvo,e„0a,�,..ti,..r�.E�.«xoa�,• professional engineer under the laws of the State of Maryland, °6t311F •,•wK�zs;; License No.33421,Expiration Date 7/16/20. RC 15 ,,. APPROVED TE PORCH HEADER 3 PFS CSDRPORAT ATIpN 6hvm-0ut9.Vn NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3. SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION, REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. B.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 11240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plo QUANTITY d/b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) I (in) 1 4.8 5'-6" Lb 1.305 0.095 5'-6" Lb 1.305 0.095 5'-6" Lb 1.305 0.095 5'-6" Lb 1.305 0.095 72�, ;(1,8¢'8 a1,{ 7'-9" Lb 0.924 0.189 7'-9" Lb 0.924 0.189 7'-9" Lb 0.924 0.189 3 1.6 9'-6" Lb 0.755 0.283 9'-6" Lb 0.755 0.283 9'-0" Ld 0.714 0.226 9'-6" Lb 0.755 0.283 4 1.2 111.01, Lb 0.655 0.376 101-111, Ld 0.65 0.364 9'-11" Ld 0.59 0.248 11'-0" Lb 0.655 0.376 2 x 8 SYP#2 300 1 4.6 5'-2" Lb 0.921 O.D74 5'-2" Lb 0.921 0.074 5'-2" Lb 0.921 0.074 5'-2" Lb 0.921 0.074 2 2.4 7'-3" Lb 0.653 0.147 7'-3" Lb 0.653 0.147 7'-3" Lb 0.653 0.147 7'-3" Lb 0.653 0.147 3 1.6 8'-11" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 4 1.2 10'-3" 1 Lb 0.463 0.291 10'-3" Lb 0.463 0.291 9'.10" Ld 0.445 0.248 10'-3" Lb 0.463 0.291 2 x 8 HEM-FIR#2 300 1 4.8 5--l" Lb 1.349 D.096 5,511 5" Lb 1.349 0.096 5'-5" Lb 1.349 0.096 5'-5" Lb 1.349 0.096 2 2.4 7'-8" Lb 0.956 0.192 7'-8" Lb 0.956 0.192 7'-B" Lb 0.956 0.192 7'-8" Lb 0.956 0.192 3 1.6 9'-4" Lb 0.781 0.288 9'-4" Lb D.781 0.288 8'-9" Ld 0.731 0.22 9'-4" Lb 0.781 0.288 4 1.2 101-101, Lb 0.678 0.382 11)'-7" Ld 0.665 0.355 11-8.1 Ld 0.604 0.242 10'-10" Lb 0.678 1 0.382 2 x 8 SP SELECT STIR. 300 1 4.8 8'-3" Lb 1.465 0.367 7'-6" Ld 1.331 0.25 I._91. Ld 1.209 0.17 B'-3" Lb 1.465 0.367 2 2.4 10'-9" Ld 0.962 0.541 9'-5" Ld 0.84 0.315 8'-6" Ld 0.763 0.215 10'-7" Ld 0.943 0.5 3 1.6 12'-4" Ld 0.735 0.618 10'-9" Ld 0.642 0.36 9'-9" Ld 0.583 0.245 11'-8" Ld 0.697 0.5- 4 1.2 13'-7" Ld 0.608 0.68 11'-10" Ld 0.531 0.396 10'-9" Ld 0.482 0.27 12'-7" 1 Ld 0.563 0.5 1.5 x 7.25 LVL 300 1 4.8 81-101, Ld 1.014 0.445 7'-9" Ld 0.886 0.259 7'-0" Ld 0.805 0.176 9'-1" Lb 1.037 0.486 2 2.4 11'-2" Ld 0.64 0.56 91-91, Ld 0.559 0.326 8'-10" Ld 0.508 0.222 10'-10" Ld 0.622 0,5 3 1.6 12'-9" Ld 0.49 0.64 it'-2" Ld 0.428 0.373 10'-1" Ld 0.389 0.254 12'-0" Ld 0.46 0.5 4 1.2 14 -0" Ld 0.405 0.703 12'-3" Ld D.354 0.41 11'-2" Ld 0.322 0.279 12'-11" Ld 0.372 1 0.5 2 x 10 SPF#2 300 1 6.2 6--l" Lb 1.594 0.102 6'-9" Lb 1.594 0.102 61-91, Lb 1.594 0.102 6'-9" Lb 1.594 0.102 2 3.1 9'-6" Lb 1.129 0.203 9'-6" Lb 1.129 0.203 9'-6" Lb 1.129 0.203 9'-6" Lb 1.129 0.203 3 2.1 11'-7" Lb 0.924 0.303 11'-7" Lb 0.924 0.303 ll'-6" Ld 0.912 0.288 11'-7" Lb D.924 0.303 4 1.5 13'-5" Lb 0.801 0.402 13'-5" Lb 0.801 0.402 12'-7" Ld 0.755 0.316 13'-5" Lb 0.801 0.402 2 x 10 SYP#2 300 1 6.2 6--l" Lb 1.094 0.07 6'-1" Lb 1.094 0.07 1.-1" Lb 1.094 0.07 6--l" Lb 1.094 0.07 2 3.1 8'-B" Lb 0.775 0.14 8'-B" Lb D.775 0.14 8'-B" Lb 0.775 0.14 8'-8" Lb 0.775 0.14 3 2.1 10--7 Lb 0.634 0.209 10'-7" Lb 0.634 0.209 10'-7" Lb 0.634 0.209 10'-7" Lb 0.634 0.209 4 1.5 12'-2" Lb 0.55 0.277 12'-2" Lb 0.55 0.277 12'-2" Lb 0.55 0.277 12'-2" Lb 0.55 0.277 2 x 10 HEM-FIR#2 300 1 6.2 6'-7" Lb 1.649 0.103 6'-7" Lb 1.649 0.103 6'-7" Lb 1.649 0.103 1'.7" Lb 1.649 0.103 2 3.1 9'-4" Lb 1.168 0.206 9'-4" Lb 1.168 0.206 9'-4" Lb 1.168 0.206 9'-4" Lb 1.168 0.206 3 2.1 ill-5" Lb 0.955 0.308 11'-5" Lb 0.955 0.308 11'-Z' I Ld 0.934 0.281 11 1-5" Lb 0.955 0.308 4 1.5 13'-2" Lb 0.829 0.409 13'-2" Lb 0.829 0.409 12'-4" Ld 0.773 0.308 13'-2" Lb 0,829` - 0.409 2 x 10 SP SELECT STIR. 300 1 6.2 9'-4" Lb 1.671 0.299 9'-4" Lb 1.671 0.299 8'-8" Ld 1.544 D.217 9'-4" Lb 1.67 .299 2 3.1 13'-3" Lb 1.184 0.595 12'-0" Ld 1.073 0.402 10'-11" Ld 0.975 0.274 12 8' Ld 3 2.1 15'-9" Ld 0.939 0.788 13'-9" Ld 0.82 OA59 12'-6" Ld 0.745 0.313 14'-0" a 4 1.5 17'-4" Ld 0.777 0.867 15'-1" Ld 0.679 0.505 13'-9" Ld 0.616 0,344 1.5 x 9.25 LVL 300 1 6.2 11'-4" Ld 1.295 0.567 1,-10" Ld 1.131 0.33 91-01. Ld 1.027 0.225 11 1.254. 2 3.1 14'-3" Ld 0.818 0.714 12'-5" Ld 0,714 0.416 11'-3" Ld 0.649 0.283 ® '-0'7 .. 3 2.1 16'-3" Ld 4626 0,816 14'-3" Ld 0.547 0.475 12'-11" Ld 0.497 0.324 0.0 ,y„ 0.5 4 1.5 17'-11" Ld 0.518 D.896 15'-7" Ld 0.453 0.522 14'-2" Ld 0.411 0,356 d ` UNIBEAM j 15 1 5 I UKY LAI FKIUK WALL HEADER OVER aPpeoven SINGLE WINDOW/DOOR CITE 3Bf_� pFS CORPORATXON D�a±msWrO,PP (PANELIZED GARAGE) NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION, REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 11240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(pll) QUANTI d/b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) XSP50 1 2.3 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2 1.2 3'-10" Lb 0.538 0.123 3'-10" Lb 0.538 0.123 3'-7" Ld 0.498 0.091 3'-10" Lb 0.538 0.123 k34 'p,p's RTTRi A.4W 0,44 4'-6" Ld 0.419 0.152 4'-1" Ld 0.381 0.104 4'-9" Lb 0.439 0.184 4 0.6 5'-6" Lb 0.381 0.245 5'-0" Ld 0.346 0.167 4'-6" Ld 0.314 0.114 5'-6" Lb 0.381 0.245 2 x 4 SYP#2 350 1 2.3 2'-6" Lb 0.523 0.043 2'-6" Lb 0.523 1 0.043 2'-W Lb 0.523 0.043 1'-6" Lb 0.523 0.043 2 1.2 3'-6" Lb 0.37 0.086 3'-6" Lb 0.37 0.086 3'-6" Lb 0.37 0.086 3'-6" Lb 0.37 0.086 3 0.8 4'-4" Lb 0.303 0.129 4'-4" Lb 0.303 0.129 4'-1" Ld 0.286 0.104 4'-4" Lb 0.303 0.129 4 0.6 5'-0" Lb 0.262 0.172 5'-0" Ld 0.26 0.167 4'-6" Ld 0.237 0.114 5'-0" Lb 0.262 0.172 2x4 HEM-FIR#2 350 1 2.3 2'-8" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2 1.2 3'-10" Lb 0.556 0.125 3'-10" Lb 0.556 0.125 3'-6" Ld 0.51 0.088 3'-10" Lb 0.556 0.125 3 0.8 4'-8" Lb 0.454 0.187 4'-5" Ld 0.429 0.148 4'-0" Ld 0.39 0.101 4'-8" Lb 0.454 0.187 4 0.6 5'-5" Lb 0.394 0.249 4'-10" Ld 0.354 0.163 4'-5" Ld 0.322 D.111 5'-5" Lb 0.394 0.249 2 x 4 SP SELECT STIR. 350 1 2.3 3'.11" Ld 0.815 0.197 3'-5" Ld 0.712 0.115 3'-1" Ld 0.646 0.078 4'-D" Lv 0.843 0.226 2 1.2 4'-11" Ld 0.513 0.248 4'-4" Ld 0.449 0.145 3'-11" Ld 0.408 0.098 1 5'-10" Ld 0.612 0.5 3 0.8 5'-8" Ld 0.392 0.284 4'-11" Ld 0.343 0.165 4'-6" Ld 0.311 0.113 6'-6" Ld 0.452 0.5 4 0.6 6'-2" Ld 0.324 0.312 5'-5" Ld 0.283 0.182 4'-11" Ld 0.257 0.124 7'-0" Ld 0.364 0.5 1.5 x3.5 LVL 350 1 2.3 4'-0" Ld 0.542 0.204 3'-6" Ld 0.473 0.119 3'-2" Ld 0.43 0.081 4'-1" Lb 0.553 0.222 2 1.2 5'-1" Ld 0.342 0.257 4'-5" Ld 0.298 0.15 4'-0" Ld 0.271 0.102 5'-10" Lb 0.391 0.442 3 0.8 5'-10" Ld 0.261 0.294 5'-1" Ld 0.228 0.171 4'-8" Ld 0.207 0.117 6'-8" Ld 0.298 0.5 4 0.6 6'-5" Ld 0.216 0.323 5'-7" Ld 0.188 0.188 5'-1" Ld 0.171 0.128 7'-2" Ld 0.24 0.5 2 x6 SPF#2 350 1 3.7 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 4'-O" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 2 1.8 5'-8" Lb 0.787 0.145 5'-8" Lb 0.787 0.145 5'-8" Ld 0.784 0.142 5'-8" Lb 0.787 0.145 3 1.2 6'-11" Lb 0.643 0.217 6'-11" Lb 0.643 0.217 6'-6" Ld 0.599 0.163 6'-11" Lb 0.643 0.217 4 0.9 8'-0" Lb 0.558 0.288 7'-10" Ld 0.545 0.263 7'-1" Ld 0.495 0.179 8'-0" Lb 0.558 0.288 2 x 6 SYP#2 350 1 3.7 3'-9" Lb 0.785 0.056 3'-9" Lb 0.785 0.056 3--l' Lb 0.785 0.056 3'-9" Lb 0.785 0.056 2 1.6 5'-4" Lb 0.555 0.112 5'-4" Lb 0.555 0.112 5'-4" Lb 0.555 0.112 5'-4" Lb 0.555 0.112 3 1.2 6'-6" Lb 0.454 0.167 6'-6" Lb 0.454 0.167 6'-6" Ld 0.451 0.163 6'-6" Lb 0.454 0.167 4 0.9 7'-6" Lb 0.394 0.223 7'-6" Lb 0.394 0.223 7'-1" Ld 0.373 0.179 7'-6" Lb 0.394 0.223 2 x 6 HEM-FIR#2 350 1 3.7 3'-11" Lb 1.15 0.074 3'-11" Lb 1.15 0.074 3'-11" Lb 1.15 0.074 3'-11" Lb 1.15 0.074 2 1.8 5'-7" Lb 0.814 0.147 5'-T' Lb 0.814 0.147 5'-6" Ld 0.802 0.139 5'-7" Lb 0.814 0.147 3 1.2 6'-10" Lb 0.665 0.22 6'-10" Lb 0.665 0.22 6'-4" Ld 0.613 0.159 6'-10" 1 Lb 0.665 0.22 4 0.9 7'-11" Lb 0.577 0.293 7'-8" Ld 0.558 0.256 6'-11" Ld 0.507 0.175 7'-11" Lb 0.577 0.293 2 x 6 SP SELECT STR. 350 1 3.7 6'-2" Ld 1.28 0.31 5'-4" Ld 1.119 0.18 4'-10" Ld 1.016 0.123 6'-3" Lb 1.2 0.325 2 1.8 7'-9" Ld 0.807 0.39 6'-9" Ld 0.705 0.227 1'-2" Ld 0.641 0.155 8'-3" Ld OB.q _. 0.5 3 1.2 8'-11" Ld 0.617 0.446 7'-9" Ld 0.539 0.26 7'-0" Ld 0.49 0.177 9'-2" Ld _ 3§a°y�:` .'0.5 4 0.9 9'-9" Ld 0.51 0.491 8'-6" Ld 0.445 0.286 7'-9" Ld 0.405 0.195 9'-10" T•` �` 1.5 x5.5 LVL 350 1 3.7 6'-4" Ld 0.852 0.321 5'-7" Ld 0.744 0.187 5'-1" Ld 0.676 0.127 6 5" 2 1.8 8,011 Ld 0.537 0.404 1 7'-0" Ld 0.469 0.235 6'-4" Ld 0.427 0.16 8 -G" '� ." 0.557 3 1.2 9'-2" Ld 0.411 0.462 8'-0" Ld 0.359 0.269 7'-3" Ld 0.326 0.183 CD 4 0.9 11)'-1" Ld 0.34 0.508 8'-10" Ld 0.297 0.296 8'-0" Ld 0.269 0.201 10 C� \' UNIBEAM y ..- .... ::, ,:APPROVED BATE 3f8K2 PFS CORPORATION simmscur0.Yn NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. S.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION, REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BAS MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION IMUM1 tv BEARINr F ' MEMBER LOAD(piq QUANTITY d/b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) I (in) Q AN 2 x 8 SPF#2 400 1 4.8 4'.1- Lb 1.506 0.071 4'.9" Lb 1.506 0.071 4--l" Lb 1.506 0.071 9 /' 1 506..;, - 0.0T , 2 2.4 6'-9" Lb 1.066 0.142 6--l" Lb 1.066 0.142 6'-9" Lb 1.066 0.142 3 1.6 8'-3" Lb 0.871 0.213 8'-3" Lb 0.871 0.213 8'-2"" Ld 0.863 0.205 31y Ad Lf'pi i�,0 tr`,� I r..� 4 1.2 9'-6Lb 0.755 0.283 9'-6" Lb 0.755 0.283 9'-0" Ld 0.714 0,226 � � 2 x 8 SYP#2 400 14.6 4'-5" Lb 1.064 0.055 4--5" Lb 1.064 0.055 4'-5" Lb 1.064 0.055 N 2 2.4 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 3 1.6 7'-9" Lb 0.616 0.165 7'-9" Lb 0.616 0.165 7'-9" Lb 0.616 0.165 7'-9' 4 1.2 8'-11" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 8'-11' 2 x 8 HEM-FIR#2 400 1 4.8 4'-W Lb 1.558 0.072 4--l" Lb 1.558 0.072 4'-8" Lb 1.558 0.072 4'-8" L 2 2.4 6'-8" Lb 1.103 0.144 6'-8" Lb 1.103 0.144 6'-8" Lb 1.103 0.144 6'-8" Lb 3 1.6 8'-1" Lb 0.901 0.216 8'-1" Lb 0.901 0.216 8'-0" Ld 0.884 0.2 6'-1" Lb 0.901 0.216 4 1.2 9'-4" Lb 0.781 0.288 9'-4" Lb 0.781 0.288 8'-9" Ld 0.731 0.22 9'-4" Lb 0.781 0.280 2 x 8 SP SELECT STIR. 400 1 4.8 7'-1" Lb 1.691 0.275 6'-9" Ld 1.612 0.227 6'-2" Ld 1.465 0.155 7--l" Lb 1.691 0.275 2 2.4 9'-9" Ld 1.164 0.491 8'-7" Ld 1.017 0.286 7'-9" Ld 0.924 0.195 9'-10" Ld 1,169 0.5 3 1.6 11'-2" Ld 0.889 0.562 91-11. Ld 0.777 1 0.327 V-11" 1 Ld 0.706 0.223 10'-11" Ld 0.864 0:5 4 1.2 12'-4" Ld 0.735 0.618 101-91, Ld 0.642 0.36 1.-91. Ld 0.583 0.245 11'-8" Ld 0.697 0.5 1.5 x 7.25 LVL 40O 1 4.8 7'-10" Lb 1.197 0.365 7'-0" Ld 1.072 0.235 6'.4" Ld 0.974 0.16 7'-10" Lb 1.197 0.365 2 2.4 10'-2" Ld 0.775 0.509 8'-10" Ld 0.677 0.296 B'-0" Ld 0.615 0.202 10'-1" Ld 0.771 0.5 3 1.6 11'-7" Ld 0.592 0.582 10'-1" Ld D.517 0.339 9'-2" Ld 0.47 0.231 11'-2" Ld 0.57 0.5 4 1.2 12'-9" Ld 0.49 0.64 11'-2" Ld 0.428 0.373 10'-1" Ld 0.389 0.254 12'-0" Ld 0.46 0.5 2 x 10 SPF#2 400 1 6.2 5'-10" Lb 1.84 0.076 5,1011 Lb 1.84 0.076 5'-10" Lb 1.84 0.076 5'-10" Lb 1.84 0.076 2 3.1 8'-3" Lb 1.303 0.152 8'-3" Lb 1.303 0.152 8'-3" Lb 1.303 0.152 8'-3" Lb 1.303 0.152 3 2.1 101-11, Lb 1.065 0.228 101-11. Lb 1.065 0.228 10'-1" Lb 1.065 0.228 lo.-Il. Lb 1.065 0.228 4 1.5 11'-7" Lb 0.924 0.303 11 V-7" Lb 0.924 0.303 11'-6" Ld 0.912 0.288 11'-7" Lb 0.924 0.303 2 x 10 SYP#2 400 1 6.2 1'-3" Lb 1.262 0.053 51-31, Lb 1.262 0.053 5'-3" Lb 1.262 0.053 51.3.. Lb 1.262 0.053 2 3.1 7'-6" Lb 0.894 0.105 7'-6" Lb 0.894 0.105 7--6" Lb 0.894 0.105 7'-6" Lb 0.894 0.105 3 2.1 9'-2" Lb 0.731 0.157 9'-2" Lb 0.731 0.157 9'-2" Lb 0.731 0.157 9'-2" Lb 0.731 0.157 4 1.5 10'-7" Lb 0.634 0.209 10'-7" Lb 0.634 0.209 11'.7" Lb 0.634 0,209 10'-7" Lb 0.634 0.209 2 x 10 HEM-FIR#2 400 1 6.2 5'-W Lb 1.903 0.078 61-91, Lb 1.903 0.078 51-91. Lb 1.903 0.078 11-91, Lb 1.903 0.078 2 3.1 8'-1" Lb 1.348 0.155 8'-1" Lb 1.348 0.155 8'-1" Lb 1.348 0.155 8'-1" Lb 1.348 0.155 3 2.1 9'-11" Lb 1.102 0.231 9'-11" Lb 1.102 0.231 9'-11" Lb 1.102 0.231 9'-11" Lb 1.102 0.231 4 1.5 ll.-51. Lb 0.955 0.308 11'-5" Lb 0.955 0.308 ll'-2" Ld 0.934 0.281 11'-5" Lb 0.955 0.308 2 x 10 SP SELECT STIR. 400 1 6.2 11-11, Lb 1.929 0.224 8'-V. Lb 1.929 0.224 7'-10" Ld 1.869 0.198 81-1" Lb 1.929 0.224 2 3.1 11'-6" Lb 1.366 0.447 10'-11" Ld 1.298 0.365 9'-11" Ld 1.179 0.249 11'-6" Lb 1.366 0.447 3 2.1 14'-1" Lb 1.116 0.669 12'-6" Ld 0.992 OA17 11'-4" Ld 0.901 0.204 13'-1" Ld 1.038 0.5 4 1.5 15'-9" Ld 0.939 0.788 13'-9" Ld 0.82 0.459 12'-6" Ld 0.745 0.313 14'-0" Ld 0.838 0.5 f,1) 'b,2) $ ,I1``j F`bb) ,1:515) y`If d51, 9'-0" Ld 1.369 0.3 8'-2" Ld 1.244 0.205 9'-11" Lb 1.515 0.451 2 3.1 12'-11" Ld 0.989 0.649 11'-4" Ld 0.864 0.378 10' Ld 0.785 0.257 12'-1" Ld 0.927 0.5 3 14'-10" Ld 0.757 0.742 12'-11" Ld 0.661 0.432 11'-9" Ld 0.601 0.294 13'-5" Ld 0.686 0.5 4 1.5 16'-3" Ld 0.626 0.816 1 14'-3" Ld 0.547 0.475 12'-11" Ld 0.497 0.324 14'-5" Ld 0.554 0.5 [HEADER ND STORY MATE WALL / OVER BONUS ROOM/ UNIBEAM TA'RS 00 151 51 UKY LX I L.KIUK WALL HEADER OVER APPROVED SINGLE WINDOWS %ATE 38:2 PFS CORPORATION EAa+rn:Luiq,VA (MODULE A & B) NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3. SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION, REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(pI@ QUANTI Y d/b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) Qn) SPAN BY LENGTH Cin) (in) 2 X'4$ 7 X00 1 P2.3 2'.3" Lb 0.908 0.043 2'.3- Lb 0.908 0.043 2'-3" Lb 0.908 0.043 1.-,. Lb 0.908 0.043 2 3'-3" Lb 0.642 0.086 3'-3" Lb 0.642 0.086 3'-2" Ld 0.632 0.08 3'-3" Lb 0,642 0.086 4'-0" Lb 0.525 D.1294 =f""; !h,525 .1�9 3'-B" Ld 0.482 0.092 4'-0" Lb 0.525 0.129 4 4'-7" Lb 0.455 D.172 4'-5" Ld 0.439 0.149 4'-0" Ld 0.395 0.101 4'-7" Lb 0.455 0.172 2 x 4 SYP#2 509 1 2'-1" Lb 0.626 0.03 2'-1" Lb 0.626 0.03 2'-1" Lb 0.626 0.03 2'-1" Lb 0.626 0.03 22'-11" Lb 0.443 0.06 2'-11" Lb 0.443 0.06 2'-11" Lb 0.443 0.06 2'-11" Lb 0.443 0.06 3 3'-7" Lb 0.361 0.09 3'-7" Lb 0.361 0.09 3'-7" Lb 0.361 0.09 3'-7" Lb 0.361 0.09 4 4'-2" Lb 0.313 0.121 4'-2" Lb 0.313 0.121 4'-0" Ld 0.3 0.101 4'-2" Lb 0.313 0.121 2 X 4 HEM-FIR#2 500 1 2.3 2'-3" Lb 0.939 0.044 2'-3" Lb D.939 0.044 2'-3" Lb 0.939 0.044 2'.3" Lb 0.939 0.044 2 1.2 3'-2" Lb 0.665 0.087 3'-2" Lb 0.665 0.087 11-11, Ld 0.647 0.078 3'-2" Lb 0.665 0.087 3 0.8 3'-11" Lb 0.543 0.131 3'-11" Lb 0.643 0.131 3'-7" Ld 0.494 0.09 3'-11" Lb 0.543 0.131 4 0.6 4'-6" Lb 0.47 0.174 4'-4" Ld 0.449 0.145 3'-1V Ld 0.408 0.099 4'-6" Lb 0.47 0.174 2 x 4 SP SELECT STR. 600 1 2.3 3'-0" Lv 0.895 0.099 3'-0" Lv 0.895 0.099 2'-9" Ld 0.82 0.069 V-0. Lv 0.895 0.099 2 1.2 4'-4" Ld 0.651 0.22 3'-10" Ld 0.569 0.128 3'-5" Ld 0.517 0.087 5'-4" Lb 0.792 0.483 3 0.8 5'-0" Ld 0.497 0.252 4'-4" Ld 0.434 0.147 4'-0" Ld 0.395 0.1 5'-11" Ld 0.59 0.5" 4 0.6 5'-6" Ld 0.411 0,278 4'-10" Ld 0.359 0.162 4'-4" Ld 0.326 0.11 6'-5" Ld 0.476 0.5 1.5 x 3.5 LVL 500 1 2.3 k5l Lb 0.661 0.155 3'-1" Ld 0.6 0.106 2'.10" Ld 0.545 0.072 3'-5" Lb 0.661 0.155 2 1.2 Ld 0.433 0.228 3'-11" Ld 0.378 0.133 3'-7" Ld 0.344 0.091 4'-11" Lb 0.468 D.31 3 0.8 Ld 0.331 0.261 4'-6" Ld 0.289 0.152 4'-i" Ld 0.262 0.104 6'-0" Lb 0.382 0.465 4 0.6 Ld 0.273 0.287 5'-0" Ld 0.239 0.167 4'-6" Ld 0.217 0.114 6'-7" Ld 0.314 0.5 2 x6 SPF 92 500 1 3.7 Lb 1.329 0.051 3'-4" Lb 1.329 0.051 3'-4" Lb 1.329 0.051 3'-4" Lb 1.329 0.051 2 1.8 Lb 0.94 0.101 4'-9" Lb 0.94 0.101 4'-9" Lb 0.94 0.101 4'-9" Lb 0.94 0.101 3 1.2 Lb 0.768 0.152 5'-10" Lb 0.768 0.152 5._91. Ld 0.759 0.145 51-10" Lb 0.768 0.152 4 0.9 6'-9" Lb 0.666 0.202 6'-9" Lb 0.666 0.202 6'-4" Ld 0.627 0.159 6'-9" Lb 0.666 0.202 2 x 6 SYP#2 500 1 3.7 3'-2" Lb 0.937 0.039 3'-2" Lb 0.937 0.039 3'.2" Lb 0.937 0.039 3'-2" Lb 0.937 0.039 2 1.8 4'-5" Lb 0.663 0.078 4'-5" Lb 0.663 0.078 4'-5" Lb 0.663 0.078 4'-5" Lb 0.663 0.078 3 1.2 5'-5" Lb 0.542 0.117 5'-5" Lb 0.542 0.117 5'-5" Lb 0.542 0.117 5'-5" Lb 0.542 0.117 4 0.9 6'-3" Lb 0.47 0.156 6'-3" Lb 0.47 0.156 6'-3" Lb 0.47 0.156 6'-3" Lb 0.47 0.156 2 x 6 HEM-FIR#2 500 1 3.7 3'-4" Lb 1.375 0.052 3'-4" Lb 1.375 0.052 3'-4" Lb 1.375 0.052 3'-4" Lb 1.375 0.052 2 1.8 4'-8" Lb 0.973 0.103 4'-8" Lb 0.973 0.103 4'-8" Lb 0.973 0.103 4'-8" Lb 0.973 0.103 3 1.2 5'-9" Lb 0.795 0.154 5'-9" Lb 0.795 0.154 5'-7" Ld 0.777 0.141 5'-9" Lb 0.795 0.154 4 0.9 6'-7" Lb 0.689 0.206 6'-7" Lb 0.689 0.206 6'-2" Ld 0.642 0.165 6'-7" Lb 0.689 _ ....�*.. 2 x 6 SP SELECT STR. 500 1 3.7 4'-9" Lv 1.406 0.155 4'-9" Lv 1.406 0.155 4'-4" Ld 1.289 0.109 4'-9" Lv 1.406 0.155 2 1.8 6'-11" Ld 1.024 0.346 6'-0" Ld 0.894 0.202 5'-5" Ld 0.812 0.137 7'-4" Lb 3 1.2 7'-11" Ld 0.782 0.396 6'-11" Ld 0.683 0.231 6'-3" Ld 0.62 0.157 8'-4" Ld 1 4 0.9 8'-8" Ld 0.646 0.436 7'-7" Ld 0.564 0.254 6'-11" Ld 0.513 0.173 9'-0" Ld " 1.5x5.5 LVL 500 1 3.7 5'-4" Lb 1.024 0.23 4'-11" Ld 0.943 0.166 4'-W Ld 0.857 0.113 5'-4" Lb 2 1.8 7'-2" Ld 0.681 0.358 6'-3" Ld 0.595 0.209 5'-8" Ld 0.541 0.142 7' ('� '''°'0.T s 3 1.2 1 8'-2" Ld 0.52 0.41 7'-1" Ld 0.455 0.239 6'-6" Ld 0.413 0.163 8' 4 0.9 9'-0" Ld 0.43 0.451 7'-10" Ld 0.376 0.263 7'-1" Ld 0.341 0.179 9' �^z 0[ ��w, r �,(�, N $ a: UNIBEAM p+ P_F.�:s APPROVED CAIE 38(22 PFS CORPORATION NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.D. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2" MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMIT '' 1 MEMBER LOAD(p1l) QUANTITY d/b SPAN BY LENGTH(in) Qn) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (i n) SPAN 2 x 8 SPF#2 550 1 4.8 P'-1 Lb 1.766 0.052 4'-1" Lb 1.766 0.052 4--l" Lb 1.766 0.052 4 1" f 1.7645 Ss 2 2.4 Lb 1.249 0.103 5'-9" Lb 1.249 0.103 5'-9" Lb 1.249 0.103 3 1.6 Lb 1.021 0.155 7'-0" Lb 1.021 0.155 7'-0' Lb 1.021 0.155 4 1.2 Lb 0.885 0.206 8'-1" Lb 0.885 0.206 8'-1" Ld 0.881 0.203 2 x 8 SYP#2 550 1 4.8 Lb 1.247 0.04 3'-10" Lb 1.247 0.04 3'-10" Lb 1.247 0.042 2.4 Lb 0.882 0.08 5'-5" Lb 0.882 0.08 5'-5" Lb 0.882 0.063 1.6 Lb 0.721 0.12 6'-7" Lb 0.721 0.12 6'-7" Lb 0.721 0.12 .12 }'' 7 ! 4 1.2 7'-7" Lb 0.625 0.16 7'-7" Lb 0.625 0.16 7'-7" Lb 0.625 0.16 7 2 x 8 HEM-FIR#2 550 1 d2A 4'-0" Lb 1.826 0.053 4'-0" Lb 1.826 0.053 4'-0" Lb 1.826 0.053 4'-0" , 1826 2 5'-6" Lb 1.292 0.105 5'-8" Lb 1.292 0.105 5'-B" Lb 1.292 0.105 5'-8" l 2 i, ` 3 6'-11" Lb 1.056 0.158 6'-11" Lb 1.056 0.158 6'-11" Lb 1.056 0.158 6'-11" Lb 1, + 4 8'-0" Lb 0.915 0.21 B'-0" Lb 0.915 0.21 7'-11" Ld 0.902 0.198 8'-0" Lb 2 x 8 SP SELECT STIR. 550 1 5'-9" Lv 1.89 0.165 5'-9" Lv 1.89 0.165 5'-6" Ld 1.81 0.139 5'-9" Lv 1.89 0.165 2 8'-7" Lb 1.403 DA 7'-8" Ld 1.256 0.257 7'-0" Ld 1.141 0.175 8'-7" Lb 1.403 0.4 3 10'-1" Ld 1.099 0.506 8'-10" Ld 0.96 0.295 8'-0" Ld 0.872 0.201 10'-1" Ld 1.095 0.5 4--r 1.2 11 1-1" Ld 0.908 0.556 91-8" Ld 0.793 0.324 11-91, Ld 0.72 0.221 101-101, Ld 0.884 0.5 1.5x7.25 LVL 550 1 4.8 p'- Lb 1.403 0.266 6'-4" Ld 1.326 0.212 5'-9" Ld 1.204 0.144 6'-8" Lb 1.403 0.266 2 2.4 Ld 0.957 0.458 7'-11" Ld 0.836 0.267 7'-3" Ld 0.76 0.182 9'-4" Ld 0.978 0.5 3 1.6 Ld 0.731 0.524 9'-1" Ld D.639 0.305 8'-3" Ld 0.58 0.208 10'-4" Ld 0.723 0.5 4 1.2 Ld 0.604 0.576 10'-0" Ld 0.528 0.335 9'-1" Ld 0.48 0.229 11'-1" Ld 0.583 0.5 2 x 10 SPF#2 550 1 6.2 Lb 2.157 0.056 4'-11" Lb 2.157 0.056 4'-11" Lb 2.157 0.056 4'-11" Lb 2.157 0.056 2 3.1 Lb 1.527 0.111 7 -0" Lb 1.527 0.111 7'-0" Lb 1.527 0.111 7'-0" Lb 1.527 0.111 3 2.1 Lb 1.248 0.166 8'-7" Lb 1.248 0.166 8'-7" Lb 1.248 0.166 8'-7" Lb 1.248 0.166 4 1.5 9'-11" Lb 1.082 0.221 9'-11" Lb 1.082 0.221 9'-11" Lb 1.082 0.221 9'-11" Lb 1.082 0.221 2 x 10 SYP#2 550 1 6.2 4'-6" Lb 1.48 0.038 4'-6- Lb 1.48 0.038 4'-6" Lb 1.48 0.038 4'-6" Lb 1.48 0.038 2 3.1 6'-5" Lb 1.047 0.077 6'-5" Lb 1.047 0.077 6'-5" Lb 1.047 0.077 6'-5" Lb 1.047 0.077 3 2.1 7'-10" Lb 0.856 0.115 7'-10" Lb 0.856 0.115 7'-10" Lb 0.856 0.115 7'-10" Lb 0.856 0.115 4 1.5 9'-0" Lb 0.742 0.152 9'-0" Lb 0.742 0.152 9'-0" Lb 0.742 0.152 9'-0" Lb 0.742 0.152 2 x 10 HEM-FIR#2 550 1 6.2 4'-11" Lb 2.231 0.056 4'-11" Lb 2.231 D.056 4'-11" Lb 2.231 0.056 4'-Il" Lb 2.231 0.056 2 3.1 6'-11" Lb 1.579 0.113 6'-11" Lb 1.579 0.113 6'-11" Lb 1.579 0.113 6'-11" Lb 1.579 0.113 3 2.1 B'-6" Lb 1.291 0.169 8'-6" Lb 1.291 0.169 8'-6" Lb 1.291 0.169 8'-6" Lb 1.291 0.169 4 1.5 9'-9" Lb 1.119 0.224 9'-9" Lb 1.119 0.224 9'-9" Lb 1.119 0.224 9'-9" Lb 1.119 0.224 2 x 10 SP SELECT STIR. 550 1 6.2 6'-11" Lb 2.261 0.163 6'-11" Lb 2.261 0.163 6'-11" Lb 2.261 0.163 6'-11" Lb 2.261 0.163 2 3.1 9'-9" Lb 1.6 0.326 9'-9" Lb 1.6 0.326 8'-11" Ld 1.457 0.224 9'-9" Lb 1.6 0.326 3 2.1 12'-0" Lb 1.308 0.488 11'-3" Ld 1.225 0.376 10'.2" Ld 1.113 0.256 12'-D" Lb 1.308 0.488 4 1.5 13'-10" Lb 1.134 0.649 12'-4" Ld 1.013 0.413 11'-3" Ld 0.92 0.282 13'-0" Ld 1.062 0.5 (5500 1 6.2 8'-6" Lb 1.776 0.328 8'-1" {Ld 1.692 0.27 7'-4" Ld 1.537 0.184 8'-6" Lb 1.776 0.328 .._.. 11'.8" Ld 1.222 0.584�12 "'4 {(.C(I�i 1,fY'(s `Q,341,^ 9'-3" Ld 0.97 0.232 11'-2" Ld 1.175 0.5 3 2.1 13 -4" Ld 0.934 0.668 Ld 0.816 0.389 10 -7" Ld 0.741 0.26512' 0.869 0.5 4 1.5 14'-8" Ld 0.772 0.734 Ld 0.675 0.428 11'-7" Ld 0.613 0.291 13'-4" Ld 0.701 0.5 1 ST STORY MATE WALL �^ UNIBEAM HEADER OVER LIVING ROOM/ o FOYER WALL HEADER OVER APPROVED TRIPLE WINDOWS ,;ATF' snrzz PFS CORPORATION (MODULE B) NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2. SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3. SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 11360 DEFLECTION BASED ON I/480 DEFLECTION BASED ON 1!2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED I BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(pl1) QUANTITY /b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) 1 7.5 6'-0" Lb 2.386 0.061 6'-0" Lb 2.386 0.061 6'-0" Lb 2.386 0.061 K'. Lb 2.386 0.061 2 3.8 8'-6" Lb 1.689 0.122 8'-6" Lb 1.689 0.122 8'-6" Lb 1.689 0.122 Lb 1.689 0.122 10'-5" Lb 1.381 0.183 56�5 ;LR C1,s I 'iY'I"3) 10'-5" Lb 1.381 0.183 Lb 1.381 0.183 4 1.9 12'-1" Lb 1.198 0.244 12'-1" Lb 1.198 0.244 12'-1" Lb 1.198 0.244 Lb 1.198 0.244 2x 12 SYP#2 500 1 7.5 5'-9" Lb 1.716 0.051 5'-9" Lb 1.716 0.051 5'-8" Lb 1.716 0.051 Lb 1.716 0.051 2 3.8 8'-2" Lb 1.216 0.102 8'-2" Lb 1.216 0.102 8'-2" Lb 1.216 0.102 Lb 1.216 0.102 3 2.5 10'-0" Lh 0.994 0.153 10' " Lb 0.994 0.153 10'-0" Lb 0.994 0.153 Lb 0.994 0.153 4 1.9 11'-6" Lb 0.862 0.203 11'-6" Lb 0.862 0.203 l l'-6" Lb 0.862 0.203 11'-6" Lb 0,862 0.203 2 x 12 HEM-FIR#2 500 1 7.5 5.-11.. Lb 2.468 0.062 5'-11" Lb 2.468 0.062 5'-11" Lb 2.468 0.062 5'-11" Lb 2.468 0.062 2 3.8 81-51, Lb 1.747 0.124 81-61. Lb 1.747 0.124 1'-5" Lb 1.747 0.124 8'-5" Lb 1.747 0.124 3 2.5 10'-3" Lb 1.428 0.186 10'-3" Lb 1.428 0.185 10'-3" Lb 1.428 0.186 10'-3" Lb 1.426 0.186 4 1.9 11'-10" Lb 1.239 0.247 11'-10" Lb 1.239 0.247 11'-10" Lb 1.239 0.247 11'-10" Lb 1.239 0.247 2 x 12 SP SELECT STIR. 500 1 7.5 8'-2" Lb 2.426 0.16 8'-2" Lb 2.426 0.16 8'-2" Lb 2.426 0.16 8'-2" Lb 2.426 0.16 2 3.8 11'-7" Lb 1.718 0.319 11'-7" Lb 1.718 0.319 11'-2" Ld 1.664 0.281 11'-7" Lb 1.718 0.319 3 2.5 14'-2" Lb 1.404 0.477 14'-1" Ld 1.4 0.471 12'-10" Ld 1.272 0.321 14'-2" Lb 1.404 0.477 4 1.9 16'-4" Lb 1.217 0.634 15'-6" Ld 1.157 0.518 14'-1" Ld 1.052 0.353 15'-4" Ld 1.147 0.5 1.5 x 11.25 LVL 500 1 7.5 10'-9" Lb 2.048 0.428 10'-2" Ld 1.932 0.339 1'.2" Ld 1.755 0.231 10'-9" Lb 2.048 0.428 2 3.8 14'-7" Ld 1.396 0.732 12'-9" Ld 1.22 0.427 11'-7" Ld 1.108 0.291 13'-3" Ld 1.269 0.5 3 2.5 16'-9" Ld 1.068 0.838 14'.7" Ld 0.933 0.488 13'.3" Ld 0.847 0.332 14'-8" Ld 0.938 0:5 4 1.9 18'-5" Ld 0.883 0.921 16'-1" Ld 0.771 0.536 14'-7" Ld 0.701 0.365 15'-9" Ld 0.758 0.5 1.5 x 12 LVL 500 1 8 11'-5" Lb 2.18 0.452 101-101, Ld 2.061 0.362 11-10.1 Ld 1.873 0.246 11'-5" Lb 2.18 0.452 2 4 15'-7" Ld 1.49 0.781 13'-7" Ld 1.301 0.455 12'-4" Ld 1.182 0.31 13'-11" Ld 1.332 0.5 3 2.7 17'-10" Ld 1.139 0.893 15'-7" Ld 0.995 0.52 14'-2" Ld 0.904 0.354 15'-5" Ld 0.985 0.5 4 2 19'-7" Ld 0.943 0.982 17'-1" Ld 0.823 0.572 15'-7" Ld 0.748 0.39 16'-7" Ld 0.796 0.5 1.5x 14 LVL 500 1 9.3 13'-3" Lb 2.531 0.517 12'-7" Ld 2.405 0.422 11'-5" Ld 2.185 0.287 13'-2" Ld 2.51 0.5 2 4.7 18'-2" Ld 1.739 0.911 15'-11" Ld 1.519 0.531 14'-5" Ld 1.38 0.362 15'-8" Ld 1.497 0.5 3 3.1 20'-9" Ld 1.331 1.042 18'-2" Ld 1.162 0.607 16'-6" Ld 1.056 0.413 17'-4" Ld 1.108 0.5 4 2.3 22'-10" Ld 1.101 1.145 20'-0" Ld 0.962 0.667 ll'-2" Ld 0.874 0.454 18'-7" Ld 0.895 0.5 1.5 x 16 LVL 500 1 10.7 15'-1" Lb 2.881 0.58 14'-5" Ld 2.75 0.482 13'-1" Ld 2.499 0.328 1 14'-T' Ld 2.776 0.5 2 5.3 20'-9" Ld 1.989 1.041 18'-2" Ld 1.738 0.606 16'-6" Ld 1.579 0.413 17'-3" Ld 1.656 0.5 3 3.6 23'-9" Ld 1.522 1.19 20'-9" Ld 1.33 0.693 181-101, Ld 1.208 0.472 19'-1" Ld 1.226 0.5 4 2.7 26'-1" Ld 1.26 1.308 22'-10" Ld 1.101 0.761 20'-9" Ld 1 0.519 20'-6" Ld 0.991 0.5 1.5 x 18 LVL 500 1 12 16'-11" Lb 3.229 0.642 16'-3" Ld 3.095 0.542 14'.1" Ld 2.812 0.369 15'-11" Ld 3.033 0.5 2 6 23'-4" Ld 2.239 1.171 20'-5" Ld 1.956 0.682 18'-6" Ld_ 1.777 0.465 18'-11" Ld 1.81 0.5 3 4 26'-9" Ld 1.715 1.338 23'-4" Ld 1.498 0.779 21'-2" Ld 1.361 0.531 20'-11" Ld 1.341. 0.5 4 3 29'-4" Ld 1.42 1.47 25'-8" Ld 1.241 0.856 23'.1" Ld 1.127 0.583 22'-5" Ld 1.oq6, 0.5 1.5 x 20 LVL 500 1 13.3 18'-9" Lb 3.577 0.704 11,011 Ld 3.44 0.602 16'-4" Ld 3.126 0.41 17'-2" Ld 0.5 2 6.7 26'-0" Ld 2.49 1.3 22'-8" Ld 2.175 0.757 20'-7" Ld 1.976 0.516 20'-5" 3 4.4 21'-B" Ld 1.907 1.486 25'-11" Ld 1.666 0.865 23'.6" Ld 1.514 0.59 22-.7" 4 3.3 32'-7" Ld 1.58 1.632 28'-6" Ld 1.38 0.95 25'-10" Ld 1.254 0.648 24 3:`; 1.5 x 22 LVL 500 1 14.7 20'.7" Lb 3.924 0.764 191-101, Ld 3.786 0.662 181-0.1 Ld 3.439 60.4512 7.3 26 -7" Ld 2.741 1.43 24'-11" Ld 2.394 0.633 22'-8" Ld 2.176 of1 6"+* 'r Ld3 4.9 32'-7' Ld 2.1 1.633 28'-6" Ld 1.835 0.951 25'-11' Ld 1.667 -24 4 3.7 35'-10" Ld 1.741 1.794 31'-4" Ld 1.521 1045 28'-5" Ld 1.382 1.5 x 24 LVL 500 1 16 22'-4" Lb 4.269 0.824 21'-8" Ld 4.131 0.722 19'-8" Ltl 3.753 ti 19 2 8 31'-2" Ld 2.992 1.559 27'-2" Ld 2.614 0.908 24'-8" Ld 2.375 3 5.3 35'-7" Ld 2.294 1.781 31'-1" Ld 2.004 1.037 28'-3" Ld 1.821 5 4 4 39--l" Ld 1.902 1.956 34'-2" Ld 1.661 1.139 31'.0" Ld 1.509 0.776 27'- 1.352.-- m .352 1 .' .4 IINIBEAM N a - ;.APPROVED STORY f.A7C 3lN122 2ND STOR IV pFS CORPORATIpN £k+�!TLuig,vA EXTERIOR WALL HEADER NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS, USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3. SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION, REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 11240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 11480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(pil) QUANTITY d/6 SPAN BY LENGTH(in) I (in) SPAN BY LENGTH(in) I SPAN BY LENGTH(in) Ci n) SPAN BY LENGTH(n) (in) q x d$pF{L2,j Ea, 1 2.3 1'-10" Lv 1.085 0.026 1 1-10" Lv 1.085 0.026 1'-10" Lv 1.085 0.026 1'-10" Lv 1.085 0.026 2 1.2 2',1" Lb 0.787 0.057 2'-8" Lb 0.787 0.057 2--l" Lb 0.767 0.057 2'-B" Lb 0.787 0.057 (a,„3�!I 1b, s004 10;066, 3'-3" Lb 0.642 0.086 3'-2" Ld 0.632 0.08 3'-3" Lb 0.642 0.086 4 0.6 3'-9" Lb 0.557 0.115 3'-9" Lb 0.557 0.115 3'-6" Ld 0.522 0.089 3'-9" Lb 0.557 0.115 2 x 4 SYP#2 750 1 2.3 1'-8" Lb 0.766 0.02 1'-B" Lb 0.766 0.02 1'-8" Lb 0.766 D.D2 V.•W Lb 0.766 0.02 2 1.2 2'-5" Lb 0.542 0.04 2'-5" Lb 0.542 0.04 2'-5" Lb 0.542 0.04 2'-5" Lb 0.542 0.04 3 0.8 2'-11" Lb 0.443 0.06 2'-11" Lb 0.443 0.06 2'-11" Lb 0.443 0.06 2'-11" Lb 0.443 0.06 4 0.6 3'-5" Lb 0.383 0.08 3'-5" Lb 0.383 0.08 1 3'-5" Lb 0.383 0.08 3'-5" Lb 0.383 0.08 2 x 4 HEM-FIR#2 750 1 2.3 1'-10" Lb 1.15 0.029 1'-10" Lb 1.15 0.029 1'-10" Lb 1.15 0.029 1'-10" Lb 1.15 0.029 2 1.2 2'-7" Lb 0.814 0.058 2'-7" Lb 0.814 0.058 2'-7" Lb 0.814 0.058 2'-7" Lb 0,814 0.058 3 0.8 3'-2" Lb 0.665 0.087 3'-2" Lb 0.665 O.OB7 3'-1" Ld 0.647 0.078 3'-2" Lb 0.665 0.087 4 0.6 3'-8" Lb 0.576 0.116 3'-8" Lb 0.576 0.116 3'-5" Ld 0.534 0.086 3'-8" Lb 0.576 0.116 2 x 4 SP SELECT STIR. 750 1 2.3 2'-2" Lv 0.981 0.042 2'-2" 1 Lv 0.981 0.042 2'-2" Lv 0.981 0.042 2'-2" Lv 0.981 0.042 2 1.2 3'-10" Lv 0.852 0.192 3'-4" Ld 0.745 0.112 3._01. Ld 0.677 0.076 3'-10" Lv 0.852 0.192 _ 3 0.8 4'-4" Ld 0.651 D.22 3'-10" Ld 0.569 0.128 3'-5" Ld 0.517 0.087 5'-4" Lb 0.792 0.483 4 0.6 4'-1D" Ld 0.538 0.243 4'-2" Ld 0.47 0.141 3'-10" Ld 0.427 0.096 5'-9" Ld 0.644 0.5 1.5 x 3.5 LVL 750 1 2.3 2'-10" Lb 0.809 0.104 2--l" Ld 0.786 0.092 2'-6" Ld 0.714 0.063 2'.10" Lb 0.809 0.104 2 1.2 3'•11" Ld 0.567 0.199 3'-5" Ld 0,496 0.116 3'-1" Ld 0.45 0.079 4'-0" Lb 0.572 0.207 3 0.8 4'-6" Ld 0.433 0.228 3'-11" Ld 0.378 0.133 3'-7" Ld 0.344 0.091 4'-11" Lb 0.468 0.31 4 0.6 5'-0" Ld 0.358 0.251 4'-4" Ld 0.312 0.146 3'-11" Ld 0.284 0.1 5'-8" Lb 0.405 0.413 2 x 6 SPF#2 750 1 3.7 2'-9" Lb 1.627 0.034 2--l' Lb 1.627 0.034 2'-9" Lb 1.627 0.034 2'-9" Lb 1.627 0.034 2 1.8 3'-10" Lb 1.151 0.068 3'-10" Lb 1.151 0.068 3'-10" Lb 1.151 0.068 3'-10" Lb 1.151- 0.068 3 1.2 4'•9" Lb 0.94 0.101 4'-9" Lb 0.94 0.101 4'-9" Lb 0.94 0.101 4'-9" Lb 0.94 0.101 4 0.9 5'-6" Lb 0.815 0.135 5'-6" Lb 0.815 0.135 5'-6" Lb 0.815 0.135 5'-6" Lb 0.815 0.135 2x6SYP#2 750 1 3.7 2'-7" Lb 1.148 0.026 2'-7" Lb 1.148 0.026 2'-7" Lb 1.148 0.026 2'-7" Lb 1.148 0.026 2 1.8 3'-7" Lb 0.812 0.052 3'-7" Lb 0.812 D.052 3'-7" Lb 0.812 0.052 3'-7" Lb 0.812 0.052 3 1.2 4'.5" Lb 0.663 0.078 4'-5" Lb 0.663 0.078 4--l" Lb 0.663 0.078 4'-5" Lb 0.663 0.078 4 0.9 5'-2" Lb 0.575 0.104 5'-2" 1 Lb 0.575 0.104 5'-2" 1 Lb 0.575 0.104 5'-2" Lb 0.575 0.104 2 x 6 HEM-FIR#2 750 1 3.7 2'-8" Lb 1.683 0.034 2'-8" Lb 1.683 0.034 2'.1" Lb 1.683 0.034 2'-B" Lb 1.683 0.034 2 1.8 3'-10" Lb 1.191 0.069 3'-10" Lb 1.191 0.069 3'-10" Lb 1.191 0.059 3'-10" Lb 1.191 0.069 3 1.2 4'-8" Lb 0.973 0.103 4'-8" Lb 0.973 0.103 4'-8" Lb 0.973 0.103 4'-8" Lb 0.973 0.103 4 0.9 5'-5" Lb 0.843 0.137 5'-5" Lb 0.843 0.137 5'-5" Ld 0.84 0.136 5'-5" Lb 0.843 0.137 2 x 6 SP SELECT STR. 750 1 3.7 3'-5" Lv 1.542 0.066 31-61. Lv 1.542 0.066 3'-5" Lv 1.542 0.066 3'.5" Lv 1.542 .0.066 2 1.8 6'-0" Lv 1.339 0.301 5'-3" Ld 1.171 0.176 4'-9" Ld 1.064 0.12 6'-0" Lv 1.3,} .301 3 1.2 6'-11" Ld 1.024 0.346 6'-0" Ld 0.894 0.202 5'-5" Ld 0.812 0.137 7 4 Lb >„� a 4 4 0.9 7'-7" Ld 0.845 0.381 6'-7" Ld 0.738 0.222 6'-0" Ld 0.671 0.151 81-1.1 u 1.5 x 5.5 LVL 750 1 3.7 4'-4" Lb 1.254 0.153 4'-4" Ld 1.236 0.145 3'-11" Ld 1.123 0.099 4 4 I - 2 1.8 6'-2" Lb 0.887 0.306 5'-5" Ld 0.779 0.182 4'-11" Ld 0.708 0.124 2" 0w, i 3 1.2 7'.2" Ld 0.681 0.358 6'-3" Ld 0.595 0.209 5'-8.1 Ld 0.541 0.142 Q 7" l SS yr 0 w 4 0.9 7'-10" Ld 0.563 0.394 6'-10" Ld 0.491 0.23 6'-3" Ld 0.447 0.157 ".4 D 59 0. a '�. ♦/ UNIBEAM _ . r�APPROVED 2ND STORY DATE 3 PFS CORPORATION: �Io�m:LuiO,VA EXTERIOR WALL HEADER NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.D. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION, REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 11480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(p0) QUANTITY d/b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) I SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) t:6 PFS k7$Q 1 4.8 3'.6" Lb 2,061 0.038 V-6" Lb 2.061 0.038 3'.6" Lb 2.061 0.038 3'_6" Lb 2.061 0.038 2 2.4 4'-11" Lb 1.458 0.076 4'-11" Lb 1.458 0.076 4'-11" Lb 1.458 0.076 4'-11" Lb 1.458 0.076 ,B �tyP `Lha io.Jo i '0T'C14I 6'-0" Lb 1.191 0.114 6'-0" Lb 1.191 0.114 6'-0" Lb 1,191 0.114 4 1.21 6'-11" Lb 1.032 0.152 6'-11" Lb 1.032 0.152 6'-11" Lb 1.032 0.152 6'-11" Lb 1.032 0.152 2 x 8 SYP#2 750 1 4.8 3'-3" Lb 1.455 0.03 3'-3" Lb 1.455 0.03 3'-3" Lb 1.455 0.03 3'-3" Lb 1.455 0.03 2 2.4 4'-7" Lb 1.03 0.059 4'-7" Lb 1.03 0.059 4'-7" Lb 1.03 0.059 4'-T' Lb 1.03 0.059 3 1.6 5'-8" Lb 0.841 0.088 5'-8" Lb 0.841 0.088 5'-B" Lb 0.841 0.088 5'-8" Lb 0.841 0.088 4 1.2 6'-6" Lb 0.729 0.118 6'-6" Lb 0.729 0.118 6'-6" 1 Lb 0.729 0.118 6'-6" Lb 0.729 0.118 2 x 8 HEM-FIR#2 750 1 4.B 11-5.1 Lb 2.132 0.039 3'-5" Lb 2.132 0.039 3'-5" Lb 2.132 0.039 3'-5" Lb 2.132 0.039 2 2.4 4'-10" Lb 1.508 0.077 4'-10" Lb 1.508 0.077 4'-10" Lb 1.508 0.077 4'-10" Lb 1.508 0.077 3 1.6 5'-11" Lb 1.232 0.116 5'-11" Lb 1.232 0.116 5'-11" Lb 1.232 0,116 5'-11" Lb 1,232 0.116 4 1.2 6'-10" Lb 1.066 0.154 6'-10" Lb 1.068 0.154 6'-10" Lb 1,068 0.154 6'-10" Lb 1.068 0.154 2 x 8 SP SELECT STIR. 750 1 4.8 4'-7" LV 2.032 0.087 4-.7" Lv 2.032 0.087 4'-7" Lv 2.032 0.087 4'-7" Lv 2.032 0.087 2 2.4 7'-4" Lb 1.637 0.293 6'-11" Ld 1.544 0.232 6'-3" Ld 1.403 0.158 7'.4" Lb 1.637 0.293 3 1.6 9'-0" Lb 1 1.338 0.44 7'-11" Ld 1.179 0.266 7'-2" Ld 1.071 0.181 9'-0" Lb 1.338 0.44 4 1.2 10'-0" Ld 1.115 0.502 8'-9" Ld 0.974 0.292 7'-11" Ld 0.885 0.199 11) 0" Ld 1.114 0.5 1.5 x7.25 LVL 750 1 4.8 5'-9" Lb 1.638 0.195 5'-8" Ld 1.629 0.191 5'-2" Ld 1.48 0.13 5'-9" Lb 1,638 0.195 2 2.4 8'-1" Lb 1.159 0.389 7'-2" Ld 1.027 0.24 6'-6" Ld 0.933 0.164 8'-1" Lb 1.159 0.389 3 1.6 9'-5" Ld 0.898 0.472 1'-3" Ld 0.785 0.275 7'-5" Ld 0.713 0.187 9'-6" Ld 0.911 0.5 4 1.2 10'-4" Ld 0.742 0.52 9'-0- Ld 0,648 0,303 V-2' Ld 0.589 0.206 10'-3" Ld 0.735 0.5 2x 10 SPF#2 750 1 6.2 4'-3" Lb 2.518 0.041 4'-3" Lb 2.518 0.041 4'-3" Lb 2.518 0.041 4'-3" Lb 2.518 0.041 2 3.1 6'-0" Lb 1.782 0.081 6'-0" Lb 1.782 0.081 6'-0" Lb 1,782 0.081 6'-0" Lb 1,782 0.081 3 2.1 7'-4" Lb 1.456 0.122 7'-4" Lb 1.456 0.122 7'-4" Lb 1.456 0.122 1 7'-4" Lb 1.456 0.122 4 1.5 8'-6" Lb 1.262 0.162 8'-6" Lb 1.262 0.162 B'-6" Lb 1.262 0.162 B'-G' Lb 1.262 0.162 2 x 10 SYP#2 750 1 6.2 31-101, Lb 1.727 0.028 3'-10" Lb 1.727 0.026 3'-10" Lb 1.727 0.028 3'-10" Lb 1.727 0.028 2 3.1 5'-6" Lb 1.222 0.056 5'-6" Lb 1.222 0.056 5'-6" Lb 1.222 0.056 5'-6" Lb 1.222 0.056 3 2.1 6'-8" Lb 0.999 0.084 61-81, Lb 0.999 0.084 6'.8" Lb 0.999 0.084 6'.8" Lb 0.999 0.084 4 1.5 7'-9" Lb 0.866 0.112 7'-9" Lb 0.866 '0.112 7'-0" Lb 0.866 0.112 7'-9" Lb 0.866 0.112 2x 10 HEM-FIR#2 750 1 6.2 4'-2" Lb 2.605 0.041 4'-2" Lb 2.605 0.041 4'-2" Lb 2.605 0.041 4'-2" Lb 2.605 0.041 2 3.1 5'-11" Lb 1.843 0.063 5'-11" Lb 1.643 0.083 5'-11" Lb 1.843 0.083 5'-11" Lb 1.843 0.083 3 2.1 7'-3" Lb 1.508 0.124 7'-3" Lb 1,506 0.124 7'-3" Lb 1.506 0.124 7'-3" Lb 1.506 0.124 4 1.5 8'-4" Lb 1.305 0.165 8'-4" Lb 1.305 0.165 8'-4" Lb 1.305 0.165 8'-4" Lb 1.305 165 2 x 10 SP SELECT STIR. 750 1 6.2 5.-10" Lv 2.593 0.111 5'-W., Lv 2.593 0.111 5.-10.. Lv 2.593 0.111 5.-10.. Lv 11 2 3.1 11.51, Lb 1.868 0,239 8._611 Lb 1.868 0.239 1..0" Ld 1.791 0.202 B 1.5" Lb i°°'"" "�t 'P_ 3 2.1 10'-3" Lb 1.526 0.358 10'-2" Ld 1.505 0.339 9'-2" Ld 1.368 0.231 10'-3" ""--�- 4 1.5 11'-10" Lb 1.323 0.477 ll'-2" Ld 1.244 0.373 101-1.1 Ld 1,13 0.254 11 -10" ": ' 1.32 1.5 x 9,25 LVL 750 1 6.2 7'-3" Lb 2.074 0.241 7--3- Lb 2.074 1 0.241 6'-7" Ld 1.889 0.166 3" 074 u I 2 3.1 10'-3" Lb 1.467 0.481 9'-2" Ld 1.312 0.307 8'-4' Ld 1.192 0.209 3 r �,b y: 3 2.1 12'-0" Ld 1.147 0.603 10'-6" Ld 1.002 0.351 9'-6" Ld 0.91 0239 O 6 L ,a c;" t K 1' 4 1.5 13'-3" Ld 0.948 0.663 11'-6" Ld 0.828 0.386 10'-6" Ld 0.752 0.263 N 4� +Liat`� ;i UNIBEAM nAPPROVED 319/22 PORATION Corp,Vq NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2. SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3. SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(pIQ QUANTITY d/b SPAN BY LENGTH(in) (In) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) 2 x 4 SPF#2 850 1 2.3 1'-8" Lv 1.13 D.021 11-81, Lv 1.13 0.021 1'-8" Lv 1.13 0,021 1'-8- Lv 1.13 0.021 2 1.2 2'-6" Lb 0.837 0.051 2'-6" Lb 0.837 0.051 2'-6" Lb 0.837 0.051 2'-6" Lb 0.837 0.051 3 0.8 3'-0" Lb 0.684 0.076 3'-0" Lb 0.684 0.076 31-01. Lb 0.684 0.076 3'-0" Lb 0.684 0.076 4 0.6 3'-6" Lb 0.592 0.101 3'-6" Lb 0.592 0.101 3'-4" Ld 0.567 0.085 3'-6" Lb 0.592 0.101 2 x4 SYP#2 850 1 2.3 1'-7" Lb 0.815 0.018 1'-7" Lb 0.815 0.018 1'-7" Lb 0.815 0.018 1'-7" Lb 0.815 0.018 2 1.2 2'-3" Lb 0.577 D.036 2'-3" Lb 0.577 0.036 2'-3" Lb 0.577 0.036 2'-3" Lb 0.577 0.036 3 0.8 2'-9" Lb 0.471 0.053 2'-9" Lb 0.471 0.053 2'-9" Lb 0.471 0.053 2'-9" Lb 0.471 0.053 4 0.6 3'-2" Lb 0.408 0.071 3'-2" Lb 0.408 0.071 3'-2" Lb 0.408 0,071 3'-2" Lb D.408 0.071 2 x 4 HEM-FIR#2 850 1 2.3 1'"6" Lb 1.225 0.026 11-11, Lb 1.225 0.026 V-81, Lb 1.225 0.026 1'-8" Lb 1,225 0.026 2 1.2 2'-5" Lb 0.866 0.051 2'-5" Lb 0.865 0.051 2'-5" Lb 0.866 0.051 2'-5" Lb 0.866 0.051 3 0.8 3.-D.. Lb 0.707 0.077 3'-O" Lb D.707 0.077 V-011 Ld 0.703 0.075 3'-0" Lb 0.707 0.077 4 0.6 3'-5" Lb 0.613 0.103 3'-5" Lb 0,613 0.103 3'-3" Ld 0.581 0.083 3'-5" Lb 0.613 0.103 2 x 4 SP SELECT STIR. 850 1 2.3 2'-0" Lv 1.015 0.033 2'-0" Lv 1.015 0.033 2'-0" Lv 1.015 O.D33 2'-0" Lv 1.015 0.033 2 1.2 3'-5" Lv 0.869 0.143 3'-2" Ld 0.81 0.108 2'-11" Ld 0.736 0.073 3'-5" Lv 0.869 0.143 3 0.8 4'-2" Ld 0.708 0.211 3'-8" Ld 0.618 0.123 3'-4" Ld 0.562 0.084 5'-0" Lb 0.843 0.426 4 0.6 4'-7" Ld 0.564 0.233 4'-0" Ld 0.51 0.135 3'-B" I Ld 0.464 0.092 5'-7" Ld 0.707 0.5 1.5 x 3.5 LVL 850 1 2.3 2--l" Lb 0.862 0.091 2'-7" Ld 0.855 0.088 2'-4" NLd 0.776 0.06 2'-8" Lb 0,862 0.091 2 1.2 3'-9" Lb 0.609 0.182 3'-4" Ld 0.539 0.111 3'-0" 0.489 0,076 3'-9" Lb 0.609 0,182 3 0.8 4'-4" Ld 0.471 0.219 3'-9" Ld 0.411 0.127 3'-5" 0.374 0.087 4'-7" Lb 0.498 0.274 4 0.6 4'-9" Ld 0.389 0.241 4'-2" Ld 0.34 0.14 3'-9" 0.309 0.096 5'-4" Lb 0.431 0.365 1 3.7 2 -7" Lb 1.732 0.03 2'-7" Lb 1,732 0.03 2'-7" 1.732 O.D3 2 -7" Lb 1.732 0.03 2 1.8 3'-8" Lb 1.225 0.06 3'-8" Lb 1.225 0.06 3'-6" 1.225 0.06 3 -8" Lb 1.225 0.06 4� 4 -5" Lb 1.001 0.09 ��'- j Xl ("1,l1ff OO) 4'-5" 1.001 0.09 4'-5" Lb 1.001 0.09 4 0.9 5'-2" Lb 0.867 00119 5'-2" Lb 0.867 0.119 5'-2" 1 Lb 0.867 1 0.119 5'-2" Lb 0.867 0.119 2 x 6 SYP#2 850 1 3.7 2'-5" Lb 1.222 0.023 2'-6" Lb 1.222 0.023 2'-5' Lb 1.222 0.023 V-15" Lb 1.222 0.023 2 1.8 31-6.1 Lb 0.864 0.046 3-.5" Lb D.864 0.046 3'-5" Lb 0.864 0.046 V-6.1 Lb 0.864 0.046 3 2 4'-2" Lb 0.706 0.069 4'-2" Lb 0,706 0.069 4'-2" Lb 0.706 0.069 4'-2" Lb 0.706 0.069 4 0. 4'-10" Lb 0.612 0,092 4'-10" Lb 0.612 0.092 4'-10" Lb 0.612 0.092 4'-10" Lb 0.612 0.092 2 x 6 HEM-FIR#2 850 1 3.7 2'-6" Lb 1.792 0.03 2'-6" Lb 1.792 0.03 2'-6" Lb 1.792 0.03 2'-6" Lb 1.792 0.03 2 1.8 3'-7" Lb 1.267 0.061 3'-7" Lb 1.267 0.061 3'-7" Lb 1.267 0.061 3'-7" Lb 1.267 0.061 3 1.2 4'-5" Lb 1.035 0.091 4'-5" Lb 1.035 0.091 4'-5" Lb 1.035 0.091 4'-5" Lb 1.035 0.091 4 0.9 V-1" Lb 0.897 0.121 51-11, Lb 0.897 0.121 5'-1" 1 Lb 0.897 0.121 5.-l.. Lb 0.897 0.121 2 x 6 SP SELECT STIR. 850 1 3.7 3 2" Lv 1.596 0.052 3'-2" Lv 1.596 0.052 3'-2" Lv 1.596 0.052 3'-2" Lv 2 1.8 5'- Lv 1.366 0,224 51.1)1. Ld 1.273 0.169 4'-7" Ld 1.156 0.115 6.-S.. Lv 1.366 0224 3 12 6'-7" Ld 1.112 0.332 5'-9" Ld 0,972 0.193 5'-3" Ld 0.883 0.132 6'-11" Lb 4 0.9 7'-3" Ld 0.919 0.365 6'-4" Ld 0.803 0.213 5'-9" Ld 0.729 0.145 7'-10" Ld 1.5 x 5.5 LVL 850 1 3.7 4'.1' Lb 1.334 0.135 4--l" Lb 1.334 0.135 3'-9" Ld 1.22 0.095 4'-1" Lb 2 1.8 5'-10" b 0.944 0,27 5'-3" Ld 0.847 0.175 4'-9" Ld 0.769 0.119 5'-10" L - '. 944 3 12 6'-10" L 0.74 0.344 6'-0" Ld 0.647 02 5'-5" Ld 0.587 0.136 4 0.9 7'-6" Ld 0.611 0.378 6'-7" Ld 0.534 0,22 6'-0" Ld 0.485 0.15 E ul 0 1ST STORY EXTERIOR N ' WALL HEADER OVER A UNI0EAM SINGLE DOOR (MODULE R A lT B) 1 ST STORY MATE WALL BEAM OVER FOYER/HALL APPROVED DATE 3fN722 (MODULE A) PFS CORPORATION EFa�m-W9,VA NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LEN H. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2. SEE INSTRUCTIONS FOR REQUIRED BRAC NG. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3. SPANS ARE LIMITED BY THE MAXIMUM SP DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION, REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 6.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTIONFMA..IMI.IIALIMIDI SEON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTIONED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOA (pl0 QUANTITY d/b SPAN BY LENGTH(in) (in) BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY I LENGTH(in) (in) 2 x 8 SPF#2 85 1 4.8 3'-3" Lb 2.194 0.034 3'-3" Lb 2.194 0.034 3'-3" Lb 2.194 0.034 3'-3" Lb 2.194 0.034 2 2.4 4'-7" Lb 1.552 0.067 4'-7" Lb 1.552 0.067 4'-7" Lb 1.552 0.067 4'-T' Lb 1.552 0.067 3 1.6 5'-8" Lb 1.268 0.1 5'-8" Lb 1.268 0.1 5'-8" Lb 1.268 0.1 5'-8" Lb 1.268 0.1 4 1.2 6'-6" Lb 1.099 0.134 6'-6" Lb 1.099 0.134 6'-6" Lb 1.099 0.134 6'-6" Lb 1.099 0.134 2 x 8 SYP#2 850 1 4.8 3'-1" Lb 1.549 0.026 3'-1" Lb 1.549 0.026 3'-1" Lb 1.549 0.026 3--l" Lb 1.549 0.026 2 2.4 4'-4" Lb 1.096 0.052 4'-4" Lb 1.096 0.052 4'-4" Lb 1.096 0.052 4'-4" Lb 1.D96 0.052 3 1.6 5'-4" Lb 0.896 0.078 5'-4" Lb 0.896 0.078 5'-4" Lb 0.896 0.078 5'-4" Lb 0.696 0.078 4 1.2 6'-1" Lb 0.776 0.104 6'-1" Lb 0.776 0.104 6'-1" Lb 0.776 0.104 6'-1" Lb 0.776 0.104 2 x 8 HEM-FIR#2 850 1 4.8 3'-2" Lb 2.269 0.034 3'-2" Lb 2.269 0.034 3'-2" Lb 2.269 0.034 3'-2" Lb 2.269 0.034 2 2.4 4'-6" Lb 1.605 0.068 4'-6" Lb 1.605 0.068 4'.6" Lb 1.605 0.068 4'-6" Lb 1.605 0.068 3 1.6 5'-T' Lb 1.312 0.102 5'-7" Lb 1.312 0.102 5'-7" Lb 1.312 0.102 5'-7" Lb 1.312 0.102 4 1.2 6'-5" Lb 1.136 0.136 6'-5" Lb 1.136 0.136 6'-5" Lb 1.136 0.136 6'-5" Lb 1.136 0.136 _ 2 x 8 SP SELECT STR. 850 1 4.8 4'-2" Lv 2.104 0.069 4'-2" Lv 2.104 0.069 4'-2" Lv 2.104 0.069 4'-2" Lv 2.104 0.069 lE 2.4 6'-11" Lb 1.743 0.259 6'-8" Ld 1.678 0.223 6'-0" Ld 1.525 0.152 6'-11" Lb 1.743 0.259 1.6 6'-5" Lb 1.424 0.388 7'-7" 1 Ld 1.282 0.255 6'-11" Ld 1.164 0.174 8'-5" Lb 1.424 0.388 1.2 9'-7" Ld 1.212 0.482 8'-4" Ld 1.059 0.26 7'-7" Ld 0.962 1 0.191 9'-8" Ld 1.223 0.5 1.5x7.25 LVL 850 1 4.8 5'-4" Lb 1.744 0.172 5'-4" Lb 1.744 0.172 4'-11" Ld 1.609 0.125 5'-4" Lb 1.744 0.172 2 2.4 7'-7" Lb 1.234 0.344 6'-11" Ld 1.117 0.231 6'-3" Ld 1.015 0.157 7'-7" Lb 1.234 0.344 3 1.6 9'-0" Ld 0.976 0.453 7'-11" Ld 0.853 0.264 7'-2" Ld 0.775 0.18 9'-3" Ld 1.001 0.5 - 4 1.2 9'-11" Ld 0.806 0.499 8'-8" Ld 0.705 0.29 7'-10" Ld 0.64 0.198 9'-11" Ld 0.807 0.5 _ E2 X I4 SPF#2j 5p 1 6.2 4'-0" Lb 2.681 0.036 4'-1)' Lb 2.681 0.036 4'-0" Lb 2.681 0.036 4'-0" Lb 2.681. 0.036 f2) Lb 1.897 0.072 ;.'�;"s a 'J.BB`7 t(,Q�'.j 5'.8" Lb 1.897 0.072 5'-8" Lb 1.697 0.072 3 2.1 6'-11" Lb 1.55 0.106 6'-11" Lb 1.55 0.108 6'-11" Lb 1.55 0.108 6'-11" Lb 1.55 0.108 4 1.5 8'-0" Lb 1.343 0.143 8'-0" Lb 1.343 0.143 6'-0" Lb 1.343 0.143 8'-0" Lb 1.343 0.143 2 x 10 SYP#2 850 1 6.2 3'-7" Lb 1.839 0.025 3'-7" Lb 1.839 0.025 3'-7" Lb 1.839 0.025 3'-7" Lb 1.839 0.025 2 3.1 5'-2" Lb 1.301 0.05 5'-2" Lb 1.301 0.05 5'-2" Lb 1.301 0.05 5'-2" Lb 1.301 0.05 3 2.1 6'-3" Lb 1.063 0.074 6'-3" Lb 1.063 0.074 6'-3" Lb 1.063 0.074 6'-3" Lb 1.063 0.074 4 1.5 7'-3" Lb 0.921 0.099 7'-3" Lb 0.921 0.099 7'-3" Lb 0.921 0.099 7'-3" Lb 0.921 0.099 2 x 10 HEM-FIR#2 850 1 6.2 3'-11" Lb 2.773 0.037 3'-11" Lb 2.773 0.037 3'-11" Lb 2.773 0.037 3'-11" Lb 2.773 0.037 2 3.1 5'-7" Lb 1.962 0.073 5'-7" Lb 1.962 0.073 5'-7" Lb 1.962 0.073 5'-7" Lb 1.962 0.073 3 2.1 6'-10" Lb 1.603 0.109 6'-10" Lb 1.603 0.109 6'-10" Lb 1.603 0.109 6'-10" Lb 1.603 0.109 4 1.5 7'-10" Lb 1.389 0.146 7'-10" Lb 1.389 0.146 7'-10" Lb 1.389 0.146 7'-10" Lb 1.389 0.146 2 x 10 SP SELECT STIR. 850 1 6.2 5'-4" Lv 2.684 0.088 5'-4" Lv 2.684 0.088 5'.4" Lv 2.684 0.088 5'-4" Lv ..._,;,2.rm - 7.088 2 3.1 7'-10" Lb 1.988 0.211 7'-10" Lb 1.988 0.211 7'-8" Ld 1.946 0.194 7'-10" 3 2.1 9'-8' Lb 1.624 0.316 9'-8" Lb 1.624 0.316 8'-10" Ld 1.486 0.222 4 1.5 ll'-2" Lb 1.408 0.421 111-8" Ld 1.351 0.358 V-9" Ld 1.228 0.244 ll'-2" 1.5x9.25 LVL 650 1 6.2 6'-10" Lb 2.207 0.213 6'-10" Lb 2.207 0.213 6'-4" Ld 2.053 0.159 1().. 220 2 3.1 9'-8" Lb 1.562 0.424 B'-9" Ld 1.425 0.294 B'-0" Ld 1.295 0.2 8"'j, ,k 3 2.1 11'-6" Ld 1.246 0.578 Ld 1.089 0.337 1'-2" Ld 0.989 0.229 4 1.5 12'-8" Ld 1.03 0.636 11'-1" Ld 0.9 0.37 10'-1" Ld 0.817 0.252 N 1 C" _ r UNIBEAM N 0WAPPROVED DATE31&122 PFS CORPORATION Gx 11,VA NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER I CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3. SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION, REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 11240 DEFLECTION BASED ON 11360 DEFLECTION BASED ON 11480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plo QUANTITY d/b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) pn) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) 2 x 8 SPF#2 1300 1 4.8 2--7" Lb 2.713 0.022 2'-7" Lb 2.713 0.022 2'-7" Lb 2.713 0.022 2'_7" Lb 2.713 0.022 2 2.4 3'-9" Lb 1.919 0.044 3'-9" Lb 1.919 0.044 3'-9" Lb 1.919 0.044 3'-9" Lb 1.919 0.044 3 1.6 4'-7" Lb 1.567 0.066 4'-7" Lb 1.567 0.066 4'-7" Lb 1.567 0.066 4'-7- Lb 1.567 0.066 4 1.2 1',3" Lb 1.358 0.088 61-T. Lb 1.358 0.088 51,3.1 Lb 1.358 0.088 -1'.3" Lb 1.358 0.088 2 x 8 SYP#2 1300 1 4.8 2'-5" Lb 1.916 0.017 2'-5" Lb 1.916 0.017 2'-5" Lb 1.916 0.017 2'-5" Lb 1.916 0.017 2 2.4 3-.6" Lb 1.355 0.034 3'-6" Lb 1.355 0.034 3-.6" Lb 1.355 D.034 3'-6" Lb 1.355 0.034 3 1.6 4'-3" Lb 1.107 0.051 4'-3" Lb 1.107 0.051 4'-3" Lb 1.107 0.051 4'-3" Lb 1.107 0.051 4 1.2 4'-11" Lb 0.959 0.068 4'-11" Lb 0.959 0.068 4'-11" Lb 0.959 0.068 4'-11" Lb 0.959 0.068 2 x 8 HEM-FIR#2 1300 1 4.8 2'.7" Lb 2.806 0.022 2'-7" Lb 2.806 0.022 2-.7" Lb 2.806 0.022 2'-7" Lb 2.806 0.022 2 2.4 3--l" Lb 1.985 0.045 3'-8" Lb 1.985 0.045 3'-8" Lb 1.985 0.045 3'-8" Lb 1.985 0.045 3 1.6 4'-6" Lb 1.621 0.067 4'-6" Lb 1.621 0.067 4'-6" Lb 1.621 0.067 4'-6" Lb 1.621 0.067 4 1.2 5'-2" Lb 1.404 0.089 5'-2" Lb 1.404 0.089 5'-2" Lb 1.404 0.069 5'-2" Lb 1.404 0.089 2 x 8 SP SELECT STIR. 1300 1 4.8 3'-1" Lv 2.424 0.034 31-11, Lv 2.424 0.034 3--l" Lv 2.424 0.034 3'-1" Lv 2.424 0.034 2 2.4 5'-1" Lv 1.961 0.116 5'-1" Lv 1.961 0.116 5'-1" Lv 1.961 0.116 5'-1" Lv 1.961 0.116 3 1.6 6'-10" Lb 1.76 0.254 6'-7" Ld 1.7 0.221 6'-0" Ld 1.545 0.151 6'-10" Lb 1.76 0.254 4 1.2 7'-11" Lb 1.525 0.339 7'-3" Ld 1.404 0.244 6'-7" Ld 1.276 0.166 7'-11" Lb 1.525 0.339 1.5 x7.25 LVL 13004.8 4'-4" Lb 2.156 0.113 4'-4" Lb 2.156 0.113 4'-3" Ld 2.135 0.108 4'-4" Lb 2.156 0.113 R42 2.4 6'-2" Lb 1.525 0.225 6'-0" Ld 1.481 0.2 5'-5" Ld 1.346 0.136 6'-2" Lb 1.525 0.225 1,6 7'-6" Lb 1.246 0.337 6'-10" Ld 1,131 0.229 6'-2" Ld 1.028 0.156 7'-6" Lb 1.246 0.337 1.2 8'-7" Ld 1.069 0.433 7'-6" Ld 0.934 0.252 6'-10" Ld 0.849 0.172 8'-8" Lb 1.079 0.449 (9Ki1�,- N?! 1300' 6.2 3'-2" Lb 3.314 0.024 3'-2" Lb 3.314 0.024 3'-2" Lb 3.314 0.024 3'-2" Lb 3.314 0.024 3.1 4'-7" Lb 2.345 0.047 4'-7" Lb 2.345 0.047 4'-T' Lb 2.345 0.047 4'-7" Lb 2.345 0.047 a 5'-7" Lb 1.915 0.07 (5'=7" Lbf �1�9�15' ;(ll(1 5'-7" Lb 1.915 0.07 5'-7" Lb 1.915 0.07 4 1.5 6'-5" Lb 1.659 0.094 6'-5" Lb 1.659 0.094 6'-5" Lb 1.659 0.094 6'-5" Lb 1.659 0.094 2x 10 SYP#2 1300 1 6.2 2'-11" Lb 2.273 0.016 2'-11" Lb 2.273 0.016 2'-11" Lb 2.273 0.016 2'-11" Lb 2.273 0.016 2 3.1 4'-2" Lb 1.608 0.032 4'-2" Lb 1.608 0.032 4'-2" Lb 1.608 0.032 4'-2" Lb 1.608 0.032 3 .1 5'-1" Lb 1.314 0.049 5'-1" Lb 1.314 0.049 5'-1" Lb 1.314 0.049 5'-1" Lb 1.314 0.049 4 1. 5'-10" Lb 1.138 0.065 5'-10" Lb 1.138 0.065 5'-10" Lb 1.138 0.065 5'-10" Lb 1.138 0.065 2x 10 HEM-FIR#2 1300 1 6.2 3'-2" Lb 3.428 0.024 3'-2" Lb 3.428 0.024 3'-2" Lb 3.428 0.024 3'-2" Lb 3.428 0.024 2 3.1 4'-6" Lb 2.425 0.048 4'-6" Lb 2.425 0.048 4'-6" Lb 2.425 0.048 4'-G' Lb 2.425 0.048 3 2.1 5'-6" Lb 1.981 0.072 5'-6" Lb 1.961 0.072 5'-6" Lb 1.981 0.072 5'-6" Lb 1.981 0.072 4 1.5 '-4" Lb 1.716 0.095 6'-4" Lb 1.716 0.095 6'-4" Lb 1.716 0.095 6'-4" Lb 1.716 95 2%10 SP SELECT STIR. 1300 1 6.2 4\.0" Lv 3.093 0.043 4'-0" Lv 3.093 0.043 4'-0" Lv 3.093 0.043 4'-0" Lv 3.093 0.04:, 2 3.1 6'- Lb 2,458 0.138 6'-4" Lb 2.458 0.138 6'-4" Lb 2.458 0.138 6'-4" Lb 7.. 3 2.1 7'-1 Lb 2.008 0.207 7'-10" Lb 2.008 0.207 7'-8" Ld 1.971 0.192 7'-10" Lb M, i^Rk 4 1.5 Lb 1.739 0.276 9'-0" Lb 1.739 0.276 8'-5" Ld 1.628 0.212 9'-0" Lb Y' 1.5x9.25 LVL 1300 1 6.2 5'-6" Lb 2.729 0.139 5'-6" Lb 2.729 0.139 5'-6" Ld 2.725 0.138 5'-6" L' 1 IV'°.29 2 3.1 7'-9" Lb 1.931 0,278 7'-7" Ld 1.891 0.255 6'-11" Ld 1.718 0.174 7 -`1..4 J8 Ali 3 2.1 9'-6" 1 L 1.577 0.416 8'-9" Ld 1.444 0.292 7'-11" Ld 1.312 4 1.5 11'-0" Ld 1,365 0.552 9'-7" Ld 1.193 0.322 8'-9" Ld 1.084 0.219 1 L 1 4 a (' r j 1 ST STORY EXTERIOR WALL HEADER OVER "'° UNIBEAM SINGLE WINDOWS (MODULE D) APPROVED DATE 3/8122 PFS CORPORATION en.•m;ruro,1A NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plo QUANTITY d/b SPAN BY LENGTH(in) (i n) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) 2x4SPF#2 1400 1 2.3 1'-3" Lv 1,382 0.011 1'-3" Lv 1.382 0.011 1'-3" Lv 1.382 0.011 1'-3" Lv 1,382 0.011 2 1.2 1._11.1 Lv 1.062 0.029 11-111. Lv 1.062 0.029 1'-11" Lv 1.062 0.029 1'-11" Lv 1.062 0.029 3 0.8 2'-4" Lb 0.877 0.046 2'-4" Lb 0.877 0.046 2'-4" Lb 0.877 0.046 2'-4" Lb 0.877 0.046 4 0.6 2'-9" Lb 0.76 0.061 2'-9" Lb D.76 0.061 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2 x 4 SYP#2 1400 1 2.3 1..", Lb 1.046 O.Di t 1'-3" Lb 1.046 0.011 1'.3" Lb 1.046 0.011 1'-3" Lb 1.046 0.011 2 1.2 1..9" Lb 0.74 D.022 1.-9" Lb 0.74 0.022 11.11. Lb 0.74 D.022 11.91, Lb 0.74 0.022 3 0.8 2'.2" Lb 0.604 0.032 2'-2" Lb 0.604 0.032 2'-2" Lb 0.604 0.032 2'.2" Lb 0.604 0.032 4 0.6 2'-6" Lb 0.523 0.043 2'-G' Lb 0,523 0.043 2'-6" Lb 0.523 0.043 2'-6" Lb 0.523 0.043 2 x 4 HEM-FIR#2 1400 1 2.3 1'-3" Lv 1.537 0.014 1'-3" Lv 1.537 0.014 1'-3" Lv 1.537 0.014 11-3.1 Lv 1.537 0.014 2 1.2 1'-11" Lb 1.111 0.031 1'-11" Lb 1.111 0.031 1'-11" Lb 1.111 0.031 1'-11" Lb 1.111 0.031 3 0.8 2-.4" Lb 0.908 0.047 2'.4" Lb 0.908 0.047 2'-4" Lb 0.908 0.047 2'-4" Lb 0.908 0.047 4 0.6 2'.1" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2-.8" Lb 0.786 0.062 2 x 4 SP SELECT STIR. 1400 1 2.3 1'-5" Lv 1.205 0.015 1..", Lv 1.205 0.015 1 1-511 Lv 1.205 0.015 1'-5" Lv 1.205 0.015 2 1.2 2'-3" Lv 0.964 0.046 2'-3" Lv 0.964 0.048 2'-3" Lv 0.964 0.046 2'-3" Lv 0.964 0.048 3 0.8 3'-4" Lv 0.929 0.141 3'-1" Ld 0.862 0.104 2'-10" Ld 0.783 0.071 3'-4" 1 Lv 0.929 0.141 4 0.6 3'-11" Ld 0.815 0.197 1 3'-5" Ld 0.712 0.115 3'-1" Ld 0.646 0.078 4'-5" Lv 0.929 0.334 1.5 x 3.5 LVL 1400 1 2.3 2'-0" Lv 1.065 0.048 2'-0" Lv 1.065 0.048 2'-0" Lv 1.065 0.048 2'-0" Lv 1.065 0.048 2 1.2 2'-11" Lb 0.782 0.111 2'-9" Ld 0.751 0.094 2'-6" Ld 0.682 0.064 2'-11" Lb 0.782 0.111 3 0.6 3'-7" Lb 0.639 0.166 3'-2" Ld 0.573 0.108 2'-11" Ld 0.521 0.074 3'-7" Lb 0.639 0.166 4 0.6 4'-0" Ld 0.542 0.204 3'-6" Ld 0.473 0.119 3'-2" Ld 0.43 0.061 4'-1" Lb 0.553 0.222 1„"6 SP„„); # {1400) 1 3.7 1'-11" Lv 2.172 0.017 1 1-11" Lv 2.172 0.017 1'-11" Lv 2.172 D.017 1'-11" Lv 2.172 0.017 2 1.8 2'-10" Lb 1.572 0.036 2'-10" Lb 1.572 0.036 2'-10" Lb 1.572 0.036 2'-10" Lb 1.572 0.036 I'rr ¢1.2� 3'-6" Lb 1.284 0.054 .'"; (LW (1,264& cCr1.05* 3'-6" Lb 1.284 0.054 3-.6" Lb 1.284 0.054 4 0.9 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 2 x 6 SYP#2 1400 1 3.7 1'-10" Lb 1.568 0.0 1'-10" Lb 1.568 0.014 1'-10" Lb 1.568 0.014 1'-1 D" Lb 1.568 0.014 2 1.8 2'-8" Lb 1.109 .028 2'-8" Lb 1.109 0.028 2'-8" Lb 1.109 D.028 2'-8" Lb 1.109 0.028 3 1.2 3'-3" Lb 0.906 0.042 3'-3" Lb 0.906 0.042 3'-3" Lb 0.906 0.042 3'-3" Lb 0.906 0.042 4 0.9 3'-9" Lb 0.785 0.056 3'-9" Lb 0.785 0.056 31-91, Lb 0.785 0.056 31-91, Lb 0.785 0.056 2 x 6 HEM-FIR#2 1400 1 3.7 11-111, Lb 2.299 0.018 1'-11" Lb 2.299 0.018 1,-11" Lb 2.299 0.018 1'-11" Lb 2.299 0.018 2 1.8 2'-9" Lb 1.X6 0.037 2'-9" Lb 1.626 0.037 2'.1" Lb 1.626 0.037 21-91. Lb 1.626 0.037 3 1.2 3'.5" Lb .328 0.055 11-5.. Lb 1.328 0.055 3'-5" Lb 1.328 0.055 3'-5" Lb 1.328 0.055 4 0.9 3'-11" Lb 1.15 0.074 3'-11" Lb 1.15 0.074 31.111, Lb 1.15 0.074 3'-11" Lb 1.15 0.074 2 x 6 SP SELECT STR. 1400 1 3.7 2'-3" Lv 1.893 0.023 2'-3" Lv 1.893 0.023 2'.3" Lv 1.893 0.023 2'-3" Lv 1.89.' " 0.023 2 1.8 3'.7" 1.515 0.076 3'-7" Lv 1.615 0.076 3'--7" Lv 1.515 0.076 3'-7" Lv - ..: "0.076 3 1.2 5'-0" Lv 1.388 0.181 4'-10" Ld 1.355 0.164 4'-5" Ld 1.231 0.112 5'-0" 4 0.96'-2" Ld 1.28 0.31 5'-4" Ld 1.119 0.18 4'-10" Ld 1.016 0.123 6'-3" .: 1.5x5.5 LVL 1400 1 3.7 3' Lv 1.674 �0.246 L'- Lv 1.674 0.075 3'-1" Lv 1.674 0.075 3--v 2 1.8 '-6" Lb 1.211 Ld 1.18 0.146 4'-0" Ld 1.072 0.101 6' 3 1.2 5'-7' Lb 0.989 Ld 0.901 0.17 4'-7" Ld 0819 0116 (fi 754 0.9 6'-4" Ld 0.852 Ld 0.744 0.187 5'-1" Ld 0.676 0.127Vv O s iJ M�ppgg A � 1ST STORY EXTERIOR WALL HEADER OVER SINGLE WINDOWS/DOOR UNISEAM (MODULE C) - V Page 1 DATE: 4/12/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PROJ.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #01 CLG BM CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Structural Composite Lumber Roseburg Forest Products OEM 2;OE,Rigidlam,LVL, {3)15 X"9.25 DRY 97077 71. y � . x .;7 i,,.�,.,.•o-"' s-Y - -'*•&.,�� _ €.rte'` „,. <�,-�' .. _ . __ •�. ', •; , " 05/02/22 Start(ft):0 End(ft):12.292 Member Slope:0/12 Actual Length(ft):12.29 Area '- Ix 1y �� BSUVLarns' Cfn Kcr _., _ .....: ........_ _ _..... ,. .. ....... .,.... (int) (in') (in') (Ibf/ft) Creep Factor €, 4162 29679; 78 1098 3 8 15 . a Ilk .. •. r _ —. Fb(psi) Ft(psi) v(psi) Ft(psi} „ F.el(psi} '` E(psi)x103 Erriin(psi)x103 Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted 1lalu;;es 3100 21'QO , _ 290.,„ • ° .3000 750 .,-- 2000'- 1057 CM 1 1 1 1 1 1 1 z Bending Adjustment Factors CV —1.03 Cr 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values i _ _...n..., Unbraced Length(ft) Beam End' Span Length(ft) T��. _ . Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) ,. ..•... 0 �•.., _. 100; 1 µI22±317 O,.Y 12.29x7, 0 100 .a 3 40 101.._ . MEN ._.,_,,., _...... ------ ..,.,__... ....... -r73 i .... , _ PASS/FAIL'; MAGNITUDE STRENGTH LOCATION(ft) T _w LOAD COMBO DURATION FACTOR CD __Shear Stress Y(psij _.._..._ ...._. A _.._ _ - PASS(43.3%) 164.6 290.0 12.29 D+L 1 Bendµ Stress Y(psi)'; PASS 18.1/0 262 w _ 9 3202.5 6.15 D+L a_ __.. Deflection(in) PASS(21.5%) 0.643(=L/229) 0.819(=L/180) 6.15 D+L m Beanng Stress(psi); fapSS{61 3%} 289 9 750 _IXT4115410W Units for V:Ibf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 2071 2495 0 I) 0 ' 4032 D 0 0 0 0 3 .,,, ,,.,._._.......w,... .._, ... 7 B 2071 2495 0 0 0 -4032 0 0 0 0 0 Reaction Location A B • i •' 1 Load Combination:D+L,Maximum Stress Ratios from:Bending Stress Y -Live Load Applied ;r;<,«^Z �_ A A RC 28 nen Page 2 Typ Jight,Magnit . Load Start(ft) ', ` Load End(f#)„ Load Type D�rect�on Uniform(Ibf/ft) 406 406 0 12.2917 Live Y 2917._ Uniform(Ibf/ft)�F4M1 -656 -656 0 12.2917 Wind(-) Y Self Weight(Ibf/ft)µ 10 98 10 98 _ 0 12 2917 Dead Y 4.. .... .m,,...q __............ .......e_.«..,,�,_ .. A 05/02/22 RC 29 An^Ird'T.IAA'9 '%AlO ACM Page 1 DATE: 4/13/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PROJ.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #02 WINDOW HDR CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Structural Composite Lumber Roseburg Forest Products,,,",,' 2.OE Rigicllatn LVL (3)1,5 X 9,25 Ryli x. �—,''•�< � * � _m+ � .�"." �,'"'" ami+ � :.° � � ,�y,��^i' `^�'', n --'.��`��§. .:.,. a� fi 5/02/22 Start(ft):0 End(ft):9 Member Slope:0/12 Actual Length(ft):9 Area Ix ly BSW Lams ' Cfn Kcr (int) (in') (in°) (Ibf/ft) Creep Factor 41.62 296.29. 7.8 10.98 3 " 8 1 5 .. • . .. ,.,� it Fb(psi) Ft . ay.(psi) .Fc(psi) Fe1(Psi} _ E(psi)X108 Eminpsij ii103 Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3700 '' " 2100 290.: 3009 ' 750 200D` .105 7'r,,, CM- 1 _ 1 ' 1 1 1 1 3 ,.3 , CT Bending Adjustment Factors CV =1.03 Cr =1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values Unbiaced Leri th ft Beam End'. Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 9 0 9 0 50 100 100 PASS/FAIL MAGNITUDE A STRENGTH ;,, LOCATION{ft) LOAD COMBO" z DURATION FACTOR CD' Shear Stress Y(psi) PASS(56.9%) 124.9 290.0 9 D+L 1 w µ� Bending Stress Y(psi) PASS(27,7%) 2336 7 3202 5 414 �' D+L 1 Deflection(in) PASS(56.9%) 0.259(=L/418) 0.600(=L/180) 4.5 D+L Beanng Stress(psi) PASS(70 6'/a} 220,1 750 0 9 D+L 1 , , _._.. ., _. .. .. _ • Units for V:Ibf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 1433 1721 0 0' 0 2499 0', B 1610 1858 0 0 0 -2737 0 0 0 0 0 Reaction Location A B • 1 •' Load Combination:D+L,Maximum Stress Ratios from:Bending Stress Y ME-Live Load Applied .... ,k ,3�50Mr— 301— RC 30 Member Name:#02 WINDOW HDR Page 2 T e Left Ma ni#ode Right Magnitutle Load Start(ft) Load End(ft) Load Type Direction Yp, 9. ._ „ ,., -.,._. z Uniform(Ibf/ft) 40 40 0 4.1458 Live Y fl .mead w_.:.,. Point(Ibf) 2495 - 4.1458 - Live Y Paint lb 2071 41458 Dead Y Point(Ibf) 4032 41458 - Wind(-) Y c777 77 ; __...._ m ormm{IbfJft).,,.,. 189 189 41458 9'; live '..._» _ _ » ..,__M... _ _...._. ,... Uniform(Ibf/ft) 167 167 4.1458 9 Dead Y Uniform{Ibf/ft) 248 T 248 41458 9 Wind( Y .J...,u».r 3 Self Weight(Ibf/ft) 10.98 10.98 0 9 Dead Y 5102/22 RC 31 nn� ri-T.In A"s� 1_.._-.-_a:---I AC— Page 5 DATE: 4/12/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PROD.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #03 CLG BM CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Structural Compos i,t,e Lumber Rosebu"rg,Forest Products 2.0E Rigidlam.LUL II M �� ", Az:3- 10061 • • • Start(ft):0 End(ft):12.292 Member Slope:0/12 Actual Length(ft):12.29 Ix BSW Cfn...., a._ Kcr_ _.... (int) (in4) (in") mm(Ibf/ft) Creep Factor ��27.75 _ 197 86F.7 'S 2 7 32 2 18 5 .... ..._.. 3 3. c,PSI Fcl(p'si) E(psi)xj0„, Emmps7 x10 Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100,; 2100 290" 3000 750 2000_' 1057 CM 1 1 1 1 1 1 1 Bending Adjustment Factors CV -1.03 C =1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values r,. u 3, r„ r......v ..... ........... . Y 771 Uribraced Length0 ," Beam Ent/; Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) E 1 12 2917 0 'm 12 2917 0 '1 00 0'.40 100 100` , PASS/FAIL`: MAGNITUDE _ STRENGTH LOCATION(ft} a LOAD COMBO DURATION FACTOR CD; Shear Stress Y(psi) PASS(58.8%) 119.4 290.0 12.29 D+L 1 ,,. r Bentlmg Stress Y{psi} PASS1406,,6%1 1903 5 3202 5'€' ' 615 D+L 1 ..,. _.,_ _ _. ., x. .. ..w,____.._, _ ,,..._... Deflection(in) PASS(43.1%) 0.466(=L/316) 0.819(=L/180) 6.15 D+L Searing Stress{psiy, PASS(72 0%} 210 3 750 0 0 D+L1 „ _ _., ..,.... • Units for V:lbf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 604 1604;: 0 922 0 0 0 0 0 B 604 1604 0 0 0 -922 0 0 0 0 0 Reaction Location A B • is •' Load Combination:D+L,Maximum Stress Ratios from:Bending Stress Y -Live Load Applied rs �c �„ _MNRMM •,max-,,..nom == . RC 32 ACM Page 6 MOW Type Left Magnitude Right Magmfude Load Start(ft); „Load Erid(ft) Load Type Quectwn E _Uniform(Ibf/ft) 261 261 0 12.2917 Live Y .:'_ 91 91 fl 12 2917 Dead Y ...,... .,..., r..- ......i.....................�,...... ....e. .........a.„,..... ..-.,.,....w................,.««.ze-......E Uniform(Ibf/ft) -150 -150 0 12.2917 Wind(-) Y Self Wei ht Ibf/ft)` 7 32 7 32 0 ..... tu _..._._. ...�_.__�,_� .. . c : RC 33 Page 7 DATE: 4/12/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PROJ.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #04 CLG BM CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS Fo MATERIAL: Structural Composite Lumber Roseliur g rest Products 2.0E RigidlarriivL" (3}1.5 X.1125 DRY 'INE ' �s : a Pim- ANS .• '.J.S.,.s.>,s..,aat,.�"� .,-..b;,.,w,w.»r_::: .___ 5/02/22 ENTIN Mr-MrSTURTFaw Start(ft):0 End(ft):15 Member Slope:0/12 Actual Length(ft):15 Y Area Ix IBSUfI Lams Cfn Kcr _. ...... (int) (in') (in 4) (Ibf/ft) Creep Factor Z62:: 533 94' _" x9.49. _ 13.36 s ..N. ........ -_ _ -,Fb(psi)` Ft(psi) Fv(psi) Fc(psi) �Fc�(psi) E(psi)k_0L.' Errun(psi)AQ: Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 2100 X750 2000 .1057, CM 1 1 1 1 1 1 1 C T Bending Adjustment Factors CV =1.01 Cr=1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values w 5.. qillFA -- _-------- .....,, _._. ,... „......- _- .. ._ _. _.,..............._.., W Unbraced Leri th(ft) Beam,End' _ _ _ Span Length(ft) Top Bottom Elev.Diff(ft) _ CL(Top) CL(Bottom) CL(Left) CL(Right) 115 0 15 ', 0 100 0 28 100 1 00 --n, PASS/FAIL;; MAGNITUDE STRENGTH LOCATION{ft) LOAD COMBO DURATION FACTOR Cd; _._.....: M.._,_. A . Shear Stress Y(psi) PASS(66.0%) 98,5 290.0 15 D+L 1 Bending 5tre�ss Y{psi) PASS(4J 6°!a)M..._ ., _._357 4 m 31251 7 5 D+L 1 _.. _. Deflection(in) PASS(36.9%) 0.473(=L/381) 0.750(=L/240) 7.5 D+L 6eanng Stress(psi) PASS{71 9°la} 211 1 750 ® Units for V:Ibf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH ....................... _ - --. 1338 1988 0 0 0 0 0' 0 0 0 0 _.._:........... B 1338 1988 0 0 0 0 0 0 0 0 0 Reaction Location Kill 11 A B • •° ffiMi Load Combination:D+L,Maximum Stress Ratios from:Deflection -Live Load Applied ,tea ro RC 34 Page 8 . _, TYpe Left Magnitude - Right Magnitude `; Loatl-Start;(ft) Load End{ft) Load Type Direc ion Uniform(Ibf/ft) 265 265 0 15 Live Y :Uniform{lbf/ft) w _165 165 0 15 Dead',. Self Weight(Ibf/ft) 13.36 13.36 0 15 Dead Y W E, f. U 0,787 ' vt 5/02/22 RC 35 Arm Page 9 DATE: 4/12/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PROD.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #05 WINDOW HDR CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Structural Com osite Lumber Roseburg"Fofe'st Products 2.OE Rig�dtam LUL (3)1.5,X � tpt 5102/22 Start(ft):0 End(ft):3 Member Slope:0/12 Actual Length(ft):3 Area Ix BSW Lams, Cfn Kcr (int) (in") (in 4) (Ibf/ft) Creep Factor 22 5 46.88 b. -i4.22 5:44 3 'F FV(psi)._ Ft`(psi) Fv(psi) Fc(p, Q .. Fc1(psi) f(ps7�3 Emin_,psi)x103 Base Values 3100 2100 290 3000 750 2000 1056.958 _. Adjusted Values 3100"' 2100 290 = 3000 "'750 2000 1057 CM 1 1 1 1 1 1 1 w , . Bending Adjustment Factors CV =1.12 Cr =1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values _._ V..... ....... . w. - ._ Unbraced Length(ft) Beam End' __._........___ _ --------._ . __....__.__....... . -----_ __. _. Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) '3 0 " 3 0 100 098 100 1 00 . � 111 W PASS/FAIL; MAGNITUDE STRENGTH LOCATION(ft) LOAD COMBO DURATION FACTOR"CD Shear Stress Y(psi) PASS(32.8%) 194.8 290.0 3 D+L 1 n ain Stress Y( si)' PASS 44 S/f �.v P 8 Be ...,,...,..tis Deflection(in) PASS(80.0%) 0.040(=L/900) 0.200(=L/180) 1.62 D+L Bearing Stress(psi) PASS(7S 3%a} 185'S 750 0 3 D+L 17_34W• Units for V:Ibf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH ... __ _. A 420 1092` 0 0 0 627 0 0 0 0 0 -._.mB_. . 806 . 2116 _�__ � _ 0 -1217 0 0 0 0 0 Reaction Location A B • • ' Load Combination:D+L,Maximum Stress Ratios from:Shear Stress Y M'R-Live Load Applied RC 36 Page 10 _m Type Left Magni#ode; Righf Magnitude, load Start(ft) load End(ft) ;Load Type Direction.. Point(Ibf) 1604 - 1.9792 - Live Y Pomt(lbf) 604 : 19792 _ µ Dead Y ..-_._ _.___._. ..z ., ._ _ _. a �..._. ., Point(Ibf) -922 - 1.9792 - Wind(-) Y p. Pomt(lbt) 1604 .. - _ 19792 w.�:. - Live Y e _.._w ��_.. ._ ,�_.. �. . .... Point(Ibf) 604 - 1.9792 - Dead Y 'f 77,TzU7�—IMK- Point Ibf) 3 , 922 13792 Wind Y Self Weight(Ibf/ft) 5.94 5.94 0 3 Dead Y w 078575`1' 5/02/22 RC 37 nnlllrPT.anA Arm Page 11 DATE: 4/12/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PROJ.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #06 WINDOW HDR CODE: 2018 International Building Code MEMBERTYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Structural Composite Lumber Ri 2:OE idlam lVL Roseburg.Forest Products, g.. ."�d MCI_*?:*'t —,.._ MIT .. • . . Start(ft):0 End(ft):3 Member Slope:0/12 Actual Length(ft):3 "' Area Ix ly" BSU1! Lams' Cfn Kcr (in) (in°) (in°) (Ibf/ft) Creep Factor 22.5 46 88 ' i A22 5 94 ; 3 8 15 Ft-(psi) {psi) Fc1(psp E(psij,x103 Emiri`tpsi)x103:; Base Values 3100 2100 290 3000 750 2000 1056.958 Ad usted Values , 3100 .,. 2100.11,, = 290 3000 750 2000' 4057 1 CM i 1 1 1 1 1 1 3 Bending Adjustment Factors CV 112 Cr =1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values Unbraced Length(ft) Beam End ....._._ a Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 1 3 0 3 0 100 098 1.00 100' . . STRENGT}1 LOCATION LOADCOMBO A DURATION FACTOR CD; Shear Stress Y(psi) PASS(49.0%) 147.8290.0 3 D+L 1 g ( ) 2124 0 3458 5 1.5 + DL Bendm S#ress Y(psi); P11S 38 G°h w, „. Deflection(in) PASS(77.0%) 0.046(=L/784) 0.200(=L/180) 1.5 D+L 6earm (psi ress St ); PASS 81 2la 140Z 750 0 3 D+L 1 9 { ° } RXT419531W Units for V:Ibf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 613 1604= 0 0 0 922 0 0 0 0; 0 B 613 1604 0 0 0 -922 0 0 0 0 0 Reaction Location A B •i •' Load Combination:D+L,Maximum Stress Ratios from:Bending Stress Y -Live Load Applied T?r;;; ., . . ', ,:.rsiax,•M .<,,< "„sus ,'k: ��.", _ .'az - ® A RC 38 AC— Page 12 IN I ow �., -t _ T e Left Magnitude Right Magnitude, Load Start(ft)" Load End(ft) Load Type, Qirection YP.. _. Point(lbf) 1604 - 1.5 - Live Y Point(Ibf) 6l 5 Dead Y _.. :,6 04 4 Point(lbf) -922 - 1.5 - Wind() Y Point(Ibt) ..._ 1604 . .e.. .,.. ,_. __..15 �_. w... . Live Y _ _ . .. M, Point(Ibf) 604 - 1.5 - Dead Y Point(Ibf) 922 " 15 _ W�nd(j 3 Self Weight(lbf/ft) 5.94 5.94 0 3 Dead Y ME SSFP H � : bill l 5/02/22 RC 39 Page 1 DATE: 4/13/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PROD.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #07 WINDOW HDR CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Structural Composite Lumber Rosebur t rest Products 2 OE RigidlamnCVL ; (3j 1.5X:5.5„ DRY;;- c x U7. � '^..,-s'rsT� �e '"�^ •,-'^�' ," baa`, ,' "'—.,".a.,. � ���. '�'�s�.� ,c' ..� s .r �{ y � '"'*��i, �� .� •�^ �I p+'' e. y.,fiaz ,sx 77 ' . . • . Start(ft):0 End(ft):3 Member Slope:0/12 Actual Length(ft):3 Area Ix ly BSW Larns' Cfn Kcr (int) (in°) (in°) (Ibf/ft) Creep Factor 2475 62 39 d 64 6 _ . Fv(psi Fe(psi Fc: (psi) �: E(psi)XI03 mm,psi x103>, ) ) Base Values 3100 2100 290 3000 750 2000 1056.958 Adju' sted.Values 3100,., . .. 2i0 X90-- _ . 3000 750 2000 ! 1057, CM 1 ' 1 1 1 1 1 Bending Adjustment Factors CV =1.1 Cr =1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values . .. ., i �. . • _._....., _.__._..�. : 3 , Unbraced Length(ft) Beam End ..._.: .._..... Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) �, ta.,_.._.m ._.3..: 0 140 0 98 100 100' ` PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft) LOAD,—COMBO DURATION FACTOR CD Shear Stress Y(psi) PASS(9.0%) 264.0 290.0 0 D+L 1 Bending Stress Y{psi} PASS(75 9%) 8.518 3417.5 105 D+L 1 5.,......«.............oee'ri.�..........: .. .,.,,j PA ,,,......75 _w,,........,.. .. .................n.......,,,...........,... ....,e...,,.« ..........,..... .,.........,,......,.,........wr...raw.... ,....................,.,... Deflection(in) PASS(85.9%) 0.021(=L/1698) 0.150(=L/240) 1.41 D+L ; Bearing PAS:(63'i%} 2,6 750 0 4 D+L n 1 .,,,. . _ww, • Units for V:Ibf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH __,_ A 2022 2335 0 0 0 2436 0 0 0 0 0 B 766 885 0 0 0 -301 0 0 0 0 0 Reaction Location A B • •' Load Combination:D+L,Maximum Stress Ratios from:Shear Stress Y 10-Live Load Applied 4 - RC 40 ACM Member Name:#07 WINDOW HDR Page 2 Tl Type „ Left Magnitude wght Magnitude Lgad Start(ft)? Load End(ft) Load Type D�rect�on' Point(Ibf) 1858 0.33 - Live Y t Pomt(!bf} w µ 1610 " 0 33 Dead Y _. _. ......... . Point(Ibf) -2737 - 0.33 - Wind(-) Y Urnform(Ibf/ft)..`. w .. .._. .... :.454._._.... Y .....W:. .. L__.._ . Uniform(Ibf/ft) 386 386 0 3 Dead Y bead' Y 787 RC 41 nnnir�T.I^A--i nnlo I---._,.a:___t nrn ENGINEERING CERTIFICATION BY: ®®®® ® ® ® P.E. ROBBINS P.E. 1777 STATE ROUTE VICTORIA, IL 61485 91/4" N! 242 �gti 2�2 LCL N N 242 ti�ti 242 L'L 2x2 N J J F CLEAR SPAN MAX.ADJUSTMENT 51/2" 12-01-00 MAX.ADJUSTMENT 51/2" MINIMUM LENGTH 13-00-00 MANUFACTURED LENGTH TOP AND BOTTOM CHORDS JOIST SPACING CLEAR SPAN MAXIMUM UNIFORM MAXIMUM UNIFORM LIVE LOAD TOTAL LOAD DIMENSION GRADE (inches) (feet-inches) (PSF) (PSF) ■ 3 X 2 ■ SPF 41/#2 ❑ 12" ❑ 12'-1" ❑ 115 ❑ 145 ❑ 4 X 2 ❑ SPF 2100 fl.8E E 16" ® 12'-1" E 86 ® 116 ❑ ❑ SPF 2400 MOE ❑ 19.2" ❑ 12'-1" ❑ 72 ❑ 100 ❑ ❑ 24" ❑ 12'-1" ❑ 58 ❑ 80 REACTIONS DEFLECTION CRITERIA LEFT RIGHT LIVE LOAD TOTAL LOAD 0L< L/360. AT < NOTESi 1114-4 1.Open Joiste has been evaluated by the International Code Cout c 14�4 Services Report Number ESR-1035 and by CCMC 12118R..: � 2.Open Joist®is in compliance with the following codes: 2015 International Building Code@(IBC) r - 2015 International Residential Code®(IRC) BOCA@ National Building Code/1999(BNBC) mg � - 1999 Standard Building Code@(SBC) I 1997 Uniform Building Code—(UBC) 4 � � Part 4 and 9 of the National Building Code of Canada 2010 � 4av The Ontario Building Code 2010 The Manitoba Building Code 2010 .. � . � The Nova Scotia Building Code 2010IJ 017 The Prince Edward Island Building Code 2010 CAN/CSA-086-09 and take in considerationthevIbration criteria as per NBC 2005 and NBC 2010,section 9.23.4.2(2). 3.Parts are joined together anth waterproof phenol-resorcinol adhesives in accordance with ANSI/AHCA190.1-,CSA 0112.7-M and ASTM D 2559 4.Open Joist®was evaluated by load tests done on full size samples as per AC224 and 2-Pweibull coefficient of variation,CVw. �' 5.Open Joist@ is proof-tested to a minimum load of 2.1 times the design working load and is quality controlled by a qualified third party,agency. The proof load has been set at 71%of the 5th load without any further • 5 adjustments for load duration. 't � " 6.A minimum 5/8 sheathing must be screwed or nailed to the top flanges according to local code. 7.If specified,strongbacks must be of dry lumber and secured with nails or screws according to current practice and local code. .: 8.Open Joist®must be used under dry conditions.For wet conditions consult � with the manufacturer. 9.Required bearing length must be determined for each application based on � � W. specifications by the manufacturer and must never be less than 1.5 inches. ; Trimming end blocks are allowed but end block must be a minimum of 1.75 = inches wide. 10.Temporary bracing should be installed by competent labor during erection. Job#I=eRnoso 11.The Top and Bottom Chord lumber specie is SPF.The grade of lumber used for P.E.Robbins,P.E. diagonal and vertical web members is visually graded in-plant as per quality 1777 State Rt 167 control manual xz � RC 42 Victoria IL 61485 �: ° -< ph#309-879-3258 s NOTICE OF UTILIZATION OF TRUSS TYPE CONSTRUCTION, PRE-ENGINEERED WOOD CONSTRUCTION AND/OR TEWBER CONSTRUCTION IN RESIDENTIAL STRUCTURES (In accordance with Title 19 NYCRR PART 1265) Local Authority having jurisdiction logo: TO:Name of Authority having jurisdiction: OWNER OF PROPERTY: James Vavas SUBJECT PROPERTY(ADDRESS AND TAX MAP NUMBER): " r 3165 Bay Shore Road Greenport, NY 11944 PLEASE TAKE NOTICE THAT THE(CHECK ALL THAT APPLY): New Residential Structure Addition to Existing Residential Structure' Rehabilitation to Existing Residential Structure TO BE CONSTRUCTED OR PERFORMED AT THE SUBJECT PROPERTY REFERENCE ABOVE WILL UTILIZE (check each applicable line): Truss Type Construction(TT) Pre-Engineered Wood Construction(PW) Timber Construction(TC) IN THE FOLLOWING LOCATION(S)(CHECK APPLICABLE LINE): Floor Framing,Including Girders and Beams(F) Roof Framing(R) -'Floor Framing and Roof Framing(FR) SIGNATURE: DATE: PRINT NAME: CAPACITY(Check One):F] Owner Owner's Representative 'TT 1 CALCULATIONS FOR LEGACY CUSTOM MODULAR HOMES, LLC SELINSGROVE, PA O#10477 ASCE 7-16, RISK CATEGORY II, Vasd 105 mph V,,, 136mph VELOCITY PRESSURE q = 27.11 psf WIND EXPOSURE: D NY f 05/02/22 BARLOW ENGINEERING, P.C. 1916 QUAIL RIDGE RD RALEIGH, NC 27609 220053 1 NARRATIVE 220053 0062nec2022 Legacy- 0#10477 Two Story 40'-0" x 47'-0" (Overall) Roof Slope: 7/12 Wind Speed: 105 mph (Vasd) Risk Category II Wind Exposure D New York It is assumed that the structure will be placed over a crawl space foundation system. The mean roof height (MRH) of the structure is adjusted per manufacturer drawings. Ensure that the foundation is structurally adequate for the shear, uplift and downward point loads imposed at corner connections and similar locations. The structure was analyzed using ASCE 7-16 allowable stress design wind speed (Vasd) of 105 mph which is equivalent to an ultimate wind speed (Vu,t) of 136 mph. Wind Exposure "D"was used. The roof is to be sheathed with 23/32" OSB and the exterior walls are sheathed with 5/8" Zip sheathing. The maximum thickness for the sheathing in ESR-1539 is 19/32" so that is used as the standard roof and wall sheathing. 5/8" GWB is the interior sheathing unless noted otherwise. The panelized garage is sufficient with 7/16" exterior and no interior sheathing so the calculations are shown with that. The design was broken up into (4) areas: -The panelized Garage which adds wall load to Module "A" Sidewall#2. -The Center section consisting of Modules "C-D" & "G-H." These modules are shielded by the wings ("A-E" & "B-F") for wind load from their endwalls. Their corner uplift reactions are overcome by dead load and the sidewall shear loads are added to the respective wing modules with the connections provided. -The (2)wings were designed separately as "A-E" and "B-F". GARAGE The panelized garage does not have a wall at the mating line. The garage wind loads parallel to ridge were modified to remove the "Mating" endwall wind loading (Zones 6 & 6E) as it is shielded by the structure. Garage wall portal frame is included based on the wall analysis combined with the PFH specifications in the IBC. The sill plate to foundation connection was revised to Okay/ No Good for the single anchor. Garage endwall load is added to module "A." The ceiling and floor band connections were removed for the panelized walls. The Garage Endwall horizontal shear connection was revised to nail the sidewall panels to Module "A". No special construction is required. 2 "A-E" Modules Note the truss is transverse so the endwalls (width)are the long side. This design uses the tributary areas of the endwalls to generate the loads on the sidewalls and collectors. The sidewalls only resist the wind from halfway between the collector and the wall. The remainder of the reaction is transferred to the Center Section sidewalls. As Endwall#2 sees no wind, only lateral pressures from Endwall#1 between the outer collectors is applied. The bumpouts use the gable wind loads from the main truss for ease of design and wind is applied to both endwalls for those. The collector loading is derived in the shearwall calculations, based in their respective tributary areas. See the markup for details. The collectors for the outer modules see only the maximum of inward or suction pressures and the Center Section sidewalls must resist the cumulative collector loads. Field pressures were used for the collectors. Each ceiling and floor line has a collector. Endwall #2 (mating) receives the reactions from the center section Endwall #1. The only special construction is First Floor Endwall #1 required exterior sheathing fasteners at 3" O.C. (edge.) "B-F" Modules The "B-F"calculations are the same as the "A-E° except the endwall numbers are reversed and First Floor Endwall #1 (exterior) has different openings. Endwall#2 (mating) receives the reactions from the center section Endwall #2. The only special construction is First Floor Endwall#1 required exterior sheathing fasteners at 3" O.G. (edge.) CENTER SECTION ("C-D" Modules) This design only considers wind from the sidewall and that reaction is applied to the end units. The endwall shear connections were revised for band to band face nails. The sidewalls are portal frames loaded from the collectors. The shearwall calculations are only for the diaphragms and connections. The portal frames for the sidewalls are designed separately but their holddowns are included in the connections. 3 INDEX SECTION 1 P5-23 ASCE 7 WIND LOAD CALCULATIONS SECTION 2 P24-49 GARAGE SHEAR WALL CALCULATIONS SECTION 3 P50-105 MODULES A-E SHEAR WALL CALCULATIONS SECTION 4 P106-149 CENTER SECTION SHEAR WALL CALCULATIONS SECTION 5 P150-204 MODULES B-F SHEAR WALL CALCULATIONS SECTION 6 P205-228 PORTAL FRAME CALCULATIONS SECTION 7 P229-235 MARKUPS a 05f02f22 220053 4 Secti®n 1 ASCE 7 WIND LOAD CALCULATIONS 4 05/02/22 220053 5 WIND LOAD CALCULATIONS DESIGN INPUTS: BUILDING WIDTH(W): 13.21 ft NO.OF STORIES: 1 BUILDING LENGTH(L): 16 ft FOUNDATION HEIGHT(HF): 5.37 It STUD SPACING: 16 in 1st FLOOR WALL HEIGHT(H7): 9.5 It TRUSSSPACING: 16 in ROOF PITCH: 5 /12 WIND SPEED: 136 mph(Vu@) ROOF ANGLE(O): 22.62` = 105 mph(Vasd) RISK CATEGORY: II(1.5-1,pp.4) WIND EXPOSURE CATEGORY: D (26.7.3,pp.266) (WIND BORNE DEBRIS PROTECTION REQUIREMENTS ARE PROVIDED IN ROOF HEIGHT(hr)= 2.75 ft ASCE 7-16,SECTION 26.12.3.1,pp.270) hr/2= 1.38 ft MEAN ROOF HEIGHT(h)= 16.25 ft RAFTER LENGTH(LR)= 7.15 ft Ln DETERMINE LENGTH"a"(30.3-1,pp.335): h 0.1W= 1.32 ft Z,H, 6 0.4h= 6.5 ft MIN= 1.32 ft 0.04W= 0.53 ft \ %� MIN= 3 ft '-,,H, r/ a= 311 I''l L w a a-� DETERMINE WIND LOADS PER ASCE 7-16: CONSTANTS: WIND VELOCITY(V): 105 mph DIRECTIONALITY FACTOR(Kd): 0.85(26.6,pp.266) VEL PRESS.EXP.COEF.(K2): 1.04(26.10-1,pp.268) GROUND ELEVATION FACTOR(Kj: 1(26.9-1,pp.268) MAX SPEED UP MULT.for TOPO.FACTOR(K7): 0(26.8.1,pp.267) q::=.00256 x KZ x Ka x Kd x Ke x V2= 24.95 psf(26.10-1,pp.268) REDUCTION FOR DISTANCE MULT.for TOPO.FACTOR(K2): 0(26.8-1,pp.267) q;=qh=4= 24.95 psf REDUCTION FOR HEIGHT MULT.for TOPO.FACTOR(K3): 0(26.8-1,pp.267) GUST EFFECT FACTOR(G): 0.85(26.11,pp.269) Ka:=(1+K7 x K2x K3)2= 1(26.8-1,pp.267) INTERNAL PRESS.COEF.(GCp1): 0.18(26.12,pp.270)& -0.18(26.13-1,pp.271) BARLOW ENGINEERING,P.C. C'.=2Z=531SHEARCALCSX0#lD477-GARAGE-SHFJ�RCALCS.* 1916 QUAIL RIDGE RDLRALEIGR,NC 27609 6 WIND LOAD CALCULATIONS THE DESIGN WIND PRESSURE FOR C&C OF BUILDINGS SHALL NOT BE LESS THAN A NET PRESSURE OF 16 psf ACTING IN EITHER DIRECTION NORMAL TO THE SURFACE. (30.2.2,PP.333) COMPONENTS AND CLADDING: WALL LATERAL LOADS: 1st FLOOR: ZI= 15.87 ft EFFECTIVE WIND AREA=H7xSTUD SPACING= 12.67 fe EFFECTIVE WIND AREA H7 x H7/3= 30.08 fe La USE 12.67 fe(262,pp.246) EXTERNAL PRESSURE COEFFICIENTS(GCp): O ZONE 4(FIELD): GCp4= -1.06(30.3-1,pp.335) ZONE 5(EDGE): GCp5= -1.33(30.3-1,pp.335) h ZONES 4&5 POSITIVE: GC,465= 0.96(30.3-1,pp.335) =, H I 5 6 H. LOAD CALCULATIONS: W\ P=q„x(GCS,-GCa7) (30.3-1,pp.335) psf ZONE (FIELD)(-)PRESSURES: P4= -31 psf P4= -22 psf ZONE 5(EDGE)(-)PRESSURES: Ps= -38 psf P,= -29 psf USE -31 psf WIND PRESSURE FOR ZONE 4(FIELD) ZONES 4&5(+)PRESSURES: P41= 19 psf USE -38 psf WIND PRESSURE FOR ZONE 5(EDGE) P+s= 28 psf USE 28 psf WIND PRESSURE FOR ZONES 4&5(POSITIVE) BM—ENGINEERING,P.C. C:=22Q2 31SHEARCALCMM04-R-GARAG&SHEARCALCS.Hs 7976 CUAIL RIDGE MRALEIGH,NC 2/669 7 WIND LOAD CALCULATIONS COMPONENTS AND CLADDING: UPLIFT LOADS: 2®OO 2O ®3r O 2 01 2 3 O zQ 01 ® O ® 3 0 �a © ® � � z,H, a� ® �'a� h HIP ROOF 1 ��1 7� 'r � 3 H',, 3 Lf0.2h .6 u "O6 0.6 1 .6 O© © 0.6 GABLE ROOF O FLAT ROOF(O!g 71) z2= 16.87 ft EFFECTIVE WIND AREA=LR xTRUSS SPACING= 9.53 fe EFFECTIVE WIND AREA=LR x LR1/3= 17.04 R2 USE 9.53 ft2(26.2,pp.246) EXTERNAL PRESSURE COEFFICIENTS: ZONE 1(FIELD): GC�11= -2.50 OVERHANG ZONE 1(FIELD): GCPl10H= -1.50 ZONE 2e(EDGE): GCp2�= -2.50 OVERHANG ZONE 2e(EDGE):GCpQR= -1.50 ZONE 2n(EDGE): GC„2„= -3.50 OVERHANG ZONE 2n..(EDGE):GCO�R= -2.50 ZONE 2r(EDGE): GCp2,= -3.50 OVERHANG ZONE 2r(EDGE):GC„m,CH= -2.50 ZONE 3e(CORNER): GCm= -3.50 OVERHANG ZONE 3e(CORNER):GCV�H= -3.55 ZONE 3r(CORNER): GC,r = -4.10 OVERHANG ZONE 3r(CORNER):GC,,,, 0.69 ALL ZONES POSITIVE: GCp= -4.70 LOAD CALCULATIONS: P=q„x(GC,,,-GC;,) (30.3-1,pp.335) psf USE -67 psf WIND PRESSURE FOR ZONE 1(FIELD) USE -67 psf WIND PRESSURE FOR ZONE 2e(EDGE) ZONE 1(FIELD)(-1 PRESSURES: P1= -67 psf USE -92 psf WIND PRESSURE FOR ZONE 2n(EDGE) P1= -58 psf USE -92 psf WIND PRESSURE FOR ZONE 2r(EDGE) ZONE 2e(EDGE)(-)PRESSURES: PZ.= -67 psf USE -92 psf WIND PRESSURE FOR ZONE 3e(CORNER) Pee= -58 psf USE -107 psf WIND PRESSURE FOR ZONE 3r(CORNER) ZONE 2n(EDGE)(-)PRESSURES: P2,= -92 psf USE 16 psfWIND PRESSURE FOR ALLZONES POSITIVE Pz = -83 psf ZONE 2r(EDGE)(-)PRESSURES: P2,= -92 psf SIMPLIFIED: Py= -83 psf USE -67 psf WIND PRESSURE FOR ZONE 1(FIELD) ZONE 3e(CORNER)(-)PRESSURES: P3,= -92 psf USE -92 psf WIND PRESSURE FOR ZONE 2(EDGE) P�= -83 psf USE -107 psf WIND PRESSURE FOR ZONE 3(CORNER) ZONE 3r(CORNER)(-)PRESSURES: P3,= -107 psf USE 16 psfWIND PRESSURE FOR ALLZONES POSITIVE P3,= -98 psf ALL ZONES(+)PRESSURES, P1-23= -122 psf P1.2-3= -113 psf USE -42 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) USE -42 psf WIND PRESSURE FOR ZONE 2e OVERHANG(EDGE) USE -67 psf WIND PRESSURE FOR ZONE 2n OVERHANG(EDGE) USE -67 psf WIND PRESSURE FOR ZONE 2r OVERHANG(EDGE) USE -93 psf WIND PRESSURE FOR ZONE 3e OVERHANG(CORNER) ZONE 1(FIELD)(-)OH PRESSURES: P1= -42 psf USE -16 psfWIND PRESSURE FOR ZONE 3r OVERHANG CORNER P1= -33 psf ZONE 2e(EDGE)(-)OH PRESSURES: P2,= -42 psf SIMPLIFIED: Pee= -33 psf USE -42 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) ZONE 2n(EDGE)(-)OH PRESSURES: P2�= -67 psf USE -67 psf WIND PRESSURE FOR ZONE 2 OVERHANG(EDGE) P2,= -58 psf USE -93 psfWIND PRESSURE FOR ZONE 3 OVERHANG CORNER ZONE 2r(EDGE)(-)OH PRESSURES: P2,= -67 psf P2.= -58 psf ASTHE OVERHANG PRESSURE INCLUDES THE ABOVE UPLIFT, ZONE 3e(CORNER)(-)OH PRESSURES: P�= -93 psf THE NET OVERHANG PRESSURE IS: P3,= -84 psf USE 25 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) ZONE 3r(CORNER)(-)OH PRESSURES: P3,= 13 psf USE 25 psf WIND PRESSURE FOR ZONE 2 OVERHANG(EDGE) P3,= 22 psf USE 14 psfWIND PRESSURE FOR ZONE 3 OVERHANG(CORNER) BARLOW ENGINEERING,P.C. C: MSH—e ALCSI0#10477-C4RAGE-SHEARCALCS.ks 1916 QUAIL RIDGE RMPALSGH,NC 27609 8 WIND LOAD CALCULATIONS THE WIND LOAD TO BE USED IN THE DESIGN OF THE MWFRS SHALL NOT BE LESS THAN 16 psf MULTIPLIED BYTHE WALL AREA OF THE BUILDING, AND 8 psf MULTIPLIED BY THE ROOF AREA PROJECTED ONTO A VERTICAL PLANE NORMAL TO THE ASSUMED WIND DIRECTION.(28.3.4,PP.314) MAIN WIND FORCE RESISTING SYSTEM: (ENVELOPE PROCEDURE) i I 4 2 WINDWARD WINDWARD �2a CORNER CORNER 2 2a LOAD CASE A � } LOAD CASE B(WIN (WIND FROM SIDEWALL) f (WIND FROM ENDWALL) WIND WIND DIRECTION DIRECTION LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: SIDE WALL, GCpI= 0.54 GC IIE=0.77 SIDE WALL: GC,,,= -0.45 GCIIIE=-0.48 SIDE WALL: GCp2= -0.45 GCp2E=-0.72 SIDE WALL: GCM= -0.69 GC,,.=-1.07 SIDE WALL: GCp3= -0.47 GCp3E=-0.65 SIDE WALL: GCg3= -0.37 GCp3:=-0.53 SIDE WALL- GCp4= -0.41 GCp4E=-0.6 SIDE WALL: GCp4= -0.45 GCp4E=-0.48 END WALL: GCps= 0.4 GCpsE=0.61 END WALL: GCpE= -029 GCpss=-0.43 LOAD CALCULATIONS: P=ghx(GC,x,-GCpI) (30.31,pp.335) psf POSITIVE INTERNAL PRESSURE: LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: ZONE 1(FIELD)PRESSURES: PI= 9 psf ZONE 1(FIELD)PRESSURES: PI= -16 psf ZONE 2(FIELD)PRESSURES: P2= -16 psf ZONE 2(FIELD)PRESSURES: P2= -22 psf ZONE 3(FIELD)PRESSURE& P3= -16 psf ZONE 3(FIELD)PRESSURES: P3= -14 psf ZONE 4(FIELD)PRESSURES, P4= -15 psf ZONE 4(FIELD)PRESSURES: P4= -16 psf ZONE 5(FIELD)PRESSURES: P6= 5 psf ZONE 6(FIELD)PRESSURES: P6= -12 psf ZONE 1E(EDGE)PRESSURES: PIE= 15 psf ZONE 1E(EDGE)PRESSURES: PIE= -16 psf ZONE 2E(EDGE)PRESSURES: P.= -22 psf ZONE 2E(EDGE)PRESSURES: P2E= -31 psf ZONE 3E(EDGE)PRESSURES: PIE= -21 psf ZONE 3E(EDGE)PRESSURES: PIE= -18 psf ZONE 4E(EDGE)PRESSURES: P4E= -19 psf ZONE4E(EDGE)PRESSURES: PIE= -16 psf ZONE 5E(EDGE)PRESSURES: P.= 11 psf ZONE6E(EDGE)PRESSURES: PEE= -15 psf PI-P4= 9 psf--15 psf= 24 psf PI-P4= -16 psf--16 psf= 0 psf PIE-P4E= 15 psf--19 psf= 34 psf PIE-PIE= -16 psf--16 psf= O psf P2-P3= -16 psf--16 psf= 0 psf P2-P3= -22 psf--14 psf= -8 psf P2E-PIE= -22 psf--21 psf= -1 psf P2E-PIE= -31 psf--18 psf= -13 psf Ps-PE= 5psf-0psf= 5 psf P. p.p6E= 11 psf-0 psf= 11 psf NEGATIVE INTERNAL PRESSURE: LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: ZONE 1(FIELD)PRESSURES: PI= 18 psf ZONE 1(FIELD)PRESSURES: PI= -7 psf ZONE 2(FIELD)PRESSURE& P2= -7 psf ZONE 2(FIELD)PRESSURES: P2= -13 psf ZONE 3(FIELD)PRESSURE& P3= -7 psf ZONE 3(FIELD)PRESSURE& P3= -5 psf ZONE 4(FIELD)PRESSURES: P4= -6 psf ZONE 4(FIELD)PRESSURES: P4= -7 psf ZONE 5(FIELD)PRESSURES: Ps= 14 psf ZONE 6(FIELD)PRESSURES: P6= -3 psf ZONE 1E(EDGE)PRESSURES: PIE= 24 psf ZONE 1E(EDGE)PRESSURES: PIE= -7 psf ZONE 2E(EDGE)PRESSURES: P2E= -13 psf ZONE 2E(EDGE)PRESSURES: P2E= -22 psf ZONE 3E(EDGE)PRESSURES: PIE= -12 psf ZONE 3E(EDGE)PRESSURES: P3E= -9 psf ZONE 4E(EDGE)PRESSURES: P4E= -10 psf ZONE 4E(EDGE)PRESSURES: P4E= -7 psf ZONE 5E(EDGE)PRESSURES: P,= 20 psf ZONE6E(EDGE)PRESSURES: PEE= -6 psf PI-P4= 18 psf--6 psf= 24 psf PI-P4= -7 psf--7 psf= 0 Psf PIE-PIE= 24 psf--10 psf= 34 psf PIE-PIE= -7 psf--7 psf= 0Psf P2-P3= -7 psf--7 psf= 0Psf P2-P3= -13 psf--5 psf= -8 psf P2E-P�= -13 psf--12 psf= -1 psf Pts-PIE= -22 psf--9 psf= -13 psf PE-PE= 14 psf-0 psf= 14 psf P. p.6 PEE= 20 psf-0 psf= 20 psf BARLOW ENGINEERNG,P.C. 0:127 GHEARCALCGAO#10477-GARAGE-SHEARCALCS.Ys 1916 QUAIL PoDGE RMRALMGH,NC 7/609 9 WIND LOAD CALCULATIONS LATERAL DIAPHRAGM LOADS WIND PERPENDICULAR TO RIDGE WALLS POSITIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:16 ft LENGTH x9.5ftHEIGHT= 152 fe x16 psf= 2432 lbs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 24 psf(16 ft-6 ft)+34 psf(6 ft)x 9.5 ft= 4218 lbs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 4218 lbs/13.21 ft/2= 160 plf EACH ENDWALL NEGATIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:16 ft LENGTH x 9.5 ft HEIGHT= 152 fe x 16 psf= 2432 ms MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 24 psf(16 ft-6 ft)+34 psf(6 ft)x 9.5 ft= 4218 lbs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 4218 lbs/13.21 ft 12= 160 pff EACH ENDWALL ROOF POSITIVE INTERNAL PRESSURE: ROOF AREA NORMAL TO ASSUMED WIND DIRECTION: 16 ft LENGTH x 2.75 It HEIGHT= 44 fe x 8 psf= 352 lbs MINIMUM CALCULATED NORMAL ROOF LOAD= 0 psf(16 ft-6 ft)+1 psf(6 ft)x 7.15 ft= 43 lbs APPLIED NORMAL ROOF LOAD= 352 lbs/13.21 ft= 27 pff APPLIED LATERAL COMPONENT OF ROOF LOAD= 27 plf x sin 22.62 = 10 ptf APPLIED VERTICAL COMPONENT OF ROOF LOAD= 27 pff x cos 22.62 = 25 pff APPLIED TOTAL LATERAL ROOF&CEILING DIAPHRAGM LOAD= (10 lbs)/2= 5 pff EACH ENDWALL NEGATIVE INTERNAL PRESSURE: ROOF AREA NORMAL TO ASSUMED WIND DIRECTION: 16ftLENGTH x2.75ftHEIGHT= 44ft2 x8 psf= 352 ms MINIMUM CALCULATED NORMAL ROOF LOAD= 0psf(16ft-Eft)+1psf(6ft)x7.15ft= 43 lbs APPLIED NORMAL ROOF LOAD= 352 lbs 113.21 ft= 27 plf APPLIED LATERAL COMPONENT OF ROOF LOAD= 27 plf x sin 22.62 = 10 plf APPLIED VERTICAL COMPONENT OF ROOF LOAD= 27 pff x Cos 22.62 = 25 pff .APPLIED LATERAL ROOF&CEILING DIAPHRAGM LOAD= (10 lbs)/2= 5 pff EACH ENDWALL BARLOW ENGINEERING,P.C. C:12072Q200531SHEARCALCS10Y.10477-GARAGE-SHEARCALCS.ds 1916 QUAIL RIDGE RMRALEIGH,NC 27669 10 WIND LOAD CALCULATIONS LATERAL DIAPHRAGM LOADS WIND PARALLEL TO RIDGE WALLS POSITIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:13.21 ft WIDTH x 9.5 ft HEIGHT= 125 fe x 16 psf= 2000 lbs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5 psf(13.21 ft-3 ft)+11 psf(3 ft)x 9.5 ft= 798 lbs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 2000 lbs 116 ft/2= 63 pff EACH SIDEWALL NEGATIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:13.21 ft WIDTH x 9.5 ft HEIGHT= 125 fe x 16 psf= 2000 lbs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 14 psf(13.21 ft-3 ft)+20 psf(3 ft)x 9.5 ft= 1928 lbs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 2000 lbs/16 ft/2= 63 plf EACH SIDEWALL ROOF(GABLEI POSITIVE INTERNAL PRESSURE: GABLE AREA NORMAL TO ASSUMED WIND DIRECTION: 13.21 ft WIDTH x2.75 ft HEIGHT= 36 fe x8 psf= 288 lbs MINIMUM CALCULATED 1st FLOOR GABLE CEILING DIAPHRAGM LOAD= 5 psf(13.21 ft-3 ft)+11 psf(3 ft)x 7.15 ft= 601 lbs APPLIED GABLE LOAD= 601 lbs/16 ft= 38 pif APPLIED 1st FLOOR GABLE CEILING DIAPHRAGM LOAD= 601 lbs= 601 lbs/16 ft/2= 19 pff NEGATIVE INTERNAL PRESSURE: GABLE AREA NORMAL TO ASSUMED WIND DIRECTION: 13.21ftWIDTH x2.75ftHEIGHT= 36 fe x8 psf= 288 lbs MINIMUM CALCULATED 1stFLOOR GABLE CEILING DIAPHRAGM LOAD= 14 psf(13.21 ft-3 ft)+20 psf(3 ft)x7.15 It= 1451 lbs APPLIED GABLE LOAD= 1451 lbs 116 ft= 91 pif APPLIED 1st FLOOR GABLE CEILING DIAPHRAGM LOAD= 1451 lbs.= 1451 lbs/16 ft/2= 45 pff LATERAL DIAPHRAGM LOADS FOR SHEARWALL CALCULATIONS WIND PERPENDICULAR TO RIDGE WALLS APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 160 plf ROOF APPLIED LATERAL ROOF DIAPHRAGM LOAD= 10 plf WIND PARALLEL TO RIDGE WALLS APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 63 plf ROOFfGABLEI APPLIED LATERAL ROOF DIAPHRAGM LOAD= 91 pff BARLOW ENGINEERING,P.C. C12022Q2DDf'i3lSHEARCALCSlOY.1C477-GARAGE-SHEARCALCS.hs 1916 QUAIL RIDGE RD.RALEIGH,NC 27609 11 WIND LOAD CALCULATIONS DESIGN INPUTS: 1st FLOOR BUILDING WIDTH(W,): 40 It FOUNDATION HEIGHT(HF): 0.84 ft 2nd FLOOR BUILDING WIDTH(W,): 40 It 1st FLOOR WALL HEIGHT(H,): 9.5 ft 1st FLOOR BUILDING LENGTH(L,): 13.25 R 2nd FLOOR WALL HEIGHT(H,): 8.5 ft 2nd FLOOR BUILDING LENGTH(LJ: 13.25 ft ft WIND SPEED: 138 Wh(VuR) 105 mph(Vasd) STUD SPACING: 16 in TRUSS SPACING: 16 in (WIND BORNE DEBRIS PROTECTION ROOF PITCH: 7 /12 REQUIREMENTS ARE PROVIDED IN ROOF ANGLE(8): 30.26° ASCE 7-16,SECTION 26.12.3.1,pp.270) RISK CATEGORY: H(1.5-1,pp.4) WIND EXPOSURE CATEGORY: D (26.7.3,pp.266) ROOF HEIGHT(hr)= 11.66 ft hr/2= 5.83 ft MEAN ROOF HEIGHT(h)= 26.67 ft RAFTER LENGTH(LR)= 23.15 ft DETERMINE LENGTH"a"(30.34,pp.335): 6 0.1W= 4ft v 0.4h= 10.67 ft MIN= 4ft I I 0.04W= 1.6 ft z,H, MIN= 3 f r' a= 4ft <: LL W�V\� DETERMINE WIND LOADS PER ASCE 7-16: CONSTANTS: WIND VELOCITY(): 105 nph(Vasd) DIRECTIONALITY FACTOR(Kd): 0.85(26.6,pp.266) VEL.PRESS.EXP.COEF.(K,): 1.13(26.10-1,pp.268) GROUND ELEVATION FACTOR(K,): 1(26.9-1,pp.268) MAX SPEED UP MOLT.for TOPO.FACTOR(K,): 0(26.8.1,pp.267) q,:=,00256 x KZ x Ky x Kd x Ke x V= 27.11 psf(26.10-1,pp.268) REDUCTION FOR DISTANCE MOLT.for TOPO.FACTOR(K): 0(26.8-1,pp.267) q,=qn=q.= 27.11 psf REDUCTION FOR HEIGHT MULT.for TOPO.FACTOR(K3): 0(26.8-1,pp.267) GUST EFFECT FACTOR(G): 0.85(26.11,pp.269) K3:=(1+K,x K2 x K3)'= 1(26.8-1,pp.267) INTERNAL PRESS.COEF.(GC,„): 0.18(26.12,pp.270)& -0.18(26.13-1,pp.271) THE DESIGN WIND PRESSURE FOR C 8 C OF BUILDINGS SHALL NOT BE LESS THAN A NET PRESSURE OF 16 psf ACTING IN EITHER DIRECTION NORMAL TO THE SURFACE.(30.2.2,PP.333) BARLOW ENGINEERING,P.C. C:12022�20D ZHEARCALCSIC-IU77-A-ESHEARCALCS.d 1916 QUAIL RIDGE RD.,RALEIGH,NC 27169 12 WIND LOAD CALCULATIONS COMPONENTS AND CLADDING: WALL LATERAL LOADS: 1st FLOOR: / z1= 11.34 fl �. EFFECTIVE WIND AREA=H1 x STUD SPACING= 12.67 ft2 EFFECTIVE WIND AREA=H,x H1/3= 30.08 ft2 USE 13 112(26.2,pp.246) EXTERNAL PRESSURE COEFFICIENTS(GCp): ZONE 4(FIELD): GC,4= -1.07(30.3-1,pp.335) ./ ZONE 5(EDGE): GC,,= -1.33(30.3-1,pp.335) H, ZONES 4&5 POSITIVE: GCw y s= 0.97(30.3-1,pp.335) h 1, 5 a LOAD CALCULATIONS: P=gnx(GC 1• 5 0 �� on-GC di) (30.3-1.PP.335j psf ZONE 4(FIELD)!-)PRESSURES: Pq= -34 psf / P'= -25 psf ZONE 5(EDGE)(-)PRESSURES: P,= -41 psf PS= -32 psf USE -34 psf WIND PRESSURE FOR ZONE 4(FIELD) ZONES 4&5 M PRESSURES: P-= 22 psf USE -41 psf WIND PRESSURE FOR ZONE 5(EDGE) Pa = 32 psf USE 32 psf WIND PRESSURE FOR ZONES 4&5(POSITIVE) COMPONENTS AND CLADDING: WALL LATERAL LOADS: 2nd FLOOR: zz= 21.84 ft EFFECTIVE WIND AREA Hs x SND SPACING= 11.33 ft2 EFFECTIVE WIND AREA=H3 xN/3= 24.08 ft2 USE 12 ft'(26.2,pp.246) EXTERNAL PRESSURE COEFFICIENTS(GCp): h ZONE 4(FIELD): GCS_ -1.06(30.3-1,pp.335) 5� ZONE 5(EDGE): GCp,= -1.32(30.3-1,pp.335) IT` ZONES 4&5 POSITIVE: GC,4gs= 0.96(30.3-1,pp.335) HIt, e \5 � ® a o Z'H, 5 O LOAD CALCULATIONS: i�.�;-j a a P=q„x(GC.-GC,) (30.3-1.pp.335) psf %i ZONE 4(FIELD)!-)PRESSURES: P,_ -34 psf Pq= -24 psf ZONE 5(EDGE)!-)PRESSURES: P'= -41 psf P,,= -31 psf USE -34 psf WIND PRESSURE FOR ZONE 4(FIELD) ZONES 4&5(+)PRESSURES: Pa.5= 22 psf USE 41 psf WIND PRESSURE FOR ZONE 5(EDGE) P's= 31 psf USE 31 psf WIND PRESSURE FOR ZONES 4 8 5(POSITIVE) BAR-W ENGINEERING,P.C. C.Wn'2200.MHEARCALC5'09IW77- ESHEARCALC.b 1916 QUAIL RIDGE RD.,RALEIGH,NC 27609 13 WIND LOAD CALCULATIONS COMPONENTS AND CLADDING: UPLIFT LOADS: ®3 10 © � 2 Q a `a a•\ a ®3 ® ® `- ® 3 3 I a 3 `> aHIP ROOF 0.2h Q 1 .6 h\ GABLE ROOF FLAT ROOF(O 5 711 z,= 20.84 It EFFECTIVE WIND AREA=LR x 8 TRUSS SPACING= 30.87 ' EFFECTIVE WIND AREA=LR x LR113= 178.64 e USE 31 It'(26.2,pp.246) EXTERNAL PRESSURE COEFFICIENTS: ZONE 1(FIELD): GCp„= -1.25 OVERHANG ZONE 1(FIELD):GCp„H= -2.05 ZONE 2e(EDGE): GCpf.,= -1.25 OVERHANG ZONE 2e(EDGE):GCpf2,CH= -2.05 ZONE 2n(EDGE): GCp,„= -1.60 OVERHANG ZONE 2n(EDGE):GCM„DH= -2.40 ZONE 2r(EDGE): GCM,= -1.25 OVERHANG ZONE 2r(EDGE):GC.,aH= -2.05 ZONE 3e(CORNER): GCpI�= -1.95 OVERHANG ZONE 3e(CORNER):GCp a-= -2.74 ZONE 3r(CORNER): GCM,= -1.60 OVERHANG ZONE 3r(CORNER):GCp—= -2.40 ALL ZONES POSITIVE: GCp, 0.67 LOAD CALCULATIONS: P=q„x(GC.-GC,,) (30.3-1,pp.335) psf USE -39 psf WIND PRESSURE FOR ZONE 1(FIELD) USE -39 psf WIND PRESSURE FOR ZONE 2e(EDGE) ZONE 1(FIELD)(-)PRESSURES: P,_ -39 psf USE -49 psf WIND PRESSURE FOR ZONE 2n(EDGE) P,_ -30 psf USE -39 psf WIND PRESSURE FOR ZONE 2r(EDGE) ZONE 2e(EDGE)(-1 PRESSURES: P�._ -39 psf USE -58 psf WIND PRESSURE FOR ZONE 3e(CORNER) P:._ -30 psf USE -49 psf WIND PRESSURE FOR ZONE 3r(CORNER) ZONE 2n(EDGE)(-)PRESSURES: Px,_ -49 psf USE 24 psf WIND PRESSURE FOR ALL ZONES(POSITIVE) P:„_ -39 psf ZONE 2r(EDGE)(-)PRESSURES: Py= -39 psf SIMPLIFIED: P,I,= -30 psf USE -39 psf WIND PRESSURE FOR ZONE 1(FIELD) ZONE 3e(CORNER)(-)PRESSURES: PGa= -58 psf USE -49 psf WIND PRESSURE FOR ZONE 2(EDGE) P3�= -48 psf USE -58 psf WIND PRESSURE FOR ZONE 3(CORNER) ZONE 3r(CORNER)(-)PRESSURES: Par= -49 psf USE 24 psf WIND PRESSURE FOR ALL ZONES(POSITIVE) P3,= -39 psf ALL ZONES(+)PRESSURES: P,-z-3= 14 psf P,-7a= 24 psf USE -61 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) USE -61 psf WIND PRESSURE FOR ZONE 2e OVERHANG(EDGE) USE -70 psf WIND PRESSURE FOR ZONE 2n OVERHANG(EDGE) USE -61 psf WIND PRESSURE FOR ZONE 2r OVERHANG(EDGE) USE -80 psf WIND PRESSURE FOR ZONE 3e OVERHANG(CORNER) ZONE 1(FIELD)(-)OH PRESSURES: P,= -61 Psf USE -70 psf WIND PRESSURE FOR ZONE 3r OVERHANG(CORNER) P,= -51 psf ZONE 2e(EDGE)f-)OH PRESSURES: Pie= -61 psfSIMPLIFIED: Pie= -51 psf USE -61 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) ZONE 2n(EDGE)(-)OH PRESSURES: P2„= -70 psf USE -70 psf WIND PRESSURE FOR ZONE 2 OVERHANG(EDGE) P:„= -61 psf USE -80 psf WIND PRESSURE FOR ZONE 3 OVERHANG(CORNER) ZONE 2r(EDGE)(-)OH PRESSURES: P2,= -61 psf P�= -51 psf AS THE OVERHANG PRESSURE INCLUDES THE ABOVE UPLIFT, ZONE 3e(CORNER)(-)OH PRESSURES: Pae= -80 psf THE NET OVERHANG PRESSURE IS: Pae= -70 psf USE -22 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) ZONE 3r(CORNER)(-)OH PRESSURES: P3,= -70 psf USE -21 psf WIND PRESSURE FOR ZONE 2 OVERHANG(EDGE) Py= -61 psf USE -22 psf WIND PRESSURE FOR ZONE 3 OVERHANG(CORNER) THE WIND LOAD TO BE USED IN THE DESIGN OF THE MWFRS SHALL NOT BE LESS THAN 16 psf MULTIPLIED BY THE WALL AREA OF THE BUILDING, AND 8 psf MULTIPLIED BY THE ROOF AREA PROJECTED ONTO A VERTICAL PLANE NORMAL TO THE ASSUMED WIND DIRECTION.(28.3.4,PP.314) BARLOW ENGINEERING,P.C. CA2022172006315HEARCALCS`O,Y10477-A-ESHEARCALCS.Ns 191G QUAIL RIDGE RD.,RALEIGH,NC 27609 14 WIND LOAD CALCULATIONS MAIN WIND FORCE RESISTING SYSTEM: (ENVELOPE PROCEDURE) OMANDWARD 44 1�NDWARD> CORNER a�\2a LOAD CASE A � r �� r LOAD CASE B (WIND FROM SIDEWALL) I I (WIND FROM ENDWALL) u WIND WIND u DIRECTION DIRECTION LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: SIDE WALL: GCpH= 0.56 GCpr1E=0.69 SIDE WALL: GCpH= -0.45 GCpt1E_-0.48 SIDE WALL: GCpr= 0.21 GC,,,,=0.27 SIDE WALL: GCpr= -0.69 GCprE=-1.07 SIDE WALL: GC,Q= -0.43 GC,-=-0.53 SIDE WALL: GCm= -0.37 GCp =-0.53 SIDE WALL: GC,= -0.37 GCpe4E=-0.48 SIDE WALL: GCpr4= -0.45 GCv4E=-0.48 END WALL: GCpr5= 0.4 GCp„E=0.61 END WALL: GCp;6= -0.29 GCpr6E=-0.43 LOAD CALCULATIONS: P=%x(GC,-GCpr) (30.3-1,pp.335) psf POSITIVE INTERNAL PRESSURE: LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: ZONE 1(FIELD)PRESSURES: PI= 11 psf ZONE 1(FIELD)PRESSURES: PI= -18 psf ZONE 2(FIELD)PRESSURES: P2= 1 psf ZONE 2(FIELD)PRESSURES: P2= -24 psf ZONE 3(FIELD)PRESSURES: P3= -17 psf ZONE 3(FIELD)PRESSURES: P3= -15 psf ZONE 4(FIELD)PRESSURES: P'= .15 psf ZONE 4(FIELD)PRESSURES: P4= -18 psf ZONE 5(FIELD)PRESSURES: P,= 6 psf ZONE 6(FIELD)PRESSURES: P6= -13 psf ZONE 1E(EDGE)PRESSURES: PIE= 14 psf ZONE IE(EDGE)PRESSURES: PIE= -18 psf ZONE 2E(EDGE)PRESSURES: P.= 3 psf ZONE 2E(EDGE)PRESSURES: P2E= -34 psf ZONE 3E(EDGE)PRESSURES: P2E= -20 psf ZONE 3E(EDGE)PRESSURES: P3E= -20 psf ZONE 4E(EDGE)PRESSURES: PaE= -18 psf ZONE 4E(EDGE)PRESSURES: P4E= -18 psf ZONE 5E(EDGE)PRESSURES: P5E= 12 psf ZONE 6E(EDGE)PRESSURES: P6E= -17 psf PI-P4= 11 psf15 15 psf= 26 psf P1-P4= -18 psf--18 psf= 0 psf PIE-P4E= 14 psf--18 psf= 32 psf PIE-P4E= -18 psf--18 psf= 0psf P2-P9= )psf--l7 psf= 18 psf P2-P3= -24 psf--15 psf= -9 psf P2E-P3E= 3 psf--20 psf= 23 psf P2E-P3E= -34 psf--20 psf= -14 psf P,-P6= 6psf--13 psf= 19 psf P5E-P6E= 12 psf--17 psf= 29 psf NEGATIVE INTERNAL PRESSURE: LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: ZONE 1(FIELD)PRESSURES: PI= 21 psf ZONE 1(FIELD)PRESSURES: PI= -8 psf ZONE 2(FIELD)PRESSURES: P2= 11 psf ZONE 2(FIELD)PRESSURES: P2= -14 psf ZONE 3(FIELD)PRESSURES: P3= -7 psf ZONE 3(FIELD)PRESSURES: P3= -6 psf ZONE 4(FIELD)PRESSURES: P4= -6 psf ZONE 4(FIELD)PRESSURES: P4= -8 psf ZONE 5(FIELD)PRESSURES: P,= 16 psf ZONE 6(FIELD)PRESSURES: P6= -3 psf ZONE 1E(EDGE)PRESSURES: PIE= 24 psf ZONE 1E(EDGE)PRESSURES: PIE= -9 psf ZONE 2E(EDGE)PRESSURES: P2E= 13 psf ZONE 2E(EDGE)PRESSURES: P2E= -25 psf ZONE 3E(EDGE)PRESSURES: P3E= -10 psf ZONE 3E(EDGE)PRESSURES: PaE= -10 psf ZONE 4E(EDGE)PRESSURES: P4E= -9 psf ZONE 4E(EDGE)PRESSURES: P4E= -9 psf ZONE 5E(EDGE)PRESSURES: P,E= 22 psf ZONE 6E(EDGE)PRESSURES: P6E= -7 psf PI-P4= 21 psf--6 psf= 27 psf PI-P4= -8 psf--8 psf= 0psf PiE-P4E= 24 psf--9 psf= 33 psf PIE-P4E= -9 psf..9psf= 0psf P2-P3= 11 psf--7 psf= 18 psf P2-P3= -14 psf--6 psf= -8 psf P2E-P3E= 13.psf--10 psf= 23 psf P2E-P3E= -25 psf--10 psf= -15 psf P,-P,= 16 psf--3 psf= 19 psf Pse-P6E= 22 psf--7 psf= 29 psf BARLOW ENGINEERING,P.C. C:t2022�220G53lSHEARCALCS`O IN77-A-ESHEARCALCSah 1916 QUAIL RIDGE RD.,RALEIGH,NC 27609 15 WIND LOAD CALCULATIONS LATERAL DIAPHRAGM LOADS WIND PERPENDICULAR TO RIDGE WALLS POSITIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: tsl FLOOR:13.25 ft LENGTH x 9.5 ft HEIGHT= 126 fC x16 psf= 2016 Ibs MINIMUM , 2nd FLOOR:13.25 ft LENGTH x 8.5 ft HEIGHT= 113 fO x16 psf= 1808 Ibs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 26 psf(13.25 ft.S ft)+32 psf(8 ft)x 9.5 ft= 3729 lis CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 26 psf(13.25 ft-8 ft)+32 psf(8 ft)x 8.5 ft= 3336 IDS APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 3729 lbs/40 ft/2= 47 plf EACH ENDWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 3336 Ibs/40 ft/2= 42 pl EACH ENDWALL NEGATIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:13.25 It LENGTH x 9.5 ft HEIGHT= 126 ft2 x 16 psf= 2016 Ibs MINIMUM 2nd FLOOR:13.25 It LENGTH x 8.5 ft HEIGHT= 113 ft' x16 psf= 1806 Ibs MINIMUM CALCULATED 1 sl FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 27 psf(13.25 ft-8 ft)+33 psf(B ft)x9.5 ft= 3855 61s CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 27 psf(13.25 It.8 ft)+33 psf(B ft)x8.5 ft= 3449 Ibs APPLIED 1 st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 3855 Ibs/40 ft/2= 48 plf EACH ENDWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 3449 lbs/40 ft 12= 43 plf EACH ENDWALL ROOF POSITIVE INTERNAL PRESSURE: ROOF AREA NORMAL TO ASSUMED WIND DIRECTION: 13.25 It LENGTH x 11.66 ft HEIGHT= 154 ft2 x8 psf= 1232 lbs MINIMUM CALCULATED NORMAL.ROOF LOAD= 18 psf(13.25 ft-8 ft)+23 psf(8 ft)x 23.15 It= 6447 lbs APPLIED NORMAL ROOF LOAD= 6447 lbs/40 ft= 161 pif APPLIED LATERAL COMPONENT OF ROOF LOAD= 161 plxsin 30.26 = 81 pif APPLIED VERTICAL COMPONENT OF ROOF LOAD= 161 plf x cos 30.26 = 139 plf APPLIED TOTAL LATERAL ROOF&CEILING DIAPHRAGM LOAD= (42 lbs+81 lbs)/2= 62 plf EACH ENDWAI:L NEGATIVE INTERNAL PRESSURE: ROOF AREA NORMAL TO ASSUMED WIND DIRECTION: 13.25 ft LENGTH x 11.66 ft HEIGHT= 154 ft2 x8 psf= 1232 Ibs MINIMUM CALCULATED NORMAL ROOF LOAD= 18 psf(13.25 ft-8 ft)+23 psf(8 ft)x23.15 R= 6447 lbs APPLIED NORMAL ROOF LOAD= 6447 Ibs/40 It= 161 pl APPLIED LATERAL COMPONENT OF ROOF LOAD= 161 pff x sin 30.26° = 81 pl APPLIED VERTICAL COMPONENT OF ROOF LOAD= 161 pif x cos 30.26' = 139 plf APPLIED LATERAL ROOF&CEILING DIAPHRAGM LOAD= (43 lbs+81 lbs)/2= 62 plf EACH ENDWALL BARLGW ENGINEERING,P.C. C.�2022122D]53\SHEARC.ALCS`O IN77-A-ESHEARCALCS,N M.QUAIL RIDGE RD.,RALEIGH,NC 27699 16 WIND LOAD CALCULATIONS LATERAL DIAPHRAGM LOADS WIND PARALLEL TO RIDGE WALLS POSITIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:40 ft WIDTH x 9.5 It HEIGHT= 380 ft2 x 16 psf= 6080 lbs MINIMUM 2nd FLOOR:40 ft WIDTH x 8.5 ft HEIGHT= 340 ft' x 16 psf= 5440 lbs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(40 R-4 ft)+29 psf(4 ft)x9.5 ft= 7600 ma CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 Psf(40 ft-4 ft)+29 psf(4 ft)x 8.5 ft= 6800 lbs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 7600 lbs/13.25 fl/2- 287 pif EACH SIDEWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 6800 lbs 113.25 ft12; 257 pff EACH SIDEWALL NEGATIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:40 ft WIDTH x 9.5 fl HEIGHT= 380 ft2 x 16 Psf= 6080 lbs MINIMUM 2nd FLOOR:40 ft WIDTH x 8.5 ft HEIGHT= 340 ft' x 16 Psf= 5440 Ibs MINIMUM CALCULATED 1 sl FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(40 ft-4 ft)+29 psf(4 ft)x 9.5 ft= 7600 lbs CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(40 ft-4 ft)+29 psf(4 ft)x 8.5 ft= 6800 Ibs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 7600 lbs/13.25 fl!2= 287 pif EACH SIDEWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 6800 lbs!13.25 ft/2= 257 ptf EACH SIDEWALL ROOFIGABLEI POSITIVE INTERNAL PRESSURE: GABLE AREA NORMAL TO ASSUMED WIND DIRECTION: 40 ft WIDTH x 11.66 ft HEIGHT= 466 ft x 8 psf= 3728 Ibs MINIMUM CALCULATED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 19 psf(40 ft-4 ft)+29 psf(4 ft)x 23.15 ft= 18520 lbs APPLIED GABLE LOAD= 18520 lbs 113.25 ft= 1398 PIf APPLIED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 6800 Ibs+18520 lbs= 25320 lbs 113.25 ft 12= 955 pH NEGATIVE INTERNAL PRESSURE: GABLE AREA NORMAL TO ASSUMED WIND DIRECTION: 40 ft WIDTH x 11.66 ft HEIGHT= 466 ft' X8 Psf= 3728 Ibs MINIMUM CALCULATED 2ndFLOOR GABLE CEILING DIAPHRAGM LOAD= 19 psf(40 ft-4 ft)+29 psf(4 ft)x 23.15 ft= 18520 lbs APPLIED GABLE LOAD= 18520 lbs 113.25 ft= 1398 pif APPLIED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 6800 6u+18520 lbs= 25320 lbs 113.25 ft 12= 955 pif LATERAL DIAPHRAGM LOADS FOR SHEARWALL CALCULATIONS WIND PERPENDICULAR TO RIDGE WALLS APPLIED 1sl FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 48 pff APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 43 plF ROOF APPLIED LATERAL ROOF DIAPHRAGM LOAD= 81 pr WIND PARALLEL TO RIDGE WALLS APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 287 pif APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 257 plf ROOF fGABLEI APPLIED LATERAL ROOF DIAPHRAGM LOAD= 1398 pff APPLIED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 955 pif BARLOW ENGINEERING,P.C. 0:120221t200 ZHEARCALCS IU77-A-ESHEARCALC,ffi 1916 QUAIL RIDGE RD.,RALEIGH,NO V60 17 WIND LOAD CALCULATIONS DESIGN INPUTS: 1st FLOOR BUILDING WIDTH(nWA11): 31.5 ft FOUNDATION HEIGHT(Hr): 2.08 ft 2nd FLOOR BUILDING WIDTH`W2): 31.5 It 1st FLOOR WALL HEIGHT(H1): 9.5 ft 1 st FLOOR BUILDING LENGTH(1-1): 20.42 It 2nd FLOOR WALL HEIGHT(lid: 8.5 It 2nd FLOOR BUILDING LENGTH(L2): 20.42 It It WIND SPEED: 136 mph(Vuh) 105 mph(Vasil) STUD SPACING: 16 in TRUSS SPACING: 16 in (WIND BORNE DEBRIS PROTECTION ROOF PITCH: 7 112 REQUIREMENTS ARE PROVIDED IN ROOF ANGLE(0): 3026` ASCE 7-16,SECTION 26.12.3.1,pp,270) RISK CATEGORY: H(1.5.1,pp.4) WIND EXPOSURE CATEGORY: D (26.7.3,pp.266) ROOF HEIGHT(hr)= 9.18 ft hr/2= 4.59 It MEAN ROOF HEIGHT(h)= 26.67 ft L. RAFTER LENGTH(LR)= 18.23 ft DETERMINE LENGTH"a"(30.34,pp.335); 9 0.1 W= 3.15 ft a 0.4h= 10.67 ft MIN= 3.15 ft I i 0.04W= 1.26 It MIN= 31t a= 3.15 It j '._ W DETERMINE WIND LOADS PER ASCE 7-16: CONSTANTS: WIND VELOCITY(U): 105 mph(Vasd) DIRECTIONALITY FACTOR(Kd): 0.85(26.6,pp.266) VEL.PRESS.EXP.COEF.(Kr): 1.13(26.10-1,pp.268) GROUND ELEVATION FACTOR(K,): 1(26.9-1,pp.268) MAX SPEED UP MOLT.for TOPO.FACTOR(K1): 0(26.8.1,pp.267) q,;=.00256 x Ki x K,,x Kd x Ke x VZ= 27.11 psf(26.1(1-1,pp.268) REDUCTION FOR DISTANCE MULT.for TOPO.FACTOR(K2): 0(26.8-1,pp.267) q,=%=q,= 27.11 psf REDUCTION FOR HEIGHT MULT.for TOPO.FACTOR(K;,): 0(26.8-1,pp.267) GUST EFFECT FACTOR(G): 0.85(26.11,pp.269) Km:=(1+K1 x K2x K()2= 1(26.8-1,pp.267) INTERNAL PRESS.COEF.(GCPi1): 0.18(26.12,pp.270)& -0.18(26.13-1,pp.271) THE DESIGN WIND PRESSURE FOR C&C OF BUILDINGS SHALL NOT BE LESS THAN A NET PRESSURE OF 16 psf ACTING IN EITHER DIRECTION NORMAL TO THE SURFACE. (30.2.2,PP.333) BARLOW ENGINEERING,P.C. C'.CM=0053ZHEARCALCS=lW77CENnERSHEARCALCS.11. 1916 QUAIL RIDGE RD,RALEIGH,NC VGD9 18 WIND LOAD CALCULATIONS COMPONENTS AND CLADDING WALL LATERAL LOADS: __---- 1 st FLOOR: z,= 12.58 It EFFECTIVE WIND AREA=H,xSTUD SPACING= 12.67 ft2 EFFECTIVE WIND AREA=H,x H,13= 30.08 ft2 USE 13 ft2(26.2,pp.246) EXTERNAL PRESSURE COEFFICIENTS(GCp): ZONE 4(FIELD): GCp4= -1.07(30.3-1,pp.335) �--- ZONE 5(EDGE): GCH,= -1.33(30.3-1,pp.335) H. ZONES 4&5 POSITIVE: GC, ,= 0.97(30.3-1,pp.335) y z. 7� H, \ a LOAD CALCULATIONS: `\H. P=%x(GCS,-GC,) (30.3-1,pp.335) - psf ZONE 4(FIELD)f-)PRESSURES: P,= -34 psf P4= -25 psf ZONE 5(EDGE)(-)PRESSURES: P,= -41 psf P,= -32 psf USE -34 psf WIND PRESSURE FOR ZONE 4(FIELD) ZONES 4&5(+)PRESSURES: P4 = 22 psf USE -41 psf WIND PRESSURE FOR ZONE 5(EDGE) P-= 32 psf USE 32 psf WIND PRESSURE FOR ZONES 4&5(POSITIVE) COMPONENTS AND CLADDING: WALL LATERAL LOADS: 2nd FLOOR: z2= 23.08 ft EFFECTIVE WIND AREA=H2 x STUD SPACING= 11.33 ft2 EFFECTIVE WIND AREA=H6 x H3/3= 24.08 ft2 USE 12 ft2(26.2,pp.246) EXTERNAL PRESSURE COEFFICIENTS(GCp): ZONE 4(FIELD): GCp= -1.06(30.3-1,pp.335) ZONE 5(EDGE): GC,_ -1.32(30.3-1,pp.335) ZONES 4&5 POSITIVE: GC,,4g5= 0.96(30.3-1,pp.335) H, 0 8 5 ® h z,H, 5 0 /r LOAD CALCULATIONS: I� a x(GCw- a P=9n Psf I) (30.3 -1.PP.335) \ H� �r ZONE 4(FIELD)(-1 PRESSURES: P4= -34 psf P4= -24 psf ZONE 5(EDGE)(-)PRESSURES: P'= -41 psf P'= —31 psf USE -34 psf WIND PRESSURE FOR ZONE 4(FIELD) ZONES 4&5 M PRESSURES: Pas= 22 psf USE -41 psf WIND PRESSURE FOR ZONE 5(EDGE) P4.,= 31 psf USE 31 psf WIND PRESSURE FOR ZONES 4&5(POSITIVE) BARLOW ENGINEERING,P.C. C:0M220053%SHEARCALCVC'I 77LENTERSHEARCA IElb 1916 QUAIL RIDGE RD,RALEIGH,NC 27609 19 WIND LOAD CALCULATIONS COMPONENTS AND CLADDING: UPLIFT LOADS: ®3 X 2 3 p O O ® / a ®3 ® ®i V`" a ® 3 a 3 © \a H:! a\ ,.� HIP ROOF v n � 3 i GABLE ROOF FLAT ROOF 10 s 71 22= 22.08 ft EFFECTIVE WIND AREA=LR xTRUSS SPACING= 24.31 rye EFFECTIVE WIND AREA=LR x LR1/3= 110.78 ft2 USE 25 ft2(26.2,pp.246) EXTERNAL PRESSURE COEFFICIENTS: ZONE 1(FIELD): GC,„_ -1.17 OVERHANG ZONE 1(FIELD):GCr„cH= -1.97 ZONE 2e(EDGE): GC,, = -1.17 OVERHANG ZONE 2e(EDGE):GCp2eDH= -1.97 ZONE 2n(EDGE): GCMn= -1.54 OVERHANG ZONE 2n(EDGE):GCmncH= -2.35 ZONE 2r(EDGE): GCS;_ -1.17 OVERHANG ZONE 2r(EDGE):GCv2r-= -1.97 ZONE 3e(CORNER): GC,,= -1.87 OVERHANG ZONE 3e(CORNER):GC,,�cH= -2.66 ZONE 3r(CORNER): GC�3r= -1.54 OVERHANG ZONE 3r(CORNER):GCp3 = -2.35 ALL ZONES POSITIVE: GCF,= 0.63 LOAD CALCULATIONS: P=gn x(GCr -GCr,„) (30.3-1,pp.335) psf USE -37 psf WIND PRESSURE FOR ZONE 1(FIELD) USE -37 psf WIND PRESSURE FOR ZONE 2e(EDGE) ZONE 1(FIELD)(-)PRESSURES: P,_ -37 psf USE -47 psf WIND PRESSURE FOR ZONE 2n(EDGE) P,_ -27 psf USE -37 psf WIND PRESSURE FOR ZONE 2r(EDGE) ZONE 2e(EDGE)0 PRESSURES: Pee= -37 psf USE -56 psf WIND PRESSURE FOR ZONE 3e(CORNER) Pee= -27 psf USE -47 psf WIND PRESSURE FOR ZONE 3r(CORNER) ZONE 2n(EDGE)(-}PRESSURES: Per,_ -47 psf USE 22 psf WIND PRESSURE FOR ALL ZONES(POSITIVE) Py,= -37 psf ZONE 2r(EDGE)(-1 PRESSURES: Per= -37 psf SIMPLIFIED: Per= -27 psf USE -37 psf WIND PRESSURE FOR ZONE 1(FIELD) ZONE 3e(CORNER)(-1 PRESSURES: P3._ --56 psf USE -47 psf WIND PRESSURE FOR ZONE 2(EDGE) Pae= -46 psf USE -56 psf WIND PRESSURE FOR ZONE 3(CORNER) ZONE 3r(CORNER)(-1 PRESSURES: Par= -47 psf USE 22 psf WIND PRESSURE FOR ALL ZONES(POSITIVE) Par= -37 psf ALL ZONES(+)PRESSURES: P-3= 13 psf P-3= 22 psf USE -59 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) USE -59 psf WIND PRESSURE FOR ZONE 2e OVERHANG(EDGE) USE -69 psf WIND PRESSURE FOR ZONE 2n OVERHANG(EDGE) USE -59 psf WIND PRESSURE FOR ZONE 2r OVERHANG(EDGE) USE -77 psf WIND PRESSURE FOR ZONE 3e OVERHANG(CORNER) ZONE 1(FIELD)(-)OH PRESSURES: P,_ -59 psf USE -69 psf WIND PRESSURE FOR ZONE 3r OVERHANG(CORNER) P,_ -49 psf ZONE 2e(EDGE)(-)OH PRESSURES: Pee= -59 psf SIMPLIFIED: P,e= -49 psf USE -59 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) ZONE 2n(EDGE)(-)OH PRESSURES: Pen= -69 psf USE -69 psf WIND PRESSURE FOR ZONE 2 OVERHANG(EDGE) Pen= -59 psf USE -77 psf WIND PRESSURE FOR ZONE 3 OVERHANG(CORNER) ZONE 2r(EDGE)(-1 OH PRESSURES: Per= -59 psf Per= -49 psf AS THE OVERHANG PRESSURE INCLUDES THE ABOVE UPLIFT, ZONE 3e(CORNER)(-1 OH PRESSURES: P.= -77 psf THE NET OVERHANG PRESSURE IS: Pae= -68 psf USE -22 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) ZONE 3r(CORNER)(-)OH PRESSURES: Par= -69 psf USE -22 psf WIND PRESSURE FOR ZONE 2 OVERHANG(EDGE) Par= -59 psf USE -21 psf WIND PRESSURE FOR ZONE 3 OVERHANG(CORNER) THE WIND LOAD TO BE USED IN THE DESIGN OF THE MWFRS SHALL NOT BE LESS THAN 16 psf MULTIPLIED BY THE WALL AREA OF THE BUILDING, AND 8 psf MULTIPLIED BY THE ROOF AREA PROJECTED ONiO A VERTICAL PLANE NORMAL TO THE ASSUMED WIND DIRECTION.(28.3.4,PP.314) BARLOW ENGINEERING,P.C. C?3e]3123W ZHEARCALCS`OA10477-CENMRSHEARCALCS.1ds 1916 QUAIL RIDGE RD.,RALEIGH,NC 27609 20 WIND LOAD CALCULATIONS MAIN WIND FORCE RESISTING SYSTEM: (ENVELOPE PROCEDURE) I OVANDWARD 4 � o51 WINDWARD 2CORNER LOAD CASE A `/�/' �/r LOAD CASE B (WIND FROM SIDEWALL) I < (WIND FROM ENDWALL) u WIND WIND LI DIRECTION DIRECTION LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: SIDE WALL: GC,,,= 0.56 GCpIE=0.69 SIDE WALL: GC m= -0.45 GC,1IE_-0.46 SIDE WALL: GC,= 0.21 GCp2E=0.27 SIDE WALL: GCp2= -0.69 GC=E_-1.07 SIDE WALL: GCp3= -0.43 GCp3E_-0.53 SIDE WALL: GCp3= -0.37 GCp3E_-0.53 SIDE WALL: GCp4= -0.37 GC124E_-0.48 SIDE WALL: GCp4= -0.45 GCp4E_-0.48 END WALL: GCpS= 0.4 GCpSE=0.61 END WALL: GC,= -0.29 GCp6E_-0.43 LOAD CALCULATIONS: P=Qn x(GC,,-GC,,,) (30.3-1.pp.335) psf POSITIVE INTERNAL PRESSURE: LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: ZONE 1(FIELD)PRESSURES: PI= 11 psf ZONE 1(FIELD)PRESSURES: PI= -18 psf ZONE 2(FIELD)PRESSURES: P2= 1 psf ZONE 2(FIELD)PRESSURES: P2= -24 psf ZONE 3(FIELD)PRESSURES: Pa= -17 psf ZONE 3(FIELD)PRESSURES: P3= -15 psf ZONE 4(FIELD)PRESSURES: P,_ -15 psf ZONE 4(FIELD)PRESSURES: P,_ -18 psf ZONE 5(FIELD)PRESSURES: PS= 6 psf ZONE 6(FIELD)PRESSURES: P3= -13 psf ZONE 1 E(EDGE)PRESSURES: PIE= 14 psf ZONE 1 E(EDGE)PRESSURES: PIE_ -18 psf ZONE 2E(EDGE)PRESSURES: PaE= 3 psf ZONE 2E(EDGE)PRESSURES: pa= -34 psf ZONE 3E(EDGE)PRESSURES: P3E_ -20 psf ZONE 3E(EDGE)PRESSURES: P3E_ -20 psf ZONE 4E(EDGE)PRESSURES: P4E_ -18 psf ZONE 4E(EDGE)PRESSURES: P4E_ -18 psf ZONE 5E(EDGE)PRESSURES: PEE= 12 psf ZONE 6E(EDGE)PRESSURES: PEE_ -17 psf PI-P4= 11 psf--15 psf= 26 psf PI-P4= -18 psf--la psf= 0 psf PIE-P4E= 14 psf- 18 psf= 32 psf PIE-P4E= -18 psf--18 psf= 0psf P2-P3= 1 psf--17 psf= 18 psf P2-P3= -24 psf--15 psf= -9 psf PaE-PaE= 3 psf--20 psf= 23 psf PaE-P3E_ -34 psf--20 psf= -14 psf Pa-Pa= 6psf--13 psf= 19 psf POE-P6E= 12 psf--17 psf= 29 psf NEGATIVE INTERNAL PRESSURE: LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: ZONE 1(FIELD)PRESSURES: PI= 21 psf ZONE 1(FIELD)PRESSURES: PI= -8 psf ZONE 2(FIELD)PRESSURES: P2= 11 psf ZONE 2(FIELD)PRESSURES: Pa= -14 psf ZONE 3(FIELD)PRESSURES: P3= -7 psf ZONE 3(FIELD)PRESSURES: P3= -6 psf ZONE 4(FIELD)PRESSURES: P4= .6 psf ZONE 4(FIELD)PRESSURES: P,_ -8 psf ZONE 5(FIELD)PRESSURES: Pa= 16 psf ZONE 6(FIELD)PRESSURES: Pa= -3 psf ZONE I(EDGE)PRESSURES: PIE= 24 psf ZONE 1E(EDGE)PRESSURES: PIE= -9 psf ZONE 2E(EDGE)PRESSURES: PaE= 13 psf ZONE 2E(EDGE)PRESSURES: PaE= -25 psf ZONE 3E(EDGE)PRESSURES: P3E_ -10 psf ZONE 3E(EDGE)PRESSURES: P3E_ -10 psf ZONE 4E(EDGE)PRESSURES: P4E_ -9 psf ZONE 4E(EDGE)PRESSURES: P4E_ -9 psf ZONE 5E(EDGE)PRESSURES: PSE= 22 psf ZONE 6E(EDGE)PRESSURES: PaE= -7 psf PI-P,= 21 psf--6 psf= 27 psf PI-P4= -8 psf--8 psf= 0 psf PIE-P4E= 24 psf--9 psf= 33 psf PIE-P4E_ -9 psf--9 psf= 0 psf P2-P3= 11 psf--7 psf= 18 psf P2-P3= -14 psf--6 psf= -8 psf PaE-P3E= 13 psf--10 psf= 23 psf P2E-P3E= -25 psf--10 psf= -15 psf Pa-Pa= 16 psf--3 psf= 19 psf POE-PaE= 22 psf--7 psf= 29 psf BARLOW ENGINEERING.P.C. C:12022000 ZHEARCALCSM(1477-CENRERSHEARCALCS. I SIG QUAIL RIDGE RD,RALEIGH.NO 27609 21 WIND LOAD CALCULATIONS LATERAL DIAPHRAGM LOADS WIND PERPENDICULAR TO RIDGE WALLS POSITIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:20.42 ft LENGTH x 9.5 ft HEIGHT= 194 fC x16 psf= 3104 lbs MINIMUM 2nd FLOOR:20.42 ft LENGTH x 8.5 ft HEIGHT= 174 ft3 x 16 psf= 2784 lbs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 26 psf(20.42 ft-6.3 ft)+32 psf(8.3 ft)x 9.5 It= 5403 Lbs CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 26 psf(20.42 ft-6.3 ft)+32 psf(6.3 ft)x 8.5 ft= 4834 ms APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5403 Its 131.5 ft 12= 86 plf EACH ENDWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 4834 lbs/31.5 ft/2= 77 plf EACH ENDWALL NEGATIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:20.42 ft LENGTH x 9.5 ft HEIGHT= 194 ft2 x 16 psf= 3104 lbs MINIMUM 2nd FLOOR:20.42 ft LENGTH x 8.5 ft HEIGHT= 174 ft3 x 16 psf= 2784 lbs MINIMUM CALCULATED 1 sl FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 27 psf(20.42 ft-6.3 ft)+33 psf(6.3 ft)x 9.5 It= 5597 lbs CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 27 psf(20.42 ft-6.3 ft)+33 psf(6.3 ft)x 8.5 It= 5008 Lbs APPLIED tsl FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5597 lbs!31.5 It/2= 89 pH EACH ENDWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5008 Lbs/31.5 ft!2= 79 pH EACH ENDWALL ROOF POSITIVE INTERNAL PRESSURE: ROOF AREA NORMAL TO ASSUMED WIND DIRECTION: 20.42 ft LENGTH x 9.18 ft HEIGHT= 187 ft2 x8 psf= 1496 lbs MINIMUM CALCULATED NORMAL ROOF LOAD= 18 psf(20.42 ft-6.3 ft)+23 psf(6.3 ft)x 18.23 ft= 7275 lbs APPLIED NORMAL ROOF LOAD= 7275 Its 131.5 ft= 231 pH APPLIED LATERAL COMPONENT OF ROOF LOAD= 231 pHx sin 30.26° = 116 pH APPLIED VERTICAL COMPONENT OF ROOF LOAD= 231 pHx cos 30.26 = 200 pH APPLIED TOTAL LATERAL ROOF&CEILING DIAPHRAGM LOAD= (77 Ibs+116 lbs)/2= 97 pH EACH ENDWALL NEGATIVE INTERNAL PRESSURE: ROOF AREA NORMAL TO ASSUMED WIND DIRECTION: 20.42 ft LENGTH x 9.18 ft HEIGHT= 187 ft' x 8 psf= 1496 lbs MINIMUM CALCULATED NORMAL ROOF LOAD= 18 psf(20.42 ft-6.3 ft)+23 psf(6.3 ft)x 18.23 ft= 7275 lbs APPLIED NORMAL ROOF LOAD= 7275 lbs 131.5 ft= 231 plf APPLIED LATERAL COMPONENT OF ROOF LOAD= 231 pHx sin 30.26" = 116 pH APPLIED VERTICAL COMPONENT OF ROOF LOAD= 231 pH x Cos 30.26° = 200 pH APPLIED LATERAL ROOF 8 CEILING DIAPHRAGM LOAD= (79 lbs+116 lbs)!2= 98 pH EACH ENDWALL BARLOW ENGMEERING,P.C. C:12022220053LSHEARCALCS1O210677-CENTERSHEARCALCS.b 1016 GUNL RIDGE RD.,RALEIGH,No 27609 22 WIND LOAD CALCULATIONS LATERAL DIAPHRAGM LOADS WIND PARALLEL TO RIDGE WALLS POSfTNE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:31.5 ft WIDTH x9.5 It HEIGHT= 299 ft x16 psf= 4784 lbs MINIMUM 2nd FLOOR:31.5 ft WIDTH x 8.5 It HEIGHT= 268 ft' x 16 psf= 4288 lbs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(31.5 ft-3.15 ft)+29 psf(3.15 ft)x 9.5 ft= 5985 Ibs CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(31.5 It-3.15 ft)+29 psf(3.15 ft)x 8.5 ft= 5355 lbs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5985 lbs/20.42 It 12- 147 plf EACH SIDEWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5355 Ibs 120.42 It/2: 131 pH EACH SIDEWALL NEGATIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1 st FLOOR:31.5 ft WIDTH x 9.5 ft HEIGHT= 299 ft2 x 16 psf= 4784 lbs MINIMUM 2nd FLOOR:31.5 ft WIDTH x 8.5 ft HEIGHT= 268 ft3 x 16 psf= 4288 lbs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(31.5 It-3.15 ft)+29 psf(3.15 ft)x 9.5 ft= 5985 lbs CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(31.5 It-3.15 ft)+29 psf(3.15 ft)x 8.5 ft= 5355 lbs APPLIED Isl FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5985 lbs/20A2 It/2- 147 plf EACH SIDEWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5355 bs 120.42 It/2- 131 plf EACH SIDEWALL ROOF(GABLE) POSITIVE INTERNAL PRESSURE: GABLE AREA NORMAL TO ASSUMED WIND DIRECTION: 31.5 It WIDTH x 9.18 ft HEIGHT= 289 ft2 x 8 psf= 2312 lbs MINIMUM CALCULATED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 19 psf(31.5 ft-3.15 ft)+29 psf(3.15 ft)x 18.23 It= 11485 bs APPLIED GABLE LOAD= 11485 lbs 120.42 It= 562 pR APPLIED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 5355 lbs+11485 lbs= 16640 Ibs/20.42 ft 12- 412 plf NEGATIVE INTERNAL PRESSURE: GABLE AREA NORMAL TO ASSUMED WIND DIRECTION: 31.5 It WIDTH x 9.18 It HEIGHT= 289 ft' x 8 psf= 2312 lbs MINIMUM CALCULATED 2ndFLOOR GABLE CEILING DIAPHRAGM LOAD= 19 psf(31.5 ft-3.15 ft)+29 psf(3.15 ft)x 18.23 R= 11485 bs APPLIED GABLE LOAD= 11485 lbs/20.42 ft= 562 pH APPLIED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 5355 lbs+11485 Ibs= 16840 lbs 120.42 ft/2= 412 plf LATERAL DIAPHRAGM LOADS FOR SHEARWALL CALCULATIONS WIND PERPENDICULAR TO RIDGE WALLS APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 89 plf APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 79 pif ROOF APPLIED LATERAL ROOF DIAPHRAGM LOAD= 116 plf WIND PARALLEL TO RIDGE WALLS APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 0 pif APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 0 pH ROOF(GABLEI APPLIED LATERAL ROOF DIAPHRAGM LOAD= 0 plf APPLIED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 0 plf BARLOW ENGRJEERING.P.C. C:1202212]0053\SHEARCALCSC-ID477ZEM RSHEARCALCSx% 1916OUAILRIDGERD..RALEIGH.NC 27609 23 Section 2 GARAGE SHEAR WALL CALCULATIONS E , �7 6,7, ,., 6 05/02/22 220053 24 SHEARWALL DESIGN �LGGRfi �., .< h Z, HI, 'wGF� 15� Nps �4 L W� JOB INFORMATION: JOB NUMBER= 220053 PLAN NAME/NUMBER= 0#10477 FIRST FLOOR WIDTH(WI)= 13.21 ft MIN FIRST FLOOR SPAN(W1.)= 13.21 ft FIRST FLOOR LENGTH(1-1)= 16 ft ROOF SPAN(WR)= 13.21 ft FIRST FLOOR HEIGHT(Hj)= 9.5 ft ROOF PITCH= 5/12 TRUSS SPACING(TOC)= 16 in STUD SPACING(SOC)= 16 in WIND SPEED(Vult)= 136 mph EXPOSURE FACTOR= D BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA2022\220053\SHEARCALCS\O#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 25 SHEARWALL DESIGN SHEARWALL SUMMARY: SHEATHING FASTENER SPACING MUST USE THE MORE RESTRICTIVE OF THAT SPECIFIED FOR APPLICABLE UPLIFT,SUCTION,AND SHEAR CONNECTIONS GARAGE ENDWALL: PORTAL FRAME EXTERIOR SHEATHING:7/16"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: N/A 4 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3 It FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) USE A MINIMUM(2)PLY 2x12 SPF#2 HEADER SPANNING BETWEEN THE INNER FACES OF THE FIRST FULL HEIGHT OUTER STUDS OF EACH PANEL. FASTEN TOP PLATE TO HEADER WITH(2)ROWS OF 16d SINKER NAILS AT 3"O.C. THE WOOD STRUCTURAL PANEL SHALL EXTEND OVER THE HEADER AND BE FASTENED WITH 8d COMMON NAILS IN A 3"GRID PATTERN. HOLD DOWNS ARE SPECIFIED BELOW. FIRST FLOOR SIDEWALL#1: EXTERIOR SIDE EXTERIOR SHEATHING: 7116"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: NIA 2.7 ft FULL HEIGHT SHEATHING REQUIRED 16 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FIRST FLOOR SIDEWALL#2: PORCH SIDE EXTERIOR SHEATHING:7116"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: N/A 4.3 ft FULL HEIGHT SHEATHING REQUIRED 7.5 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 7/16"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 7/16"RATED SHEATHING(BLOCKED)AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\2200531SHEARCALCS\0#10477-GARAGE-SHEARCALCS.xis RALEIGH,NC 27609 26 SHEARWALL DESIGN SHEATHING SUMMARY: STANDARD CEILING SHEATHING: N/A STANDARD ROOF SHEATHING: USING NAILS: 7/16"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3 ft FOR ROOF ZONE 1(FIELD): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 6 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 4 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 4 in O.C.(CORNER) STANDARD ROOF SHEATHING: USING STAPLES: 7/16"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3 ft FOR ROOF ZONE 1(FIELD): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5(MIN LEG)STAPLE AT 4 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5(MIN LEG)STAPLE AT 3 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5(MIN LEG)STAPLE AT 2 in O.C.(CORNER) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\2200531SHEARCALCS\O#10477-GARAGESHEARCALCS.ds RALEIGH,NC 27609 27 SHEARWALL DESIGN CONNECTION SUMMARY: CONNECTIONS TO BE AS SPECIFIED OR EQUIVALENT UPLIFT CONNECTIONS TRUSS TO WALL STUD: SEE TRUSS CALCULATIONS OKAY FOR A SIMPSON H3 TIE WITH(8)0.131"x 1.5'NAILS TRUSS TO STUD OR OR PROVIDE A TRUSS TO STUD CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 187 lbs 1st FLOOR STUD TO BOTTOM PLATE: OKAY FOR SIMPSON H8 TIE WITH(10)0.148"x 1.5'NAILS EACH STUD LATERAL CONNECTIONS TRUSS TO TOP PLATE CONNECTION: USE A MINIMUM OF(1) 8d(0.131'x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR USE A MINIMUM OF(1)16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR PLATE TO PLATE CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 7 lbs EACH EXTERIOR WALL USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE OR PLATE TO STUD CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 10 plf USE A MINIMUM OF(3) 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD USE A MINIMUM OF(2)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD STUD TO BOTTOM PLATE CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 181 lbs EACH END USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 10 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)AT 15 in O.C.PLATE TO PLATE OR TOP PLATE SPLICE LENGTH A CONNECTION TO RESIST A LATERAL LOAD OF 136 plf TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 4 in O.C. OR TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)AT 4 in O.C. OR A CONNECTION TO RESIST A FORCE OF 388 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:M22@200534SHEARCALCSIO#10477-GARAGE-SHEARCALCS.xls RALEIGH,NC 27609 p 28 SHEARWALL DESIGN SHEAR CONNECTIONS GARAGE ENDWALL SHEAR CONNECTIONS SILL PLATE TO FOUNDATION CONNECTION: NO GOOD FOR 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) OR OKAY FOR 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 2320 Ibs(580 plf) FIRST FLOOR ENDWALL SHEAR CONNECTIONS EACH PANELIZED WALL TO MAIN STRUCTURE: USE(2)ROWS OF 16d(0.162"x 3,5")NAIL(1 1/2"SIDE)(STAGGERED)AT A MAXIMUM OF 3 in O.C. OR A CONNECTION TO RESIST A FORCE OF 1360 lbs FIRST FLOOR SIDEWALL#1 SHEAR CONNECTIONS SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 1626 lbs(124 plf) FIRST FLOOR SIDEWALL#2 SHEAR CONNECTIONS SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 1626 lbs(124 plf) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.As RALEIGH,NC 27609 29 SHEARWALL DESIGN CORNER HOLD DOWNS FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: OKAY FOR A SIMPSON LSTHD8 OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 979 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 21371bs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 979 lbs FIRST FLOOR ENDWALL#1/SIDEWALL#2 CORNER: OKAY FOR A SIMPSON LSTHD8 OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 979 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 2836 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 979 lbs FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER: NO HOLD DOWN REQUIRED OR DEAD LOAD EXCEEDS UPLIFT FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 1201 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 547 lbs FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER: OKAY FOR A SIMPSON LSTHD8 OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 972 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 2384 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 972 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA202212200531SHEARCALCS\0#10477-GARAGE-SHEARCALCS.Yls RALEIGH,NC 27609 30 SHEARWALL DESIGN DESIGN UPLIFT LOADS ROOF&CEILING ASSEMBLY DEAD LOAD= 15 psf WALL DEAD LOAD(WDL)= 12 psf UPLIFT CONNECTION LOAD: PER TRUSS P2106401 WUp-= 187 lbs x 12 in/ft!16 in O.C.= 141 plf TRUSS TO WALL STUD: CHECK STRAP: SIMPSON H3 TIE UP= 365 lbs OKAY CHECK STRAP FASTENERS: 8 0.131"x 1.5"NAILS SEE TRUSS CALCULATIONS OKAY FOR A SIMPSON H3 TIE WITH(8)0.131"x 1.5"NAILS TRUSS TO STUD OR PROVIDE A TRUSS TO STUD CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 187 lbs REQUIRED SIDEWALL STUD TIE DOWN LOADING: 1st FLOOR STUD TO BOTTOM PLATE: P1tp=141 plf x 16 in O.C.112 in/ft= 187 lbs/STUD CHECK STRAP: SIMPSON H8 TIE Z= 710 lbs OKAY CHECK STRAP FASTENERS: 10 0.148"x 1.5"NAILS OKAY FOR SIMPSON H8 TIE WITH(10)0.148"x 1.5"NAILS EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA202212200531SHEARCALCM0#10477-GARAGE-SHEARCALCSAs RALEIGH,NC 27609 31 SHEARWALL DESIGN LATERAL LOAD AT ROOF/CEILING DIAPHRAGM WIND PERPENDICULAR TO RIDGE: rLl_pef= 10 plf(Vasd) WIND PARALLEL TO RIDGE: rLLp..= 63 plf(Vasd) CEILING DIAPHRAGM SHEATHING STANDARD CEILING SHEATHING: N/A CEILING SHEATHING SHEAR CAPACITY(v,')= 0 plf ROOF DIAPHRAGM SHEATHING REQUIREMENTS USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L.WI-per/2= 16 ft10 Of/2= 7 pif WR 13.21 ft STANDARD ROOF SHEATHING:7/16"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) ROOF SHEATHING SHEAR CAPACITY(vr)= 235 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 235 plf x 0.92= 216 plf NET DIAPHRAGM SHEAR CAPACITY(v„)=yr+vc= 216 plf+0 plf= 216 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L'wl_pe,/2= 16 ft'10 plf/2= 7 plf WR 13.21 ft STANDARD ROOF SHEATHING: 7/16"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(F ROOF SHEATHING SHEAR CAPACITY(v;)= 155 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 plf x 0.85= 132 plf NET DIAPHRAGM SHEAR CAPACITY NO=yr+v,= 132 plf+0 plf= 132 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C9202212200531SHEARCALCSI0#10477-GARAGE-SHEARCALCS.)ds RALEIGH,NC 27609 32 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES USING NAILS: CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): P=l psf(Vasd) SUCTION FORCE= 67 psf x 16 in O.C./12 in/ft= 89 pIf 89 plf/50 lbs/FASTENER = 1.8 FASTENERS/It= 6 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 6 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): P=l 92 psf(Vasd) SUCTION FORCE= 92 psf x 16 in O.C./12 in/ft= 123 plf 123 plf/50 lbs/FASTENER = 2.5 FASTENERS/ft= 4 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 4 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): P=l 107 psf(Vasd) SUCTION FORCE= 107 psf x 16 in O.C./12 in/ft= 1 143 plf 143 plf/50 lbs/FASTENER = 2.9 FASTENERS/ft= 4 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 4 in O.C.(CORNER) USING STAPLES: CHECK FASTENERS: 16 ga x 1.5"(MIN LEG)STAPLE PENETRATION ONTO MAIN MEMBER= 1 in W= 20 lbs/in x 1 in x 1.6= 32 lbs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 67 psf(Vasd) SUCTION FORCE= 67 psf x 16 in O.C./12 in/ft= 89 pif 89 plf/32 lbs/FASTENER = 2.8 FASTENERS/ft= 4 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 4 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 92 psf(Vasd) SUCTION FORCE= 92 psf x 16 in O.C./12 in/ft= 123 plf 123 plf/32 lbs/FASTENER = 3.9 FASTENERS/ft= 3 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 3 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): p= 107 psf(Vasd) SUCTION FORCE= 107 psf x 16 in O.C./12 in/ft= 1 143 plf 143 plf/32 lbs/FASTENER = 4.5 FASTENERS/ft= 2 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 2 in O.C.(CORNER) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\2200531SHEARCALCS\O#10477-GARAGE-SHEARCALCS.)ds RALEIGH,NC 27609 33 SHEARWALL DESIGN FOR WALL ZONE 4(FIELD): STUD SPACING(SOC)= 16 in O.C. P=l 31 psf(Vasd) STUD LOADING=31 psf x 16 in O.C./12 in/ft= 41 plf 41 plf = 0.9 FASTENERS/ft= 13 in O.C. 50 lbs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. FOR WALL ZONE 5(EDGE): P= 38 psf(Vasd) STUD LOADING=38 psf x 16 in O.C./12 in I ft= 51 plf 51 plf = 1.1 FASTENERS/ft= 10 in O.C. 50 lbs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC27609 34 SHEARWALL DESIGN LATERAL FRAMING CONNECTION LOADS FROM WIND: TRUSS TO TOP PLATE CONNECTION: PC= 10pIfx16inO.C./12in/ft= 13 lbs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 13lbs/109lbs/FASTENER = 0.2 FASTENERS USE A MINIMUM OF(1) 8d(0.131"x 2.5")NAIL(1 1/2'SIDE)(TOENAILED)EACH TRUSS ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 13 lbs/159 lbs/FASTENER = 0.1 FASTENERS USE A MINIMUM OF(1)16d(0.162"x 3.5")NAIL(11/2"SIDE)(TOENAILED)EACH TRUSS PLATE TO PLATE CONNECTION: PC= 10 plf CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 10 plf/131 lbs/FASTENER = 0.1 FASTENERS/ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 10 plf/192 lbs/FASTENER = 0.1 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE PLATE TO STUD CONNECTION: PC= 38psfx9.5ft/2= 181 lbs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.67= 88 lbs(ENDNAILED) 181 lbs/88 lbs/FASTENER = 2.1 FASTENERS USE A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(11/2"SIDE)(ENDNAILED)EACH END OF EACH STUD ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.67= 129 lbs(ENDNAILED) 181 lbs/129 lbs/FASTENER = 1.5 FASTENERS USE A MINIMUM OF(2)16d(0.162"x 3.5`)NAIL(11/2"SIDE)(ENDNAILED)EACH END OF EACH STUD STUD TO BOTTOM PLATE CONNECTION: PC= 38 psf x 9.5 ft/2 x 12 inl16inO.C.= 136ptf CHECK FASTENERS: 8d(0.131'x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 136 plf/131 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. USE 8d(0.131"x 2:5")NAIL(1 1/2'SIDE)AT 10 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 136 plf/192 lbs/FASTENER 0.8 FASTENERS/ft= 15 in O.C. USE 16d(0.162'x 3.5")NAIL(1 1/2"SIDE)AT 15 in O.C.PLATE TO PLATE BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.xis RALEIGH,NC 27609 35 SHEARWALL DESIGN TOP PLATE SPLICE LENGTH ROOF DIAPHRAGM LOADING(wl-per)= 10 pif FLOOR DIAPHRAGM LOADING(FLI-per)= 160 plf FLOOR DIAPHRAGM LOADING CONTROLS DIAPHRAGM CHORD FORCE= T= wl-per x L2 = 160 plf x 16 ft A 2= 388 lbs 8xW 8x13.21ft CHECK FASTENERS: 2 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 82 lbs x 1.6 = 131 lbs REQUIRED SPLICE LENGTH: w/(2) 8d(0.131"x2.5")NAIL(1 1/2"SIDE)AT 4 in O.C.T x do/12 in/ft = 388 lbs x 4 in O.C./12 in /ft= 1 ft 2Z 2x 131 lbs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft wl(2)ROWS 8d(0.131'x 2.6")NAIL(1112"SIDE)AT 4 in O.C. ALTERNATE: CHECK FASTENERS: 2 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 120 lbs x 1.6 = 192 lbs REQUIRED SPLICE LENGTH: w/(2)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 4 in O.C.T x do/12 in/ft = 388 lbs x 4 in O.C./12 in /ft= 1 ft 2Z 2 x 192 lbs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 4 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA2022\220053\SHEARCALCS\O#10477-GARAGE-SHEARCALCS.xis RALEIGH,NC 27609 36 SHEARWALL DESIGN LATERAL LOAD AT FLOOR DIAPHRAGM 1st FLOOR: WIND PERPENDICULAR TO RIDGE: FLLpe,=r 160 plf(Vasd) WIND PARALLEL TO RIDGE: FLI-Pare= 63 plf(Vasd) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, Cd2022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.xIs _ RALEIGH,NC 27609 37 SHEARWALL DESIGN GARAGE ENDWALL SHEATHING LENGTH REQUIREMENTS PORTAL FRAME FIRST FLOOR WIDTH(W1)= 13.21 ft FIRST FLOOR LENGTH(Ls)= 16 ft EXTERIOR SHEATHING: 7/16"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: N/A EXTERIOR FASTENER: 0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 3 in O.C.(EDGE) INTERIOR FASTENER SPACING: 0 in O.C.(EDGE) 12 in O.C.(FIELD) 0 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 630 plf SHEARWALL STRENGTH(VWINT)= 0 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0 BLOCKING ADJ.FACTOR(Cub) 1 BLOCKING ADJ.FACTOR(Cub)= 0 ADJUSTED WIND SHEARWALL STRENGTH(V,)_(VW x CG x Cub)+(VWINT x CG x Cub)= (630 pff x 0.92 x 1)+(0 pff x 0 x 0)= 580 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED 4 ft PERCENT FULL HEIGHT SHEATHING= 100% MAX.UNRESTRAINED OPENING HEIGHT= Oft SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rends)=(1-1 x d-Per+L1 x Wpper)/Nend+ADDITIONAL= Rend1=16 ft x 10 plf+16 ft x 160 plf 12+0 lbs= 1360 lbs MIN.LENGTH SEGMENTED SHEARWALLS(LSW)= Rends/V = 1360 lbs/580 plf= 2.34 ft SEGMENTED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LSW/CO= 2.34 ft/1= 2.34 ft SEGMENTED FULL HEIGHT SHEATHING < SEGMENTED FULL HEIGHT SHEATHING REQUIRED=2.34 ft PROVIDED=4 It SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, 'C:\20221220053\SHEARCALCSZ#10477-GARAGE-SHEARCALCS.Yls RALEIGH,NC 27609 38 SHEARWALL DESIGN OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rendi x H = UE2=1360 lbs x 9.5 It = 979 lbs 1L;xCo 13.21ftx1 HORIZONTAL SHEAR: V= Rend = 1360 lbs = 340 pff W 4 It SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 31 psf(Vasd) SUCTION FORCE= 31 psf x 16 in O.C./12 in/ft= 41 plf 41 pff/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): P=l psf(Vasd) SUCTION FORCE= 38 psf x 16 in O.C./12 in/ft= 51 plf 51 pff/50 lbs/FASTENER = 1.1FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 3 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) SHEAR CONNECTIONS: SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+L1 x(3/4*FL4pef)/2 V= 1360 lbs+16 It x(3/4*160 plf)/2 2320 lbs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 2320 lbs/1840 lbs/FASTENER = 1.3 FASTENERS NO GOOD FOR 112"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 2320 lbs/2830 lbs/FASTENER = 0.9 FASTENERS OKAY FOR 518"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.xis RALEIGH,NC 27609 39 SHEARWALL DESIGN FIRST FLOOR ENDWALL MATING END FIRST FLOOR WIDTH(W,)= 13.21 ft FIRST FLOOR LENGTH(LI)= 16 ft WIND SHEARWALL REACTION(Rendl)=(1-1 x d-Per+LI x W4per)/Nend+ADDITIONAL= Rends= 16 ft x 10 plf+16 ft x 160 pff/2+0 lbs= 1360 lbs HORIZONTAL SHEAR: V= Rend = 1360 lbs = 72 Elf/WALL W 9.5 ft/2 WALLS EACH PANELIZED WALL TO MAIN STRUCTURE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs(FACE NAILED) 1360 pff/192 lbs/FASTENER/(2)ROWS = 3.6 FASTENERS/ft/ROW= 3 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(111/2"SIDE)(STAGGERED)AT A MAXIMUM OF 3 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@022V220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.)ds RALEIGH,NC 27609 40 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#1 SHEATHING LENGTH REQUIREMENTS EXTERIOR SIDE FIRST FLOOR WIDTH(W1)= 13.21 ft FIRST FLOOR LENGTH(L1)= 16 ft EXTERIOR SHEATHING: 7/16"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: N/A EXTERIOR FASTENER: 0.131 x 2"(MIN)NAIL INTERIOR FASTENER: EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: in O.C.(EDGE) 12 in O.C.(FIELD) in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 335 plf SHEARWALL STRENGTH(VWINT)= 0 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0 BLOCKING ADJ.FACTOR(C�b)= 1 BLOCKING ADJ.FACTOR(Cub)= 0 ADJUSTED WIND SHEARWALL STRENGTH(V,N)_(VW x CG x Cub)+(VWINT x CG x Cub)= (335 plf x 0.92 x 1)+(0 plf x 0 x 0)= 308 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(,ELI)= 16 ft PERCENT FULL HEIGHT SHEATHING= 100% MAX.UNRESTRAINED OPENING HEIGHT= 0 ft SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Need)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rends)=(W1 x 0-pm+W1 x wFp..)/Nend+ADDITIONAL= Rend1= 13.21 ft x 63 plf+13.21 ft x 63 plf/2+0 lbs= 833 lbs MIN.LENGTH PERFORATED SHEARWALLS(Lsw)= Rend1/V = 833 lbs/308 plf= 2.7 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LsW/Co=2.7 ft/1= 2.7 It PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=2.7 It PROVIDED=16 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 41 SHEARWALL DESIGN OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rendi X H = UE2=833 lbs X 9.5 ft = 495 lbs �LixCo 16ftx1 HORIZONTAL SHEAR: V= Rend = 833 lbs = 52 plf L 16ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p=l 31 psf(Vasd) SUCTION FORCE= 31 psf x 16 in O.C./12 in/ft= 41 ptf 41 pPf/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 38 psf(Vasd) SUCTION FORCE= 38 psf x 16 in O.C.112 in/ft= 51 plf 51 pif/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SHEAR CONNECTIONS: SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W1 X(3/4*FLFper)/2= V= 833 lbs+13.21 ft x(3/4*160 pif)/2 1626 lbs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 1626 lbs 11840 lbs/FASTENER = 0.9 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (13.21 ft-2)/(1-1)= 72 in 1626 lbs/1840 lbs/FASTENER = 0.9 FASTENERS USE 112"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 1626 lbs/2830 lbs/FASTENER = 0.6 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (13.21 ft-2)/(1-1)= 72 in 1626 lbs/2830 lbs/FASTENER = 0.6 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCSIO#10477-GARAGE-SHEARCALCS.)ds RALEIGH,NC 27609 42 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS PORCH SIDE FIRST FLOOR WIDTH(W1)= 13.21 ft FIRST FLOOR LENGTH(1-1)= 16 ft EXTERIOR SHEATHING: 7/16"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: N/A EXTERIOR FASTENER: 0.131 x 2"(MIN)NAIL INTERIOR FASTENER: EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: in O.C.(EDGE) 12 in O.C.(FIELD) in O.C.(FIELD) WIND SHEARWALL STRENGTH(Vw)= 335 plf SHEARWALL STRENGTH(VwIN7)= 0 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 0 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VN x CG x Cub)+(VWINT x CG x Cub)= (335 plf x 0.92 x 1)+(0 plf x 0 x 0)= 308 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(v-L;)= 7.5 ft PERCENT FULL HEIGHT SHEATHING= 47% MAX.UNRESTRAINED OPENING HEIGHT= 6.8 ft SHEAR ADJUSTMENT FACTOR(Co)= 0.629(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nene)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rends)=( •j x d-p.,+W1 x wF,.)/Need+ADDITIONAL= Rend1= 13.21 ft x 63 plf+13.21 ft x 63 plf/2+0 lbs= 833 lbs MIN.LENGTH PERFORATED SHEARWALLS(Lsw)= Rend1/V = 833 lbs/308 plf= 2.7 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=Lsw/Co=2.7 ft/0.629= 4.3 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=4.3 ft PROVIDED=7.5 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS%0#10477-GARAGE-SHEARCALCS.)ds RALEIGH,NC 27609 43 SHEARWALL DESIGN OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= R.ndj x H = UE2=833 lbs x 9.5 ft = 1678 lbs �LixGo 7.5ftx0.629 HORIZONTAL SHEAR: V= Rend = 833 lbs = 111 plf W 7.5 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 7/16"RATED SHEATHING(BLOCKED) PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p=l 31 psf(Vasd) SUCTION FORCE= 31 psf x 16 in O.C./12 in/ft= 41 plf 41 plf/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 7/16"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 38 psf(Vasd) SUCTION FORCE= 38 psf x 16 in O.C./12 in/ft= 51 pif 51 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 7/16"RATED SHEATHING(BLOCKED)AT 6 in O.C.(EDGE) SHEAR CONNECTIONS: SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W1 X(3/4'FLFpj/2= V= 833 lbs+13.21 ft x(3/4'160 plf)12 1626 lbs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 1626 lbs/1840 lbs/FASTENER = 0.9 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (13.21 ft-2)/(1-1)= 72 in 1626 lbs/1840 lbs/FASTENER = 0.9 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 1626 lbs/2830 lbs/FASTENER = 0.6 FASTENERS BOLT SPACING= (W-2)/(N-1)= (13.21 ft-2)/(1-1)= 72 in 1626 lbs/2830 lbs/FASTENER = 0.6 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA202212200531SHEARCALMOM 0477-GARAGE-SHEARCALCS.7ds RALEIGH,NC 27609 44 SHEARWALL DESIGN COMBINED CORNER HOLDDOWN REQUIREMENTS UPLIFT FORCES:(SEE ABOVE FOR CALCULATIONS) 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE1)= 979 lbs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US1)= 495 lbs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US1)= 1678 lbs DEAD LOADS: FIRST FLOOR WIDTH(W\)= 13.21 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR LENGTH(1-1)= 16 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR HEIGHT(H7)= 9.5 ft ROOF&CEILING ASSEMBLY DEAD LOAD(RDL)= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\8HEARCALCS\O#70477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 45 SHEARWALL DESIGN FIRST FLOOR CORNER HOLD DOWN CONNECTIONS FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 979 lbs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 495 lbs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10psf x13.21ftx16ft/8= 159 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 13.21 ft/2= 452 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x Hi x L1/2)= 0.6 x 12 psf x 9.5 ft x 16 ft/2= 547 lbs TOTAL DEAD LOAD= 1158 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 979 lbs-1158 lbs= 979 lbs HOLDDOWN FORCE= 979 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE=1 2137 lbs CHECK STRAP: SIMPSON LSTHD8 Z= 2270 lbs 2270 lbs > 979 lbs OKAY OKAY FOR A SIMPSON LSTHD8 CHECK STUDS: FOR SIMPSON LSTHD8 A MINIMUM OF 2 STUD(S)ARE REQUIRED 979 lbs TENSION = 1 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 979 lbs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 979 lbs/131 lbs/FASTENER/ 2 ROWS = 3.8 ROWS= 48 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 112"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 979 plf/192 lbs/FASTENER/ 2 ROWS = 2.6 ROWS= 64 in O.C. . USE(2)ROWS OF 16d(0.162"x3.5")NAIL(11/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 288 lbs 979 plf/288 lbs/FASTENER/ 2 ROWS = 1.7 ROWS= 96 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\2200531SHEARCALCSI0#10477-GARAGE-SHEARCALCS.zis RALEIGH,NC 27609 46 SHEARWALL DESIGN FIRST FLOOR ENDWALL#11 SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL#11 SIDEWALL#2 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 979 lbs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 1678 lbs 1st FLOOR ENDWALL#11 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10psf x13.21Itx16ft/8= 159 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 13.21 ft/2= 452 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 ft x 16 ft/2= 547 lbs TOTAL DEAD LOAD= 1158 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1678 lbs-1158 lbs= 979 lbs HOLDDOWN FORCE= 979 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE=1 2836 lbs CHECK STRAP: SIMPSON LSTHD8 Z= 2270 lbs 2270 lbs > 979 lbs OKAY OKAY FOR A SIMPSON LSTHD8 CHECK STUDS: FOR SIMPSON LSTHD8 A MINIMUM OF 2 STUD(S)ARE REQUIRED 979 lbs TENSION = 1 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 979 lbs CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 979 lbs/131 lbs/FASTENER/ 2 ROWS = 3.8 ROWS= 48 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 979 plf/192 lbs/FASTENER/ 2 ROWS = 2.6 ROWS= 64 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 979 plf/288 lbs/FASTENER/ 2 ROWS = 1.7 ROWS= 96 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\2200531SHEARCALCS\0#10477-GARAGE-SHEARCALCS.)ds RALEIGH,NC 27609 47 SHEARWALL DESIGN FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 0 lbs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 495 lbs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10psf x13.21ftx16ft/8= 159 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H7 x W1/2)= 0.6 x 12 psf x 9.5 ft x 13.21 ft/2= 0 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H7 x L7/2)= 0.6 x 12 psf x 9.5 ft x 16 ft/2= 547 lbs TOTAL DEAD LOAD= 706 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 495 lbs-706 lbs= -211 lbs HOLDDOWN FORCE= 0 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 1201 lbs CHECK STRAP: N/A Z= N/A lbs N/A lbs N/A 0 lbs N/A NO PHYSICAL HOLDDOWN REQUIRED CHECK STUDS: FOR N/A A MINIMUM OF N/A STUD(S)ARE REQUIRED 0 lbs TENSION = 0 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 547 lbs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 lbs 547 lbs/131 lbs/FASTENER/ 2 ROWS = 2.1 ROWS= 64 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 547 pif/192 lbs/FASTENER/ 2 ROWS = 1.5 ROWS= 96 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 547 pif 1288 lbs/FASTENER/ 2 ROWS = 1 ROWS= 192 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 48 SHEARWALL DESIGN FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 0 lbs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 1678 lbs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10psfx13.21ftx16ft/8= 1591bs ENDWALL WALL DEAD LOAD= 0.6x(WDLxH1xW1/2)= 0.6x12psfx9.5ftx13.21ft/2= 0lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 ft x 16 ft/2= 547 lbs TOTAL DEAD LOAD= 706 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1678 lbs-706 lbs= 972 lbs HOLDDOWN FORCE= 972 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 2384 lbs CHECK STRAP: SIMPSON LSTHD8 Z= 2270 lbs 2270 lbs > 972 lbs OKAY OKAY FOR A SIMPSON LSTHD8 CHECK STUDS: FOR SIMPSON LSTHD8 A MINIMUM OF 2 STUD(S)ARE REQUIRED 972 lbs TENSION = 1 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 972 lbs CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 972 lbs/131 lbs/FASTENER/ 2 ROWS = 3.8 ROWS= 48 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 972 plf/192 lbs/FASTENER/ 2 ROWS = 2.6 ROWS= 64 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 972 plf 1288 lbs/FASTENER/ 2 ROWS = 1.7 ROWS= 96 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 49 Section 3 MODULES A-E SHEAR WALL CALCULATIONS 05/02!22 220053 50 SHEARWALL DESIGN PAY 2naF(OOR4010 F yna�p0(t h I� Nps PVV 41, U W JOB INFORMATION: JOB NUMBER= 220053 PLAN NAME/NUMBER= LEGACY O#10477-"A-E"MODULES FIRST FLOOR WIDTH(WI)= 40 ft MIN FIRST FLOOR SPAN(Wi-)= 15.75 ft FIRST FLOOR LENGTH(1-1)= 13.25 ft SECOND FLOOR WIDTH(W2)= 40 ft MIN SECOND FLOOR SPAN(W2)= 15.75 ft SECOND FLOOR LENGTH(1-2)= 13.25 ft ROOF SPAN(WR)= 31.5 ft FIRST FLOOR HEIGHT(Hj)= 9.5 ft SECOND FLOOR HEIGHT(1-12)= 8.5 ft ROOF PITCH= 7/12 TRUSS SPACING(TOC)= 16 in STUD SPACING(SOC)= 16 in WIND SPEED(Vasd)= 105 mph=136 mph(Vult) EXPOSURE FACTOR= D BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\0#10477-A-ESHEARCALCS.Wis RALEIGH,NC 27609 51 SHEARWALL DESIGN SHEARWALL SUMMARY: SHEATHING FASTENER SPACING MUST USE THE MORE RESTRICTIVE OF THAT SPECIFIED FOR APPLICABLE UPLIFT,SUCTION,AND SHEAR CONNECTIONS SECOND FLOOR ENDWALL#1: EXTERIOR END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 1.7 ft FULL HEIGHT SHEATHING REQUIRED 14.25 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR ENDWALL#2: "G-H"MODULE END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 7.81 ft FULL HEIGHT SHEATHING REQUIRED 33.33 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR SIDEWALL#1: BEDROOM#3 SIDE 3.83 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 4.3 ft FULL HEIGHT SHEATHING REQUIRED 7.2 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR SIDEWALL#2: BEDROOM#2 SIDE 1 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 518"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 2.59 ft FULL HEIGHT SHEATHING REQUIRED 7.2 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:M792 220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.xls RALEIGH,NC 27609 52 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1: EXTERIOR END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 518"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 2.36 ft FULL HEIGHT SHEATHING REQUIRED 32.5 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FIRST FLOOR ENDWALL#2: "C-D"MODULE END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 14.72 ft FULL HEIGHT SHEATHING REQUIRED 14.75 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) FIRST FLOOR SIDEWALL#1 : KITCHEN SIDE 3.83 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19132"RATED SHEATHING(BLOCKED)wl 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 518"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 5.68 ft FULL HEIGHT SHEATHING REQUIRED 7 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) FIRST FLOOR SIDEWALL#2: BATH#1 SIDE 1 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 6.69 ft FULL HEIGHT SHEATHING REQUIRED 9.1 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19/32"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19/32"RATED SHEATHING(BLOCKED)AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.)ds RALEIGH,NC 27609 53 SHEARWALL DESIGN SHEATHING SUMMARY: STANDARD CEILING SHEATHING: 1/2"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) STANDARD ROOF SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR ROOF ZONE 1(FIELD):ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 10 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE):ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER):ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(CORNER) STANDARD ROOF SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR ROOF ZONE 1(FIELD):ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5(MIN LEG)STAPLE AT 7 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5(MIN LEG)STAPLE AT 5 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5(MIN LEG)STAPLE AT 4 in O.C.(CORNER) STANDARD 2ND FLOOR SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 2ND FLOOR SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 1st FLOOR SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 1st FLOOR SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)wl 16 ga x 1.5(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:M2212200531SHEARCALCSIO#10477-A-ESHEARCALCS.xis RALEIGH,NC 27609 54 SHEARWALL DESIGN CONNECTION SUMMARY: CONNECTIONS TO BE AS SPECIFIED OR EQUIVALENT UPLIFT CONNECTIONS TRUSS TO CEILING BAND: SEE TRUSS CALCULATIONS USE THE STANDARD(4)16d(0.162"x 3.5')NAIL(1 112"SIDE)ENDNAILED THROUGH BAND INTO TRUSS WITH NO ADDITIONAL BOTTOM CHORD TO BAND OR WITH NO ADDITIONAL BOTTOM CHORD TO BAND OR PROVIDE A TRUSS TO CEILING BAND CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 467 lbs 2nd FLOOR STUD TO CEILING&FLOOR BANDS: USE 8d(0.131"x 2.5')NAIL(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(10) 8d(0.131"x 2.5')NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR USE 16 ga x 2.5 x 7/16"STAPLE(7/16"SIDE)AT 2 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(15)16 ga x 2.5"x 7116"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5'NAILS EACH END OF EACH STUD OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5 NAILS EACH END OF EACH STUD OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 468 lbs/STUD 2nd FLOOR BAND TO 1st FLOOR CEILING BAND: USE 8d(0.131"x2.5")NAIL(7/16"SIDE)AT 5 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND OR USE 16 ga x 2.5 x 7/16"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND OR OKAY FOR 1 1/2"x 20 ga STRAP EACH STUD LOCATION WITH A MINIMUM OF(2) 8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5'NAILS EACH STUD LOCATION OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH STUD LOCATION OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 211 plf 1 st FLOOR STUD TO CEILING&FLOOR BANDS: USE 8d(0.131"x2.5")NAIL(7/16"SIDE)AT 5 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(6) 8d(0.131"x 2.5")NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR USE 16 ga x 2.5 x 7/16"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(9)16 ga x 2.5'x 7116"STAPLE(7/16"SIDE) - THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5'NAILS EACH END OF EACH STUD OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 211 plf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:Q022V20053\SHEARCALCS\O#10477-A-E-SHEARCALCS.XIs RALEIGH,NC 27609 55 SHEARWALL DESIGN LATERAL CONNECTIONS TRUSS TO TOP PLATE CONNECTION: USE A MINIMUM OF(1) 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR USE A MINIMUM OF(1)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR PLATE TO PLATE CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 54 lbs EACH EXTERIOR WALL USE 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE OR PLATE TO STUD CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 81 plf USE A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD USE A MINIMUM OF(2)16d(0.162"x 3.5)NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD BOTTOM PLATE TO FLOOR CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 195 lbs EACH END USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 10 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 15 in O.C.PLATE TO PLATE OR TOP PLATE SPLICE LENGTH A CONNECTION TO RESIST A LATERAL LOAD OF 147 plf TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 4 in O.C. OR TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)AT 4 in O.C. OR A CONNECTION TO RESIST A FORCE OF 45 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\0#10477-A-E-SHEARCALCS.-As RALEIGH,NC 27609 56 SHEARWALL DESIGN SHEAR CONNECTIONS SECOND FLOOR ENDWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 58 plf SECOND FLOOR ENDWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. OR USE 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 84 plf FIRST FLOOR ENDWALL#1 SHEAR CONNECTIONS RIMBAND SILL PLATE CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 35 plf SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 2567 lbs(65 plf) FIRST FLOOR ENDWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5)NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 10 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 591 plf SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 1434 lbs(36 plf) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, 0:\20221220053\SHEARCALCS\0#10477-A-E-SHEARCALCS.* RALEIGH,NC 27609 57 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 4 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 13 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 440 plf SECOND FLOOR CEILING COLLECTORS COLLECTOR 1-3 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 846 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=1968 COLLECTOR 2-3 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(6)0.131"x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 706 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=1643 SECOND FLOOR SIDEWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 10 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 40 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 115 plf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCSIO#70477-A-E-SHEARCALCS.xis RALEIGH,NC 27609 58 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#1 SHEAR CONNECTIONS RIMBAND SILL PLATE CONNECTION: USE 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 12 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 531 plf SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 4440 lbs(111 plf) FIRST FLOOR CEILING COLLECTORS COLLECTOR 1-2 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 980 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=2391 COLLECTOR 2-2 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131'x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 818 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=1997 FIRST FLOOR SIDEWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF,5 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 7 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 24 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 256 plf SILL PLATE TO FOUNDATION CONNECTION: - USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 3052 lbs(77 plf) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20220 00531SHEARCALCS\0#10477-A-E-SHEARCALCS.xis RALEIGH,NC 27609 59 SHEARWALL DESIGN FIRST FLOOR COLLECTORS COLLECTOR 1-1 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(3) 8d(0.131"x 2.5)NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(4)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(10)0.131"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 1198 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=2672 COLLECTOR 2-1 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5)NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3),16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 1000 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=2231 ENDWALL#2 FLOOR COLLECTOR NO GOOD FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR NIA EACH END N/A EACH END OR OKAY FOR A SIMPSON CMSTC16 STRAP WITH(50)0.148"x 3.25'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 8035 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=19284 BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCS\01£10477-A-ESHEARCALCS.As RALEIGH,NC 27609 60 SHEARWALL DESIGN CORNER HOLD DOWNS SECOND FLOOR ENDWALL#1!SIDEWALL#1 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5"NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5 NAILS ACROSS FLOOR/CEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1791 lbs THE DOWNWARD FORCE IS 5695 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1791 lbs SECOND FLOOR ENDWALL#1/SIDEWALL#2 CORNER: NO HOLD DOWN REQUIRED N/A N/A OR N/A OR N/A ACROSS FLOOR/CEILING LINE OR DEAD LOAD EXCEEDS UPLIFT THE DOWNWARD FORCE IS 3431 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1040 lbs BARLOW ENGINEERING,P.C. 19%QUAIL RIDGE RD, C:�202212200531SHEARCALCSIO#10477-A-E-SHEARCALCS.Xls RALEIGH„NC 27609 61 SHEARWALL DESIGN SECOND FLOOR ENDWALL#2/SIDEWALL#1 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga)i 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5'NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5 NAILS ACROSS FLOORICEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1791 lbs THE DOWNWARD FORCE IS 5695 lbs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1791 lbs SECOND FLOOR ENDWALL#2/SIDEWALL 42 CORNER: NO HOLD DOWN REQUIRED NIA NIA OR N/A OR N/A ACROSS FLOOR/CEILING LINE OR DEAD LOAD EXCEEDS UPLIFT THE DOWNWARD FORCE IS 3431 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1040 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C.'M22\2200531SHEARCALCSIO#10477-A-E-SHEARCALCSxIs RALEIGH,NC 27609 62 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: OKAY FOR A SIMPSON STHD14RJ . OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 2872 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 10024 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 11 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 23 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 2872 lbs FIRST FLOOR ENDWALL#1 AT SIDEWALL#2 END: NO HOLD DOWN REQUIRED OR DEAD LOAD EXCEEDS UPLIFT FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 1570 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 858 lbs FIRST FLOOR SIDEWALL#2 AT ENDWALL#1 SIDE: OKAY FOR A SIMPSON STHDIORJ OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 2510 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 4226 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 12 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 23 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 2510 lbs FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER: OKAY FOR A SIMPSON HD7B w/(3)STUDS OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 4352,lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 11504 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 7 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 10 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 4352 lbs FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER: OKAY FOR A SIMPSON HD78 w/(3)STUDS OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 4352 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 11504 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 7 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 10 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 4352 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@0221220053\SHEARCALCS\O#l0477-A-E-SHEARCALCS.A. RALEIGH,NC 27609 63 SHEARWALL DESIGN DESIGN UPLIFT LOADS ROOF 8,CEILING ASSEMBLY DEAD LOAD= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf UPLIFT CONNECTION LOAD: PER TRUSS 210009-TR7-31-6-2 wup-= 467 lbs x 12 in/ft 1 16 in O.C.= 351 plf TRUSS TO CEILING BAND: STANDARD CONNECTION: (4)16d(0.162"x 3.5)NAIL(1 112"SIDE) Z= 480 lbs x 1.6 x 0.67= 515 lbs ADDITIONAL TIE(S)REQUIRED FOR TRUSS TIE DOWN: 467 lbs-515 lbs= -48 lbs ADDITIONAL= N/A CHECK STRAP: N/A UP= N/A lbs N/A CHECK STRAP FASTENERS: NIA N/A ALTERNATE: CHECK STRAP: NIA UP= NIA lbs N/A CHECK STRAP FASTENERS: NIA N/A SEE TRUSS CALCULATIONS USE THE STANDARD(4)16d(0.162"x 3.5")NAIL(11/2"SIDE)ENDNAILED THROUGH BAND INTO TRUSS WITH NO ADDITIONAL BOTTOM CHORD TO BAND WITH NO ADDITIONAL BOTTOM CHORD TO BAND PROVIDE A TRUSS TO CEILING BAND CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 467 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA20221220053\SHEARCALCS\O#1 0477-A-E-SHEARCALCS.)d. RALEIGH,NC 27609 64 SHEARWALL DESIGN REQUIRED SIDEWALL STUD TIE DOWN LOADING: 2nd FLOOR STUD TO CEILING&FLOOR BANDS: PnP=351 plf x 16 in O.C./12 in/ft= 468 lbs/STUD CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(7116"SIDE) Z= 60 lbs x 1.6= 96 lbs 351 plf/96 lbs/FASTENER= 3.66 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 468 lbs/STUD/ lbs/FASTENER= 4.9 FASTENERS USE A MINIMUM TOTAL OF(10) 8d(0.131"x 2.5")NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: 16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE) Z= 40 lbs x 1.6= 64 lbs 351 plf/64 lbs/FASTENER= 5.48 FASTENERS/ft USE 16 ga x 2.5"x 7/16"STAPLE(7116"SIDE)AT 2 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 468 lbs/STUD/ lbs/FASTENER= 7.3 FASTENERS USE A MINIMUM TOTAL OF(15)16 ga x 2.52'x 7116"STAPLE(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 468 lbs/STUD/128 lbs/FASTENER= 1.8 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 468 lbs/STUD 186 lbs/FASTENER= 2.7 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 lbs/FASTENER 468 lbs/STUD/64 lbs/FASTENER= 7.3 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148!'x 2.5"NAILS EACH END OF EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:M2212200531SHEARCALCSIO#10477-A-E-SHEARCALCS.,A. RALEIGH,NC 27609 65 SHEARWALL DESIGN 2nd FLOOR BAND TO 1st FLOOR CEILING BAND: Pzb=[351 plf-(0.6 x 12 psf x 8.5 ft+10 psf x 15.75 ft/2)] = 211 plf 281 lbs x 16 in O.C./12 in/ft= 281 lbs/STUD CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(7/16"SIDE) Z= 60 lbs x 1.6 96 lbs 211 plf/96 lbs/FASTENER= 2.2 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 5 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND ALTERNATE: 16 ga x 2.5 x 7/16"STAPLE(7/16"SIDE) Z= 40 lbs x 1.6= 64 lbs 211 plf/64 lbs/FASTENER= 3.3 FASTENERS/ft USE 16 ga x 2.5"x 7116"STAPLE(7116"SIDE)AT 3 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 281 lbs/STUD/128 lbs/FASTENER= 1.1 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 281 lbs/STUD/86 lbs/FASTENER= 1.6 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH STUD LOCATION WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 lbs/FASTENER 281 lbs/STUD 164 lbs/FASTENER= 4.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH STUD LOCATION ALTERNATE: / CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5 NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH STUD LOCATION BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA2022� 0053\SHEARCALCS\0#10477-A-E-SHEARCALCS.Xis RALEIGH,NC 27609 66 SHEARWALL DESIGN 1st FLOOR STUD TO CEILING&FLOOR BANDS: P1.b= PM= 211 plf = 281 lbs/STUD CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(7/16"SIDE) Z= 60 lbs x 1.6= 96 lbs 211 plf 196 lbs/FASTENER= 2.2 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 5 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 281 lbs/STUD/ lbs/FASTENER= 2.9 FASTENERS USE A MINIMUM TOTAL OF(6) 8d(0.131"x 2.5")NAIL(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: 16 ga x 2.5'x 7/16"STAPLE(7/16"SIDE) Z= 40 lbs x 1.6= 64 lbs 211 plf/64 lbs/FASTENER= 3.3 FASTENERS/ft USE 16 ga x 2.5"x 7116"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 281 lbs/STUD/ lbs/FASTENER= 4.4 FASTENERS USE A MINIMUM TOTAL OF(9)16 ga x 2.5"x 7116"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: CHECK STRAP: 1.112"x 20 ga STRAP Z= 951 lbs x 1.6= 1522 OKAY CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs 281 lbs/STUD/80 lbs I FASTENER= 1.8 FASTENERS 16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 281 lbs/STUD/86 lbs/FASTENER= 1.6 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5 NAILS Z= 64 lbs/FASTENER 281 lbs/STUD 164 lbs/FASTENER= 4.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\0#10477-A-E-SHEARCALCS,)ds RALEIGH,NC 27609 67 SHEARWALL DESIGN LATERAL LOAD AT ROORCEILING DIAPHRAGM WIND PERPENDICULAR TO RIDGE: d-per= 81 plf(Vasd) WIND PARALLEL TO RIDGE: d-para= 1398 plf(Vasd) CEILING DIAPHRAGM SHEATHING STANDARD CEILING SHEATHING: 1/2"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) CEILING SHEATHING SHEAR CAPACITY(v,')= 75 plf ROOF DIAPHRAGM SHEATHING REQUIREMENTS USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L.WI-Per/2= 13.25 ft'81 Of 12= 18 plf WR 31.5 ft STANDARD ROOF SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) ROOF SHEATHING SHEAR CAPACITY(v;)= 300 pif SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 300 pif x 0.92= 276 plf NET DIAPHRAGM SHEAR CAPACITY NO=yr+v,= 276 plf+75 pif= 351 pif STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L-W-Per/2= 13.25 ft`81 plf 12= 18 plf WR 31.5 ft STANDARD ROOF SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C,(FIELD ROOF SHEATHING SHEAR CAPACITY(v;)= 160 pif SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 160 pif x 0.85= 136 pif NET DIAPHRAGM SHEAR CAPACITY NO=yr+v�= 136 plf+75 pif= 211 pif STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-A-E-SHEARCALCS,xis RALEIGH,NC 27609 68 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES USING NAILS: CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 39 psf(Vasd) SUCTION FORCE= 39 psf x 16 in O.C./12 in/ft= 52 plf 52 plf/50 lbs 1 FASTENER = 1.1 FASTENERS I ft= 10 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 10 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 49 psf(Vasd) SUCTION FORCE= 49,psf x 16 in O.C./12 in/ft= 65 plf 65 plf/50 lbs/FASTENER = 1.3 FASTENERS/ft= 9 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): p= 58 psf(Vasd) SUCTION FORCE= 58 psf x 16 in O.C./12 in/ft F777777pif 77 plf/50 lbs/FASTENER = 1.6 FASTENERS/ft= 7 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(CORNER) USING STAPLES: CHECK FASTENERS: 16 ga x 1.5"(MIN LEG)STAPLE PENETRATION ONTO MAIN MEMBER= 1 in W= 20 lbs/in x 1 in x 1.6= 32 lbs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 39 psf(Vasd) SUCTION FORCE= 39 psf x 16 in O.C./12 in/ft= 52 plf 52 plf/32 lbs/FASTENER = 1.7 FASTENERS/ft= 7 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 7 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 49 psf(Vasd) SUCTION FORCE= 49 psf x 16 in O.C./12 in/ft= 65 plf 65 plf/32 lbs/FASTENER = 2.1 FASTENERS/ft= 5 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 5 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): p= 58 psf(Vasd) SUCTION FORCE= 58 psf x 16 in O.C./12 in/ft= 77 plf 77 plf/32 lbs/FASTENER = 2.5 FASTENERS/ft= 4 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 4 in O.C.(CORNER) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:M22\220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.xIs RALEIGH,NC 27609 69 SHEARWALL DESIGN FOR WALL ZONE 4(FIELD): STUD SPACING(SOC)= 16 in O.C. P= 34 psf(Vasd) STUD LOADING=34 psf x 16"C.C./12"/ft= 45 plf 45 plf = 0.9 FASTENERS/ft= 13 in O.C. 50 lbs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) STUD LOADING=41 psf x 16"C.C./12"/ft= 55 plf 55 plf = 1.1 FASTENERS/ft= 10 in O.C. 50 lbs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.a1s RALEIGH,NC 27609 70 SHEARWALL DESIGN LATERAL WALL LOAD AT FLOOR/CEILINGDIAPHRAGM 1st FLOOR: WIND PERPENDICULAR TO RIDGE: wl-per= 48 plf(Vasd) WIND PARALLEL TO RIDGE: wl-para= 287 pif(Vasd) 2nd FLOOR: WIND PERPENDICULAR TO RIDGE: wl-per= 43 plf(Vasd) WIND PARALLEL TO RIDGE: wl-para= 257 plf(Vasd) LATERAL FRAMING CONNECTION LOADS FROM WIND: TRUSS TO TOP PLATE CONNECTION: P, 81 plf x 16 in O.C.112 in/ft= 108 lbs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 108 lbs 1 109 Ibs I FASTENER = 1 FASTENERS USE A MINIMUM OF(1) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS ALTERNATE: CHECK FASTENERS: 16d'(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 108 lbs 1159 lbs/FASTENER = 0.7 FASTENERS USE A MINIMUM OF(1)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS PLATE TO PLATE CONNECTION: PC= 81 pif CHECK'FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 lbs 81 plf/131 lbs I FASTENER = 0.7 FASTENERS/ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2'SIDE)AT 16 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 81 pif/192 lbs/FASTENER = 0.5 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(11/2"SIDE)AT 16 in O.C.PLATE TO PLATE PLATE TO STUD CONNECTION: Pr= 41 psfx9.5ft/2= 195 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.67= 88 lbs(ENDNAILED) 195lbs/88lbs/FASTENER = 2.3 FASTENERS USE A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(11/2"SIDE)(ENDNAILED)EACH END OF EACH STUD ALTERNATE: CHECK FASTENERS: 16d(0.162"'x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.67= 129 lbs(ENDNAILED) 195 lbs/129 lbs/FASTENER = 1.6 FASTENERS USE A MINIMUM OF(2)16d(0.162"x3.5")NAIL(11/2"SIDE)(ENDNAILED)EACH END OF EACH STUD BOTTOM PLATE TO FLOOR CONNECTION: PC= 41 psf x 9.5 ft/2 x 12 in/16 in O.C.= 147 plf CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 147 plf/131 lbs/FASTENER = 1.2 FASTENERS/ft= 10 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"'SIDE)AT 10 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 147 plf/192 lbs I FASTENER = 0.8 FASTENERS/ft= 15 in O.C. USE 16d(0.162'x 3.5")NAIL(1 112"SIDE)AT 15 in O.C.PLATE TO PLATE BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:=221220053\SHEARCALCS\O#10477-A-ESHEARCALCS.xis RALEIGH,NC 27609 71 SHEARWALL DESIGN TOP PLATE SPLICE LENGTH ROOF DIAPHRAGM LOADING(W-per)= 81 plf FLOOR DIAPHRAGM LOADING(FLI-per)= 48 plf ROOF DIAPHRAGM LOADING CONTROLS DIAPHRAGM CHORD FORCE= T= wl-per*L2 = 81 Of x 13.25 ft A 2= 45 lbs 8*W 8x40ft CHECK FASTENERS: 2 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 82 lbs x 1.6 = 131 lbs REQUIRED SPLICE LENGTH: w/(2) 8d(0.131"x2.5")NAIL(1 112"SIDE)AT 4 in O.C.T x do/12 in/ft = 45 lbs x 4 in O.C./12 in /ft=. 1 ft 2Z 2x131 lbs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft wl(2)ROWS 8d(0.131"x 2.5")NAIL(1'112"SIDE)AT 4 in O.C. ALTERNATE: CHECK FASTENERS: 2 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 120 lbs x 1.6 = 192 lbs REQUIRED SPLICE LENGTH: wl(2)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 4 in O.C.Tx dc/12 in/ft = 45 lbs x 4 in O.C./12 in /ft= 1 ft 2Z 2x192lbs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 16d(0.162"x 3.5")NAIL(111/2"SIDE)AT 4 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, QI202212200531SHEARCALCSIO#10477-A-ESHEARCALCS.'As RALEIGH,NC 27609 72 SHEARWALL DESIGN FLOOR DIAPHRAGM SHEATHING REQUIREMENTS 2nd FLOOR USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L x FLL,ar/2= 13.25 ft x 257 pIf/2= 43 plf WR 40ft STANDARD 2ND FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) FLOOR SHEATHING SHEAR CAPACITY(v;)= 255 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 255 plf x 0.92= 235 plf NET DIAPHRAGM SHEAR CAPACITY(v„)=v,+vc= 235 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L x Wl-w/2= 13.25 ft x 257 pIf/2= 43 plf WR 40 ft STANDARD 2ND FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD FLOOR SHEATHING SHEAR CAPACITY(w')= 155 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 pIf x 0.85= 132 plf NET DIAPHRAGM SHEAR CAPACITY NJ=v,+vc= 132 plf+75 plf= 207 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.Ns RALEIGH,NC 27609 73 SHEARWALL DESIGN list FLOOR USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L x FI-Lpe,/2= 13.25 ft x 287 plf/2= 48 plf WR 40ft STANDARD 1st FLOOR SHEATHING: 19132"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) FLOOR SHEATHING SHEAR CAPACITY(v;)= 255 pif SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 255 plf x 0.92= 235 plf NET DIAPHRAGM SHEAR CAPACITY(v„)=v,+vc= 235 pif STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L x FLI-P.,12= 13.25 ft x 287 pif/2= 48 pif WR 40 ft STANDARD 1st FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD FLOOR SHEATHING SHEAR CAPACITY(ve)= 155 pif SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 pif x 0.85= 132 plf NET DIAPHRAGM SHEAR CAPACITY(v„)= 132 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.xIs RALEIGH,NC 27609 74 SHEARWALL DESIGN SECOND FLOOR ENDWALL#1 SHEATHING LENGTH REQUIREMENTS EXTERIOR END SECOND FLOOR WIDTH(W2)= 40 It SECOND FLOOR LENGTH(1-2)= 13.25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(VWINT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(VW)_(VW x CG x Cub)+(VWINT x CG x Cub)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(I—LI)= 14.25 ft PERCENT FULL HEIGHT SHEATHING= 36% MAX.UNRESTRAINED OPENING HEIGHT= 1.5 ft SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(N-d)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rend1)=(L2 X ft-per+L2 x w4,,)/Nend+ADDITIONAL= Rends= 13.25 ft x 81 plf+13.25 It x 43 plf 12+0 lbs= 822 lbs MIN.LENGTH SEGMENTED SHEARWALLS(LEw)=Rendt/V= 822 lbs/483 plf= 1.7 It PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LsEw 1 Co=1.7 ft/1= 1.7 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=1.7 ft PROVIDED=14.25 It SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE7)= Rend1 x H = UE2=822 lbs x 8.5 ft = 491 lbs 1LixGo 14.25ftx1 HORIZONTAL SHEAR: V= Rend = 822 lbs = 58 plf W 14.25 ft SHEATHING SUCTION CONNECTION PER ASCE 7 fC&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 psf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:I202212200SMSHEARCALCS M0477-A-ESHEARCALCSxIs RALEIGH,NC 27609 75 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM 1 TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 58 plf/109 lbs/FASTENER = 0.6 FASTENERS/ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(11/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 58 plf/159 lbs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 58 plf/540 lbs/FASTENER = 0.2 FASTENERS/ft= 60 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C.'V022\2200531SHEARCALCS\O#10477-A-E-SHEARCALCS.xis RALEIGH,NC 27609 76 SHEARWALL DESIGN SECOND FLOOR ENDWALL#2 SHEATHING LENGTH REQUIREMENTS "G-H"MODULE END SECOND FLOOR WIDTH(W2)= 40 ft SECOND FLOOR LENGTH(1-2)= 13.25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(VWMT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(C„b)= 1 ADJUSTED WIND SHEARWALL STRENGTH(V,N)_(VW x CG x C�b)+(VWINT x CG x C„b)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(-LI)= 33.33 ft PERCENT FULL HEIGHT SHEATHING= 83% MAX.UNRESTRAINED OPENING HEIGHT= 8.5 ft SHEAR ADJUSTMENT FACTOR(Co)= 0.746(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Need)= 2 ADDITIONAL WALL WIND LOAD= 1991 lbs FROM CENTER 2FL EW#1 WIND SHEARWALL REACTION(Rend2)=(1-2 x H-p.,+L2 x WFper)/Nend+ADDITIONAL= Rena=13.25 ft x 81 pff+13.25 ft x 43 plf/2+1991 lbs= 2813 lbs MIN.LENGTH SEGMENTED SHEARWALLS(LEw)=Rend2/V = 2813 lbs/483 plf= 5.82 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LEW 1 Co=5.82 ft/0.746= 7.81 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=7.81 ft PROVIDED=33.33 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rend2x H = UE2=2813 lbs x 8.5 ft = 962 lbs I Li x Co 33.33 ft x 0.746 HORIZONTAL SHEAR: V= Rend = 2813 lbs = 84 pff W 33.33 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C.112 in/ft= 45 pff 45 plf/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= E777777FP,f 55 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x Y'(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALMOM 0477-A-ESHEARCALCS.)ds RALEIGH,NC 27609 77 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 84 plf/109 lbs/FASTENER = 0.8 FASTENERS/ft= 15 in O.C. USE 8d(0.131"x 2.5")NAIL(11/2"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 84 pif/159 lbs/FASTENER = 0.6 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 84 pif/540 lbs/FASTENER = 0.2 FASTENERS/ft= 60 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C=221220053\SHEARCALCS\O#10477-A-ESHEARCALCS.xIs RALEIGH,NC 27609 p 70 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#1 SHEATHING LENGTH REQUIREMENTS BEDROOM#3 SIDE TRIBUTARY LENGTH(TLI)= 3.83 ft SECOND FLOOR LENGTH(1-2)= 7.2 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(VWINT)= 400 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.923 BLOCKING ADJ.FACTOR(C�b)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cub)+(VWiNT x CG x C„b)= (400 plf x 0.92'x 1)+(400 pff x 0.923 x 1)= 737 pff MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(-'Li)= 7.2 ft PERCENT FULL HEIGHT SHEATHING= 100% MAX.UNRESTRAINED OPENING HEIGHT= 0 ft SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nside)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Reidel)=(W2 X H-p..+W2 X WFps.)/Neide+ADDITIONAL= Rudel=3.83 ft x 1398 pff+3.83 ft x 257 plf/2+0 lbs= 3170 lbs MIN.LENGTH SEGMENTED SHEARWALLS(Lsw)=RWO/V = 3170 lbs/737 pff= 4.3 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=LsW/Co=4.3 ft/1= 4.3 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=4.3 ft PROVIDED=7.2 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED LINO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(Us1)= Rs1de1 x H = Us1=3170 lbs x 8.5 ft = 3743 lbs V-LixCo 7.2ftx1 HORIZONTAL SHEAR: V= Rside = 3170 lbs = 440 plf W 7.2 ft SHEATHING SUCTION CONNECTION PER ASCE 7 ICBG PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): P= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 pff 45 pff/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, 0:\20221220053\SHEARCALCS\0#10477-A-ESHEARCALCS.xis RALEIGH,NC 27609 79 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 440 plf/109 lbs/FASTENER = 4.1 FASTENERS/ft= 2 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 440 plf/159 lbs/FASTENER = 2.8 FASTENERS/ft= 4 in O.C. USE 16d(0.162"x 3.5")NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 4 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 440 plf/540 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 13 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\209Z 0053\SHEARCALCS\0#10477-A-E-SHEARCALCS.xk RALEIGH,NC 27609 80 SHEARWALL DESIGN WIND PRESSURES FOR COLLECTORS(MWFRS)(SEE WIND CALCI: LOAD CASE A-WIND FROM SIDE WALL: POSITIVE INTERNAL PRESSURE: ZONE 1(FIELD)PRESSURES: P1= 11 psf ZONE 4(FIELD)PRESSURES: P4= -15 psf NEGATIVE INTERNAL PRESSURE: ZONE 1(FIELD)PRESSURES: P1= 21 psf ZONE 4(FIELD)PRESSURES: P4= -6 psf LOAD CASE B-WIND FROM END WALL: POSITIVE INTERNAL PRESSURE: ZONE 5(FIELD)PRESSURES: P5= 6 psf ZONE 6(FIELD)PRESSURES: P6= -13 psf NEGATIVE INTERNAL PRESSURE: ZONE 5(FIELD)PRESSURES: PS= 16 psf ZONE 6(FIELD)PRESSURES: P6= -3 psf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-A-E-SHEARCALCS.xIs RALEIGH,NC 27609 81 SHEARWALL DESIGN SECOND FLOOR CEILING COLLECTORS COLLECTOR 1-3 TRIBUTARY LENGTH COLLECTOR 1-3= 19.4 ft CALCULATED COLLECTOR LOAD AT SECOND FLOOR CEILING= 16 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT/2+19.4 ft WIDTH x 11.66 It GABLE HEIGHT= 1545 lbs -13 psf x 19.4 It WIDTH x 8.5 ft WALL HEIGHT/2+19.4 ft WIDTH x 11.66 ft GABLE HEIGHT= -846 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 423 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs I FASTENER 423 lbs/STUD/80 lbs/FASTENER= 1.7 FASTENERS 16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs I FASTENER 423 lbs/STUD 186 lbs/FASTENER= 2.5 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5 NAILS Z= 64 lbs/FASTENER 423 lbs/STUD/64 lbs/FASTENER= 6.6 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5 NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1545 lbs+423 lbs= 1968 lbs COLLECTOR 2.3 TRIBUTARY LENGTH COLLECTOR 2-3= 16.2 It CALCULATED COLLECTOR LOAD AT SECOND FLOOR CEILING= 16 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT/2+16.2 ft WIDTH x 11.66 ft GABLE HEIGHT= 1290 lbs -13 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT/2+16.2 ft WIDTH x 11.66 ft GABLE HEIGHT= -706 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 353 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 353 lbs/STUD/80 lbs/FASTENER= 1.4 FASTENERS 16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 353 lbs I STUD 186 lbs I FASTENER= 2.1 FASTENERS OKAY FOR 1 112"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131'x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x2.5"NAILS Z= 64 lbs/FASTENER 353 lbs/STUD/64 lbs/FASTENER= 5.5 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(6)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5 NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1290 lbs+353 lbs= 1643 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-A-ESHEARCALCS.A. RALEIGH,NC 27609 82 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS BEDROOM#2 SIDE TRIBUTARY LENGTH(TI-4)= 1 ft SECOND FLOOR LENGTH(L2)= 23.75 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(Vw)= 400 plf SHEARWALL STRENGTH(VWINT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cub)+(VWINT x CG x Cub)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(11-1)= 7.2 ft PERCENT FULL HEIGHT SHEATHING= 30% MAX.UNRESTRAINED OPENING HEIGHT= 5 ft SHEAR ADJUSTMENT FACTOR(C,)= 0.661 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(NddJ= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rdde2)=(W2 x Il-p..+W2 x wp,,)/Nide+ADDITIONAL= R,�de2=1 ft x 1398 plf+1 ft x 257 plf/2+0 lbs= 828 lbs MIN.LENGTH SEGMENTED SHEARWALLS(Ls,,,)=Rrjde2/V = 828 lbs/483 plf= 1.71 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=Lsw/Co=1.71 ft 10.661= 2.59 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=2.59 ft PROVIDED=7.2 It SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(Us2)= Rside2x H = UE2=828 lbs x 8.5 ft = 1479 lbs �LIxCG 7.2ftx0.661 HORIZONTAL SHEAR: V= Rside = 828 lbs = 115 plf W 7.2 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0,131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C.112 in/ft= 45 ptf 45 plf 150 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= E7755 plf 55 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@022I220053kSHEARCALCSIO#10477-A-ESHEARCALCS.)ds RALEIGH,NC 27609 83 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE 1 RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 115 plf/109 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. USE 8d(0.131"x 2.5")NAIL(11/2"SIDE)(TOENAILED)AT A MAXIMUM OF 10 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 115 pif/159 lbs/FASTENER = 0.8 FASTENERS/ft= 15 in O.C. USE 16d(0.162"x 3.5")NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 115 pif/540 lbs/FASTENER = 0.3 FASTENERS/ft= 40 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 40 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C-.=22\2200531SHEARCALCSIO#10477-A-E-SHEARCALCS.As RALEIGH,NC 27609 84 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1 SHEATHING LENGTH REQUIREMENTS EXTERIOR END FIRST FLOOR WIDTH(Wj)= 32.5 ft FIRST FLOOR LENGTH(LI)= 13.25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 518"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(VWiNT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cub)+(VWINT x CG x Cu.)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(—�Lj)= 32.5 ft PERCENT FULL HEIGHT SHEATHING= 81 % MAX.UNRESTRAINED OPENING HEIGHT= 1.5 ft SHEAR ADJUSTMENT FACTOR(Ce)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rend))=2FLRendl+L,x FLEper/Nend+ ADDITIONAL= Rend)=822 lbs+13.25 ft x 48 plf/2+0 lbs= 1140 lbs MIN.LENGTH SEGMENTED SHEARWALLS(LEw)=Rend)/V = 1140 lbs/483 plf= 2.36 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LEW/Co=2.36 ft/1= 2.36 ft PERFORATED FULL HEIGHT SHEATHING C PERFORATED FULL HEIGHT SHEATHING REQUIRED=2.36 ft PROVIDED=32.5 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rend)x H = UE2= 1140 lbs x 9.5 ft = 334 lbs rLixCo 32.5ftx1 HORIZONTAL SHEAR: V= Rend = 1140 lbs = 35 pff W 32.5 ft SHEATHING SUCTION CONNECTION PER ASCE 7 ICBC PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): P= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 pff 55 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022Q20053\SHEARCALCS\O#10477-A-ESHEARCALCS.Yis RALEIGH,NC 27609 85 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND SILL PLATE CONNECTION: CHECK FASTENERS: 8d(0.131"x2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 35 plf 1 109 lbs/FASTENER = 0.4 FASTENERS I ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 35 plf/159 lbs/FASTENER = 0.3 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE`. CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 35 plf/540 lbs/FASTENER = 0.1 FASTENERS/ft= 120 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 72 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+L7 x(3/4`FLFpef)/2= V= 1140 Ibs+13.25 ft x(3/4'287 plf)/2 2567 lbs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 2567 lbs/1840 lbs/FASTENER = 1.4 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (40 ft-2)1(2-1)= 72 in 2567 lbs/1840 lbs/FASTENER = 1.4 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 2567lbs 12830lbs/FASTENER = 1 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (40 ft-2)I(1-1)= 72 in 2567lbs 12830lbs/FASTENER = 1FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.kis RALEIGH,NC 27609 86 SHEARWALL DESIGN FIRST FLOOR ENDWALL#2 SHEATHING LENGTH REQUIREMENTS "C-D"MODULE END FIRST FLOOR WIDTH(Wt)= 40 ft FIRST FLOOR LENGTH(LI)= 13.25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 3 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 785 plf SHEARWALL STRENGTH(VWINT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(C„b)= 1 BLOCKING ADJ.FACTOR(C„b)= 1 ADJUSTED WIND SHEARWALL STRENGTH(V,N)_(VW x CG x C„b)+(VWINT x CG x C„b)= (785 plf x 0.92 x 1)+(115 plf x 1 x 1)= 837 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(?",L;)= 14.75 ft PERCENT FULL HEIGHT SHEATHING= 37% MAX.UNRESTRAINED OPENING HEIGHT= 8.5 ft SHEAR ADJUSTMENT FACTOR(Co)= 0.49(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 2900 lbs FROM CENTER 1 F EW1 WIND SHEARWALL REACTION(Rendz)=2FLRend2+Li x FL�per/Nend+ ADDITIONAL= Rend2=13.25 ft x 48 plf/2+2813 lbs+2900 lbs= 6031 lbs MIN.LENGTH SEGMENTED SHEARWALLS(LE.)=Rendz/V = 6031 lbs 1837 plf= 7.21 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LEW/CO=7.21 It/0.49= 14.72 It PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=14.72 ft PROVIDED=14.75 It SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rend2 x H = UE2=6031 lbs x 9.5 ft = 7928 lbs SLixCG 14.75ftx0.49 HORIZONTAL SHEAR: V= Rend = 6031 lbs = 591 pif W 10.2 ft SHEATHING SUCTION CONNECTION PER ASCE 7 IC&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 3 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA20221220053\SHEARCALCS\0#10477-A-ESHEARCALCS.zIs RALEIGH,NC 27609 87 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 591 plf/109 lbs/FASTENER = 5.5 FASTENERS/ft= 2 in O.C. USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 591 plf 1159 lbs/FASTENER = 3.8 FASTENERS/ft= 3 in O.C. USE 16d(0.162"x 3.5")NAIL(11/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 591 plf/540 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 10 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+L,x(3/4`FLFPer)/2= V= 7.21 lbs+13.25 It x(3/4'287 plf)/2 1434 lbs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 1434 lbs/1840 lbs/FASTENER = 0.8 FASTENERS BOLT SPACING= (W-2)/(N-1)= (40ft-2)/(1-1)= 72 in 1434 lbs/1840 lbs/FASTENER = 0.8 FASTENERS USE 112"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 518"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 1434 lbs/2830 lbs/FASTENER = 0.6 FASTENERS BOLTSPACING= (W-2)/(N-1)= (40ft-2)/(1-1)= 72in 1434 lbs 12830 lbs/FASTENER = 0.6 FASTENERS USE 518"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ENDWALL#2 FLOOR COLLECTOR TRIBUTARY LENGTH ENDWALL#2 FLOOR COLLECTOR= 16.92 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR= 21 psf x 16.92 ft WIDTH x(9.5 ft WALL+8.5 ft WALL+11.66 ft ROOF+1 ft PER FLOOR)= 11249 lbs -15 psf x 16.92 ft WIDTH x(9.5 ft WALL+8.5 ft WALL+11.66 ft ROOF+1 ft PER FLOOR)= -8035 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 4018 IbslSTRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs NO GOOD CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 4018 lbs/STUD/80 lbs/FASTENER= 15.7 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 4018 lbs/STUD/86 lbs/FASTENER= 23.4 FASTENERS NO GOOD FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR N/A EACH END NIA EACH END ALTERNATE: CHECK STRAP: SIMPSON CMSTCI6 STRAP Z= 4690 lbs OKAY CHECK STRAP FASTENERS: 58 0.148"x 3.25'NAILS Z= 81 lbs/FASTENER 4018 lbs/STUD/81 lbs/FASTENER= 49.6 FASTENERS OKAY FOR A SIMPSON CMSTC16 STRAP WITH(50)0.148"x 3.25"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA24 STRAP Z= 1235 lbs NO GOOD CHECK STRAP FASTENERS: 18 0.148"x 2.5 NAILS NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 11249 lbs+8035 lbs= 19284 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\2200531SHEARCALCS\O#10477-A-E-SHEARCALCS.Yis RALEIGH,NC 27609 p 88 SHEARWALL DESIGN BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA20221220053\SHEARCALCS\0#70477-A-E-SHEARCALCS.XIs RALEIGH,NC 27609 89 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#1 SHEATHING LENGTH REQUIREMENTS KITCHEN SIDE TRIBUTARY LENGTH(TI-1)= 3.83 ft FIRST FLOOR LENGTH(Lt)= 13.75 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 3 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 785 plf SHEARWALL STRENGTH(VW,NT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cab)= 1 BLOCKING ADJ.FACTOR(Cab)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vv)_(VW x CG x Cab)+(VWINT x CG x Cab)= (785 plf x 0.92 x 1)+(115 plf x 1 x 1)= 837 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(.s.L;)= 7 ft PERCENT FULL HEIGHT SHEATHING= 51 % MAX.UNRESTRAINED OPENING HEIGHT= 5 ft SHEAR ADJUSTMENT FACTOR(Co)= 0.783(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nand)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rvdel)=2FLReidel+W,x FLl.para/Nend+ADDITIONAL= Rsidel=3170 lbs+3.83 ft x 287 pif 12+0 lbs= 3720 lbs MIN.LENGTH SEGMENTED SHEARWALLS(Le,,,)=Rsdet/V = 3720 lbs/837 plf= 4.44 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=LsW I Co=4.44 ft 10.783= 5.68 It PERFORATED FULL HEIGHT SHEATHING C PERFORATED FULL HEIGHT SHEATHING REQUIRED=5.68 It PROVIDED=7 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rsldel X H = UE2=3720 lbs X 9.5 ft = 6448 lbs v—LixCo 7ftx0.783 HORIZONTAL SHEAR: V= Rside = 3720 lbs = 531 plf L 7ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 pff 45 plf/50 lbs/FASTENER = 0.9 FASTENERS I ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 3 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#70477-A-ESHEARCALCS.xIs RALEIGH,NC 27609 90 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND SILL PLATE CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 Ibs(TOENAILED) 531 plf/109 lbs/FASTENER = 4.9 FASTENERS/ft= 2 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 112"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 Ibs(TOENAILED) 531 plf/159 lbs I FASTENER = 3.4 FASTENERS I ft= 3 in O.C. USE 16d(0.162"x 3.5")NAIL(11/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 531 plf/540 lbs/FASTENER = 1 FASTENERS/ft= 12 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 12 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W,x(314'FLFPa,)/2= V= 3720 Ibs+40 ft x(3/4.48 pID/2 4440 lbs CHECK FASTENERS: 112"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 4440 lbs/1840 lbs/FASTENER = 2.5 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (40 ft-2)1(3-1)= 72 in 4440 Ibs/1840 lbs/FASTENER = 2.5 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 4440 lbs 12830 lbs/FASTENER = 1.6 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (40 ft-2)/(2-1)= 72 in 4440 lbs/2830 Ibs/FASTENER = 1.6 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C.,=22\220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.Ns RALEIGH,NC 27609 91 SHEARWALL DESIGN FIRST FLOOR CEILING COLLECTORS COLLECTOR 1-2 TRIBUTARY LENGTH COLLECTOR 1-2= 19.4 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR CEILING= 16 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT/2+19.4 ft WIDTH x 9.5 ft WALL HEIGHT/2= 1411 lbs -13 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT/2+19.4 ft WIDTH x 9.5 ft WALL HEIGHT/2= -980 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 490 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 490 lbs/STUD/80 lbs/FASTENER= 1.9 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 490 lbs/STUD/86 lbs/FASTENER= 2.8 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5 NAILS Z= 64 lbs/FASTENER 490 lbs/STUD/64 lbs/FASTENER= 7.7 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(810.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5 NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1411 lbs+980 lbs= 2391 lbs COLLECTOR 2-2 TRIBUTARY LENGTH COLLECTOR 2-2= 16.2 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR CEILING= 16 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT/2+16.2 ft WIDTH x 9.5 ft WALL HEIGHT/2= 1179 lbs -13 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT/2+16.2 ft WIDTH x 9.5 ft WALL HEIGHT/2= -818 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 409 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 409 lbs/STUD/80 lbs/FASTENER= 1.6 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 409 lbs/STUD/86 lbs/FASTENER= 2.4 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x2.5"NAILS Z= 64 lbs/FASTENER 409 lbs/STUD/64 lbs/FASTENER= 6.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5 NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1179 lbs+818 lbs= 1997 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCSlO#10477-A-ESHEARCALCS.ais RALEIGH,NC 27609 92 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS BATH#1 SIDE TRIBUTARY LENGTH(TI-4)= 1 ft FIRST FLOOR LENGTH(1-1)= 13.75 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER: 0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 pif SHEARWALL STRENGTH(VWiM)= 115 pif FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cub)+NWINT x CG x Cub)_ (400 pif x 0.92 x 1)+(115 pif x 1 x 1)= 483 pif MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(—IL;)= 9.1 ft PERCENT FULL HEIGHT SHEATHING= 66% MAX.UNRESTRAINED OPENING HEIGHT= 6.8 ft SHEAR ADJUSTMENT FACTOR(Co)= 0.723(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 1360 lbs FROM GARAGE ENDWALL WIND SHEARWALL REACTION(Rend1)=2FLR6&2+W1 x FLI imf/Nend+ADDITIONAL= Rend1=828 lbs+1 ft x 287 pif/2+1360 lbs= 2332 lbs MIN.LENGTH SEGMENTED SHEARWALLS(Ls,,,)=Rs;a/V = 2332 lbs/483 plf= 4.83 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=LsW/Co=4.83 ft 10.723= 6.69 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=6.69 ft PROVIDED=9.1 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED LINO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rend1 X H = UE2=2332 lbs x 9.5 ft = 3368 lbs v—L,xCD 9.1ftx0.723 HORIZONTAL SHEAR: V= Rend = 2332 lbs = 256 plf W 9.1 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 19132"RATED SHEATHING(BLOCKED) PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plF 45 pif/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19/32'RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19132'RATED SHEATHING(BLOCKED)AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120222200531SHEARCALCSI0#10477-A-E-SHEARCALCS.,As RALEIGH,NC 27609 93 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE I RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 256 plf/109 lbs/FASTENER = 2.4 FASTENERS/ft= 5 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 5 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 256 plf/159 lbs/FASTENER = 1.7 FASTENERS/ft= 7 in O.C. USE 16d(0.162"x 3.5")NAIL(11/2"SIDE)(TOENAILED)AT A MAXIMUM OF 7 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 256 pif/540 lbs/FASTENER = 0.5 FASTENERS/ft= 24 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 24 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W7 x(314'FL4Per)/2= V= 2332 lbs+40 ft x(3/4`48 plf)/2 3052 lbs CHECK FASTENERS: 112"DIA ANCHOR BOLT(2500 psi MIN Fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 3052 lbs/1840 lbs/FASTENER = 1.7 FASTENERS BOLTSPACING= (W-2)/(N-1)= (40ft-2)/(2-1)= 72 in 3052 lbs/1840 lbs/FASTENER = 1.7 FASTENERS USE 112"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 3052 lbs 12830 lbs/FASTENER = 1.1 FASTENERS BOLT SPACING= (W-2)/(N-1)= (40ft-2)/(2-1)= 72 in 3052 lbs/2830 lbs/FASTENER = 1.1 FASTENERS USE 518"DIA ANCHOR BOLT(2500 psi MIN Pm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, 0:120221220053\SHEARCALCSXO#10477-A-E-SHEARCALCS.xIs RALEIGH,NC 27609 94 SHEARWALL DESIGN FIRST FLOOR COLLECTORS COLLECTOR 1-1 TRIBUTARY LENGTH COLLECTOR 1-1= 19.4 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR= 16 psf x 19.4 ft WIDTH x 9.5 ft WALL HEIGHT/2= 1474 lbs -13 psf x 19.4 ft WIDTH x 9.5 ft WALL HEIGHT/2= -1198 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 599 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 599 lbs/STUD/80 lbs/FASTENER= 2.3 FASTENERS 16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 599 lbs/STUD/86 lbs/FASTENER= 3.5 FASTENERS OKAY FOR 1 112"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(4)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 lbs/FASTENER 599 lbs/STUD/64 lbs/FASTENER= 9.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(10)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5 NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1474 lbs+1198 lbs= 2672 lbs COLLECTOR 2-1 TRIBUTARY LENGTH COLLECTOR 2-1= 16.2 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR= 16 psf x 16.2 ft WIDTH x 9.5 ft WALL HEIGHT/2= 1231 lbs -13 psf x 16.2 ft WIDTH x 9.5 ft WALL HEIGHT/2= -1000 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 500 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131'x2.5")NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 500 lbs/STUD 180 lbs/FASTENER= 2 FASTENERS 16 ga x 2.5 x 7116"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 500 lbs/STUD 186 lbs/FASTENER= 2.9 FASTENERS OKAY FOR 1 112"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5 NAILS Z= 64 lbs/FASTENER 500 lbs/STUD/64 lbs/FASTENER= 7.8 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5 NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1231 lbs+1000 lbs= 2231 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\202212200531SHEARCALCSIO#10477-A-ESHEARCALCS.tds RALEIGH,NC 27609 95 SHEARWALL DESIGN COMBINED CORNER HOLDDOWN REQUIREMENTS UPLIFT FORCES:(SEE ABOVE FOR CALCULATIONS) 2nd FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 491 lbs 2nd FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 962 lbs 2nd FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 3743 lbs 2nd FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 1479 lbs 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE1)= 334 lbs 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE1)= 7928 lbs 1 st FLOOR SIDEWALL#1 UPLIFT FORCE(USI)= 6448 lbs 1 st FLOOR SIDEWALL#2 UPLIFT FORCE(US1)= 3368 lbs DEAD LOADS: FIRST FLOOR WIDTH(W1)= 38 ft(MAX: 4 x CEILING HEIGHT) SECOND FLOOR WIDTH(W2)= 34 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR LENGTH(1-1)= 13.25 ft(MAX: 4 x CEILING HEIGHT) SECOND FLOOR LENGTH(1-2)= 13.25 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR HEIGHT(H1)= 9.5 ft SECOND FLOOR HEIGHT(1-12)= 8.5 ft ROOF&CEILING ASSEMBLY DEAD LOAD(RDL)= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\22005=HEARCALCS\O#10477-A-E-SHEARCALCSxis RALEIGH,NC 27609 96 SHEARWALL DESIGN SECOND FLOOR CORNER HOLD DOWN CONNECTIONS SECOND FLOOR ENDWALL#11 SIDEWALL#1 CORNER: SECOND FLOOR ENDWALL#11 SIDEWALL#1 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#1 UPLIFT FORCE(UE3)= 491 lbs 3rd FLOOR SIDEWALL#1 UPLIFT FORCE(US3)= 3743 lbs 2nd FLOOR ENDWALL#11 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x RDL x W2 x L2/8= 0.6x15psf x34ftx13.25ft18= 507 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W212)= 0.6 x 12 psf x 8.5 ft x 34 ft/2= 1040 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x L2/2)= 0.6 x 12 psf x 8.5 ft x 13.25 ft 12= 405 lbs TOTAL DEAD LOAD= 1952 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 3743 lbs-1952 lbs= 1791 lbs HOLDDOWN FORCE= 1791 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 5695 lbs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs 1791 lbs /951 lbs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 1791 lbs/ 2 STRAP/128 lbs/FASTENER= 3.5 FASTENERS 16 ga x 2.5 x 7116"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 1791 lbs/ 2 STRAP 186 lbs/FASTENER= 5.2 FASTENERS USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 lbs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5'NAILS Z= 83 lbs/FASTENER 1791 lbs/STUD/83 lbs/FASTENER= 21.6 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5"NAILS ACROSS FLOORICEILING LINE ALTERNATE: 1791 lbs /1235 lbs/STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 Ibs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5"NAILS OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1791 lbs CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 1791 Ibs/131 Ibs!FASTENER 1 2 ROWS = 6.9 ROWS= 15 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 lbs 1791 plf/192 lbs/FASTENER/ 2 ROWS = 4.7 ROWS= 21 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 1791 plf 1288 Ibs/FASTENER/ 2 ROWS = 3.2 ROWS= 26 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, GA2M%2200531SHEARCALCSIO#10477-A-E-SHEARCALCS.Ns RALEIGH,NC 27609 97 SHEARWALL DESIGN SECOND FLOOR ENDWALL#11 SIDEWALL#2 CORNER: SECOND FLOOR ENDWALL#1 I SIDEWALL#2 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#1 UPLIFT FORCE(UE3)= 491 lbs 3rd FLOOR SIDEWALL#2 UPLIFT FORCE(US3)= 1479 lbs 2nd FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x ROL x W2 x L2/8= 0.6x15psf x34ftx13.25ft/8= 507 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 ft/2= 1040 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x L2/2)= 0.6 x 12 psf x 8.5 ft x 13.25 ft/2= 405 lbs TOTAL DEAD LOAD= 1952 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1479 lbs-1952 lbs= -473 lbs HOLDDOWN FORCE= 0 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 3431 lbs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs 0 lbs 1951 lbs/STRAP= N/A STRAPS CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 0 lbs/ NIA STRAP/128 lbs/FASTENER=N/A FASTENERS 16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 0 lbs/ N/A STRAP l 86 lbs/FASTENER=N/A FASTENERS N/A NIA N/A ALTERNATE: CHECK STRAP: N/A Z= N/A lbs NIA CHECK STRAP FASTENERS: N/A N/A Z= N/A lbs!FASTENER 0 lbs 1 STUD/NIA lbs/FASTENER= N/A FASTENERS NIA ALTERNATE: 0 lbs 11235 lbs/STRAP= 0 STRAPS CHECK STRAP: N/A Z= N/A lbs NIA CHECK STRAP FASTENERS: N/A N/A NIA ACROSS FLOOR/CEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1040 lbs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 1040 lbs/131 lbs I FASTENER 1 2 ROWS = 4 ROWS= 26 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 1040 plf 1192 lbs/FASTENER/ 2 ROWS = 2.8 ROWS= 34 in O.C. USE(2)ROWS OF 16d(0.162'x 3.5")NAIL(11/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 1040 plf 1288 lbs/FASTENER/ 2 ROWS = 1.9 ROWS= 51 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112'SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS10#10477-A-ESHEARCALCS.)ds RALEIGH,NC 27609 98 SHEARWALL DESIGN SECOND FLOOR ENDWALL#2/SIDEWALL#1 CORNER: SECOND FLOOR ENDWALL#2/SIDEWALL#1 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#2 UPLIFT FORCE(UE3)= 962 lbs 3rd FLOOR SIDEWALL#1 UPLIFT FORCE(US3)= 3743 lbs 2nd FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x RDL x W2 x L2/8= 0.6x15psf x34ftx13.25ft18= 507 Ibs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 it 12= 1040 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WEIL x H2 x L2/2)= 0.6 x 12 psf x 8.5 ft x 13.25 ft/2= 405 lbs TOTAL DEAD LOAD= 1952 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 3743 lbs-1952 lbs= 1791 lbs HOLDDOWN FORCE= 1791 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 5695 lbs CHECK STRAP: 1 112"x 20 ga STRAP Z= 951 lbs 1791 lbs /951 lbs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 1791 lbs/ 2 STRAP 1128 lbs/FASTENER= 3.5 FASTENERS 16 ga x 2.5'x 7116"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 Ibs 1791 Ibs/ 2 STRAP/86 lbs/FASTENER= 5.2 FASTENERS USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 lbs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5 NAILS Z= 83 lbs/FASTENER 1791 lbs/STUD/83 Ibs/FASTENER= 21.6 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5"NAILS ACROSS FLOOR/CEILING LINE ALTERNATE: 1791 lbs /1235 lbs/STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 lbs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5'NAILS OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"'NAILS ACROSS FLOOR/CEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1791 lbs CHECK FASTENERS: 8d(0.131'x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 Ibs 1791 Ibs/131 lbs/FASTENER/ 2 ROWS = 6.9 ROWS= 15 in O.C. USE(2)ROWS OF 8d(0.131"x 2.6")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 lbs 1791 plf/192 lbs/FASTENER/ 2 ROWS = 4.7 ROWS= 21 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 1791 plf 1288 lbs/FASTENER 1 2 ROWS = 3.2 ROWS= 26 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2'SIDE)PLY-TO-PLY AT 26 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.A. RALEIGH,NC 27609 99 SHEARWALL DESIGN SECOND FLOOR ENDWALL#2/SIDEWALL#2 CORNER: SECOND FLOOR ENDWALL#21 SIDEWALL#2 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#2 UPLIFT FORCE(UE3)= 962 lbs 3rd FLOOR SIDEWALL#2 UPLIFT FORCE(US3)= 1479 lbs 2nd FLOOR ENDWALL#11 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x RDL x W2 x L2/8= 0.6x15psf x34Itx13.25ft18= 507 lbs ENDWALL WALL DEAD LOAD= 0.6 x(VHDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 It/2= 1040 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x 1-212)= 0.6 x 12 psf x 8.5 ft x 13.25 ft/2= 405 lbs TOTAL DEAD LOAD= 1952 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1479 lbs-1952 lbs= -473 lbs HOLDDOWN FORCE= 0 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 3431 lbs CHECK STRAP: 1 112"x 20 ga STRAP Z= 951 lbs 0 lbs /951 lbs/STRAP= NIA STRAPS CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 0 lbs/ NIA STRAP/128 lbs/FASTENER=N/A FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 0 lbs/ NIA STRAP 186 lbs/FASTENER=NIA FASTENERS NIA NIA NIA ALTERNATE: CHECK STRAP: N/A Z= NIA lbs NIA CHECK STRAP FASTENERS: N/A NIA Z= N/A lbs/FASTENER 0 lbs/STUD/N/A lbs/FASTENER= N/A FASTENERS NIA ALTERNATE: 0 lbs 11235 lbs/STRAP= 0 STRAPS CHECK STRAP: NIA Z= N/A lbs N/A CHECK STRAP FASTENERS: N/A N/A NIA ACROSS FLOOR/CEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1040 lbs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 1040 lbs/131 lbs/FASTENER/ 2 ROWS = 4 ROWS= 26 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 1040 plf 1 192 lbs/FASTENER 1 2 ROWS = 2.8 ROWS= 34 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 1040 plf 1288 lbs/FASTENER/ 2 ROWS = 1.9 ROWS= 51 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. + BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA20221220053\SHEARCALCSNO#10477-A-E-SHEARCALCS.xIs RALEIGH,NC 27609 100 SHEARWALL DESIGN FIRST FLOOR CORNER HOLD DOWN CONNECTIONS FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER:UPLIFT LOADS: 1 st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 334 lbs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 6448 lbs 1st FLOOR ENDWALL#11 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10psf x38ftx13.25ft/8= 378 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H7 x W7/2)= 0.6 x 12 psf x 9.5 ft x 38 ft/2 +2FL EW1 DL= 2340 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H7 x L7/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft/2 +2FL SWI DL= 858 lbs TOTAL DEAD LOAD= 3576 lbs UPLIFT FORCE= MAX WALL UPLIFT'-SELF WEIGHT= 6448 lbs-3576 lbs= 2872 lbs HOLDDOWN FORCE= 2872 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 10024 lbs CHECK STRAP: SIMPSON STHD14RJ Z= 3695 lbs 3695 lbs > 2872 lbs OKAY OKAY FOR A SIMPSON STHD14RJ CHECK STUDS: FOR SIMPSON STHD14RJ A MINIMUM OF 2 STUD(S)ARE REQUIRED 2872 lbs TENSION = 1 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 2872 lbs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 2872 lbs/131 lbs/FASTENER/ 2 ROWS = 11 ROWS= 11 in O.C. USE(2)ROWS OF 8d(0.1311"x2.5")NAIL(I 112"SIDE)PLY-TO-PLY AT 11 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 2872 plf 1 192 lbs/FASTENER/ 2 ROWS = 7.5 ROWS= 15 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 lbs 2872 plf 1288 lbs/FASTENER/ 2 ROWS = 5 ROWS= 23 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 23 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\7200531SHEARCALCS\O#l0477-A-ESHEARCALCS.Yi. RALEIGH,NC 27609 101 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1 AT SIDEWALL#2 END: FIRST FLOOR ENDWALL#1 AT SIDEWALL#2 END:UPLIFT LOADS: 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 334 lbs 1st FLOOR ENDWALL#11 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6xFDL xW2xL2/8= 0.6x10psfx38ftx13.25ft/8= 378 lbs ENDWALL WALL DEAD LOAD= lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L,/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft/2 +2FL SW2 DL= 858 lbs TOTAL DEAD LOAD= 1236 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 334 lbs-1236 lbs= -902.lbs HOLDDOWN FORCE= 0 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 1570 lbs CHECK STRAP: NIA Z= N/A Ibs N/A lbs N/A 0 lbs N/A NO PHYSICAL HOLDDOWN REQUIRED CHECK STUDS: FOR NIA A MINIMUM OF N/A STUD(S)ARE REQUIRED 0 lbs TENSION = 0 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 858 lbs CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 858 lbs/131 lbs/FASTENER 1 2 ROWS = 3.3 ROWS= 29 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 858 plf 1192 lbs/FASTENER/ 2 ROWS = 2.3 ROWS= 38 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 112"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1!2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 858 plf/288 lbs/FASTENER! 2 ROWS = 1.5 ROWS= 57 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.As RALEIGH,NC 27609 102 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#2 AT ENDWALL#1 SIDE: FIRST FLOOR SIDEWALL#2 AT ENDWALL#1 SIDE:UPLIFT LOADS: 1 st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 3368 lbs 1st FLOOR ENDWALL#11 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= ENDWALL WALL DEAD LOAD= SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 It x 13.25 ft/2 +2FL SW2 DL= 858 lbs TOTAL DEAD LOAD= 858 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 3368 lbs-858 lbs= 2510 lbs HOLDDOWN FORCE= 2510 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE=1 4226 lbs CHECK STRAP: SIMPSON STHD10RJ Z= 2750 lbs 2750 lbs > 2510 lbs OKAY OKAY FOR A SIMPSON STHDIORJ CHECK STUDS: FOR SIMPSON STHDIORJ A MINIMUM OF 2 STUD(S)ARE REQUIRED 2510 lbs TENSION = 1 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 251.0 lbs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 2510 lbs/131 lbs/FASTENER/ 2 ROWS = 9.6 ROWS= 12 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 12 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 2510 pif/192 lbs/FASTENER/ 2 ROWS = 6.6 ROWS= 17 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 2510 plf/288 lbs/FASTENER/ 2 ROWS = 4.4 ROWS= 23 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 23 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.xi. RALEIGH,NC 27609 103 SHEARWALL DESIGN FIRST FLOOR ENDWALL#21 SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#21 SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 7928 lbs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 6448 lbs 1st FLOOR ENDWALL#1 1 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6 x 10 psf x 38 ft x 13.25 ft 18= 378 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 38 ft/2 +2FL EW2 DL= 2340 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft/2 +2FL SW1 DL= 858 lbs TOTAL DEAD LOAD= 3576 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 7928 lbs-3576 lbs= 4352 lbs HOLDDOWN FORCE= 4352 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 11504 lbs CHECK STRAP: SIMPSON HD7B W/(3)STUDS Z= 6245 lbs 6245 lbs > 4352 lbs OKAY OKAY FOR A SIMPSON HD713 Wl(3)STUDS CHECK STUDS: FOR SIMPSON HD7B W/(3)STUDS A MINIMUM OF 3 STUD(S)ARE REQUIRED 4352 lbs TENSION = 2 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 4352 lbs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 4352 lbs/131 lbs/FASTENER 1 2 ROWS = 16.7 ROWS= 7 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 112'SIDE)PLY-TO-PLY AT 7 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 4352 plf/192 lbs/FASTENER 1 2 ROWS = 11.4 ROWS= 10 in O.C. USE(2)ROWS OF 16d(0.162'x3.5")NAIL(11/2"SIDE)PLY-TO-PLY AT 10 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 112"SIDE) Z= 180 lbs x 1.6 = 288 lbs 4352 plf/288 lbs/FASTENER 1 2 ROWS = 7.6 ROWS= 15 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112'SIDE)PLY-TO-PLY AT 15 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCSIO#l0477-A-ESHEARCALCS.)ds RALEIGH,NC 27609 104 SHEARWALL DESIGN FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 7928 lbs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 3368 lbs 1st FLOOR ENDWALL#11 SIDEWALL#1 CORNER DEAD LOADS: ROOFDEADLOAD= 0.6xFDLxW2xL2/8= 0.6x10psfx38ftxl3.25ft/8= 378 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x HI x W1/2)= 0.6 x 12 psf x 9.5 ft x 38 ft/2 +2FL EW2 DL= 2340 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x Ht x Lt/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft/2 +2FL SW2 DL= 858 lbs TOTAL DEAD LOAD= 3576 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 7928 lbs-3576 lbs= 4352 Ibs HOLDDOWN FORCE=F-[352 bs. DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE=1 11504 lbs CHECK STRAP: SIMPSON HD7B w/(3)STUDS Z= 6245 Ibs 6245 lbs > 4352 lbs OKAY OKAY FOR A SIMPSON HD71B w/(3)STUDS CHECK STUDS: FOR SIMPSON HD7B w/(3)STUDS A MINIMUM OF 3 STUD(S)ARE REQUIRED 4352 lbs TENSION = 2 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 4352 lbs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 4352 Ibs/131 lbs/FASTENER/ 2 ROWS = 16.7 ROWS= 7 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 7 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 4352 plf/192 Ibs/FASTENER/ 2 ROWS = 11.4 ROWS= 10 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 10 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 lbs 4352 plf/288 lbs/FASTENER/ 2 ROWS = 7.6 ROWS= 15 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 15 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\0#10477-A-ESHEARCALCS.,As RALEIGH,NC 27609 105 Section 4 CENTER SECTION SHEAR WALL CALCULATIONS 05/02/22 220053 106 SHEARWALL DESIGN Py �' 2'aF4�R ry^a��poR h rH Fboh I 40 Y\ O sr��RFN p& L JOB INFORMATION: JOB NUMBER= 220053 PLAN NAME/NUMBER= LEGACY O#10477-CENTER SECTION("C-D"&"G-H"MODULES) FIRST FLOOR WIDTH(W7)= 31.5 It MIN FIRST FLOOR SPAN(W7,)= 15.75 It FIRST FLOOR LENGTH(LI)= 20.42 ft SECOND FLOOR WIDTH(W2)= 31.5 ft MIN SECOND FLOOR SPAN(W2.)= 15.75 ft SECOND FLOOR LENGTH(1-2)= 20.42 ft ROOF SPAN(WR)= 31.5 ft FIRST FLOOR HEIGHT(HI)= 9.5 ft SECOND FLOOR HEIGHT(1-12)= 8.5 ft ROOF PITCH= 7/12 TRUSS SPACING(TOC)= 16 in STUD SPACING(SOC)= 16 in WIND SPEED(Vasd)= 105 mph=136 mph(Vult) EXPOSURE FACTOR= D aARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.As RALEIGH,NC 27609 107 SHEARWALL DESIGN SHEARWALL SUMMARY: SHEATHING FASTENER SPACING MUST USE THE MORE RESTRICTIVE OF THAT SPECIFIED FOR APPLICABLE UPLIFT,SUCTION,AND SHEAR CONNECTIONS SECOND FLOOR ENDWALL#1: "E"MODULE END REACTION ADDED TO WING SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR ENDWALL#2: "F"MODULE END REACTION ADDED TO WING SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR SIDEWALL#1: MODULE"H"PORTAL FRAME SEE ATTACHED CALCULATIONS CHORD FORCE(END STUD)STRAPS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF STUD((2)PLY MINIMUM) WITH A MINIMUM OF(3) 8d(0.131"x2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(5)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(12)0.131"x 2.5"NAILS EACH END OF EACH STUD((2)PLY MINIMUM) OR OKAY FOR A SIMPSON LSTA12 STRAP WITH(10)0.148"x 2.5"NAILS EACH END OF EACH STUD((2)PLY MINIMUM) OR A CONNECTION TO RESIST A TENSION FORCE OF 1444 lbs(TOTAL) SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 4 in O.C.(EDGE) SECOND FLOOR SIDEWALL#2: MODULE"G"PORTAL FRAME SEE ATTACHED CALCULATIONS CHORD FORCE(END STUD)STRAPS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF STUD((2)PLY MINIMUM) WITH A MINIMUM OF(4) 8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(6)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(14)0.131"x 2.5 NAILS EACH END OF EACH STUD((2)PLY MINIMUM) OR OKAY FOR A SIMPSON LSTA15 STRAP WITH(12)0.148"x 2.5 NAILS EACH END OF EACH STUD((2)PLY MINIMUM) OR A CONNECTION TO RESIST A TENSION FORCE OF 1745 lbs(TOTAL) SHEATHING SUCTION CONNECTION PER ASCE 7(C&C.PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 4 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022Q20053\SHEARCALCS\O#10477-CENTERSHEARCALCS.xis RALEIGH,NC 27609 108 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1: "A"MODULE END REACTION ADDED TO WING SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FIRST FLOOR ENDWALL#2: "B"MODULE END REACTION ADDED TO SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FIRST FLOOR SIDEWALL#1: MODULE"D"PORTAL FRAME SEE ATTACHED CALCULATIONS CHORD FORCE(END STUD)STRAPS NO GOOD FOR 1 1/2"x 20 ga STRAP EACH END OF STUD((3)PLY MINIMUM) N/A EACH END N/A EACH END OR OKAY FOR A SIMPSON CMST14 STRAP WITH(51)0.162"x 2.5"NAILS EACH END OF EACH STUD((3)PLY MINIMUM) OR NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5 NAILS EACH END OF EACH STUD((3)PLY MINIMUM) OR A CONNECTION TO RESIST A TENSION FORCE OF 9890 lbs(TOTAL) SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 2 in O.C.(EDGE) FIRST FLOOR SIDEWALL#2: MODULE"C"PORTAL FRAME SEE ATTACHED CALCULATIONS CHORD FORCE(END STUD)STRAPS NO GOOD FOR 1 1/2"x 20 ga STRAP EACH END OF STUD((2)PLY MINIMUM) N/A EACH END N/A EACH END OR OKAY FOR A SIMPSON CS14 STRAP WITH(28)0.131"x 2.5"NAILS EACH END OF EACH STUD((2)PLY MINIMUM) OR NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5"NAILS EACH END OF EACH STUD((2)PLY MINIMUM) OR A CONNECTION TO RESIST A TENSION FORCE OF 4599 lbs(TOTAL) SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19/32"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19/32"RATED SHEATHING(BLOCKED)AT 2 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:=22�220053\SHEARCALCS\O#10477-CENTER-SHEARCALCS.xls RALEIGH,NC 27609 109 SHEARWALL DESIGN SHEATHING SUMMARY: STANDARD CEILING SHEATHING: 1/2"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) STANDARD ROOF SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR ROOF ZONE 1(FIELD): ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(CORNER) STANDARD ROOF SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR ROOF ZONE 1(FIELD): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING . REVISE SPACING TO 16 ga x 1.5'(MIN LEG)STAPLE AT 7 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE):ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 16 ga x 1.5"(MIN LEG)STAPLE AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 5 in O.C.(CORNER) STANDARD 2ND FLOOR SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 2ND FLOOR SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 1st FLOOR SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 1st FLOOR SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022I2200531SHEARCALCS\O#10477-CENTER-SHEARCALCS.kis RALEIGH,NC 27609 110 SHEARWALL DESIGN CONNECTION SUMMARY: CONNECTIONS TO BE AS SPECIFIED OR EQUIVALENT UPLIFT CONNECTIONS TRUSS TO CEILING BAND: SEE TRUSS CALCULATIONS USE THE STANDARD(4)16d(0.162"x 3.5)NAIL(1 1/2"SIDE)ENDNAILED THROUGH BAND INTO TRUSS WITH NO ADDITIONAL BOTTOM CHORD TO BAND OR WITH NO ADDITIONAL BOTTOM CHORD TO BAND OR PROVIDE A TRUSS TO CEILING BAND CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 467 Ibs 2nd FLOOR STUD TO CEILING&FLOOR BANDS: USE 8d(0.131"x2,6")NAIL(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(10) 8d(0.131"x 2.5')NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR USE 16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE)AT 2 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(15)16 ga x 2.5'x 7/16"STAPLE(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0,131"x 2.5)NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5 NAILS EACH END OF EACH STUD OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH STUD OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 468 Ibs/STUD 2nd FLOOR BAND TO 1st FLOOR CEILING BAND: USE 8d(0.131"x2.5")NAIL(7/16"SIDE)AT 5 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND OR USE 16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND OR OKAY FOR 1 1/2"x 20 ga STRAP EACH STUD LOCATION WITH A MINIMUM OF(2) 8d(0.131"x2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5 x 7116"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5 NAILS EACH STUD LOCATION OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5 NAILS EACH STUD LOCATION OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 211 plf 1st FLOOR STUD TO CEILING&FLOOR BANDS: USE 8d(0.131"x 2.5)NAIL(7/16"SIDE)AT 5 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(6) 8d(0.131"x2.5')NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR USE 16 ga x 2.5 x 7116"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(9)16 ga x 2.5"x 7116"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5 NAILS EACH END OF EACH STUD OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5 NAILS EACH END OF EACH STUD OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 211 plf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@022\2200531SHEARCALCSIO#10477-CENTER-SHEARCALCS.xIs RALEIGH,NC 27609 111 SHEARWALL DESIGN LATERAL CONNECTIONS TRUSS TO TOP PLATE CONNECTION: USE A MINIMUM OF(1) 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR USE A MINIMUM OF(1)16d(0.162"x 3.5')NAIL(11/2"SIDE)(TOENAILED)EACH TRUSS OR PLATE TO PLATE CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 78 lbs EACH EXTERIOR WALL USE 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)AT 13 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE OR PLATE TO STUD CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 116 plf USE A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD USE A MINIMUM OF(2)16d(0.162"x 3.5')NAIL(11/2"SIDE)(ENDNAILED)EACH END OF EACH STUD BOTTOM PLATE TO FLOOR CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 195 lbs EACH END USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 10 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)AT 15 in O.C.PLATE TO PLATE OR TOP PLATE SPLICE LENGTH A CONNECTION TO RESIST A LATERAL LOAD OF 147 plf TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 4 in O.C. OR TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)AT 4 in O.C. OR A CONNECTION TO RESIST A FORCE OF 192 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTER-SHEARCALCS.)ds RALEIGH,NC 27609 112 SHEARWALL DESIGN HORIZONTAL FLOOR DIAPHRAGM CONTINUITY SECONDFLOOR MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(ALONG MATE LINE) USE A MIN.OF(2)1/2"DIA Gr.5 THROUGH BOLT(1 1/2"SIDE)(TOENAILED)(SPACED A MAX.OF 72 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) OR USE A MIN.OF(4)318"DIA LAG SCREW(1 1/2"SIDE)(TOENAILED)(SPACED A MAX.OF 62 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) OR A CONNECTION TO WITHSTAND A FORCE OF 934 lbs MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(AT ENDWALLS) USE A MINIMUM OF(3)1 1/2"x 20 ga STRAP ACROSS MATING LINE AT EACH ENDWALL WITH A MINIMUM OF(3)8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OF EACH STRAP OR A MINIMUM OF(4)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(24)0.131"x 2.5 NAILS ACROSS MATING LINE AT EACH ENDWALL OR OKAY FOR(2)SIMPSON LSTA18 STRAP(S)WITH(14)0.148"x 2.5"NAILS ACROSS MATING LINE AT EACH ENDWALL FIRST FLOOR MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(ALONG MATE LINE) USE A MIN.OF(2)1/2"DIA Gr.5 THROUGH BOLT(1 1/2"SIDE)(SPACED A MAX.OF 18 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) OR USE A MIN.OF(4)318"DIA LAG SCREW(1 1/2"SIDE)(TOENAILED)(SPACED A MAX.OF 48 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) OR A CONNECTION TO WITHSTAND A FORCE OF 934 lbs MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(AT ENDWALLS) USE A MINIMUM OF(4)1 1/2"x 20 ga STRAP ACROSS MATING LINE AT EACH ENDWALL WITH A MINIMUM OF(3)8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(5)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CMSTCI6 STRAP WITH(36)0.148"x 3.25'NAILS ACROSS MATING LINE AT EACH ENDWALL OR OKAY FOR(3)SIMPSON LSTA18 STRAP(S)WITH(14)0.148"x 2.5'NAILS ACROSS MATING LINE AT EACH ENDWALL SHEAR CONNECTIONS SECOND FLOOR ENDWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 3/8"DIA LAG SCREW(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 112"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 63 plf SECOND FLOOR ENDWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 3/8"DIA LAG SCREW(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 63 pff FIRST FLOOR ENDWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 3/8"DIA LAG SCREW(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 109 plf FIRST FLOOR ENDWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 3/8"DIA LAG SCREW(1 112"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5)NAIL(1 112"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 92 plf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, Q120221220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.eds RALEIGH,NC 27609 113 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 4 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 6 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 20 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 299 plf SECOND FLOOR SIDEWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 5 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 17 in O.C. FIRST FLOOR SIDEWALL#1 SHEAR CONNECTIONS RIMBAND SILL PLATE CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 13 in O.C. SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 2391 lbs(76 plf) FIRST FLOOR SIDEWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 6 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 8 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 24 in O.C. SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 518"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 2391 lbs(76 plf) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:=22=00531SHEARCALCS\O#l0477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 114 SHEARWALL DESIGN CORNER HOLD DOWNS SECOND FLOOR ENDWALL#1/SIDEWALL#1 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(3)8d(0.131"x 2.5)NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(4)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS16 STRAP WITH(16)0.131"x 2.5 NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(1)SIMPSON LSTA21 STRAP(S)WITH(16)0.148"x 2.5"NAILS ACROSS FLOOR/CEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1212 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 2513 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 ill"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1212 lbs SECOND FLOOR ENDWALL#11 SIDEWALL#2 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5)NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(21)0.131"x 2.5"NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5 NAILS ACROSS FLOOR/CEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1745 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 1866 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1745 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.As RALEIGH,NC 27609 115 SHEARWALL DESIGN SECOND FLOOR ENDWALL#2!SIDEWALL#1 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(3)8d(0.131"x 2.5)NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(4)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS16 STRAP WITH(16)0.131"x 2.5 NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(1)SIMPSON LSTA21 STRAP(S)WITH(16)0.148"x 2.5"NAILS ACROSS FLOOR/CEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1212 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 2513 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1212 lbs SECOND FLOOR ENDWALL#2/SIDEWALL#2 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5)NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(21)0.131"x 2.5 NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5 NAILS ACROSS FLOOR/CEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1745 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 1866 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1745 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C9202212200531SHEARCALCS\0#10477-CENTERSHEARCALCS.tls RALEIGH,NC 27609 116 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: OKAY FOR A SIMPSON HD9B w/(3)STUDS OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 8225 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 13335 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 4 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 8 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 8225 lbs FIRST FLOOR ENDWALL#1/SIDEWALL#2 CORNER: OKAY FOR A SIMPSON LSTHD8 OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 2226 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 5250 lbs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 13 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 29 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 2226 lbs FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER: OKAY FOR A SIMPSON HD913 w/(3)STUDS OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 8225 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 8884 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 4 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 8 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 8225 lbs FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER: OKAY FOR A SIMPSON LSTHD8 OR A CONNECTION TO WITHSTAND.AN UPLIFT FORCE OF 2226 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 4446 lbs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 13 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 29 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 2226 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCSk0#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 117 SHEARWALL DESIGN DESIGN UPLIFT LOADS ROOF&CEILING ASSEMBLY DEAD LOAD= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf UPLIFT CONNECTION LOAD: PER TRUSS 210009-TR7-31-6-2 wup'= 467 lbs x 12 in/ft 116 in O.C.= 351 plf TRUSS TO CEILING BAND: STANDARD CONNECTION: (4)16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 480 lbs x 1.6 x 0.67= 515 lbs ADDITIONAL TIE(S)REQUIRED FOR TRUSS TIE DOWN: 467 lbs-515 lbs= -48 lbs ADDITIONAL= N/A CHECK STRAP: N/A LIP= N/A lbs N/A CHECK STRAP FASTENERS: N/A N/A ALTERNATE: CHECK STRAP: NIA UP= N/A lbs N/A CHECK STRAP FASTENERS: N/A N/A SEE TRUSS CALCULATIONS USE THE STANDARD(4)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)ENDNAILED THROUGH BAND INTO TRUSS WITH NO ADDITIONAL BOTTOM CHORD TO BAND WITH NO ADDITIONAL BOTTOM CHORD TO BAND PROVIDE A TRUSS TO CEILING BAND CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 467 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.4s RALEIGH,NC 27609 118 SHEARWALL DESIGN REQUIRED SIDEWALL STUD TIE DOWN LOADING: 2nd FLOOR STUD TO CEILING&FLOOR BANDS: P2¢,=351 plf x 16 in O.C./12 in/ft= 468 lbs/STUD CHECK FASTENERS: 8d(0,131"x 2.5")NAIL(7/16"SIDE) Z= 60 lbs x 1.6= 96 Ibs 351 plf/96 Ibs/FASTENER= 3.66 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 468 lbs/STUD/ Ibs/FASTENER= 4.9 FASTENERS USE A MINIMUM TOTAL OF(10) 8d(0.131"x 2.5")NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: 16 ga x 2.5 x 7/16"STAPLE(7116"SIDE) Z= 40 lbs x 1.6= 64 lbs 351 plf 164 lbs I FASTENER= 5.48 FASTENERS/ft USE 16 ga x 2.5"x 7116"STAPLE(7116"SIDE)AT 2 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 468 lbs/STUD/ Ibs/FASTENER= 7.3 FASTENERS USE A MINIMUM TOTAL OF(15)16 ga x 2.5"x 7116"STAPLE(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 lbs 468 lbs/STUD/128 lbs/FASTENER= 1.8 FASTENERS 16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 468 Ibs/STUD/86 lbs/FASTENER= 2.7 FASTENERS OKAY FOR 1 112"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 Ibs/FASTENER 468 lbs/STUD/64 lbs/FASTENER= 7.3 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5 NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120200531SHEARCALCSI0#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 119 SHEARWALL DESIGN 2nd FLOOR BAND TO 1st FLOOR CEILING BAND: Pte,=[351 plf-(0.6 x 12 psf x 8.5 ft+10 psf x 15.75 ft/2)] = 211 plf 281 lbs x 16 in O.C./12 Wit= 281 lbs/STUD CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(7/16"SIDE) Z= 60 lbs x 1.6= 96 Ibs 211 plf/96 lbs I FASTENER= 2.2 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7/16"SIDE)AT 5 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND ALTERNATE: 16 ga x 2.5 x 7/16"STAPLE(7/16"SIDE) Z= 40 lbs x 1.6= 64 lbs 211 plf/64 lbs/FASTENER= 3.3 FASTENERS/ft USE 16 ga x 2.5"x 7116"STAPLE(7116"SIDE)AT 3 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 281 lbs/STUD/128 lbs/FASTENER= 1.1 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 281 lbs/STUD/86 lbs I FASTENER= 1.6 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH STUD LOCATION WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 lbs/FASTENER 281 lbs I STUD/64 lbs/FASTENER= 4.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH STUD LOCATION ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH STUD LOCATION BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.As RALEIGH,NC 27609 120 SHEARWALL DESIGN 1st FLOOR STUD TO CEILING&FLOOR BANDS: Pl.b= Plb= 211 plf 281 lbs/STUD CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(7/16"SIDE) Z= 60 lbs x 1.6= 96 lbs 211 plf/96 lbs/FASTENER= 2.2 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 5 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 281 lbs/STUD/ lbs/FASTENER= 2.9 FASTENERS USE A MINIMUM TOTAL OF(6) 8d(0.131"x 2.5")NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: 16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE) Z= 40 lbs x 1.6= 64 lbs 211 plf/64 lbs/FASTENER= 3.3 FASTENERS/ft USE 16 ga x 2.5"x 7116"STAPLE(7116"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 281 lbs/STUD/ Ibs/FASTENER= 4.4 FASTENERS USE A MINIMUM TOTAL OF(9)16 ga x 2.5"x 7116"STAPLE(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 80 lbs x 1.6= 128 OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 lbs 281 lbs/STUD/80 lbs/FASTENER= 1.8 FASTENERS 16 ga x 2.5"x 7116"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 281 lbs/STUD/86 lbs/FASTENER= 1.6 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 lbs/FASTENER 281 lbs/STUD/64 lbs/FASTENER= 4.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA202Z220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 121 SHEARWALL DESIGN LATERAL LOAD AT ROOF/CEILING DIAPHRAGM WIND PERPENDICULAR TO RIDGE: d-per= 116 plf(Vasd) WIND PARALLEL TO RIDGE: d-para= 0 plf(Vasd) CEILING DIAPHRAGM SHEATHING STANDARD CEILING SHEATHING: 1/2"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) CEILING SHEATHING SHEAR CAPACITY(v,')= 75 plf ROOF DIAPHRAGM SHEATHING REQUIREMENTS USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L`Wl_p,/2= 20.42 ft`116 Of/2= 38 plf WR 31.5 ft STANDARD ROOF SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) ROOF SHEATHING SHEAR CAPACITY(v,)= 300 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 300 plf x 0.92= 276 plf NET DIAPHRAGM SHEAR CAPACITY(v")=v,+v.= 276 plf+75 plf= 351 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L'wLpe,12= 20.42 ft'116 plf l 2= 38 plf WR 31.5 ft STANDARD ROOF SHEATHING: 19132"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C. ROOF SHEATHING SHEAR CAPACITY(vr)= 160 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 160 plf x 0.85= 136 plf NET DIAPHRAGM SHEAR CAPACITY(v❑)=yr+V.= 136 plf+75 plf= 211 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202 M0053\SHEARCALCSk=0477-CENTERSHEARCALCS.As RALEIGH,NC 27609 122 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES USING NAILS: CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 37 psf(Vasd) SUCTION FORCE= 37 psf x 16 in O.C.112 in/ft= 49 plf 49 plf l 50 lbs/FASTENER = 1 FASTENERS/ft= 12 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 47 psf(Vasd) SUCTION FORCE= 47 psf x 16 in O.C.112 in/ft= 63 pif 63 pif/50 lbs/FASTENER = 1.3 FASTENERS/ft= 9 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): p= 56 psf(Vasd) SUCTION FORCE= 56 psf x 16 in O.C./12 in/ft= 75 plf 75 plf/50 lbs/FASTENER = 1.5 FASTENERS/ft= 8 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(CORNER) USING STAPLES: CHECK FASTENERS: 16 ga x 1.5'(MIN LEG)STAPLE PENETRATION ONTO MAIN MEMBER= 1 in W= 20 lbs/in x 1 in x 1.6= 32 lbs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 37 psf(Vasd) SUCTION FORCE= 37 psf x 16 in O.C./12 in/ft= 49 plf 49 plf/32 lbs/FASTENER = 1.6 FASTENERS/ft= 7 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 7 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): P= 47 psf(Vasd) SUCTION FORCE= 47 psf x 16 in O.C./12 in/ft= 63 plf 63 plf/32 lbs/FASTENER = 2 FASTENERS/ft= 6 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 16 ga x 1.5"(MIN LEG)STAPLE AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): p= 56 psf(Vasd) SUCTION FORCE= 56 psf x 16 in O.C./12 in/It= 75 pif 75 pif 132 lbs/FASTENER = 2.4 FASTENERS/ft= 5 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 5 in O.C.(CORNER) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.As RALEIGH,NC 27609 123 SHEARWALL DESIGN FOR WALL ZONE 4(FIELD): STUD SPACING(SOC)= 16 in O.C. p= 34 psf(Vasd) STUD LOADING=34 psf x 16"o.c./12"/ft= 45 plf 45 plf = 0.9 FASTENERS/ft= 13 in O.C. 50 lbs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) STUD LOADING=41 psf x 16"o.c./12"/ft= 55 plf 55 plf = 1.1 FASTENERS/ft= 10 in O.C. 50 lbs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:A20221220053\SHEARCALCS\D#10477-CENTERSHEARCALCS.xIs RALEIGH,NC 27609 124 SHEARWALL DESIGN LATERAL WALL LOAD AT FLOOR/CEILING DIAPHRAGM 1st FLOOR: WIND PERPENDICULAR TO RIDGE: wl-per= 89 plf(Vasd) WIND PARALLEL TO RIDGE: wl-para= 0 plf(Vasd) 2nd FLOOR: WIND PERPENDICULAR TO RIDGE: wl-per= 79 plf(Vasd) WIND PARALLEL TO RIDGE: wl-para= 0 plf(Vasd) LATERAL FRAMING CONNECTION LOADS FROM WIND: TRUSS TO TOP PLATE CONNECTION: PC= 116plf x16inO.C./12in/ft= 155 lbs CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 155 lbs/109 lbs/FASTENER = 1.5 FASTENERS USE A MINIMUM OF(1) 8d(0.131"x 2.5")NAIL(1 112"SIDE)(TOENAILED)EACH TRUSS ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 155 lbs/159 lbs/FASTENER = 1 FASTENERS USE A MINIMUM OF(1)16d(0.162"x 3.5")NAIL(1 112"SIDE)(TOENAILED)EACH TRUSS PLATE TO PLATE CONNECTION: PC= 116 plf CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 116 plf/131 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 13 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 116 plf/192 lbs/FASTENER = 0.7 FASTENERS/ft= 16 in O.C. USE 16d(0.162'x 3.5")NAIL(11/2"SIDE)AT 16 in O.C.PLATE TO PLATE PLATE TO STUD CONNECTION: PC= 41 psf x 9.5 ft l 2= 195 lbs CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.67= 88 lbs(ENDNAILED) 195 lbs/88 lbs/FASTENER = 2.3 FASTENERS USE A MINIMUM OF(3) 8d(0.131"x 2.5')NAIL(1 1/2'SIDE)(ENDNAILED)EACH END OF EACH STUD ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 112"SIDE) Z= 120 lbs x 1.6 x 0.67= 129 lbs(ENDNAILED) 195 lbs/129 lbs/FASTENER = 1.6 FASTENERS USE A MINIMUM OF(2)16d(0.162'x 3.5")NAIL(1 112'SIDE)(ENDNAILED)EACH END OF EACH STUD BOTTOM PLATE TO FLOOR CONNECTION: PC= 41 psf x 9.5 ft/2 x 12 in/16 in O.C.= 147 plf CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 147 plf/131 lbs I FASTENER = 1.2 FASTENERS/ft= 10 in O.C. USE 8d(0.131"x 2.5")NAIL(11/2"SIDE)AT 10 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 147 plf/192 lbs/FASTENER = 0.8 FASTENERS/ft= 15 in O.C. USE 16d(0.162'x 3.5")NAIL(1 112'SIDE)AT 15 in O.C.PLATE TO PLATE BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 125 SHEARWALL DESIGN TOP PLATE SPLICE LENGTH ROOF DIAPHRAGM LOADING(wl-per)= 116 plf FLOOR DIAPHRAGM LOADING(FLI-per)= 89 plf ROOF DIAPHRAGM LOADING CONTROLS DIAPHRAGM CHORD FORCE= T= wl-per'LZ = 116 Of x 20.42 ft A 2= 192 lbs 8'W 8x31.5ft CHECK FASTENERS: 2 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 82 lbs x 1.6 = 131 lbs REQUIRED SPLICE LENGTH: w/(2) 8d(0.131"x2.5")NAIL(1 112"SIDE)AT 4 in O.C.T x do/12 in/ft = 192 lbs x 4 in O.C./12 in /ft= 1 ft 2Z 2x 131 lbs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ftw/(2)ROWS 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 4 in O.C. ALTERNATE: CHECK FASTENERS: 2 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 120 lbs x 1.6 = 192 lbs REQUIRED SPLICE LENGTH: w/(2)16d(0.162"x 15')NAIL(1 1/2"SIDE)AT 4 in O.C.T x do/12 in/ft = 192 lbs x 4 in O.C./12 in /ft= 1 ft 2Z 2 x 192 lbs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 16d(0.162"x 3.5")NAIL(1 112"SIDE)AT 4 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\22G053kSHEARCALCS\O#1 0477-CENTERSHEARCALCS.'As RALEIGH,NC 27609 _ 126 SHEARWALL DESIGN FLOOR DIAPHRAGM SHEATHING REQUIREMENTS 2nd FLOOR USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L x FLI,e,/2= 20.42 ft x 79 pif/2= 26 pif WR 31.5 ft STANDARD 2ND FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) FLOOR SHEATHING SHEAR CAPACITY(v,)= 255 pif SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 255 pif x 0.92= 235 pif NET DIAPHRAGM SHEAR CAPACITY NO=v,+vc= 235 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L x wl.ce,/2= 20.42 ft x 79 plf/2= 26 pif WR 31.5 ft STANDARD 2ND FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C. FLOOR SHEATHING SHEAR CAPACITY(ve)= 155 pif SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 pif x 0.85= 132 pif NET DIAPHRAGM SHEAR CAPACITY(v„)=v,+v.= 132 pif+75 plf= 207 pif STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA20221220053\SHEARCALCS\O#10477-0ENTERSHEARCALCS.,As RALEIGH,NC 27609 r� 127 SHEARWALL DESIGN 1st FLOOR USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L x FLLPe,12= 20.42 ft x 89 plf/2= 29 ptf WR 31.5 ft STANDARD 1st FLOOR SHEATHING: 19132"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) FLOOR SHEATHING SHEAR CAPACITY(v;)= 255 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 255 plf x 0.92= 235 plf NET DIAPHRAGM SHEAR CAPACITY NO=v,+ve= 235 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L x FLI,.r 12= 20.42 ft x 89 plf/2= 29 plf WR 31.5 ft STANDARD 1st FLOOR SHEATHING: 19132"RATED SHEATHING(UNBLOCKED)wl 16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C. FLOOR SHEATHING SHEAR CAPACITY(ve)= 155 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 plf x 0.85= 132 plf NET DIAPHRAGM SHEAR CAPACITY(v„)= 132 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA202212200531SHEARCALCSIO#10477-CENTERSHEARCALCS.,As RALEIGH,NC 27609 128 SHEARWALL DESIGN SECOND FLOOR ENDWALL#1 "E"MODULE END SECOND FLOOR WIDTH(W2)= 31.5 ft SECOND FLOOR LENGTH(1-2)= 20.42 ft NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rend1)=(1-2 x d-Per+L2 x wFper)/Nend+ADDITIONAL= Rend1=20.42 ft x 116 plf+20.42 ft x 79 plf/2+0 lbs= 1991 lbs HORIZONTAL SHEAR: V= Rend = 1991 lbs = 63 plf W 31.5 ft SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs(FACE NAILED) 63 plf/288 lbs/FASTENER = 0.3 FASTENERS/ft= 16 in O.C. USE 3/8"DIA LAG SCREW(1 112"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs(FACE NAILED) 63 plf/192 lbs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 112"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. SECOND FLOOR ENDWALL#2 SHEATHING LENGTH REQUIREMENTS "F"MODULE END SECOND FLOOR WIDTH(W2)= 31.5 ft SECOND FLOOR LENGTH(1-2)= 20.42 ft NUMBER OF SHEARWALLS(N-d)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rend2)=(1-2 X H-P.,+L2 x wFper)/Nend+ADDITIONAL= Rend2=20.42 ft x 116 plf+20.42 ft x 79 plf/2+0 lbs= 1991 lbs HORIZONTAL SHEAR: V= Rend = 1991 lbs = 63 plf W 31.5 ft SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 112"SIDE) Z= 180 Ibs x 1.6 = 288 lbs(FACE NAILED) 63 plf/288 lbs/FASTENER = 0.3 FASTENERS/ft= 16 in O.C. USE 3/8"DIA LAG SCREW(1 112"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs(FACE NAILED) 63 plf/192 lbs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(11/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C."20Y212200531SHEARCALCSIO#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 129 SHEARWALL DESIGN SECOND FLOOR HORIZONTAL FLOOR DIAPHRAGM CONTINUITY: MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(ALONG MATE LINE) (DEEP BEAM HORIZONTAL SHEAR) V1=Q*FLp-/4)*L= 3/4 x 79 plf x 31.5 ft= 934 lbs 2 2 CHECK FASTENERS: 1/2"DIA Gr.5 THROUGH BOLT(1 1/2"SIDE) Z= 410 lbs x 1.6 = 656 lbs 934 lbs/656 lbs/FASTENER = 1.5 FASTENERS USE A MIN.OF(2)1/2"DIA Gr.5 THROUGH BOLT(1 112"SIDE)(TOENAILED)(SPACED A MAX.OF 72 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 112"SIDE) Z= 180 lbs x 1.6 x 0.83= 239 lbs(TOENAILED) 934lbs/239 lbs/FASTENER = 4 FASTENERS USE A MIN.OF(4)3/8"DIA LAG SCREW(1 112'SIDE)(TOENAILED)(SPACED A MAX.OF 62 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(AT ENDWALLS) (CHORD FORCE CONTINUITY) T= FL,,—*W,2 = 0Ofx31.5ftA2= 1991 lbs 8-L2 8x20.42ft CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs 1991 lbs /951 lbs 1 STRAP= 3 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 1991 lbs/ 3 STRAP 1128 lbs 1 FASTENER= 2.6 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 1991 lbs/ 3 STRAP 186 lbs/FASTENER= 3.9 FASTENERS USE A MINIMUM OF(3)11/2"x 20 ga STRAP ACROSS MATING LINE AT EACH ENDWALL WITH A MINIMUM OF(3)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR A MINIMUM OF(4)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 lbs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5 NAILS Z= 83 lbs/FASTENER 1991 lbs/STUD 183 lbs/FASTENER= 24 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(24)0.131"x 2.5"NAILS ACROSS MATING LINE AT EACH ENDWALL ALTERNATE: 1991 lbs /1235 lbs/STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA18 STRAP Z= 1115 lbs OKAY CHECK STRAP FASTENERS: 14 0.148"x 2.5'NAILS OKAY FOR(2)SIMPSON LSTA18 STRAP(S)WITH(14)0.148"x 2.5"NAILS ACROSS MATING LINE AT EACH ENDWALL BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCSIO#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 130 SHEARWALL-DESIGN SECOND FLOOR SIDEWALL#1 MODULE"H"PORTAL FRAME SEE ATTACHED PORTAL FRAME CALCULATIONS SECOND FLOOR WIDTH(W2)= 31.5 ft SECOND FLOOR LENGTH(1-2)= 20.42 ft CHORD FORCE(END STUD)STRAPS CHORD FORCE TENSION= 1444 lbs FROM PORTAL FRAME FOR A 2 MEMBER CHORD USE A TENSION LOAD OF 722 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs I FASTENER 722 lbs/STUD4 80 lbs I FASTENER= 2.8 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 722 lbs/STUD 186 lbs/FASTENER= 4.2 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF STUD WITH A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(5)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON GS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 lbs/FASTENER 722 lbs/STUD 164 lbs/FASTENER= 11.3 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(12)0.131"x2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA12 STRAP Z= 795 lbs OKAY CHECK STRAP FASTENERS: 10 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA12 STRAP WITH(10)0.148"x 2.5"NAILS EACH END OF EACH STUD OVERTURNING DUE TO UPLIFT: FROM PORTAL FRAME CALCULATION= 1212 lbs HORIZONTAL SHEAR: FROM COLLECTOR= 2391 lbs 2391 lbs = 299 plf 8ft BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-CENTERSHEARCALCS.,As RALEIGH,NC 27609 131 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): P= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf 150 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 4 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 4 in O.C.(EDGE) SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 112"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 299 plf 1109 lbs/FASTENER = 2.8 FASTENERS/ft= 4 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 4 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 299 plf 1159 lbs 1 FASTENER = 1.9 FASTENERS/ft= 6 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 6 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 299 plf/540 lbs/FASTENER = 0.6 FASTENERS/ft= 20 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 20 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, Q120221220053\SHEARCALCSI0#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 132 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#2 MODULE"G"PORTAL FRAME SEE ATTACHED PORTAL FRAME CALCULATIONS SECOND FLOOR WIDTH(W2)= 31.5 ft SECOND FLOOR LENGTH(L2)= 20.42 ft CHORD FORCE(END STUD)STRAPS CHORD FORCE TENSION= 1745 lbs FROM PORTAL FRAME FOR A 2 MEMBER CHORD USE A TENSION LOAD OF 873 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 873 lbs/STUD/80 lbs/FASTENER= 3.4 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 873 Ibs/STUD/86 lbs/FASTENER= 5.1 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF STUD WITH A MINIMUM OF(4) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(6)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x2.5"NAILS Z= 64 lbs/FASTENER 873 lbs/STUD 164 lbs/FASTENER= 13.6 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(14)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 lbs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA15 STRAP WITH(12)0.148"x 2.5"NAILS EACH END OF EACH STUD OVERTURNING DUE TO UPLIFT: FROM PORTAL FRAME CALCULATION= 1745 lbs HORIZONTAL SHEAR: FROM COLLECTOR= 1996 lbs 1996 lbs = 333 plf 6ft BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.,4s RALEIGH,NC 27609 133 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURESI CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 4 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 4 in O.C.(EDGE) SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 333 plf/109 lbs/FASTENER = 3.1 FASTENERS/ft= 3 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 333 plf/159 lbs/FASTENER = 2.1 FASTENERS/ft= 5 in O.C. USE 16d(0.162"x 3.5")NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 5 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 333 plf/540 lbs/FASTENER = 0.7 FASTENERS/ft= 17 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 17 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.*,ds RALEIGH,NC 27609 134 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1 "A"MODULE END FIRST FLOOR WIDTH(W,)= 26.5 ft FIRST FLOOR LENGTH(Li)= 20.42 ft NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rends)=2FLRend1+L1 x FLFpef/Nend+ ADDITIONAL= Rendl=1991 lbs+20.42 ft x 89 pif/2+0 lbs= 2900 lbs HORIZONTAL SHEAR: V= Rend = 2900 lbs = 109 plf W 26.5 ft SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs(FACE NAILED) 109 plf/288 lbs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 318"DIA LAG SCREW(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs(FACE NAILED) 109 plf/192 lbs/FASTENER = 0.6 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. FIRST FLOOR ENDWALL#2 SHEATHING LENGTH REQUIREMENTS "B"MODULE END FIRST FLOOR WIDTH(W,)= 31.5 ft FIRST FLOOR LENGTH(L1)= 20.42 ft NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rend2)=2FLRend2+Li x FLEper/Nend+ ADDITIONAL= Rend2=20.42 ft x 89 plf/2+1991 lbs+0 lbs= 2900 lbs HORIZONTAL SHEAR: V= Rend = 2900 lbs = 92 plf W 31.5 ft SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE I RIMBAND CONNECTION: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs(FACE NAILED) 92 plf/288 lbs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 318"DIA LAG SCREW(1 112'SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 112"SIDE) Z= 120 lbs x 1.6 = 192 lbs(FACE NAILED) 92 plf/192 lbs/FASTENER = 0.5 FASTENERS/ft= 16 in O.C. USE 16d(0.162'x 3.5")NAIL(1 112'SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCSk=0477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 135 SHEARWALL DESIGN FIRST FLOOR HORIZONTAL FLOOR DIAPHRAGM CONTINUITY: MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(ALONG MATE LINE) (DEEP BEAM HORIZONTAL SHEAR) VI=Q*FLp-/41'L= 314 x 79 p1f x 31.5 ft= 934 lbs 2 2 CHECK FASTENERS: 1/2"DIA Gr.5 THROUGH BOLT(1 1/2"SIDE) Z= 410 lbs x 1.6 = 656 lbs 934 lbs/656 Ibs/FASTENER = 1.5 FASTENERS USE A MIN.OF(2)112"DIA Gr.5 THROUGH BOLT(1 112"SIDE)(SPACED A MAX.OF 18 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 x 0.83= 239 lbs(TOENAILED) 934 lbs/239 lbs/FASTENER = 4 FASTENERS USE A MIN.OF(4)3/8"DIA LAG SCREW(1 1/2'SIDE)(TOENAILED)(SPACED A MAX.OF 48 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(AT ENDWALLS) (CHORD FORCE CONTINUITY) T= Fop-,'W,2 = 0 plf x 31.5 ft A 2= 2900 lbs 8`L2 8x20.42ft CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs 2900 lbs /951 lbs/STRAP= 4 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128lbs 2900 lbs/ 4 STRAP/128 lbs/FASTENER= 2.8 FASTENERS 16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 2900 lbs/ 4 STRAP/86 lbs/FASTENER= 4.2 FASTENERS USE A MINIMUM OF(4)1112"x 20 ga STRAP ACROSS MATING LINE AT EACH ENDWALL WITH A MINIMUM OF(3)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(5)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CMSTC16 STRAP Z= 4690 lbs OKAY CHECK STRAP FASTENERS: 58 0.148"x 3.25'NAILS Z= 81 lbs/FASTENER 2900 lbs/STUD/81 lbs/FASTENER= 35.8 FASTENERS OKAY FOR(1)SIMPSON CMSTC16 STRAP WITH(36)0.148"x 3.25"NAILS ACROSS MATING LINE AT EACH ENDWALL ALTERNATE: 2900 lbs /1235 lbs/STRAP= 3 STRAPS CHECK STRAP: SIMPSON LSTA18 STRAP Z= 1115 lbs OKAY CHECK STRAP FASTENERS: 14 0.148"x 2.5 NAILS OKAY FOR(3)SIMPSON LSTA18 STRAP(S)WITH(14)0.148"x 2.5"NAILS ACROSS MATING LINE AT EACH ENDWALL BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCSIO#10477-CENTERSHEARCALCS.'As RALEIGH,NC 27609 136 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#1 MODULE"D"PORTAL FRAME FIRST FLOOR WIDTH(Wi)= 31.5 ft FIRST FLOOR LENGTH(LI)= 20.42 ft CHORD FORCE(END STUD)STRAPS CHORD FORCE TENSION= 9890 lbs FROM PORTAL FRAME FOR A 3 MEMBER CHORD USE A TENSION LOAD OF 4945 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs NO GOOD CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 4945 lbs/STUD/80 lbs/FASTENER= 19.3 FASTENERS 16 ga x 2.5 x 7116"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 4945 lbs/STUD/86 lbs I FASTENER= 28.8 FASTENERS NO GOOD FOR 1 112"x 20 ga STRAP EACH END OF STUD NIA EACH END NIA EACH END ALTERNATE: CHECK STRAP: SIMPSON CMST14 STRAP Z= 6475 lbs OKAY CHECK STRAP FASTENERS: 66 0.162"x 2.5'NAILS Z= 98 lbs/FASTENER 4945 lbs/STUD 198 lbs/FASTENER= 50.5 FASTENERS OKAY FOR A SIMPSON CMST14 STRAP WITH(51)0.162"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA24 STRAP Z= 1235 lbs NO GOOD CHECK STRAP FASTENERS: 18 0.148"x 2.5 NAILS NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5"NAILS EACH END OF EACH STUD OVERTURNING DUE TO UPLIFT: FROM PORTAL FRAME CALCULATION= 8225 lbs HORIZONTAL SHEAR: FROM COLLECTOR= 2391 lbs 2391 lbs = 478 plf 5ft BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.Ids RALEIGH,NC 27609 137 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7 IC&C PRESSURES► CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 pif/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): P= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 2 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 2 in O.C.(EDGE) SHEAR CONNECTIONS: RIMBAND SILL PLATE CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 478 plf/109 lbs/FASTENER = 4.4 FASTENERS/It= 2 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 478 plf/159 lbs/FASTENER = 3.1 FASTENERS/It= 3 in O.C. USE 16d(0.162"x 3.5")NAIL(11/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 478 plf/540 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 13 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W1 x(3/4*F k,,)/2= V= 2391 lbs+31.5 ft x(3/4*0 plo/2 2391 lbs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 2391 Ibs/1840 lbs/FASTENER = 1.3 FASTENERS BOLTSPACING= (W-2)/(N-1)= (31.5ft-2)/(2-1)= 72 in 2391 Ibs/1840 lbs IFASTENER = 1.3 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 518"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 2391 lbs/2830 lbs/FASTENER = 0.9 FASTENERS BOLT SPACING= (W-2)/(N-1)= (31.5ft-2)/(1-1)= 72in 2391 lbs/2830 lbs/FASTENER = 0.9 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\202=0053kSHEARCALCS\O#10477-CENTERSHEARCALCS.bs RALEIGH,NC 27609 138 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS MODULE"C'PORTAL FRAME FIRST FLOOR WIDTH(W1)= 31.5 ft FIRST FLOOR LENGTH(L1)= 20.42 ft CHORD FORCE(END STUD)STRAPS CHORD FORCE TENSION= 4599 Ibs FROM PORTAL FRAME FOR A 2 MEMBER CHORD USE A TENSION LOAD OF 2300 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs NO GOOD CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 2300 Ibs/STUD 180 Ibs/FASTENER= 9 FASTENERS 16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 2300 Ibs/STUD/86 Ibs/FASTENER= 13.4 FASTENERS NO GOOD FOR 1 112"x 20 ga STRAP EACH END OF STUD NIA EACH END NIA EACH END ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 Ibs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5 NAILS Z= 83 Ibs/FASTENER 2300 Ibs/STUD/83 Ibs I FASTENER= 27.7 FASTENERS OKAY FOR A SIMPSON CS14 STRAP WITH(28)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA24 STRAP Z= 1235 Ibs NO GOOD CHECK STRAP FASTENERS: 18 0.148"x 2.5 NAILS NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5'NAILS EACH END OF EACH STUD OVERTURNING DUE TO UPLIFT: FROM PORTAL FRAME CALCULATION= 2226 Ibs HORIZONTAL SHEAR: FROM COLLECTOR= 2391 Ibs 2391 Ibs = 217 plf lift BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA2022X220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.Ns RALEIGH,NC 27609 139 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7(C8:C PRESSURES) CHECK FASTENERS: 19/32"RATED SHEATHING(BLOCKED) PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf 150 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19132"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C.112 in/ft= 55 plf 55 plf/50 lbs 1 FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 2 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19132"RATED SHEATHING(BLOCKED)AT 2 in O.C.(EDGE) SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 217 plf 1 109 lbs/FASTENER = 2 FASTENERS I ft= 6 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 6 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 217 plf/159 lbs/FASTENER = 1.4 FASTENERS/ft= 8 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 8 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 217 plf/540 Ibs/FASTENER = 0.5 FASTENERS/ft= 24 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 24 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W,x(3/4`FLI,,,)/2= V= 2391 lbs+31.5 ft x(314'0 plf)/2 2391 lbs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 2391 lbs/1840 lbs/FASTENER = 1.3 FASTENERS BOLT SPACING= (W-2)/(N-1)= (31.5ft-2)/(2-1)= 72in 2391 lbs 11840 lbs/FASTENER = 1.3 FASTENERS USE 112"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 2391 lbs/2830 lbs/FASTENER = 0.9 FASTENERS BOLT SPACING= (W-2)/(N-1)= (31.5ft-2)/(1-1)= 72 in 2391 lbs/2830 lbs/FASTENER = 0.9 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:�202212200531SHEARCALCSIO#10477-CENTERSHEARCALCS.zIs RALEIGH,NC 27609 140 SHEARWALL DESIGN COMBINED CORNER HOLDDOWN REQUIREMENTS UPLIFT FORCES:(SEE ABOVE FOR CALCULATIONS) 2nd FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 0 lbs 2nd FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 0 lbs 2nd FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 1212 lbs 2nd FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 1745 lbs 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE1)= 0 lbs 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE1)= 0 lbs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(USI)= 8225 lbs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(USI)= 2226 lbs DEAD LOADS: FIRST FLOOR WIDTH(WI)= 31.5 ft(MAX: 4 x CEILING HEIGHT) SECOND FLOOR WIDTH(W2)= 31.5 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR LENGTH(LI)= 20.42 ft(MAX: 4 x CEILING HEIGHT) SECOND FLOOR LENGTH(1-2)= 20.42 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR HEIGHT(Hl)= 9.5 ft SECOND FLOOR HEIGHT(H2)= 8.5 ft ROOF&CEILING ASSEMBLY DEAD LOAD(RDL)= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.xis RALEIGH,NC 27609 141 SHEARWALL DESIGN SECOND FLOOR CORNER HOLD DOWN CONNECTIONS SECOND FLOOR ENDWALL#11 SIDEWALL#1 CORNER: SECOND FLOOR ENDWALL#11 SIDEWALL#1 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#1 UPLIFT FORCE(UE3)= 0 lbs 3rd FLOOR SIDEWALL#1 UPLIFT FORCE(US3)= 1212 lbs 2nd FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 lbs ENDWALL WALL DEAD LOAD= 0 lbs SIDEWALL WALL DEAD LOAD= 0 lbs TOTAL DEAD LOAD= 0 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1212 lbs-0 lbs= 1212 lbs HOLDDOWN FORCE= 1212 lbs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 2513 lbs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs 1212 lbs /951 lbs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 1212 lbs/ 2 STRAP/128 lbs/FASTENER= 2.4 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 1212 lbs/ 2 STRAP/86 lbs/FASTENER= 3.5 FASTENERS USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(3)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(4)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS16 STRAP Z= 1705 lbs OKAY CHECK STRAP FASTENERS: 22 0.131"x 2.5 NAILS Z= 78 lbs/FASTENER 1212 lbs/STUD/78 lbs/FASTENER= 15.5 FASTENERS OKAY FOR(1)SIMPSON CS16 STRAP WITH(16)0.131"x 2.5"NAILS ACROSS FLOORICEILING LINE ALTERNATE: 1212 lbs /1235 lbs/STRAP= 1 STRAPS CHECK STRAP: SIMPSON LSTA21 STRAP Z= 1235 lbs OKAY CHECK STRAP FASTENERS: 16 0.148"x 2.5 NAILS OKAY FOR(1)SIMPSON LSTA21 STRAP(S)WITH(16)0.148"x 2.5"NAILS ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1212 lbs CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 1212 lbs/131 lbs/FASTENER/ 2 ROWS = 4.7 ROWS= 21 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 1212 plf/192 lbs/FASTENER/ 2 ROWS = 3.2 ROWS= 26 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 1212 plf/288 lbs/FASTENER/ 2 ROWS = 2.2 ROWS= 34 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTER-SHEARCALCS.-4s RALEIGH,NC 27609 142 SHEARWALL DESIGN SECOND FLOOR ENDWALL#11 SIDEWALL#2 CORNER: SECOND FLOOR ENDWALL#11 SIDEWALL#2 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#1 UPLIFT FORCE(UE3)= 0 lbs 3rd FLOOR SIDEWALL#2 UPLIFT FORCE(US3)= 1745 lbs 2nd FLOOR ENDWALL#1 I SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 lbs ENDWALL WALL DEAD LOAD= 0 lbs SIDEWALL WALL DEAD LOAD= 0 lbs TOTAL DEAD LOAD= 0 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1745 lbs-0 lbs= 1745 lbs HOLDDOWN FORCE= 1745 lbs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 1866 lbs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs 1745 lbs 1951 lbs I STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 1745 lbs 1 2 STRAP/128 lbs I FASTENER= 3.4 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 1745 lbs/ 2 STRAP/86 lbs/FASTENER= 5.1 FASTENERS USE A MINIMUM OF(2)1112"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 lbs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5'NAILS Z= 83 lbs/FASTENER 1745 lbs/STUD/83 lbs/FASTENER= 21 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(21)0.131"x 2.5"NAILS ACROSS FLOORICEILING LINE ALTERNATE: 1745 lbs /1235 lbs/STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 lbs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5'NAILS OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOOR/CEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1745 lbs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 1745 lbs/131 lbs/FASTENER/ 2 ROWS = 6.7 ROWS= 15 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 112'SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 1745 plf/192 lbs/FASTENER/ 2 ROWS = 4.6 ROWS= 21 in O.C. USE(2)ROWS OF 16d(0.162'x 3.5")NAIL(1 112'SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 1745 plf/288 lbs/FASTENER/ 2 ROWS = 3.1 ROWS= 26 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112'SIDE)PLY-TO-PLY AT 26 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, 0:120221220053\SHEARCALCS\O#10477-CENTER-SHEARCALCS.xIs RALEIGH,NC 27609 143 SHEARWALL DESIGN SECOND FLOOR ENDWALL#21 SIDEWALL#1 CORNER: SECOND FLOOR ENDWALL#2/SIDEWALL#1 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#2 UPLIFT FORCE(UE3)= 0 lbs 3rd FLOOR SIDEWALL#1 UPLIFT FORCE(US3)= 1212 lbs 2nd FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 lbs ENDWALL WALL DEAD LOAD= 0 lbs SIDEWALL WALL DEAD LOAD= 0 lbs TOTAL DEAD LOAD= 0 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1212 lbs-0 lbs= 1212 lbs HOLDDOWN FORCE= 1212 lbs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 2513 lbs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs 1212 lbs 1951 lbs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 1212 lbs/ 2 STRAP/128 lbs/FASTENER= 2.4 FASTENERS 16 ga x 2.5'x 7116"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 1212 lbs/ 2 STRAP/86 lbs/FASTENER= 3.5 FASTENERS USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(3)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(4)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS16 STRAP Z= 1705 lbs OKAY CHECK STRAP FASTENERS: 22 0.131"x 2.5"NAILS Z= 78 lbs/FASTENER 1212 lbs/STUD 178 lbs/FASTENER= 15.5 FASTENERS OKAY FOR(1)SIMPSON CS16 STRAP WITH(16)0.131"x2.5"NAILS ACROSS FLOORICEILING LINE ALTERNATE: 1212 lbs /1235 lbs/STRAP= 1 STRAPS CHECK STRAP: SIMPSON LSTA21 STRAP Z= 1235 lbs OKAY CHECK STRAP FASTENERS: 16 0.148"x 2.5 NAILS OKAY FOR(1)SIMPSON LSTA21 STRAP(S)WITH(16)0.148"x 2.5"NAILS ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1212 lbs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 1212 lbs/131 lbs/FASTENER/ 2 ROWS = 4.7 ROWS= 21 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 1212 plf/192 lbs/FASTENER/ 2 ROWS = 3.2 ROWS= 26 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1112"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 1212 plf/288 lbs/FASTENER/ 2 ROWS = 2.2 ROWS= 34 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2'SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA202212200531SHEARCALCSI0#10477-CENTERSHEARCALCS.,4s RALEIGH,NC 27609 144 SHEARWALL DESIGN SECOND FLOOR ENDWALL#2/SIDEWALL#2 CORNER: SECOND FLOOR ENDWALL#2/SIDEWALL#2 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#2 UPLIFT FORCE(UE3)= 0 lbs 3rd FLOOR SIDEWALL#2 UPLIFT FORCE(US3)= 1745 lbs 2nd FLOOR ENDWALL#11 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 lbs ENDWALL WALL DEAD LOAD= 0 lbs SIDEWALL WALL DEAD LOAD= 0 lbs TOTAL DEAD LOAD= 0 lbs. UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1745 lbs-0 lbs= 1745 lbs HOLDDOWN FORCE= 1745 lbs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 1866 lbs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs 1745 Ibs /951 lbs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 lbs 1745 lbs/ 2 STRAP/128 lbs/FASTENER= 3.4 FASTENERS 16 ga x 2.5 x 7116"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 Ibs 1745 lbs/ 2 STRAP/86 lbs/FASTENER= 5.1 FASTENERS USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 lbs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5 NAILS Z= 83 Ibs/FASTENER 1745 lbs/STUD/83 lbs/FASTENER= 21 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(21)0.131"x 2.5"NAILS ACROSS FLOORICEILING LINE ALTERNATE: 1745 lbs 11235 lbs/STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 lbs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5 NAILS OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1745 lbs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 1745 lbs/131 lbs/FASTENER/ 2 ROWS = 6.7 ROWS= 15 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5"1 NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 lbs 1745 plf/192 lbs/FASTENER/ 2 ROWS = 4.6 ROWS= 21 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(11/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 318"DIA LAG SCREW(1 112"SIDE) Z= 180 lbs x 1.6 = 288 lbs 1745 plf/288 lbs/FASTENER/ 2 ROWS = 3.1 ROWS= 26 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 26 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.Yls RALEIGH,NC 27609 145 SHEARWALL DESIGN FIRST FLOOR CORNER HOLD DOWN CONNECTIONS FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#11 SIDEWALL#1 CORNER:UPLIFT LOADS: 1 st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 0 lbs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 8225 lbs 1st FLOOR ENDWALL#1/SIDEWALL 41 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 lbs ENDWALL WALL DEAD LOAD= 0 lbs SIDEWALL WALL DEAD LOAD= 0 lbs TOTAL DEAD LOAD= 0 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 8225 lbs-0lbs= 8225 lbs HOLDDOWN FORCE= 8225 lbs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 13335 lbs CHECK STRAP: SIMPSON HD9B w/(3)STUDS Z= 8430 lbs 8430 lbs > 8225 lbs OKAY OKAY FOR A SIMPSON HD9B w/(3)STUDS CHECK STUDS: FOR SIMPSON HD9B w/(3)STUDS A MINIMUM OF 3 STUD(S)ARE REQUIRED 8225 lbs TENSION = 3 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 8225 lbs CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 8225 lbs/131 lbs/FASTENER/ 2 ROWS = 31.4 ROWS= 4 in O.C. USE(2)ROWS OF 8d(0.131'x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 4 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 8225 plf/192 lbs/FASTENER/ 2 ROWS = 21.5 ROWS= 6 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 8225 plf 1288 lbs/FASTENER/ 2 ROWS = 14.3 ROWS= 8 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 8 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCSIO#10477-CENTER-SHEARCALCS.As RALEIGH,NC 27609 146 SHEARWALL DESIGN FIRST FLOOR ENDWALL#11 SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL 411 SIDEWALL#2 CORNER:UPLIFT LOADS: 1 st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 0 lbs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 2226 lbs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 lbs ENDWALL WALL DEAD LOAD= 0 lbs SIDEWALL WALL DEAD LOAD= 0 lbs TOTAL DEAD LOAD= 0 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 2226 lbs-0 lbs= 2226 lbs HOLDDOWN FORCE= 2226 lbs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 5250 lbs CHECK STRAP: SIMPSON LSTHD8 Z= 2270 lbs 2270 lbs > 2226 lbs OKAY OKAY FOR A SIMPSON LSTHD8 CHECK STUDS: FOR SIMPSON LSTHD8 A MINIMUM OF 2 STUD(S)ARE REQUIRED 2226 lbs TENSION = 1 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 2226 lbs CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 2226 lbs/131 lbs/FASTENER/ 2 ROWS = 8.5 ROWS= 13 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(11/2"SIDE)PLY-TO-PLY AT 13 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 2226 plf/192 lbs/FASTENER/ 2 ROWS = 5.8 ROWS= 19 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 2226 pif 1288 lbs/FASTENER/ 2 ROWS = 3.9 ROWS= 29 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 29 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCSIO#10477-CENTERSHEARCALCS.xis RALEIGH,NC 27609 147 SHEARWALL DESIGN FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 0 lbs 1 st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 8225 lbs 1st FLOOR ENDWALL#11 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 lbs ENDWALL WALL DEAD LOAD= 0 lbs SIDEWALL WALL DEAD LOAD= 0 lbs TOTAL DEAD LOAD= 0 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 8225 lbs-0 lbs= 8225 lbs HOLDDOWN FORCE= 8225 lbs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 8884 lbs CHECK STRAP: SIMPSON HD9B wl(3)STUDS Z= 8430 lbs 8430 lbs > 8225 lbs OKAY OKAY FOR A SIMPSON HD9B w/(3)STUDS CHECK STUDS: FOR SIMPSON HD9B W/(3)STUDS A MINIMUM OF 3 STUD(S)ARE REQUIRED 8225 lbs TENSION = 3 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 8225 lbs CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 8225 lbs/131 lbs/FASTENER! 2 ROWS = 31.4 ROWS= 4 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 4 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 8225 plf/192 lbs/FASTENER/ 2 ROWS = 21.5 ROWS= 6 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 8225 plf 1288 lbs/FASTENER/ 2 ROWS = 14.3 ROWS= 8 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112'SIDE)PLY-TO-PLY AT 8 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C9202212200531SHEARCALM0#10477-CENTERSHEARCALCS.ds RALEIGH,NC 27609 148 SHEARWALL DESIGN FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 0 lbs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 2226 lbs 1st FLOOR ENDWALL#11 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 lbs ENDWALL WALL DEAD LOAD= 0 lbs SIDEWALL WALL DEAD LOAD= 0 lbs TOTAL DEAD LOAD= 0 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 2226 Ibs-0 lbs= 2226 lbs HOLDDOWN FORCE= 2226 lbs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 4446 lbs CHECK STRAP: SIMPSON LSTHD8 Z= 2270 lbs 2270 lbs > 2226 lbs OKAY OKAY FOR A SIMPSON LSTHD8 CHECK STUDS: FOR SIMPSON LSTH08 A MINIMUM OF 2 STUD(S)ARE REQUIRED 2226 lbs TENSION = 1 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 2226 lbs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 2226 lbs]131 lbs/FASTENER/ 2 ROWS = 8.5 ROWS= 13 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 13 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 2226 plf/192 lbs/FASTENER/ 2 ROWS = 5.8 ROWS= 19 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 2226 plf/288 lbs/FASTENER/ 2 ROWS = 3.9 ROWS= 29 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1112"SIDE)PLY-TO-PLY AT 29 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 149 Section 5 MODULES B-F SHEAR WALL CALCULATIONS 05/02/22 220053 150 SHEARWALL DESIGN H �RFHpty 2�a P�?, 7_1 AZ srAZ 0(xa�How� H. L W V ti JOB INFORMATION: JOB NUMBER= 220053 PLAN NAME/NUMBER= LEGACY O#10477-"B-F"MODULES FIRST FLOOR WIDTH(W1)= 40 ft MIN FIRST FLOOR SPAN(W1•)= 15.75 ft FIRST FLOOR LENGTH(L1)= 13.25 ft SECOND FLOOR WIDTH(W2)= 40 ft MIN SECOND FLOOR SPAN(W2,)= 15.75 ft SECOND FLOOR LENGTH(1-2)= 13.25 ft ROOF SPAN(WR)= 31.5 ft FIRST FLOOR HEIGHT(1-11)= 9.5 ft SECOND FLOOR HEIGHT(1-12)= 8.5 ft ROOF PITCH= 7/12 TRUSS SPACING(TOC)= 16 in STUD SPACING(SOC)= 16 in WIND SPEED(Vasd)= 105 mph=136 mph(Vult) EXPOSURE FACTOR= D BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCSI0}l10477-&F-SHEARCALCS.Xls RALEIGH,NC 27609 151 SHEARWALL DESIGN SHEARWALL SUMMARY: SHEATHING FASTENER SPACING MUST USE THE MORE RESTRICTIVE OF THAT SPECIFIED FOR APPLICABLE UPLIFT,SUCTION,AND SHEAR CONNECTIONS SECOND FLOOR ENDWALL#1: EXTERIOR END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 1.7 ft FULL HEIGHT SHEATHING REQUIRED 14.25 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR ENDWALL#2: "G-H"MODULE END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 7.81 ft FULL HEIGHT SHEATHING REQUIRED 33.33 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR SIDEWALL#1: BEDROOM 94 SIDE 3.83 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 4.3 ft FULL HEIGHT SHEATHING REQUIRED 7.2 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR SIDEWALL#2: BEDROOM#5 SIDE 1 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)wl 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 2.59 ft FULL HEIGHT SHEATHING REQUIRED 7.2 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.xl. RALEIGH,NC 27609 152 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1 : EXTERIOR END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)wl 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED)wl FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 2.36 ft FULL HEIGHT SHEATHING REQUIRED 23.5 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FIRST FLOOR ENDWALL#2: "C-D"MODULE END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 2 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 518"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 12 ft FULL HEIGHT SHEATHING REQUIRED 13 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 2 in O.C.(EDGE) FIRST FLOOR SIDEWALL#1: LIVING ROOM SIDE 3.83 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 518"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 5.68 ft FULL HEIGHT SHEATHING REQUIRED 7 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) FIRST FLOOR SIDEWALL#2: BEDROOM#1 SIDE 1 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)wl 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 6.69 ft FULL HEIGHT SHEATHING REQUIRED 9.1 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19/32"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19/32"RATED SHEATHING(BLOCKED)AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\2200531SHEARCALCSIO#10477-B-FSHEARCALCS.As RALEIGH,NC 27609 153 SHEARWALL DESIGN SHEATHING SUMMARY: STANDARD CEILING SHEATHING: 1/2"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) STANDARD ROOF SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR ROOF ZONE 1(FIELD): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 10 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(CORNER) STANDARD ROOF SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR ROOF ZONE 1(FIELD):ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5(MIN LEG)STAPLE AT 7 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5'(MIN LEG)STAPLE AT 5 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 4 in O.C.(CORNER) STANDARD 2ND FLOOR SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 2ND FLOOR SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 1st FLOOR SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 1st FLOOR SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\0#10477-B-F-SHEARCALCS.As RALEIGH,NC 27609 154 SHEARWALL DESIGN CONNECTION SUMMARY: CONNECTIONS TO BE AS SPECIFIED OR EQUIVALENT UPLIFT CONNECTIONS TRUSS TO CEILING BAND: SEE TRUSS CALCULATIONS USE THE STANDARD(4)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)ENDNAILED THROUGH BAND INTO TRUSS WITH NO ADDITIONAL BOTTOM CHORD TO BAND OR WITH NO ADDITIONAL BOTTOM CHORD TO BAND OR PROVIDE A TRUSS TO CEILING BAND CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 467 lbs 2nd FLOOR STUD TO CEILING&FLOOR BANDS: USE 8d(0.131"x2.5")NAIL(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(10) 8d(0.131"x 2.5')NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR USE 16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE)AT 2 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(15)16 ga x 2.5'x 7116"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5'NAILS EACH END OF EACH STUD OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5 NAILS EACH END OF EACH STUD OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 468 lbs/STUD 2nd FLOOR BAND TO 1st FLOOR CEILING BAND: USE 8d(0.131"x2.5")NAIL(7/16"SIDE)AT 5 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND OR USE 16 ga x 2.5 x 7/16"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND OR OKAY FOR 1 1/2"x 20 ga STRAP EACH STUD LOCATION WITH A MINIMUM OF(2) 8d(0.131"x2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5'NAILS EACH STUD LOCATION OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5 NAILS EACH STUD LOCATION OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 211 plf 1st FLOOR STUD TO CEILING&FLOOR BANDS: USE 8d(0.131"x2.5")NAIL(7/16"SIDE)AT 5 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(6) 8d(0.131"x 2.5)NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR USE 16 ga x 2.5 x 7/16"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(9)16 ga x 2.5'x 7/16"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5)NAIL(20 ga SIDE)EACH END OR'A MINIMUM OF(2)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH END OF EACH STUD OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH STUD OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 211 plf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, 0:\2022\720053\SHEARCALCS\O#10477-B-F-SHEARCALCS.Xls RALEIGH,NC 27609 155 SHEARWALL DESIGN LATERAL CONNECTIONS TRUSS TO TOP PLATE CONNECTION: USE A MINIMUM OF(1) 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR USE A MINIMUM OF(1)16d(0.162"x 3.5)NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR PLATE TO PLATE CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 54 lbs EACH EXTERIOR WALL USE 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE OR PLATE TO STUD CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 81 plf USE A MINIMUM OF(3) 8d(0.131"x2.5')NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD USE A MINIMUM OF(2)16d(0.162"x 3.5)NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD BOTTOM PLATE TO FLOOR CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 195 lbs EACH END USE 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)AT 10 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5)NAIL(1 112"SIDE)AT 15 in O.C.PLATE TO PLATE OR TOP PLATE SPLICE LENGTH A CONNECTION TO RESIST A LATERAL LOAD OF 147 plf TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 4 in O.C. OR TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft W/(2)ROWS 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)AT 4 in O.C. OR A CONNECTION TO RESIST A FORCE OF 45 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, 012022\220053\SHEARCALCSl0#10477-B-F-SHEARCALCS.-As RALEIGH,NC 27609 156 SHEARWALL DESIGN SHEAR CONNECTIONS SECOND FLOOR ENDWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5)NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 58 plf SECOND FLOOR ENDWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. OR USE 16d(0.162"x3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 84 plf FIRST FLOOR ENDWALL#1 SHEAR CONNECTIONS RIMBAND SILL PLATE CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 49 plf SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 2567 lbs(65 pIf) FIRST FLOOR ENDWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 10 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 591 plf SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 1432 lbs(36 plf) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:�2022V20053\SHEARCALCS\O#10477-B-F-SHEARCALCS.xls RALEIGH,NC 27699 157 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 4 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 13 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 440 plf SECOND FLOOR CEILING COLLECTORS COLLECTOR 1-3 OKAY FOR 1 112"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 846 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=1968 COLLECTOR 2-3 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(6)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 706 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=1643 SECOND FLOOR SIDEWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE]RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 10 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 40 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 115 plf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.xIs RALEIGH,NC 27609 158 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#1 SHEAR CONNECTIONS RIMBAND SILL PLATE CONNECTION: USE 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 12 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 531 plf SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN f m,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 4440 lbs(111 plf) FIRST FLOOR CEILING COLLECTORS COLLECTOR 1-2 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5)NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 980 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=2391 COLLECTOR 2-2 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5'x 7116"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 818 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=1997 FIRST FLOOR SIDEWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE I RIMBAND CONNECTION: USE 8d(0.131"x 2.5)NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 5 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 7 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 24 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 256 plf SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 3052 lbs(77 plf) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, 0:@022@20053\SHEARCALCS\O#10477-B-F-SHEARCALCS.ds RALEIGH,NC 27609 159 SHEARWALL DESIGN FIRST FLOOR COLLECTORS COLLECTOR 1-1 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(3) 8d(0.131"x 2.5)NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(4)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(10)0.131"x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 1198 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=2672 COLLECTOR 2-1 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5)NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 1000 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=2231 ENDWALL#2 FLOOR COLLECTOR NO GOOD FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR N/A EACH END N/A EACH END OR OKAY FOR A SIMPSON CMSTC16 STRAP WITH(50)0.148"x 3.25'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5 NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 8035 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=19284 BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:Q0221220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.Yls RALEIGH,NC 27609 160 SHEARWALL DESIGN CORNER HOLD DOWNS SECOND FLOOR ENDWALL#1!SIDEWALL#1 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5)NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5"NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5'NAILS ACROSS FLOOR/CEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1791 lbs THE DOWNWARD FORCE IS 5695 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 112"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1791 lbs SECOND FLOOR ENDWALL#1/SIDEWALL#2 CORNER: NO HOLD DOWN REQUIRED N/A N/A OR N/A OR N/A ACROSS FLOOR/CEILING LINE OR DEAD LOAD EXCEEDS UPLIFT THE DOWNWARD FORCE IS 3431 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1040 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.xis RALEIGH,NC 27609 161 SHEARWALL DESIGN SECOND FLOOR ENDWALL#2/SIDEWALL#1 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5)NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5'NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5'NAILS ACROSS FLOORICEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1791 lbs THE DOWNWARD FORCE IS 5695 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1791 lbs SECOND FLOOR ENDWALL#2/SIDEWALL#2 CORNER: NO HOLD DOWN REQUIRED N/A N/A OR NIA OR N/A ACROSS FLOOR/CEILING LINE OR DEAD LOAD EXCEEDS UPLIFT THE DOWNWARD FORCE IS 3431 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 112"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1040 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022t220053\SHEARCALCS\0#10477-B-F-SHEARCALCS.xls RALEIGH,NC 27609 162 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: OKAY FOR A SIMPSON STHD14RJ OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 2872 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 10024 lbs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 11 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 23 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 2872 lbs FIRST FLOOR ENDWALL#1 AT SIDEWALL#2 CORNER: NO HOLD DOWN REQUIRED OR DEAD LOAD EXCEEDS UPLIFT FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 4037 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 13 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 23 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 2340 lbs FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER: OKAY FOR A SIMPSON HD713 w/(3)STUDS OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 5703 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 12855 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 8 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 12 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 5703 lbs FIRST FLOOR ENDWALL#2 I SIDEWALL#2 CORNER: OKAY FOR A SIMPSON HD713 w/(3)STUDS OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 5703 lbs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 12855 lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5)NAIL(1 1/2"SIDE)PLY-TO-PLY AT 8 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 12 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 5703 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@022\220053\SHEARCALCS\0#10477-B-F-SHEARCALCS.,ds RALEIGH,NC 27609 163 SHEARWALL DESIGN DESIGN UPLIFT LOADS ROOF&CEILING ASSEMBLY DEAD LOAD= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf UPLIFT CONNECTION LOAD: PER TRUSS 210009-TR7-31-6-2 wup,= 467 lbs x 12 inlft/16 in O.C.= 351 pff TRUSS TO CEILING BAND: STANDARD CONNECTION: (4)16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 480 lbs x 1.6 x 0.67= 515 lbs ADDITIONAL TIE(S)REQUIRED FOR TRUSS TIE DOWN: 467 lbs-515 lbs= -48 lbs ADDITIONAL= N/A CHECK STRAP: N/A UP= N/A lbs NIA CHECK STRAP FASTENERS: N/A N/A ALTERNATE: CHECK STRAP: N/A UP= N/A lbs NIA CHECK STRAP FASTENERS: N/A N/A SEE TRUSS CALCULATIONS USE THE STANDARD(4)16d(0.162"x 3.5")NAIL(11/2"SIDE)ENDNAILED THROUGH BAND INTO TRUSS WITH NO ADDITIONAL BOTTOM CHORD TO BAND WITH NO ADDITIONAL BOTTOM CHORD TO BAND PROVIDE A TRUSS TO CEILING BAND CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 467 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022%220053\SHEARCALCS\O#l0477-B-FSHEARCALCS.As RALEIGH,NC 27609 164 SHEARWALL DESIGN REQUIRED SIDEWALL STUD TIE DOWN LOADING: 2nd FLOOR STUD TO CEILING&FLOOR BANDS: PnP=351 plf x 16 in O.C./12 in/ft= 468 lbs/STUD CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(7/16"SIDE) Z= 60 lbs x 1.6= 96 lbs 351 plf 196 lbs/FASTENER= 3.66 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 468 lbs/STUD/ lbs/FASTENER= 4.9 FASTENERS USE A MINIMUM TOTAL OF(10) 8d(0.131"x 2.5")NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: 16 ga x 2.5"x 7116"STAPLE(7/16"SIDE) Z= 40 lbs x 1.6= 64 lbs 351 plf 164 lbs/FASTENER= 5.48 FASTENERS/ft USE 16 ga x 2.5'x 7116"STAPLE(7/16"SIDE)AT 2 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 468 lbs/STUD/ lbs/FASTENER= 7.3 FASTENERS USE A MINIMUM TOTAL OF(15)16 ga x 2.5"x 7116"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 468 lbs/STUD/128 lbs/FASTENER= 1.8 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 468 lbs/STUD 186 lbs/FASTENER= 2.7 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) Sd(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 lbs 1 FASTENER 468 lbs/STUD 164 lbs/FASTENER= 7.3 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022V20053\SHEARCALCS\O#10477-B-F-SHEARCALCS.xIs RALEIGH,NC 27609 165 SHEARWALL DESIGN 2nd FLOOR BAND TO 1st FLOOR CEILING BAND: Pm=[351 plf-(0.6 x 12 psf x 8.5 ft+10 psf x 15.75 ft/2)] = 211 plf 281 Ibs x 16 in O.C./12 in/ft= 281 lbs/STUD CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(7/16"SIDE) Z= 60 lbs x 1.6= 96 lbs 211 plf/96 lbs/FASTENER= 2.2 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7/16"SIDE)AT 5 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND ALTERNATE: 16 ga x 2.5'x 7/16"STAPLE(7116"SIDE) Z= 40 lbs x 1.6= 64 lbs 211 plf 164 lbs/FASTENER= 3.3 FASTENERS/ft USE 16 ga x 2.5"x 7116"STAPLE(7116"SIDE)AT 3 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS:. 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 281 lbs/STUD 1128 lbs/FASTENER= 1.1 FASTENERS 16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 281 lbs/STUD/86 lbs/FASTENER= 1.6 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH STUD LOCATION WITH A MINIMUM OF(2) 8d(0.131'x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 lbs/FASTENER 281 lbs/STUD 164 lbs/FASTENER= 4.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH STUD LOCATION ALTERNATE: CHECK STRAP: . SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH STUD LOCATION BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\8HEARCALCS\O#10477-B-F-SHEARCALCS.xIs RALEIGH,NC 27609 166 SHEARWALL DESIGN 1st FLOOR STUD TO CEILING&FLOOR BANDS: Pl.e= Pay= 211 plf 281 lbs/STUD CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(7/16"SIDE) Z= 60 lbs x 1.6= 96 lbs 211 plf/96 lbs/FASTENER= 2.2 FASTENERS/It USE 8d(0.131"x 2.5")NAIL(7/16"SIDE)AT 5 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 281 lbs/STUD 1 lbs/FASTENER= 2.9 FASTENERS USE A MINIMUM TOTAL OF(6) 8d(0.131"x 2.5")NAIL(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: 16 ga x 2.5"x 7116"STAPLE(7/16"SIDE) Z= 40 lbs x 1.6= 64lbs 211 plf/64 lbs/FASTENER= 3.3 FASTENERS/ft USE 16 ga x 2.5"x 7/16"STAPLE(7116"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 281 lbs/STUD/ lbs/FASTENER= 4.4 FASTENERS USE A MINIMUM TOTAL OF(9)16 ga x 2.5"x 7/16"STAPLE(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: CHECK STRAP: 1 112"x 20 ga STRAP Z= 951 lbs x 1.6= 1522 OKAY CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs 281 lbs/STUD/80 lbs/FASTENER= 1.8 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86lbs 281 lbs/STUD/86 lbs/FASTENER= 1.6 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x2.5"NAILS Z= 64 lbs/FASTENER 281 lbs/STUD/64 lbs/FASTENER= 4.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202Z220053\SHEARCALCS\O#10477-B-F-SHEARCALCSyls RALEIGH,NC 27609 167 SHEARWALL DESIGN LATERAL LOAD AT ROOF/CEILING DIAPHRAGM WIND PERPENDICULAR TO RIDGE: d-per= 81 plf(Vasd) WIND PARALLEL TO RIDGE: d-para= 1398 plf(Vasd) CEILING DIAPHRAGM SHEATHING STANDARD CEILING SHEATHING: 1/2"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD), CEILING SHEATHING SHEAR CAPACITY(v�)= 75 plf ROOF DIAPHRAGM SHEATHING REQUIREMENTS USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L*wl-pe,/2= 13.25 ft*81 Of/2= 18 plf WR 31.5 ft STANDARD ROOF SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) ROOF SHEATHING SHEAR CAPACITY(vr)= 300 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 300 plf x 0.92= 276 plf NET DIAPHRAGM SHEAR CAPACITY(v„)=v,+v.= 276 plf+75 plf= 351 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L*wLpe,/2= 13.25 ft*81 plf/2= 18 plf WR 31.5 ft STANDARD ROOF SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD ROOF SHEATHING SHEAR CAPACITY(v;)= 160 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 160 plf x 0.85= 136 plf NET DIAPHRAGM SHEAR CAPACITY(v„)=v,+v.= 136 plf+75 plf= 211 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA2022\2200531SHEARCALCS\0#10477-B-F-SHEARCALCS.As RALEIGH,NC 27609 168 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES USING NAILS: CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 39 psf(Vasd) SUCTION FORCE= 39 psf x 16 in O.C./12 in/ft= 52 plf 52 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 10 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 49 psf(Vasd) SUCTION FORCE= 49 psf x 16 in O.C./12 in/ft= 65 plf 65 plf/50 lbs/FASTENER = 1.3 FASTENERS/ft= 9 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): p= 58 psf(Vasd) SUCTION FORCE= 58 psf x 16 in O.C.112 in/ft= 77 plf 77 plf 150 lbs/FASTENER = 1.6 FASTENERS/ft= 7 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(CORNER) USING STAPLES: CHECK FASTENERS: 16 ga x 1.5'(MIN LEG)STAPLE PENETRATION ONTO MAIN MEMBER= 1 in W= 20 Ibs/in x 1 in x 1.6= 32 lbs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 39 psf(Vasd) SUCTION FORCE= 39 psf x 16 in O.C./12 in/ft= 52 plf 52 plf/32 lbs/FASTENER = 1.7 FASTENERS/ft= 7 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 7 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 49 psf(Vasd) SUCTION FORCE= 49 psf x 16 in O.C./12 in/ft= 65 plf 65 plf/32 lbs/FASTENER = 2.1 FASTENERS/ft= 5 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 5 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): p= 58 psf(Vasd) SUCTION FORCE= 58 psf x 16 in O.C./12 in/ft= 77 plf 77 plf/32 lbs/FASTENER = 2.5 FASTENERS/ft= 4 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 4 in O.C.(CORNER) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:=221220053\SHEARCALCSIO#10477-B-F-SHEARCALCS.xl. RALEIGH,NC 27609 169 SHEARWALL DESIGN FOR WALL ZONE 4(FIELD): STUD SPACING(SOC)= 16 in O.C. p= 34 psf(Vasd) STUD LOADING=34 psf x 16"o.c./12"/ft= 45 plf 45 plf = 0.9 FASTENERS/ft= 13 in O.C. 50 lbs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) STUD LOADING=41 psf x 16"o.c./12"/ft= 55 plf 55 plf = 1.1 FASTENERS/ft= 10 in O.C. 50 lbs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, Ci\20221720053\SHEARCALCS\O#10477-B-F-SHEARCALCS.xIs RALEIGH,NC 27609 170 SHEARWALL DESIGN LATERAL WALL LOAD AT FLOORICEILING DIAPHRAGM 1st FLOOR: WIND PERPENDICULAR TO RIDGE: wi-per= 48 pif(Vasd) WIND PARALLEL TO RIDGE: wl-para= 287 plf(Vasd) 2nd FLOOR: WIND PERPENDICULAR TO RIDGE: W-per= 43 pif(Vasd) WIND PARALLEL TO RIDGE: wl-para= 257 pif(Vasd) LATERAL FRAMING CONNECTION LOADS FROM WIND: TRUSS TO TOP PLATE CONNECTION: PC= 81 plf x 16 in O.C.!12 in/ft= 108 lbs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 1081bs/109lbs/FASTENER = 1 FASTENERS USE A MINIMUM OF(1) 8d(0.131"x 2.5")NAIL(1 112"SIDE)(TOENAILED)EACH TRUSS ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 lbs(TOENAILED) 108lbs/159lbs/FASTENER = 0.7 FASTENERS USE A MINIMUM OF(1)16d(0.162"x 3.5")NAIL(1 112"SIDE)(TOENAILED)EACH TRUSS PLATE TO PLATE CONNECTION: PC= 81 plf CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 81 plf/131 lbs/FASTENER = 0.7 FASTENERS/ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 81 plf/192 lbs/FASTENER = 0.5 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(111/2"SIDE)AT 16 in O.C.PLATE TO PLATE PLATE TO STUD CONNECTION: PC= 41 psfx9.5ft/2= 195lbs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.67= 88 lbs(ENDNAILED) 195 lbs 188 lbs/FASTENER = 2.3 FASTENERS USE A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(11/2"SIDE)(ENDNAILED)EACH END OF EACH STUD ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.67= 129 lbs(ENDNAILED) 195 lbs/129 lbs/FASTENER = 1.6 FASTENERS USE A MINIMUM OF(2)16d(0.162"x 3.5")NAIL(1112"SIDE)(ENDNAILED)EACH END OF EACH STUD BOTTOM PLATE TO FLOOR CONNECTION: PC= 41 psfx9.5ft/2xl2in/16inO.C.= 147 pif CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 147 pif 1131 lbs/FASTENER = 1.2 FASTENERS/ft= 10 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 10 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 147 plf/192 lbs/FASTENER = 0.8 FASTENERS/ft= 15 in O.C. USE 16d(0.162'x 3.5")NAIL(1 112'SIDE)AT 15 in O.C.PLATE TO PLATE BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-&FSHEARCALCS.*,ds RALEIGH,NC 27609 171 SHEARWALL DESIGN TOP PLATE SPLICE LENGTH ROOF DIAPHRAGM LOADING(wl-per)= 81 plf FLOOR DIAPHRAGM LOADING(FLI-per)= 48 plf ROOF DIAPHRAGM LOADING CONTROLS DIAPHRAGM CHORD FORCE= T= wl-per'L2 = 81 Of x 13.25 ft A 2= 45 lbs 8`W 8x40ft CHECK FASTENERS: 2 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 82 lbs x 1.6 = 131 lbs REQUIRED SPLICE LENGTH: w/(2) 8d(0.131"x2.5")NAIL(1 1/2"SIDE)AT 4 in O.C.T x do/12 in/ft = 45 lbs x 4 in O.C./12 in /ft= 1 ft 2Z 2x 131 lbs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft wl(2)ROWS 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 41n O.C. ALTERNATE: CHECK FASTENERS: 2 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 120 lbs x 1.6 = 192 lbs REQUIRED SPLICE LENGTH: w/(2)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 4 in O.C.Tx dc/12 in/ft = 45 lbs x 4 in O.C.112 in /ft= 1 ft 2Z 2 x 192 lbs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ftw/(2)ROWS 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 4 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\O#10477-B-FSHEARCALCS.'As RALEIGH,NC 27609 172 SHEARWALL DESIGN FLOOR DIAPHRAGM SHEATHING REQUIREMENTS 2nd FLOOR USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L x FLI�,r/2= 13.25 ft x 257 plf 12= 43 plf WR 40 ft STANDARD 2ND FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) FLOOR SHEATHING SHEAR CAPACITY(v)= 255 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 255 plf x 0.92= 235 plf NET DIAPHRAGM SHEAR CAPACITY(vr,)=yr+v.= 235 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L x WI-per/2= 13.25 ft x 257 plf!2= 43 plf WR 40 ft STANDARD 2ND FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD FLOOR SHEATHING SHEAR CAPACITY(w')= 155 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 plf x 0.85= 132 plf NET DIAPHRAGM SHEAR CAPACITY(vr,)=yr+v,= 132 plf+75 plf= 207 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C120221220053\SHEARCALCS\0#10477-B-F-SHEARCALCS.XIs RALEIGH,NC 27609 173 SHEARWALL DESIGN 1st FLOOR USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L x FLI_ae,/2= 13.25 ft x 287 plf/2= 48 pF WR 40 ft STANDARD 1st FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) FLOOR SHEATHING SHEAR CAPACITY(v,')= 255 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 255 plf x 0.92= 235 plf NET DIAPHRAGM SHEAR CAPACITY(v„)=v,+v.= 235 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L x FLI_p.,/2= 13.25 ft x 287 plf 12= 48 plf WR 40 ft STANDARD 1st FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD FLOOR SHEATHING SHEAR CAPACITY(vr)= 155 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 plf x 0.85= 132 plf NET DIAPHRAGM SHEAR CAPACITY(v„)= 132 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA2022W0053\SHEARCALCS\O#10477-B-F-SHEARCALCSAIs RALEIGH,NC 27609 174 SHEARWALL DESIGN SECOND FLOOR ENDWALL#1 SHEATHING LENGTH REQUIREMENTS EXTERIOR END SECOND FLOOR WIDTH(W2)= 40 ft SECOND FLOOR LENGTH(1-2)= 13.25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(VWINT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR Ab)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cub)+(VW NT x CG x Cub)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED('Li)= 14.25 ft PERCENT FULL HEIGHT SHEATHING= 36% MAX.UNRESTRAINED OPENING HEIGHT= 1.5 ft SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rend1)=(1-2 x d-per+L2 x wF,,)/Nend+ADDITIONAL= Rend1=13.25 ft X 81 plf+13.25 ft x 43 plf 12+0 lbs= 822 lbs MIN.LENGTH SEGMENTED SHEARWALLS(LEw)=Rend1 IV = 822 lbs 1483 plf= 1.7 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LsEW I Co=1.7 ft!1= 1.7 It PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=1.7 ft PROVIDED=14.25 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UEl)= Rend1 x H = UE2=822 lbs x 8.5 ft = 491 lbs IL;xCO 14.25ftxI HORIZONTAL SHEAR: V= Rend = 822 lbs = 58 plf W 14.25 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): P= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C.112 in I ft= 45 plf 45 plf 150 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): P= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C.112 in/ft= 55 pff 55 plf 150 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\2200531SHEARCALCS\O#l0477-B-FSHEARCALCS.bs RALEIGH,NC 27609 175 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE 1 RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 58 plf/109 lbs/FASTENER = 0.6 FASTENERS/ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 58 pif 1159 lbs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 16d(0.162'x 3.5")NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 58 plf/540 lbs/FASTENER = 0.2 FASTENERS/ft= 60 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.)ds RALEIGH,NC 27609 176 SHEARWALL DESIGN SECOND FLOOR ENDWALL#2 SHEATHING LENGTH REQUIREMENTS "G-H"MODULE END SECOND FLOOR WIDTH(W2)= 40 ft SECOND FLOOR LENGTH(1-2)= 13.25 ft EXTERIOR SHEATHING: 19132"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(Vw)= 400 plf SHEARWALL STRENGTH(VW[NT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(V,N)_(VW x CG x Cbl+(VNINT x CG x Cub)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(I—Li)= 33.33 ft PERCENT FULL HEIGHT SHEATHING= 83% MAX.UNRESTRAINED OPENING HEIGHT= 8.5 ft SHEAR ADJUSTMENT FACTOR(C,)= 0.746(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 1991 lbs FROM CENTER 2FL EW#1 WIND SHEARWALL REACTION(Rend2)=(L2 x fl-pe,+L2 x wi.pe,)/Nend+ADDITIONAL= Randy= 13.25 ft x 81 pff+13.25 ft x 43 plf 12+1991 lbs= 2813 lbs MIN.LENGTH SEGMENTED SHEARWALLS(LEw)=Rendz/V = 2813 lbs 1483 plf= 5.82 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LEW/CO=5.82 It 10.746= 7.81 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=7.81 ft PROVIDED=33.33 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rend2 x H = UE2=2813 lbs x 8.5 ft = 962 lbs F.LixCo 33.33 ft x 0.746 HORIZONTAL SHEAR: V= Rend = 2813 lbs = 84 plf W 33.33 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C.112 in/ft= 45 plf 45 plf/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): P= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA2022=0053\SHEARCALCSIO#10477-B-FSHEARCALCS.)ds RALEIGH,NC 27609 177 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 84 plf 1 109 lbs/FASTENER = 0.8 FASTENERS I ft= 15 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 84 pif/159 lbs 1 FASTENER = 0.6 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 84 plf/540 lbs/FASTENER = 0.2 FASTENERS/ft= 60 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-B-FSHEARCALCS.Ids RALEIGH,NC 27609 178 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#1 SHEATHING LENGTH REQUIREMENTS BEDROOM#4 SIDE TRIBUTARY LENGTH(TI-1)= 3.83 ft SECOND FLOOR LENGTH(1-2)= 7.2 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(Vw)= 400 plf SHEARWALL STRENGTH(Vw,NT)= 400 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.923 BLOCKING ADJ.FACTOR(C„b)= 1 BLOCKING ADJ.FACTOR(C„b)= 1 ADJUSTED WIND SHEARWALL STRENGTH(V,N)_(VN x CG x C„b)+(VwiNT x CG x Cab)= (400 plf x 0.92 x 1)+(400 plf x 0.923 x 1)= 737 plf MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(-ILI)= 7.2 ft PERCENT FULL HEIGHT SHEATHING= 100% MAX.UNRESTRAINED OPENING HEIGHT= 0 ft SHEAR ADJUSTMENT FACTOR(C,)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nside)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rydei)=(W2 x d-para+W2 x wFpa,a)/Na;de+ADDITIONAL= R&del=3.83 ft x 1398 plf+3.83 ft x 257 plf 12+0 lbs= 3170 lbs MIN.LENGTH SEGMENTED SHEARWALLS(Law)=Rvde1 IV = 3170 lbs 1737 plf= 4.3 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=Lsw/Co=4.3 ft/1= 4.3 It PERFORATED FULL HEIGHT SHEATHING C PERFORATED FULL HEIGHT SHEATHING REQUIRED=4.3 ft PROVIDED=7.2 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(Us1)= Rsldet x H = Us1=3170 lbs x 8.5 ft = 3743 lbs V—L;xCG 7.2ftx1 HORIZONTAL SHEAR: V= Rside = 3170 lbs = 440 plf W 7.2 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C.112 in/ft= 45 plf 45 plf 150 lbs I FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 pif 55 plf 150 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\202212200531SHEARCALCS\0#1047743-FSHEARCALCS.:ds RALEIGH,NC 27609 179 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM 1 TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 440 plf/109 lbs/FASTENER = 4.1 FASTENERS/ft= 2 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 440 plf 1159 lbs/FASTENER = 2.8 FASTENERS/ft= 4 in O.C. USE 16d(0.162"x 3.5")NAIL(11/2"SIDE)(TOENAILED)AT A MAXIMUM OF 4 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 440 plf/540 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 13 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\202212200531SHEARCALCSI0#10477-B-F-SHEARCALCS.ids RALEIGH,NC 27609 180 SHEARWALL DESIGN WIND PRESSURES FOR COLLECTORS(MWFRS)(SEE WIND CALC): LOAD CASE A-WIND FROM SIDE WALL: POSITIVE INTERNAL PRESSURE: ZONE 1(FIELD)PRESSURES: P7= 11 psf ZONE 4(FIELD)PRESSURES: P4= -15 psf NEGATIVE INTERNAL PRESSURE: ZONE 1(FIELD)PRESSURES: P7= 21 psf ZONE 4(FIELD)PRESSURES: P4= -6 psf LOAD CASE B-WIND FROM END WALL: POSITIVE INTERNAL PRESSURE: ZONE 5(FIELD)PRESSURES: Ps= 6 psf ZONE 6(FIELD)PRESSURES: P6= -13 psf NEGATIVE INTERNAL PRESSURE: ZONE 5(FIELD)PRESSURES: P5= 16 psf ZONE 6(FIELD)PRESSURES: P6= -3 psf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCSI0#10477-B-F-SHEARCALCS.xls RALEIGH,NC 27609 181 SHEARWALL DESIGN SECOND FLOOR CEILING COLLECTORS COLLECTOR 13 TRIBUTARY LENGTH COLLECTOR 1-3= 19.4 ft CALCULATED COLLECTOR LOAD AT SECOND FLOOR CEILING= 16 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT 12+19.4 ft WIDTH x 11.66 ft GABLE HEIGHT= 1545 lbs -13 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT/2+19.4 ft WIDTH x 11.66 ft GABLE HEIGHT= -846 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 423 lbs/STRAP CHECK STRAP: 1 112"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 lbs/FASTENER 423 lbs/STUD 180 lbs/FASTENER= 1.7 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 423 lbs/STUD 186 lbs/FASTENER= 2.5 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5 NAILS Z= 64 lbs/FASTENER 423 lbs/STUD 164 lbs/FASTENER= 6.6 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1545 lbs+423 lbs= 1968 lbs COLLECTOR 23 TRIBUTARY LENGTH COLLECTOR 2-3= 16.2 ft CALCULATED COLLECTOR LOAD AT SECOND FLOOR CEILING= 16 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT/2+16.2 ft WIDTH x 11.66 ft GABLE HEIGHT= 1290 lbs -13 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT/2+16.2 ft WIDTH x 11.66 ft GABLE HEIGHT= -706 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 353 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs I FASTENER 353 lbs/STUD/80 lbs/FASTENER= 1.4 FASTENERS 16 ga x 2.5'x 7116"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 Ibs/FASTENER 353 lbs/STUD/86 lbs/FASTENER= 2.1 FASTENERS OKAY FOR 1 112"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 lbs/FASTENER 353 lbs/STUD/64 lbs/FASTENER= 5.5 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(6)0.131"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1290 lbs+353 lbs= 1643 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.)ds RALEIGH,NC 27609 182 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS BEDROOM#5 SIDE TRIBUTARY LENGTH(TL4)= 1 ft SECOND FLOOR LENGTH(1-2)= 23.75 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(NWINT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(C,,)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(V,N)_(VW x CG x Cub)+(VWiNT x CG x Cub)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(—ILi)= 7.2 ft PERCENT FULL HEIGHT SHEATHING= 30% MAX.UNRESTRAINED OPENING HEIGHT= 5 ft SHEAR ADJUSTMENT FACTOR(C")= 0.661 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nside)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rside2)=(W2 x d-para+W2 x w4para)/Nside+ADDITIONAL= Rside2= 1 ft x 1398 pif+1 ft x 257 plf/2+0 Ibs.= 828 lbs MIN.LENGTH SEGMENTED SHEARWALLS(Lsw)=Rside2/V = 828 lbs/483 plf= 1.71 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=LsW/Co=1.71 ft/0.661= 2.59 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=2.59 ft PROVIDED=7.2 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED LINO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(U62)= Rsfda2 x H = UE2=828 lbs x 8.5 ft = 1479 lbs $L,xCO 7.2ftx0.661 HORIZONTAL SHEAR: V= Rside = 828 lbs = 115 plf W 7.2 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf 150 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): P= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022220053\SHEARCALCS\O#10477-B-FSHEARCALCS.)ds RALEIGH,NC 27609 183 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE I RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 115 pif/109 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 10 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 115 pif/159 lbs/FASTENER = 0.8 FASTENERS/ft= 15 in O.C. USE 16d(0.162'x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM.OF 15 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 115 pif/540 lbs/FASTENER = 0.3 FASTENERS/ft= 40 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 40 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCSk0#10477-B-F-SHEARCALCS.)ds RALEIGH,NC 27609 184 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1 SHEATHING LENGTH REQUIREMENTS EXTERIOR END FIRST FLOOR WIDTH(Wi)= 23.5 ft FIRST FLOOR LENGTH(1-1)= 13.25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VN,)= 400 plf SHEARWALL STRENGTH(VWINT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Ceb)= 1 BLOCKING ADJ.FACTOR(Ceb)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Ceb)+(VNINT x CG x Ceb)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(-Il-j)= 23.5 ft PERCENT FULL HEIGHT SHEATHING= 59% MAX.UNRESTRAINED OPENING HEIGHT= 1.5 ft SHEAR ADJUSTMENT FACTOR(Ce)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rend1)=2FLRendl+L1 x FLvper/Nend+ ADDITIONAL= Rend1=822 lbs+13.25 ft X 48 plf/2+0 lbs= 1140 lbs MIN.LENGTH SEGMENTED SHEARWALLS(LE,)=Rendt/V = 1140 lbs/483 plf= 2.36 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LEW/Co=2.36 ft!1= 2.36 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=2.36 ft PROVIDED=23.5 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED LINO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rend1 x H = UE2= 1140 lbs x 9.5 ft = 461 lbs VLixCo 23.5ftx1 HORIZONTAL SHEAR: V= Rend = 1140 lbs = 49 pli W 23.5 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 pif 55 pif/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\(D#10477-B-FSHEARCALCS.)ds RALEIGH,NC 27609 185 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND SILL PLATE CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 49 plf/109 lbs/FASTENER = 0.5 FASTENERS/ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 49 plf/159 lbs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 49 plf/540 lbs/FASTENER = 0.1 FASTENERS I ft= 120 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 72 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+LI x(3/4*FLFper)/2= V= 1140 lbs+13.25 ft x(3/4*287 plf)12 2567 lbs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 2567 lbs/1840 lbs/FASTENER = 1.4 FASTENERS BOLTSPACING= (W-2)/(N-1)= (40ft-2)/(2-1)= 72in 2567 lbs 11840 lbs/FASTENER = 1.4 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 2567 lbs 12830 lbs/FASTENER = 1 FASTENERS BOLTSPACING= (W-2)/(N-1)= (40ft-2)/(1-1)= 72 in 2567 lbs/2830 lbs/FASTENER = 1 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\720053\8HEARCALCS\O#I0477-B-F-SHEARCALCS.)ft RALEIGH,NC 27609 186 SHEARWALL DESIGN FIRST FLOOR ENDWALL#2" SHEATHING LENGTH REQUIREMENTS "C-D"MODULE END FIRST FLOOR WIDTH(W,)= 40 ft FIRST FLOOR LENGTH(LI)= 13.25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 2 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 1025 plf SHEARWALL STRENGTH(VWiM)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(VV)_(VW x CG x Cub)+(VWiM x CG x Cub)= (1025 plf x 0.92 x 1)+(115 plf x 1 x 1)= 1058 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(11-1)= 13 ft PERCENT FULL HEIGHT SHEATHING= 33 MAX.UNRESTRAINED OPENING HEIGHT= 8.5 ft SHEAR ADJUSTMENT FACTOR(Co)= 0.475(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 2900 lbs FROM CENTER 1 FL EW1 WIND SHEARWALL REACTION(Rend2)=2FLRend2+L1 x FLFp.,/Nend+ ADDITIONAL= Rend2=13.25 ft x 48 plf/2+2813 lbs+2900 lbs= 6031 lbs MIN.LENGTH SEGMENTED SHEARWALLS(LEw)=Rend2/V = 6031 lbs/1058 plf= 5.7 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LEW 1 Co=5.7 ft/0.475= 12 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=12 ft PROVIDED=13 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rend2 x H = UE2=6031 lbs x 9.5 ft = 9279 lbs SLixCo 13ftx0.475 HORIZONTAL SHEAR: V= Rend = 6031 lbs = 591 plf W 10.2 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): P= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C.112 in/ft= 55 plf 55 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 2 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 2 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@022\220053\SHEARCALCS\O#10477-B-FSHEARCALCS.)ds RALEIGH,NC 27609 187 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 591 plf/109 lbs/FASTENER = 5.5 FASTENERS/ft= 2 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 591 plf/159 lbs/FASTENER = 3.8 FASTENERS/ft= 3 in O.C. USE 16d(0.162"x 3.5")NAIL(11/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 591 plf/540 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 10 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+L1 x(3/4'FLFpe,)/2= V= 5.7 lbs+13.25 ft x(314"287 plf)/2 1432 lbs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 1432 lbs 11840 lbs/FASTENER = 0.8 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (40 ft-2)/(1-1)= 72 in 1432 lbs/1840 lbs/FASTENER = 0.8 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 1432 lbs 12830 lbs/FASTENER = 0.6 FASTENERS BOLTSPACING= (W-2)/(N-1)= (40ft-2)/(1-1)= 72in 1432 lbs/2830 lbs/FASTENER = 0.6 FASTENERS USE 518"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ENDWALL#2 FLOOR COLLECTOR TRIBUTARY LENGTH ENDWALL#2 FLOOR COLLECTOR= 16.92 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR= 21 psf x 16.92 ft WIDTH x(9.5 ft WALL+8.5 ft WALL+11.66 It ROOF+1 ft PER FLOOR)= 11249 lbs -15 psf x 16.92 ft WIDTH x(9.5 ft WALL+8.5 ft WALL+11.66 ft ROOF+1 ft PER FLOOR)= -8035 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 4018 lbs/STRAP CHECK STRAP: 1 112"x 20 ga STRAP Z= 951 lbs NO GOOD CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 4018 lbs/STUD/80 lbs/FASTENER= 15.7 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 4018 lbs/STUD/86 lbs/FASTENER= 23.4 FASTENERS NO GOOD FOR 1 112"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR NIA EACH END NIA EACH END ALTERNATE: CHECK STRAP: SIMPSON CMSTC16 STRAP Z= 4690 lbs OKAY CHECK STRAP FASTENERS: 58 0.148"x 3.25"NAILS Z= 81 lbs/FASTENER 4018 lbs/STUD/81 lbs/FASTENER= 49.6 FASTENERS OKAY FOR A SIMPSON CMSTC16 STRAP WITH(50)0.148"x 3.25"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA24 STRAP Z= 1235 lbs NO GOOD CHECK STRAP FASTENERS: 18 0.148"x 2.5"NAILS NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 11249 lbs+8035 lbs= 19284 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCSIO#10477-B-FSHEARCALCSAs RALEIGH,NC 27609 188 SHEARWALL DESIGN BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022%220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.ws RALEIGH,NC 27609 189 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#1 SHEATHING LENGTH REQUIREMENTS LIVING ROOM SIDE TRIBUTARY LENGTH(TI-1)= 3.83 ft FIRST FLOOR LENGTH(1-1)= 13.75 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER: 0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 3 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VN,)= 785 plf SHEARWALL STRENGTH(VWiNr)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cub)+(VWINT x CG x Cub)= (785 plf x 0.92 x 1)+(115 plf x 1 x 1)= 837 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED al-j)= 7 ft PERCENT FULL HEIGHT SHEATHING= 51 % MAX.UNRESTRAINED OPENING HEIGHT= 5 ft SHEAR ADJUSTMENT FACTOR(Ca)= 0.783(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 lbs WIND SHEARWALL REACTION(Rs;de1)=2FLRs[M+W1 x FLFp.,a/Nend+ADDITIONAL= R�da1=3170 lbs+3.83 ft x 287 plf/2+0 lbs= 3720 lbs MIN.LENGTH SEGMENTED SHEARWALLS(Lsv,)=Rsldd/V= 3720 lbs/837 plf= 4.44 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=Lsw I Co=4.44 ft 10.783= 5.68 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=5.68 ft PROVIDED=7 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rs-,del x H = UE2=3720 lbs x 9.5 ft = 6448 lbs ELixCG 7ftx0.783 HORIZONTAL SHEAR: V= Rside = 3720 lbs = 531 plf L 7ft SHEATHING SUCTION CONNECTION PER ASCE 7 ICBC PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C.112 in/ft= 45 plf 45 plf/50 lbs/FASTENER = 0.9 FASTENERS/It= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 3 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x Y'(MIN)NAIL AT 3 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@022122(053\SHEARCALCS\O#10477-B-FSHEARCALCS.)ds RALEIGH,NC 27609 190 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND SILL PLATE CONNECTION: CHECK FASTENERS: 8d(0.131"x2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 531 plf/109 lbs/FASTENER = 4.9 FASTENERS/ft= 2 in O.C. USE 8d(0.131"x 2.5")NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 531 plf/159 lbs/FASTENER = 3.4 FASTENERS/ft= 3 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 531 plf/540 lbs/FASTENER = 1 FASTENERS/ft= 12 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 12 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+Wt x(314*Fl-.,r)/2= V= 3720 lbs+40 ft x(314*48 pff)/2 4440 lbs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 4440 lbs/1840 lbs/FASTENER = 2.5 FASTENERS BOLT SPACING= (W-2)1(N-1)= (40ft-2)/(3-1)= 72in 4440 lbs/1840 lbs/FASTENER = 2.5 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 518"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 4440 lbs/2830 lbs/FASTENER = 1.6 FASTENERS BOLT SPACING= (W-2)/(N-1)= (40ft-2)/(2-1)= 72 in 4440 lbs 12830 lbs/FASTENER = 1.6 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.xIs RALEIGH,NC 27609 191 SHEARWALL DESIGN FIRST FLOOR CEILING COLLECTORS COLLECTOR 1-2 TRIBUTARY LENGTH COLLECTOR 1-2= 19.4 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR CEILING= 16 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT 12+19.4 ft WIDTH x 9.5 ft WALL HEIGHT 12= 1411 lbs -13 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT/2+19.4 ft WIDTH x 9.5 ft WALL HEIGHT/2= -980 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 490 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 490 lbs/STUD/80 lbs/FASTENER= 1.9 FASTENERS 16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 490 lbs/STUD/86 lbs/FASTENER= 2.8 FASTENERS OKAY FOR 1 112"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5 NAILS Z= 64 lbs/FASTENER 490 lbs/STUD/64 lbs/FASTENER= 7.7 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1411 lbs+980 lbs= 2391 lbs COLLECTOR 2-2 TRIBUTARY LENGTH COLLECTOR 2-2= 16.2 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR CEILING= 16 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT/2+16.2 ft WIDTH x 9.5 ft WALL HEIGHT/2= 1179 lbs -13 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT/2+16.2 ft WIDTH x 9.5 ft WALL HEIGHT/2= -818 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 409 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: Bd(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 409 lbs/STUD/80 lbs I FASTENER= 1.6 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 409 lbs/STUD/86 lbs/FASTENER= 2.4 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x2.5"NAILS Z= 64 lbs/FASTENER 409 lbs/STUD/64 lbs/FASTENER= 6.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1179 lbs+818 lbs= 1997 lbs HARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:MM200531SHEARCALCS\O#10477-&F-SHEARCALCS.xls RALEIGH,NC 27609 192 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS BEDROOM#1 SIDE TRIBUTARY LENGTH(TL4)= 1 ft FIRST FLOOR LENGTH(1-1)= 13.75 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(Vw)= 400 plf SHEARWALL STRENGTH(V,NINT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(C„b)= 1 BLOCKING ADJ.FACTOR(C„b)= 1 ADJUSTED WIND SHEARWALL STRENGTH(V,N)_(VN x CG x Cbl+(VWINT x CG x C„b)= (400 plf x 0.92 x 1)+(115 pff x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(1-1-1)= 9.1 ft PERCENT FULL HEIGHT SHEATHING= 66% MAX.UNRESTRAINED OPENING HEIGHT= 6.8 ft SHEAR ADJUSTMENT FACTOR(C")= 0.723(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Ne„d)= 2 ADDITIONAL WALL WIND LOAD= 1360 lbs FROM GARAGE ENDWALL WIND SHEARWALL REACTION(Rend1)=2FLReide2+W1 x FLFPer I Nend+ADDITIONAL= Rends=828 lbs+1 ft x 287 plf 12+1360 lbs= 2332 lbs MIN.LENGTH SEGMENTED SHEARWALLS(Ls,)=Rvda/V = 2332 lbs 1483 plf= 4.83 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=Lsw 1 Co=4.83 ft/0.723= 6.69 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=6.69 ft PROVIDED=9.1 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED LINO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rendt x H = UE2=2332 lbs x 9.5 ft = 3368 lbs �L;xCo 9.1 ftx0.723 HORIZONTAL SHEAR: V= Rend = 2332 lbs = 256 pff W 9.1 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 19132"RATED SHEATHING(BLOCKED) PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 lbs/in x 1.5 in x 1.6= 50 lbs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C.112 in/ft= 45 pff 45 plf 150 lbs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19132'RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C.112 in I ft= 55 pff 55 plf 150 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19132'RATED SHEATHING(BLOCKED)AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.xls RALEIGH,NC 27609 193 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131'x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 256 plf/109 lbs/FASTENER = 2.4 FASTENERS/ft= 5 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 5 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 256 plf 1159 lbs/FASTENER = 1.7 FASTENERS/ft= 7 in O.C. USE 16d(0.162"x 3.5")NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 7 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 lbs 256 plf/540 lbs/FASTENER = 0.5 FASTENERS/ft= 24 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 24 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W,x(3/4'FLFpj 12= V= 2332 Ibs+40 ft x(314'48 pIf /2 3052 Ibs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN Fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 3052 lbs 11840 lbs/FASTENER = 1.7 FASTENERS BOLT SPACING= (W-2)/(N-1)= (40ft-2)/(2-1)= 72 in 3052 lbs/1840 lbs/FASTENER = 1.7 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN Fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 3052 lbs/2830 lbs/FASTENER = 1.1 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (40 ft-2)/(2-1)= 72 in 3052 lbs/2830 lbs/FASTENER = 1.1 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\0#10477-B-F-SHEARCALCS.kis - RALEIGH,NC 27609 194 SHEARWALL DESIGN FIRST FLOOR COLLECTORS COLLECTOR 1-1 TRIBUTARY LENGTH COLLECTOR 1-1= 19.4 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR= 16 psf x 19.4 ft WIDTH x 9.5 ft WALL HEIGHT/2= 1474 lbs -13 psf x 19.4 ft WIDTH x 9.5 ft WALL HEIGHT/2= -1198 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 599 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 599 lbs/STUD/80 lbs/FASTENER= 2.3 FASTENERS 16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 599 lbs/STUD/86 lbs/FASTENER= 3.5 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(4)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x2.5"NAILS Z= 64 lbs/FASTENER 599 lbs/STUD 164 lbs/FASTENER= 9.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(10)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1474 lbs+1198 lbs= 2672 lbs COLLECTOR 2-1 TRIBUTARY LENGTH COLLECTOR 2-1= 16.2 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR= 16 psf x 16.2 ft WIDTH x 9.5 ft WALL HEIGHT/2= 1231 lbs -13 psf x 16.2 ft WIDTH x 9.5 ft WALL HEIGHT 12= -1000 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 500 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs OKAY CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 500 lbs/STUD/80 lbs/FASTENER= 2 FASTENERS 16 ga x 2.5 x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs/FASTENER 500 lbs/STUD/86 lbs/FASTENER= 2.9 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131'x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 lbs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5 NAILS Z= 64 lbs/FASTENER 500 lbs/STUD 164 lbs/FASTENER= 7.8 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 lbs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1231 lbs+1000 lbs= 2231 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\0#10477-B-FSHEARCALCS.)ds RALEIGH,NC 27609 195 SHEARWALL DESIGN COMBINED CORNER HOLDDOWN REQUIREMENTS UPLIFT FORCES:(SEE ABOVE FOR CALCULATIONS) 2nd FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 491 lbs 2nd FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 962 lbs 2nd FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 3743 lbs 2nd FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 1479 lbs 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE1)= 461 lbs 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE1)= 9279 lbs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US1)= 6448 lbs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US1)= 3368 lbs DEAD LOADS: FIRST FLOOR WIDTH(W1)= 38 It(MAX: 4 x CEILING HEIGHT) SECOND FLOOR WIDTH(W2)= 34 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR LENGTH(L1)= 13.25 It(MAX: 4 x CEILING HEIGHT) SECOND FLOOR LENGTH(1-2)= 13.25 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR HEIGHT(H1)= 9.5 ft SECOND FLOOR HEIGHT(H2)= 8.5 ft ROOF&CEILING ASSEMBLY DEAD LOAD(RDL)= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf BARLOW ENGINEERING,P.G. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCS\O#10477-B-F-SHEARCALCS.Ids RALEIGH,NC 27609 196 SHEARWALL DESIGN SECOND FLOOR CORNER HOLD DOWN CONNECTIONS SECOND FLOOR ENDWALL#11 SIDEWALL#1 CORNER: SECOND FLOOR ENDWALL#1/SIDEWALL#1 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#1 UPLIFT FORCE(UE3)= 491 lbs 3rd FLOOR SIDEWALL#1 UPLIFT FORCE(US3)= 3743 lbs 2nd FLOOR ENDWALL#11 SIDEWALL#1 CORNER DEAD LOADS: ROOFDEADLOAD= 0.6xRDLxW2xL2/8= 0.6xl5psfx34ftxl3.25ft/8= 507 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 ft/2= 1040 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x L2/2)= 0.6 x 12 psf x 8.5 ft x 13.25 ft/2= 405 lbs TOTAL DEAD LOAD= 1952 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 3743 lbs-1952 lbs= 1791 lbs HOLDDOWN FORCE= 1791 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE=F7775695 Ibs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs 1791 lbs 1951 lbs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 1791 lbs/ 2 STRAP 1128 lbs/FASTENER= 3.5 FASTENERS 16 ga x 2.5 x 7116"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 1791 lbs/ 2 STRAP/86 lbs/FASTENER= 5.2 FASTENERS USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 lbs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5 NAILS Z= 83 lbs/FASTENER 1791 lbs/STUD/83 lbs/FASTENER= 21.6 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5"NAILS ACROSS FLOOR/CEILING LINE ALTERNATE: 1791 lbs 11235 lbs I STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 lbs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5"NAILS OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOOR/CEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1791 lbs CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 1791 lbs/131 lbs I FASTENER/ 2 ROWS = 6.9 ROWS= 15 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 112"SIDE) Z= 120 lbs x 1.6 = 192 lbs 1791 plf/192 lbs/FASTENER I 2 ROWS = 4.7 ROWS= 21 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 1791 plf 1288 lbs/FASTENER/ 2 ROWS = 3.2 ROWS= 26 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 26 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O1f10477-B-F-SHEARCALCS.)ds RALEIGH,NC 27609 197 SHEARWALL DESIGN SECOND FLOOR ENDWALL#11 SIDEWALL#2 CORNER: SECOND FLOOR ENDWALL#1 I SIDEWALL#2 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#1 UPLIFT FORCE(UE3)= 491 lbs 3rd FLOOR SIDEWALL#2 UPLIFT FORCE(US3)= 1479 lbs 2nd FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6xRDLxW2x1-2/8= 0.6x15psfx34ftx13.25ft/8= 507 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 ft/2= 1040 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x L2/2)= 0.6 x 12 psf x 8.5 ft x 13.25 ft/2= 405 lbs TOTAL DEAD LOAD= 1952 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1479 lbs-1952 lbs= -473 lbs HOLDDOWN FORCE= 0 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 3431 lbs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs 0 lbs /951 lbs/STRAP= N/A STRAPS CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 0 lbs/ NIA STRAP/128 lbs/FASTENER=N/A FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 0 lbs/ N/A STRAP/86 lbs/FASTENER=NIA FASTENERS NIA NIA NIA ALTERNATE: CHECK STRAP: N/A Z= N/A lbs N/A CHECK STRAP FASTENERS: N/A NIA Z= N/A lbs/FASTENER 0 lbs I STUD/N/A lbs/FASTENER= N/A FASTENERS NIA ALTERNATE: 0 lbs /1235 lbs/STRAP= 0 STRAPS CHECK STRAP: N/A Z= N/A lbs NIA CHECK STRAP FASTENERS: NIA NIA N/A ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1040 lbs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 1040 lbs/131 lbs/FASTENER/ 2 ROWS = 4 ROWS= 26 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 1040 pff 1192 lbs 1 FASTENER/ 2 ROWS = 2.8 ROWS= 34 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5").NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 1040 plf 1288 lbs/FASTENER! 2 ROWS = 1.9 ROWS= 51 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022%220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.Wis RALEIGH,NC 27609 198 SHEARWALL DESIGN SECOND FLOOR ENDWALL#21 SIDEWALL#1 CORNER: SECOND FLOOR ENDWALL#2/SIDEWALL#1 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#2 UPLIFT FORCE(UE3)= 962 lbs 3rd FLOOR SIDEWALL#1 UPLIFT FORCE(US3)= 3743 lbs 2nd FLOOR ENDWALL#1 I SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x RDL x W2 x L2/8= 0.6x15psf x34ftx13.25ft/8= 507 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 ft 12= 1040 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x L2!2)= 0.6 x 12 psf x 8.5 ft x 13.25 ft!2= 405 lbs TOTAL DEAD LOAD= 1952 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 3743 lbs-1952 lbs= 1791 lbs HOLDDOWN FORCE= 1791 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 5695 lbs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 1791 lbs 1951 lbs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x2.5")NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 Ibs. 1791 lbs! 2 STRAP/128 lbs/FASTENER= 3.5 FASTENERS 16 ga x 2.5 x 7116"STAPLE.(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 1791 lbs/ 2 STRAP/86 Ibs/FASTENER= 5.2 FASTENERS USE A MINIMUM OF(2)11/2"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 lbs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5 NAILS Z= 83 Ibs/FASTENER 1791 Ibs/STUD/83Ibs/FASTENER= 21.6 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5"NAILS ACROSS FLOORICEILING LINE ALTERNATE: 1791 lbs /1235 lbs/STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 Ibs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5 NAILS OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1791 Ibs CHECK FASTENERS: 8d(0.131'x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 Ibs 1791 Ibs!131 lbs/FASTENER/ 2 ROWS = 6.9 ROWS= 15 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5)NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 lbs 1791 plf/192 lbs/FASTENER/ 2 ROWS = 4.7 ROWS= 21 in O.C. USE(2)ROWS OF 16d(0.162'x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 112"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 1791 plf/288 lbs/FASTENER/ 2 ROWS = 3.2 ROWS= 26 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(11/2"SIDE)PLYTO-PLY AT 26 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE R0, C:12022\2200531SHEARCALCSIO#10477-B-F-SHEARCALCS.)ds RALEIGH,NC 27609 199 SHEARWALL DESIGN SECOND FLOOR ENDWALL#2/SIDEWALL#2 CORNER: SECOND FLOOR ENDWALL#2I SIDEWALL#2 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#2 UPLIFT FORCE(UE3)= 962 lbs 3rd FLOOR SIDEWALL#2 UPLIFT FORCE(US3)= 1479 lbs 2nd FLOOR ENDWALL#11 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x RDL x W2 x L2/8= 0.6x15psf x34ftx13.25ft18= 507 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 ft 12= 1040 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x L2/2)= 0.6 x 12 psf x 8.5 ft x 13.25 ft/2= 405 lbs TOTAL DEAD LOAD= 1952 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1479 lbs-1952 lbs= -473 lbs HOLDDOWN FORCE= 0 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 3431 lbs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 0 lbs /951 lbs/STRAP= N/A STRAPS CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs 0 lbs/ N/A STRAP/128 lbs/FASTENER=N/A FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs 0 lbs/ N/A STRAP/86 lbs/FASTENER=N/A FASTENERS NIA NIA N/A ALTERNATE: CHECK STRAP: N/A Z= N/A lbs NIA CHECK STRAP FASTENERS: N/A N/A Z= N/A Ibs!FASTENER 0 lbs/STUD/NIA Ibs/FASTENER= N/A FASTENERS NIA ALTERNATE: 0 lbs /1235 lbs/STRAP= 0 STRAPS CHECK STRAP: N/A Z= NIA lbs NIA CHECK STRAP FASTENERS: N/A N/A NIA ACROSS FLOOR/CEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1040 lbs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 lbs 1040 Ibs!131 Ibs/FASTENER/ 2 ROWS = 4 ROWS= 26 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(111/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 1040 plf/192 Ibs/FASTENER/ 2 ROWS = 2.8 ROWS= 34 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 lbs 1040 plf/288 lbs/FASTENER/ 2 ROWS = 1.9 ROWS= 51 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1112"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:I20221220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.i1s RALEIGH,NC 27609 200 SHEARWALL DESIGN FIRST FLOOR CORNER HOLD DOWN CONNECTIONS FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#11 SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 461 lbs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 6448 lbs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10psf x38ftx13.25ft/8= 378 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x Hi x W1/2)= 0.6 x 12 psf x 9.5 ft x 38 ft 12 +2FL EW1 DL= 2340 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft/2 +2FL SWI DL= 858 lbs TOTAL DEAD LOAD= 3576 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 6446 lbs-3576 lbs= 2872 lbs HOLDDOWN FORCE= 2872 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE=1 10024 lbs CHECK STRAP: SIMPSON STHD14RJ Z= 3695 lbs 3695 lbs > 2872 lbs OKAY OKAY FOR A SIMPSON STHD14RJ CHECK STUDS: FOR SIMPSON STHD14RJ A MINIMUM OF 2 STUD(S)ARE REQUIRED 2872 lbs TENSION = 1 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 2872 lbs CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 2872 lbs/131 lbs 1 FASTENER 1 2 ROWS = 11 ROWS= 11 in O.C. USE(2)ROWS OF 8d(0.131"x2.5")NAIL(1 112"SIDE)PLY-TO-PLY AT 11 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 2872 plf/192 lbs/FASTENER/ 2 ROWS = 7.5 ROWS= 15 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 112"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 2872 plf/288 lbs/FASTENER/ 2 ROWS = 5 ROWS= 23 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 23 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-&F-SHEARCALCS.As RALEIGH,NC 27609 201 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1 AT SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL#1 AT SIDEWALL#2 CORNER:UPLIFT LOADS: 1 st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 461 lbs 1st FLOOR ENDWALL#11 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10psf x38ftx13.25ft/8= 378 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 38 ft/2 +2FL EW1 DL= 2340 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H,x L\/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft/2 +2FL SW2 DL= 858 lbs TOTAL DEAD LOAD= 3576 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 461 lbs-3576 lbs= -3115 lbs HOLDDOWN FORCE= 0 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 4037 lbs CHECK STRAP: N/A Z= N/A lbs N/A lbs N/A 0 lbs NIA NO PHYSICAL HOLDDOWN REQUIRED CHECK STUDS: FOR NIA A MINIMUM OF NIA STUD(S)ARE REQUIRED 0 lbs TENSION = 0 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 2340 lbs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 2340 lbs/131 lbs I FASTENER/ 2 ROWS = 9 ROWS= 13 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1112"SIDE)PLY-TO-PLY AT 13 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162'x 3.5)NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 2340 plf/192 lbs/FASTENER/ 2 ROWS = 6.1 ROWS= 17 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2'SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 2340 pIf/288 lbs/FASTENER/ 2 ROWS = 4.1 ROWS= 23 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1112"SIDE)PLY-TO-PLY AT 23 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#l0477-B-F-SHEARCALCS.)ds RALEIGH,NC 27609 202 SHEARWALL DESIGN FIRST FLOOR ENDWALL 42/SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 9279 lbs 1 st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 6448 lbs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6xFDL xW2xL2/8= 0.6x10psf x38ftx13.25ft/8= 378 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H7 x W7/2)= 0.6 x 12 psf x 9.5 ft x 38 ft/2 +2FL EW2 DL= 2340 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H7 x L7/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft 12 +2FL SWI DL= 858 lbs TOTAL DEAD LOAD= 3576 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 9279 lbs-3576 lbs= 5703 lbs HOLDDOWN FORCE= 5703 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 12855 lbs CHECK STRAP: SIMPSON HD7B w/(3)STUDS Z= 6245 lbs 6245 lbs > 5703 lbs OKAY OKAY FOR A SIMPSON HD7B w/(3)STUDS CHECK STUDS: FOR SIMPSON HD7B w/(3)STUDS A MINIMUM OF 3 STUD(S)ARE REQUIRED 5703 lbs TENSION = 2 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 5703 lbs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 5703 lbs/131 lbs/FASTENER/ 2 ROWS = 21.8 ROWS= 6 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 = 192 lbs 5703 plf/192 lbs/FASTENER/ 2 ROWS = 14.9 ROWS= 8 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 8 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 5703 plf/288 lbs/FASTENER/ 2 ROWS = 10 ROWS= 12 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1112"SIDE)PLY-TO-PLY AT 12 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.zis RALEIGH,NC 27609 203 SHEARWALL DESIGN FIRST FLOOR ENDWALL 42/SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL#21 SIDEWALL#2 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 9279 lbs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 3368 lbs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10psf x38ftx13.25ft/8= 378 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H7 x W1/2)= 0.6 x 12 psf x 9.5 ft x 38 ft/2 +2FL EW2 DL= 2340 lbs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L7/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft/2 +2FL SW2 DL= 858 lbs TOTAL DEAD LOAD= 3576 lbs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 9279 lbs-3576 lbs= 5703 lbs HOLDDOWN FORCE= 5703 lbs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 12855 lbs CHECK STRAP: SIMPSON HD7B w/(3)STUDS Z= 6245 lbs 6245 lbs > 5703 lbs OKAY OKAY FOR A SIMPSON HD71B w/(3)STUDS CHECK STUDS: FOR SIMPSON HD7B W/(3)STUDS A MINIMUM OF 3 STUD(S)ARE REQUIRED 5703 lbs TENSION = 2 STUD(S)ARE REQUIRED 3780 lbs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 5703 lbs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 = 131 lbs 5703 lbs/131 lbs/FASTENER! 2 ROWS = 21.8 ROWS= 6 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 lbs 5703 plf/192 lbs/FASTENER/ 2 ROWS = 14.9 ROWS= 8 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 8 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 lbs x 1.6 = 288 lbs 5703 plf/288 lbs/FASTENER! 2 ROWS = 10 ROWS= 12 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 12 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\202Z 0053\SHEARCALCS\0#10477-B-FSHEARCALCS.kis RALEIGH,NC 27609 204 Section 6 PORTAL FRAME WALL CALCULATIONS Y. K 05!02/22 220053 205 Company BARLOW ENGINEERING, P.C. Designer MN Job Number : 220053 Checked By: t €s. tt Model Name : MODULE C PORTAL FRAME Detail Report:WP1 Enveloped Results jInput Data: €Code: AWC NDS-18.ASD Design;Method Segmented € Height(ft): 9, I I Length(ft) 20417 i Wall Matenal � ' �Southern Pine N6.2 iy p i Panel Schedule: AWC2015:0S6 Y nJ ' �' t� t Sel.Shear Panel: R5 19132 10d@2 AN 47 Wall Properties: Top Plate. 2-2X6 Sill- 2X6 f? x ~' Wall Stud: 2X6' bid Ni Chord:' 2-2X6 ` Max H/W Ratio: 3.88 E[fE� 3 .............._. .._ ..... .—_ .._.....__-.._._....._.. __..._. ....... ........_._ _._...._.._---...__.. .. .. __ ................... ..._ .._.. .... .. ..............._... ....._.. ....................... ........ � t t ...... :..i ._.... __..... ..... _. __. ......__ ... ... ._..... ..... .........._............. - — Material Properties: Tap Pla#e: Southern Pine'No.2 _.Tb(psi): 10,, Ft(psi): 600 Sill: Southem`Pine No.2 Tv(psi): 175' *All values per 2015.N DS�Supplement Table 4A (Reference Design Values for Visually Graded Dimension Wall Stud: Southern Pine No.2 Fc(psi): 1400: Lumber) Chord:: Southern Pine No.2 Specific Gravity. 0.55 E. 1.4e+6 Density(Ib/ftg): 35.001 f...... ... .._— __:_.__...._........__...._............. ......:._ ..........—_ _..........._..._-....... _...:......_..__.._.:.—_—............ ......_ Design Summary: Enveloped Results Limit State Gov.LC Required Available Unity Check Result Controlling region PASS'; Controlling region R9 ShearPanel RS_19/32_10d@2 1 (\M 883.395 Ib/ft 1106.221 Ib/ft 0.992 PASS Chord Straps/Hold Downs Strap/Hold Down Manufacturer:Simpson HoldDowns HTT4_10dx1.5_DF-SP 1 (w) 2226.271 Ib 2256.25 Ib 0.987 PASS Chords 2-2X6 (Tension) 1 (Nn 2226.271 Ib 9900 Ib 0.225 PASS 2-2X6 (Compression) 1 (`M 5250.807 Ib 13860 Ib 0.379 PASS Studs No gravity-only LC solved. Deflection Results ...................................-----..............._.._....................._...__......................................._....................._....._...............................................__......._..............__...................................._.._................................._.._......._................................_..._........_....._...................................................................................................._..__.............. Maximum Region Gov.LC Finite element Shear Stiffness Deflection(in} Deflection(in Adjustment Factor(SSAF) 0.647(R9) _._...._..._ 1 .._ . 0.236 1 RISA-3D Version 20 [MODULE C.r3d] Page 1 206 Company 8ARLOVVENGINEERING, PC. Designer MN Job Number 220053 Checked BySA", : ---- Model Nama : MODULE CPORTAL FRAME Region Design Shear LIC Strap Hold-Down UC Chord UC Stud LIC Result*' 0.379 0.355 NC PASS Envelope Diagrams Min:3342.066 at 9 ft Min:-1294.415 at 0 ft Min:3232.387 at 9 ft Region Criteria lbs lbs lb-ft Code: AWCNDS-18:ASQ co Design]Method- Segmented Wall Material: rn SP Optimize Strap: Yes 'Top Plate&Sill: Wall Studs: �SP Stud Size: 2X6 h rd bord Size. 2-2X6 SP Tbp,:Plate S* Sill Plate Size:- 2X6 �Region Geometry Totalfleigth(ft)- Region H 2.73 Wind ASIR 1.4 'Capacit 1.00 091 Gov.H/W Capacity. 1.27 1.0 Ln Max:4847.509 at 1.35 ft Max:-344.942 at 9 It Max:13 301.599 at 0 ft Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required Available Unity Check Result Shear Panel:RS-1 9/321 0c1@2 Panel Grade n^ Panel Thickness 0.594in Number Sides One Over Gyp. Board No Nail Size 10800000d NOTE:AVV[ NDS-18defines a1O.00OOOOdnail asbeing 2.5^xO.131^common,or2j''xO.113^galvanized box Required Penetration 1.5 in Required Spacing 2 i Specific Gravity Adjustment Factor~ 1.0 1 Shear Capacity 878 |b/ft Reduced Shear Capacity(SGAR 870 |b/ft Adjusted Capacity 1100221 |b/ft RISA-3D Version 20 MODULE C.r3d Page 2 207 Company BARLOW ENGINEERING, P.C. ' Designer MN Job Number : 220053 Checked By Model Name : MODULE C PORTAL FRAME 52S0807 lb ;138601130.379 RASS Gov Compression LC = 1 Compression Analysis 5250.807 Ib 13860 Ib 0.379 PASS Gov Tension LC = 1 Tension Analysis 2226.271 Ib 9900 Ib 0.225 PASS Stud Design No gravity-;only LC4solved 3 Hold Down Design2...6_27. 1 225625,f22 _._ _.._Q,987 _._ _.. PASS ,.... ..... Selected Chord Strap/Hold Down: HTT4_10dx1.5_DF-SP Governing Load Combination = 1 Clear Span 3 Fastener Size 0 Required chord Mat Douglas Fir Base Cap(Cp=1) 2256.25 Ib C p Factor 1 Adjusted Capacity 2256.25 Ib Deflection Flexure Compression 0.03 in Shear Compression 0.074 in HD Elongation 0.232 in Total Deflection 0.336 in CrossSec tioriDetailing,_._.._ K._._ �Q 1Q a� Q�, Li 'T ti� 16-in Ln d F � Chord Force=-2226.271-Ib(LC1)(r) Chord Force=5250.807-Ib(LC1)(C) HD Force=2226.271-Ib(LC1) HD Force=2226.271-Ib(LC1) RS-19/32-10d@2 R2{In Plane) No design for regions above or below the ope nings"insegmented wall R3(Iri Plane) : No"We'sign fOr,,regioris 6b6V6 or below the openings in segmented waIIs.:i RISA-3D Version 20 [MODULE C.r3d] Page 3 208 Company BARLOW ENGINEERING, P.C. Designer MN Job Number : 220053 Checked By: Model Name : MODULE C PORTAL FRAME R4(!n Flane) No Wood Wall',Des►gn.Was Done for This Region Refer to Warn►ng Log. .. _ _ _ RS (In-,Plane)" No design for regions above or below the openings.in segmented wall5�.'< _ I R6(In Plane) "„No Wood)WaII Design Was Done for Th►s Region Refer to Warning Log;< ►. _ _ . _ ____ ___,. R7(lri-Plane) No design for regions above or below the openings in segmented walls.; _.. _ R8{In-Plane) "` Q Q9 NC 019 N/C PASS _ . ...__. _ _. ..:. .,. _ SS R9{Irt-Plane) 0.799 w -0 951 0-56 N/C: PASS Envelope Diagrams Min:-1619.801 at 1.35 ft Min:-2907.84 at 9 ft Min:2710.363 at 9 ft Region Criteria lbs lbs Ib-ft m Code: AINCNDS-18:ASD � � m ,Design,Method:_ Segmented: rn Wall Material:. Sp' N Panel Schedule: AWC 2015 OSB Optimize Strap: Yes, StrapManufii" SIMPSON. Region Materials_ , T Wall Studs: SP - Stud Size: 2x6 Chord Material. SP- Chord Size 2-2X6 TO Plate&sill; ::° SP F Top Plate Size: 2-2X6 " s Sill Plate Size: 2X6 Region Geometry Total Heigth(ft): 9 Total Length,(ft):, 3.292 :( Region H/W: 2.73 Wind ASIF. 1.4 [[[ i Capacity Adj ,(2w/h): 1:00Cq . rn Aspect Ratio: 0.91 O Gov.H/W Capacity: 1.27 ::_ 16 StudSpacing'(in): v tin `0 K 10 m o� n P V M Max:-160.347 at 0 ft _ Max:-1059.514 at 0 ft Max:14873.827 at 0 ft Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required Available Unity Check Result Shear Panel Design 883.395 Ib/#t° 11.06 221 I,b/ft 0,992 PASS Shear Panel:RS_19/32_10d@2 Panel Grade RS Panel Thickness 0.594in Number Sides One Over Gyp.Board No Nail Size 10.000000d NOTE:AWC NDS-18 defines a 10.000000d nail as being 2.5"x 0.131"common,or 2.5"x 0.113 galvanized box Required Penetration 1.5 in Required Spacing 2 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 870 Ib/ft RISA-3D Version 20 [MODULE C.r3d] Page 4 209 Company BARLOW ENGINEERING, P.C. 4' Designer MN Job Number : 220053 Checked By t Model Name : MODULE C PORTAL FRAME Reduced Shear Capacity(SGAF) 870 Ib/ft Adjusted Capacity 1106.221 Ib/ft Chord Design" 4598803 1b 82"12.5 lb 036 PASS 1 Gov Compression LC = 1 Compression Analysis 4465.183 lb 11497.5 Ib 0.388 PASS Gov Tension LC = 1 Tension Analysis 4598.805 Ib 8212.5 Ib 0.56 PASS No gralnty gnly LC sohi6d. _- Hold Down.Design 4598 805 lb 4837.5(b 0.951, PASS Selected Chord Strap/Hold Down: HD9B_3.5_DF-SP Governing Load Combination = 1 Clear Span 3.5 Fastener Size 0.875 Required chord Mat Douglas Fir Base Cap(C p=1) 4837.5 Ib C p Factor 1 Adjusted Capacity 4837.5 Ib Deflec#ion Flexure Compression 0.068 in Shear Compression 0.166 in HD Elongation 0.413 in Total Deflection 0.647 in Cross;S ecti on Detai l i n g hQ �a h� h CP CP c A-O ) Z(O`Z� 16-in Ln Chord Force=-4598.805-Ib(LCI)M Chord Force=4465.183-1b(LC1)(C) HD Force=4598.805-Ib(LCI) HD Force=4598.805-Ib(LC1) RS-19/32-10d@2 RISA-3D Version 20 [MODULE C.r3d] Page 5 210 ltw!mCompany BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: Model Name MODULE C PORTAL FRAME Opening Design n,MI,H1� � ��� peeing Design HZ ..— W I Opening[3es�gn H3-1 RISA-3D Version 20 [MODULE C.r3d] Page 6 211 Company BARLOW ENGINEERING, P.C. ' Designer MN Job Number : 220053 Checked By: Model Name : MODEL D PORTAL FRAME Detail Report:WP1 Enveloped Results ..._.......................__.._................ .. ........................---.............._................---........._........__.._................... _............._._............................................................. I i I np ut Data. ., Code ,, AWCND5-18,ASD.; ::; Design Method:- Segmented` j 1 Height(ft) 9 5 Length(ft) 20"417 y ; (Wall MatenalSouthern Pine No 2 Panel,5chedule:` AWC2015�0S6 M� Sel Shear Panel: S1_(2)15/32v8d@2' 4 ivn Wall Properties r r Top Plate 2-ZX6 r � Sill. 2X6 0 - WaIIStud 2X6 j4; ( Chord: 3-2X6 . Max'H/W Ratio 3.45' ate 131 Propertlest Top Plate Southem P€ne No.2 Fb(psi).; 1000 Sill: Southem Pine No-2 Fv(psij2 175 *All values per 2015 NDSSupptpment Table 4A (Reference Design Values for Visually Graded Dimension Wall Stud Southem Pane No 2 Fc(psi):': 1400:1 Lumber) Chord::: SouthemPme No 2 Specfe Gravity. 0 55 E 14e+6 Density{Ib/ft3): '! 35.001 Design Summary: Enveloped Results Limit State Gov.LC Required Available Unity Check Result 77 7( ontrolimg S C PAS Controlling region R4 ShearPanel S1_(2)15/32_8d@2 1 (w) 1109.924 lb/ft 1672.363 Ib/ft 0.938 PASS Chord Straps/Hold Downs Strap/Hold Down Manufacturer:Simpson HoldDowns HD12_4.5_1.125_DF-SP 1 (W) 8241.847 lb 8334.375 Ib 0.989 PASS Chords 3-2X6 (Tension) 1 (W) 8241.847 lb 11981.25 Ib 0.688 PASS 3-2X6 (Compression) 1 (\At) 13369.973 Ib 16462.89 Ib 0.812 PASS Studs No gravity-only LC solved. Deflection Results .............................................._................................................................_........................................................................................................................_............................................_.................................................:_............. ' Maximum Region Gov.LC Finite element Shear Stiffness Deflection(in Deflection(in Adjustment Factor(SSAF) 0.827(R1) 1 (W) 0.887 1 RISA-3D Version 20 [MODULE D.r3d] Page 1 212 Company BARLOW ENGINEERING, P.C. Designer MN r 7 Job Number 220053 Checked By: Model Name : MODEL D PORTAL FRAME Region Design .....__.................._..............._.................._......................_....................................................__......._............................_......._..................._..................._..._...................._._....._........._.................................................----......................................._....._.............._...._.................................._.................................................... . ..... Shear UC Strap/Hold-Down UC Chord UC Stud UC Result -- ...._ .. . ...__ _..._ _ _ .. — - -- R1 (In ane,, 0;664 0989 OS12 N/C PASS,1 Envelope Diagrams —....- —._.......... . ..........—,._....._....._..... .. . ................ Min:5819.425 at 9.5 ft i Min 3052.291 at 0 ft Min:3256.704 at 9.5 ft Region,Criteria ` lbs lbs Ib-ft ® Code AWCNDS-18:ASD v rn n ;Design Method: Segmented' . Wall Material: SP. N ^ m Panel Schedule:, AWC 2015 O56 Optimize Strap: Yes Strap Manuf': " SIMPSON N I Region Materials o I Wall Studs• SP ^' Stud Size: 2X6. f 1 Chord Material: SP E Chord Size: 3-2X6 Top Plate&Sill: SP Top.Plate Size:.: 2-2X6 =Sill PlateSize 2X6 E N � Region Geometry .Total Heigth(ft): . 9.5 z Tofal Length(ft): 2-75 Region H/W 3.45 , Wind ASI F: 1.4 Capacity Adj.(2w1h). 1.00 i Aspect Ratio:: 0.82 Gov.H/W Capacity 1.15 - Stud Spacing(in): 1b 1.0�: � I � P v M Max:7443.624 at 0.475 ft Max:-2184.915 at 9.5 ft Max:31126.489 at 0 ft Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required Available Unity Check Result _. Shear Panel Design 1109924 Ib/ft 1672 363 Ib/ft 0.664 W PASS Shear Panel:S1_(2)15/32_8d@2 Panel Grade St-I Panel Thickness 0A69in Number Sides Two Over Gyp.Board No Nail Size 8.000OOOd NOTE:AWC NDS-18 defines a 8.000OOOd nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 2 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 1459.999 Ib/ft Reduced Shear Capacity(SGAF) 1459.999 Ib/ft Adjusted Capacity 1672.363 Ib/ft RISA-3D Version 20 [MODULE D.r3d] Page 2 213 Company BARLOW ENGINEERING, P.C. Designer MN Job Number : 220053 Checked By: i rpt Model Name : MODEL D PORTAL FRAME 113369.973111," 1.6462,.89 Ib 0.812 PASS j Gov Compression LC = 1 Compression Analysis 13369.973 Ib 16462.89 Ib 0.812 PASS Gov Tension LC = 1 Tension Analysis 8241.847 Ib 11981.25 Ib 0.688 PASS Stud Des►gnNo gravity-only LC solved Hold_Down Design .,.._: _._ . ' 82418471b ,m._,_... 8334375..11b 0;989,, . _ .K PASS Selected Chord Strap/Hold Down: HD12_4.5_1.125_DF-SP Governing Load Combination = 1 Clear Span 4.5 Fastener Size 1 Required chord Mat Douglas Fir Base Cap(C p=1) 8334.375 Ib C o Factor 1 Adjusted Capacity 8334.375 Ib Flexure Compression 0.08 in Shear Compression 0.142 in HD Elongation 0.605 in Total Deflection 0.827 in Cross Section Detailing 1`17 16,17. �• ^• Ve a. I A- 2O in +�a16-in �\ n , v Chord Force=-8241.847-Ib(LC1)(T) Chord Force=13369.973-Ib(LC1)(C) HD Force=8241.847-Ib(LC1) HD Force=8241.847-Ib(LC1) Sl-(2)15/32-8d@2 w _ LR2 (In Plane), H µ No design for regions above or below the openings m segmented wallsJ _ R3 (In-Plane)., �- No design:for regions above or below the,openmgs rn segmented w-�alls.. RISA-3D Version 20 [MODULE D.r3d] Page 3 214 Company BARLOW ENGINEERING, P.C. IRDesigner MN SA, Job Number : 220053 Checked By: k Model Name : MODEL D PORTAL FRAME 4(ln Plane),s 0.664 976 N/G _..: PASS' Envelope Diagrams Min:776.457 at 0.475 ft _ Min.-3052.293 at 0 ft Min:1541.429 at 9.5 ft Region CPlterla lbs lbs ! Ib-ft rn Code: AWC NDS-18A '02, v Design Method: Segmented v v Wall Material: SP. N i Panel Schedule: AWC 2015 0513 Optimize Strap: Yes Strap INanuf. SIMPSON i Region Materials Wall Studs: SP { Stud Siz . . 2X6 e ' Chord Material: SP' ~ ;Chord Size: , 3-2X6, Top Plate&Sill: SP ,Top'Plate Size: 2-2X6 N Sill Plate Size: - 2X6 r � M Region Geometry ti S Total Heigth(ft),_ Total Length(ft).: 2.75 I Region H/VU: 3.45 Wind ASI R 1.4 Capacity Adj.(2w/h): 1.00. Aspect Ratio:` 0.82 Gov.'H/W Capacity: 1.15 ^ 4, i Stud Spacing(in): 10 u, �o P v M Max:2234.655 at 0 ft Max:-2246.897 at 9.5 ft Max:30271.581 at 0 ft ...---......--..._... ........... _..._.__.-.......---..__..__. .._. ....... _...... -....__..-.._....._.._._.... .... . ..............._-- Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required _ Available Unity Check Result Shear Panel Design _ 11099241b/ft 1672363 Ib/ft 0938 PASS .. __._._ _ _ _., . .._.. ....._... ._ .,._. _..,. M Shear Panel:51_(2)15/32_8d@2 Panel Grade St-I Panel Thickness 0.469in Number Sides TWO Over Gyp.Board No Nail Size 8.000000d NOTE:AWC NDS-18 defines a 8.000000d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 2 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 1459.999 Ib/ft Reduced Shear Capacity(SGAF) 1459.999 Ib/ft Adjusted Capacity 1672.363 Ib/ft Chard'.DesigriY .9890 52 Ib 1198125 lb 0 825 PASS Gov Compression LC = 1 RISA-3D Version 20 [MODULE D.r3d] Page 4 215 Company BARLOW ENGINEERING, P.C. Designer MN Job Number : 220053 Checked By Model Name : MODEL D PORTAL FRAME Compression Analysis 11752.732 Ib 16462.89 Ib 0.714 PASS Gov Tension LC = 1 Tension Analysis 9890.52 Ib 11981.25 Ib 0.825 PASS Stud esig N i;graviV,-only LC solved Hold Selected Chord SDowapn_D_esign9890 52 Ib 1013'125 lb 4;976 PASS ._. _ _ _ ...._._.._ _. tr /Hold Down: HD19_5.5_1.25_SPF-HF Governing Load Combination = 1 Clear Span 5.5 Fastener Size 1 Required chord Mat Hem Fir Base Cap(C p=1) 10131.25 Ib C p Factor 1 Adjusted Capacity 10131.25 Ib Flexure Compression 0.08 in Shear Compression 0.142 in HD Elongation 0.462 in Total Deflection 0.684 in -77-"----77--, by by h' h' Li 16-in Chord Force=-9890.52-Ib(LC1)(r) Chord Force=11752.732-Ib(LC1)(C) HD Force=9890.52-Ib(LC1) HD Force=9890.52-Ib(LCI) 51_(2)15/32_8d@2 Opening Design H1 �� �°� RISA-3D Version 20 [MODULE D.r3d] Page 5 216 Company BARLOW ENGINEERING, P.C. Designer MN Job Number : 220053 Checked By: Model Name : MODULE G PORTAL FRAME Detail Report:WP1 Enveloped Results ..._......._.....__ ......................_....._._........_...._ ... ....._......._.......-_.....__........ _...................---..._.._...__......_._..................................................._.._...---_................_.... .... Input Data MM ° Code: AWC NDS-18.ASD I Design Method: Segmented i c Height(ft)' 8.5 Length(ft):1 20;417 i w fi i Wall Material: Southern Pine No.2 Panel Schedule:: AWC2015OSB - F" Shear Panel,: RS 3/4 : �ihM Wall Properties: 8 Top Plate. 2-2X6 0 SiIL 2X6. 1 M ! Wall Stud 2X6 Chord: 2-2X6 Max H/W Rano: 4.08 E E �._......................... .. ...._ ....-._....._._ .. ....... __..__ ..... _ ......._..._._.__.._ ...-. .. .._-_.....__...___... .. ....: ......... .. ....... ...................... ._..._. ......................... �Material Properties; Top Plate.-• SouthemPine No.2, Fb(psi):;. 1000. Ft(psi): Sill: Southern Pine No.2 Fv(psi):: 175 *All values`per 2015 NDS Supplement Table 4A (Reference Design Values for Visually Graded Dimension Wall Stud: Southern,Pine No.2 Fc(psi):"'. 1400 Lumber) Chord: Southem,-Pine No.2 Specific Gravity...._ 0.55 '. E' '- � 1.464-61Density"(Ib/ft'):= 35.06 Design Summary: Enveloped Results Limit State Gov.LC Required Available Unity Check Result Controlling region ' - PASS Controlling region R7 _ ShearPanel RS-3/8-8d@4 1 (1N) 332.812 Ib/ft 413.538 Ib/ft 0.971 PASS Chord Straps/Hold Downs Strap/Hold Down Manufacturer:Simpson HoldDowns HD3B_3_SPF-HF 1 (W) 1745.327 Ib 1906.25 lb 0.916 PASS Chords 2-2X6(Tension) 1 (W) 1745.327 Ib 8662.5 Ib 0.201 PASS 2-2X6(Compression) 1 (W) 1865.681 Ib 12127.5 Ib 0.154 PASS Studs No gravity-only LC solved. Deflection Results ............. ......................._.._........._.........._............_......._............................_.............................................................................._................................................_................................................................ Maximum Region Gov.LC Finite element Shear Stiffness Deflection(in) Deflection(in Adjustment Factor(SSAF) 0.165 RISA-3D Version 20 [MODULE G.r3d] Page 1 217 Company BARLOW ENGINEERING, P.C. Designer MN Job Number : 220053 Checked By: Rm 7,c ,1� Model Name : MODULE G PORTAL FRAME Region Design _..._..__.._._...........__.._...__...---.........................--....._......_..._........................._............................................._................_._._.-..........._.......__........_...................................................._...._................_.._.._....................__.......__...................................................._......_._........_._......_..................._._...... ..._..... Shear UC Strap/Hold-Down UCChord UC Stud UC Result R1 (In-Planej No Wood Wall;'Design Was Done for This Region Refer to WaFning.Logi; " _.. _ R2 (In Planej No design for regions above o below the openincis.ins merited wall R3 (In Planej No design for regions above or below the openings in segmented wilts.; R4(In-Plane) 0.574, 0 866 0191 N/C PASS,°3 Envelope Diagrams Min:-459.003 at 2.125 ft Min:-771.211 at 1.7 ft Min:-13.432 at 8.5 ft Region Criteria lbs lbs Ib-ft N Code. AWC NDS-18:ASD v Design Method: Segmented Wall Material: SP j Panel Schedule: AWC2015 OSB o l "Optimize Strap: Yes z -Strap Manuf. SIMPSON J. Region Materials Wail Studs:•' SP_._ Stud Size 2X6= m ;Chord Material• SP N Chord Size: 2-2X6 Top Plate&Sill: SP Top Plate Size: 2-2X6 Sill Plate Size! 2X6. Region Geometry Total Heigth'(ft). 8.5. Total Length(ft): 3.25 o Region H/W. 2.62 rn WindASIF: 1.4 = capacity Add (2w/h): 1.00 Aspect Ratio, 0.92 == Gov H/W Capacity: 1.29, 'F Stud Spacing(in)' 16 ' K: 1.0 rn � Cd P V M 1 Max:48.119 at 0 ft Max:-180.699 at 7.65 ft Max:5442.993 at 0 ft s Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required Available Unity Check Result Shear Panel-,Design,,,, 237 296 Ib/ft 413 538 Ib/ft 4 574 PASS __._....:_. _ � 3...2_ .. l ...__.53 _. ..._ _.__. _ ... Shear Panel:RS_3/8_8d@4 Panel Grade RS Panel Thickness 0.375in Number Sides One Over Gyp.Board No Nail Size 8.000000d NOTE:AWC NDS-18 defines a 8.000000d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 4 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 320 Ib/ft RISA-3D Version 20 [MODULE G.r3d] Page 2 218 Company BARLOW ENGINEERING, P.C. A Designer MN �J3Job Number : 220053 Checked By: o Model Name : MODULE G PORTAL FRAME Reduced Shear Capacity(SGAF) 320 Ib/ft Adjusted Capacity 413.538 Ib/ft 1,650.7071b 86625 Ib 0191 PASS Gov Compression LC = 1 Compression Analysis 1690.807 Ib 12127.5 Ib 0.139 PASS Gov Tension LC = 1 Tension Analysis 1650.707 Ib 8662.5 Ib 0.191 PASS Stutl Design No gravity-only LC'solved Hold Down Design �16507071b 190625 lb 0'$66 '' PASS _ 5. _ .__.S .' Selected Chord Strap/Hold Down: HD3B 3_SPF-HF Governing Load Combination = 1 Clear Span 3 Fastener Size 0.625 Required chord Mat Hem Fir Base Cap(CD=1) 1906.25 Ib C D Factor 1 Adjusted Capacity 1906.25 Ib Deflection" �y Flexure Compression 0.016 in Shear Compression 0.081 in HD Elongation 0.272 in Total Deflection 0.368 in Cross Section Detailing O 16-in LS Chord Force=-1650.707-Ib(LCt)(T) Chord Force=1690.807-Ib(LC1)(C) HD Force=1650.707-Ib(LC1) HD Force=1650.707-Ib(LC1) RS-3/8-8d@4 RISA-3D Version 20 [MODULE G.r3d] Page 3 219 Company BARLOW ENGINEERING, P.C. V. Designer MN Job Number : 220053 Checked By: Model Name : MODULE G PORTAL FRAME i R5 In Plane .._k No design for regions above or ` below the openings m segmented walls R6 On=Plane) 0.012 NC. 0,057'A N/C PASS; R7{1n-Plane)._.. __ 0.80Sµ 0 916 ._' 0 201. SIC. .. _ LASS Envelope Diagrams ............_........._...._........._................ .... ... ..... _......_......__............................_........_.......__...1....._..--_..... ..... .... . ..... .. .... ... Min:-4.123 at 8.5 ft Min:-1081.638 at 7.65 ft Min:-90.241 at 8.5 ft Region Criteria lbs lbs Ib-ft ® 1 € Code: AWC NDS-18:ASD r o 1 N Design Method: Segmented On � m ( 'Wall Material: SP I � Panel Schedule: AWC 2015 OSB , a oOptim ize Strap: Yes j o Strap Manuf: SIMPSON Region Materials ^ Wall Studs- SP Stud Size: 2X6 I Chord Material: SP K I -Chord Size: 2-2X6 top Plate&Sill: SP top'Plate Size: 2-2X6 Sill Plate Size:. 2X6 � t Y * y Region Geometry Total Heigth(ft): 8.5 . Total Length(ft):, 3.25 a Region H/W: 2.62 Wind ASIF: ' 1.4 tO Capac'tty Adj.(2w/h): 1.00 Aspect Ratio: 0.92 Gov.H/W capacity 1.29_ Stud Spacing(in); 16 `• o E� 1.0 i o r P V �. M Max:658.103 at 2.125 ft Max:-356.081 at 8.5 ft Max:5907.004 at 0 ft Axial Diagram Shear Diagram Moment Diagram Code Check: LimitState Required Available Unity Check Result Shear Panel Design 332 812 Ib/ft 413 538 lb/ft0.971 W PASS �.. Shear Panel:RS_3/8_8d@4�_... ...�.w_,..._.�.,,...�._,_,� �r.__._,._�._.... �__.....�..-.u... Panel Grade RS Panel Thickness 0.375in Number Sides One Over Gyp. Board No Nail Size 8.000000d NOTE:AWC NDS-18 defines a 8.000000d nail as being 2.5"x 0.131 common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 4 in Specific Gravity Adjustment Factor = 1.0 1 Shear Capacity 320 Ib/ft Reduced Shear Capacity(SGAF) 320 Ib/ft Adjusted Capacity 413.538 Ib/ft RISA-3D Version 20 [MODULE G.r3d] Page 4 220 Company BARLOW ENGINEERING, P.C. ' Designer MN Job Number : 220053 Checked By: Model Name : MODULE G PORTAL FRAME 1C Design R 1745',327 Ib 8662.5'Ib 0201 PASS Gov Compression LC = 1 Compression Analysis 1865.681 Ib 12127.5 Ib 0.154 PASS Gov Tension LC = 1 Tension Analysis 1745.327 Ib 8662.5 Ib 0.201 PASS Stud Design No" rav�ty-only LC solved __!1 '�, ..__. .... .._ 1906.25_._ _., w Hold Down Design_._., ._.__ '_._.. �.; _ ... 1745.327 Ib lb 0:916 " " „_._PASS t Selected Chord Strap/Hold Down: HD3B_3_SPF-HF Governing Load Combination = 1 Clear Span 3 Fastener Size 0.625 Required chord Mat Hem Fir Base Cap(CD=1) 1906.25 Ib C D Factor 1 Adjusted Capacity 1906.25 Ib LDeflee_tion Flexure Compression 0.022 in Shear Compression 0.113 in HD Elongation 0.287 in Total Deflection 0.422 in Cross Section Detailirig 16-in ui 4; � �� � •' i Chord Force=-1745.327-Ib(LC1)(1) Chord Force=1865.681-Ib(LC1)(C) HD Force=1745.327-Ib(LC1) HD Force=1745.327-Ib(LCI) RS-3/8_8d@4 R8(in-Plane) No design for regions;above or below the openings m'segmented walls.; RISA-3D Version 20 [MODULE G.r3d] Page 5 221 Company BARLOW ENGINEERING, P.C. Designer MN R']. Job Number : 220053 Checked By: Model Name : MODULE G PORTAL FRAME J R9{In-P.lane)' 0.038 NC 0056 N/C ?ASS,'3 Envelope Diagrams I Min:-81.019 at 1.933 ft Min:-29.637 at 3.383 ft Min:-967.312 at 1.933 ftm Region Criteria" lbs lbs Ib-ft Code: AWG NDS-18:ASD, Design Method: Segmentediz Wall Material: SP Panel Schedule: AWC.2015 OSB Optimize Strap: Yes' Strap Manuf. SIMPSON Region Materials Wall Studs: SP` ® � StudSize" 2X6 Chord Material: SP N Chord size- 2-2X6 r :Top Plate&Sill: SP Top.Plate Size: 2-2X6 rn : N Sill Plate Size: 2X6 Y, Region Geometry. _. A. ® Total Heigth(ft): 4.833 Total Length(ft): 1.875 Region H/W: 2.58 k` 1.4' Wind ASIR Capacity Adj.(2W/h); 1.00 Aspect Ratio: 0.93: Gov.H/W Capacity 1.30 f YStud Spacing{in): 16 Ki 1.0 f co m m 2- N ® O P v M Max:2.375 at 0 ft Max:8.331 at 0 ft Max:0.004 at 0 ft ...__..__................ .... .. .. ..... .. ._............_......__....._.........................................................................._.........................................._._ ... ..... .............. Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State _ Required _ _Available Unity Check Result Shear Panel Design ; _ _ 15,:806 Ib/ft y~415 644116/ft 0.038 PASS I Shear Panel:RS-3/8-8d@4 Panel Grade RS Panel Thickness 0.375in Number Sides One Over Gyp.Board No Nail Size 8.000000d NOTE:AWC NDS-18 defines a 8.000000d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 4 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 320 Ib/ft Reduced Shear Capacity(SGAF) 320 lb/ft Adjusted Capacity 415.644 Ib/ft 1 Chord Design 556:409 Ib 9900 Ib 0056 PASS Gov Compression LC = 1 RISA-3D Version 20 [MODULE G.r3d] Page 6 222 Company BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: Model Name : MODULE G PORTAL FRAME Compression Analysis 475.391 Ib 13860 Ib 0.034 PASS Gov Tension LC = 1 Tension Analysis 556.409 Ib 9900 Ib 0.056 PASS Stud Des%gn° _ _ No gravity only Lt solved: Hoed Dawn Design° None required Flexure Compression 0.0003296 in Shear Compression 0.003 in HD Elongation 0 in Total Deflection 0.003 in 'Cross Section Detailing 16-in vi Chord Force=475.391-Ib(LC1)(C) Chord Force=-556.409-Ib(LC1)(T) RS-3/8-8d@4 R10{ln Plane} Na Wood Wall Design Was.Done for,This Region Refer to Waming,Loa Opening Design Hi �Opening Design H2 O7-7 pening Design H3 _......,] RISA-3D Version 20 [MODULE G.r3d] Page 7 223 Company BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: Model Name : MODULE H PORTAL FRAME Detail Report:WP1 Enveloped Results Input Data . _.......................... . ..:.. ............ ....: _:....._............._.._.... ...... ....................__....__.............. _............ ..... ' " I Code.= AWCNDS-18 ASD, _,. j Design Method: Segmented {( Height(ft) 8.5 1 , 3 €Length(ft) 20.1 7 ay m¢ W Southern Pine No:2 Wall l�latenal iPanel Schedule; AWC 2015 OS B i 3 Sel ShearPanel RS_15/32 8d@4.� t i O""t - R j WaII Properties i s q pp Top Plate 2-2X6 kms ) Sill [Wall Stud 2X6 Chord: 2-2X6 I Max H/W Ratio: 2.15 �. --..... _.._........._.... ----..._.._._....................__..._...._......-----..._. _........... -------._. _. _........ y ... ..... .... 2 Material Propertle`s = Top Plate Southem'Pine No.2 Fb`(ps)), 1000= Ft:(psi):, 600. iShc �southemAPineNo2 Fv(psl) 175' *Allvaluesper2015NDS;5upplementTable4A Wall Stud:. southern Pine No 2 Fc(psi) ' 1400', Lumbe)ce D esi'n Values#or Visually Graded Dimension 9 Chord.' Southem.Pme N8.2 Speufic Gravity 0.5 I E 14e+6. Density(Ib/ft') ., 35 001 . Design Summary. Enveloped Results Limit State Gov.LC Required Available Unity Check Result Controlling region PASS _._ Deflection Results Maximum Region Gov.LC Finite element Shear Stiffness Deflection(in Deflection(in) Adjustment Factor(SSAF) 0.409(R1) ..�.._(..M..........._........_.........................._.............._._......._......._0.201............................._. _....._..............................................._�.--........_..... ... _. i RISA-31)Version 20 [MODULE H.r3d] Page 1 224 Company BARLOW ENGINEERING, P.C. Designer MN Job Number : 220053 Checked By: Model Name : MODULE H PORTAL FRAME Region Design -....._................-._.....---..._...._........................._......._._..........._...........................__................................................._...._..-.._._....__............................_.........................-............_.............._..._..............._................._.................................................................._............._.............-.._._._...__................_......_ Shear UC Strap/Hold-Down UC Chord UC Stud UC Result R1(In Plane). 0181 N, PASS Envelope Diagrams _................_.....--......-................_ .._.. ...__..............._.....__.........__......._........._....................... _......................_....---....._.......-..... Min:-399.134 at 0 ft Min:-1227.308 at 0 ft Min:-62.402 at 8.5 ft Region Criteria lbs lbs Ib-ft Code:. AWCiNDS-18:ASD v� v Design Method Segrriented N o Wall Material: SP " Panel Schedule. AWC2015 OS B, Optimize Strap: yes Strap Manuf: . SIMPSON 'Region Materials o Wall Studs: � SP : N Stud Size: 2X6 Chord Material: SP I Chord Size: 2-2X6 i Top Plate&Sill: SP Top Plate Size. 2-2X6 ; ( Sill Plate Size: 2X6 '. >' Region Geometry igtal Heigth(ft): 8.5 " Total Length(ft)' �.� "Region H/W 2.15 "Wind ASIF 1.4 . capacity Adj.'(2w/h): 1.00 AspectRatio: 0.98 ( Gov:H/W Capacity. 1.37 rn �l C65 16 C\1o Stud Spacing(in)- `Q K. 1.0 M � 3 P v M Max:2293.762 at 0.85 ft Max. 286.433 at 8.5 ft Max:7680.605 at 0.85 ft Axial Diagram Shear Diagram Moment Diagram Code Check: Limit StateRequired Available Unity Check Result _. ..._ _. I Shea Panel Design _ _ 310.057(blft r 522.2(b/ft — - 0594 PASS m Shear Panel:RS_15/32_8d@4 Panel Grade RS Panel Thickness 0.469in Number Sides One Over Gyp.Board No Nail Size 8.000000d NOTE:AWC NDS-18 defines a 8.000000d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 4 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 380 Ib/ft Reduced Shear Capacity(SGAF) 380 Ib/ft Adjusted Capacity 522.2 Ib/ft RISA-3D Version 20 [MODULE H.r3d] Page 2 225 Company BARLOW ENGINEERING, P.C. Designer MN Job Number : 220053 Checked By: Model Name : MODULE H PORTAL FRAME {Chord:DesrgnTM mw mm 2513",8041b 138601b 0'181 PASS Gov Compression LC = 1 Compression Analysis 2513.804 Ib 13860 Ib 0.181 PASS Gov Tension LC = 1 Tension Analysis 1212.867 Ib 9900 Ib 0.123 PASS Stud�Design NaMgravatyanly LC solved ' Hold Down ammesign µ µ 92128671b 1315 625 Ib t}922 ` _...._._.__....__w.._ 5,l _.� _.. _.�,_.,...,_...., -',-PASS ._ S Selected Chord Strap/Hold Down: DTT2Z-SDS2.5_3_SPF-HF Governing Load Combination = 1 Clear Span 3 Fastener Size 0 Required chord Mat Hem Fir Base Cap(C p=1) 1315.625 Ib C p Factor 1 Adjusted Capacity 1315.625 Ib Flexure Compression 0.017 in Shear Compression 0.139 in HD Elongation 0.253 in Total Deflection 0.409 in -Z.� �titi �titi c A- iAti a'� 16-in " %g6j55 Chord Force=-1212.867-Ib(LCI)(T) Chord Force=2513.804-Ib(LC1)(C) HD Force=1212.867-Ib(LCI) HD Force=1212.867-Ib(LC1) RS_15/32 8d@4 R2(In Plane) " j No design for regions above or below thewopenrngs rn segmented wall.i;. L R3(In P!ane) No design for r'e'gions above or below the openings insegmented walls RISA-3D Version 20 [MODULE H.r3d] Page 3 226 Company BARLOW ENGINEERING, P.C. Designer MN r Job Number : 220053 Checked By: Model Name : MODULE H PORTAL FRAME 0.938—, ,.. _. .N�.. 0 2.,_. _ __..N/G, PASS Envelope Diagrams Min:1752.325 at 0.85 ft Min:-1964.061 at 8.5 ft Min:-20.79 at 8.5 ft Region Criteria" lbs lbs Ib-ft rn Code: AWC NDS-18:MD o o Design Method; Segmented" Wall:Material: SP r O1 Panel Schedule: AWC 2015 OSB Optimii2 Strap: Yes Strap Manuf SIMPSON I Region Materials 1Wall!Studs: SP Stud Size: 2X6 Chord Material: Chord Size 2-2X6 Top Plate&SHP SP Top Plate Size: 2-2X6, Sill Plate Size:' 2X6 ( Region Geometry- Total Heigth(ft):' 8.5 I Total Length(ft): 4 ' Region H/W: 2.13 Wind ASIR 1.4 ' ^ Capacity Adj.(2w/h): " 1.00_ € °0 Aspect Ratio:.: . 0.98 Gov..H/W Capacity. 1.38 Stud Spacing(in): 16 10 rn i P v M Max:3936.984 at 0 ft Max:-1001.995 at 0 ft Max:9396.815 at 1.275 ft z............................. _._... _...--._..._..-- .. ... .... ....._...._..—...._..._._ _..._.._.__.....__...__....--–....._...... ...._..__..... Axial Diagram Shear Diagram Moment Diagram - Code Check: Limit State Required Available Unity Check Result Shear Panel Design 491015 Ib/ft's 523.687 lb/ft 0.981 PASS ' Shear Panel:RS_15/32_8d@4 Panel Grade RS Panel Thickness 0.469in Number Sides One Over Gyp.Board No Nail Size 8.000000d NOTE:AWC NDS-18 defines a 8.000000d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 4 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 380 Ib/ft Reduced Shear Capacity(SGAF) 380 Ib/ft Adjusted Capacity 523.687 Ib/ft Chord.Des�gn 27721641b, 138601b 2 _ PASS Gov Compression LC _- _1mm�,__,. ..__._.�__.....__._.._._�._��_..._____ _... �.._ w__._.._.. RISA-3D Version 20 [MODULE H.r3d] Page 4 227 Company BARLOW ENGINEERING, P.C. Designer MN Job Number : 220053 Checked By: ri Model Name : MODULE H PORTAL FRAME Compression Analysis 2772.164 Ib 13860 Ib 0.2 PASS Gov Tension LC = 1 Tension Analysis 1443.689 Ib 9900 Ib 0.146 PASS Stud Design w No gravity only LC solved. ._ _ _ _ Hold,Down Design'' None required � ol w_ 'Deflection Flexure Compression 0.026 in Shear Compression 0.22 in HD Elongation 0 in Total Deflection 0.246 in ;Cross Section Detailing .. . n 16-in Chord Force=-1443.689-Ib(LC1)(T) Chord Force=2772.164-lb(LC1)(C) RS_15/32 8d@4 Opening Design H1.����... RISA-3D Version 20 [MODULE H.r3d] Page 5 228 Section 7 MARKUPS .. . oxo o5ro2�22 220053 229 Y-a14' 3'-7Y• 47' _ 1}'_y$• 20'_5• �}._�• NODUIE 3'-7Y• NODUll }'-ri• BEDROOM #3 BEDROOM #4 Qj ®IDWi-f vr.9I®ILL Qj ®Y d 34vr.91/fLL cvc==ccvcccccccccc =cvcv M_- 'oc>:acc N I I I I I B-OIJUS FOOM I I I I I I I sn'rtl sa I I BATH #5 �,J I L8 I I L. CMI*4 VA4,.. i ---J L---1- } -- L --------- ------ --------- 9-I1/l LL I I o II � I DO II BEDROOM #2 $ I BEDBEDF DOM L6 BEDROOM #5 A AI r- I � I QOlDW s4+K.�V�LL ©m.o EID17-1 Vr.�1IfLL c_cca<mmc_ccaac�;s�c- ®cccmcc�c�cccc�ec�c L171,' 3'-7Y• 2'-1• 3'-tY• 3'-1Jf' 2'-7' 3'-7Y° 3'-7Y' 230 ]0'-Y-WALL Ir-2)r 10'-T S-6" S-6' T- .-7- LIVING ROOM = m I I I I I I I I I 1 I I I I I I I I I I I I I I I 1 1 I I I I I I I I I 1 1 11 I I I w I 11 1 I I DIN NG R OM'1 i I r1 I I li ii II I I I 'm •I 6 1 I I I I I I -' I I �" I I I \\ ill I I I --------- L__ ___ ---J e. Ji I �y I I I I I I I I I v g g ' O I ' r.1 I I I I I I • OKITCHEN I c I unuiv 1 BEDROOM All, OYER M I � - 1 BAtH at I I I A I I I I I I I I I �------ r •z2 I PORCH ------------------------------------ PANELIZED -------- -------------------------PANELIZED GARAGE 1'-III: Ir-W I'-IIS 231 ENDWALL NO UPLIFT (ADDED TO "A" SW#2) 972 lbs UPLIFT 1201 lbs DOWNWARD 2834 lbs DOWNWARD —1360 lbs SHEAR PANELIZED GARAGE I N Q w w c=n c=n N N r � l � 1 580 plf SHEAR — 979 lbs UPLIFT 191 lbs UPLIFT 2137 lbs DOWNWARD 13,_2Y2' .2836 lbs DOWNWARD GARAGE ENDWALL (PORTAL FRAME) 232 SIDEWALL #1 1S-I)f' 1791 lbs UPLIFT �muF 1791 lbs UPLIFT 5696 lbs DOWNWARD ^440 plf SHEAR 5696 lbs DOWNWARD fi BEDROOM N3 ■eeeeeo.eeeeeeeee COLLECTOR 1-3 sanl w a cli J m J 2 g Z Z W W BEDROOM $2 m COLLECTOR 2-3 ueeeeuueeeeuee 2� NO UPLIFT —115 plf SHEAR— NO UPLIFT 3431 The DOWNWARD SIDEWALL #2 3431 lbs DOWNWARD 2nd FLOOR "A—E" SECTION SIDEWALL #1 w xmiu 2872 lbs UPLIFT 4352 lbs UPLIFT 10024 Ibs DOWNWARD _531 plf SHEAR— 11504 lbs DOWNWARD m� d ma eeeeeeeeeeeeeeaweaee I � � COLLECTOR 1-2 • b$ LLECTOR 1-1 IN FLOOR BELOW Jg I _ ■ ERz I I ■ I � ■ ■ I I LJ ®■ g ■ 8� a �o� (J o• J J JQ I 0 KITCHEN � Q o i ■ FaieFaee�ee��e�e�eFa o W 1 W I I MUTY NO UPLIFT 1570 Lbs DOWNWARD • B61ti@i i a� COIJ _ ■ Cd.C. NRFL00 OYA � 2510 Ibs UPLIFT —256 PH SHEAR— 4352 Ibs UP 4226 lbs DOWNWARD SIDEWALL #2 115D4 Ibs DOWNWARD 1st FLOOR 233 "A—E" SECTION SIDEWALL #1 1212 lbs UPLIFT (MODULE "H" PORTAL FRAME) 1212 lbs UPLIFT 2513 lbs DOWNWARD —299 plf SHEAR 2513 lbs DOWNWARD ------------------------------i fr -i I I I I BONUS ROOM I I _ I I I I Z I I I I N OL _____________________________J O H � o � eeeaaaaaaeaa � o O LLJ wQ I w ¢ I BEDROOM #6 IAI�NDRV_ 1745 lbs UPLIFT —333 plf SHEAR— 1745 lbs UPLIFT 1866 lbs DOWNWARD SIDEWALL #2 1866 lbs DOWNWARD (MODULE V PORTAL FRAME) 2nd FLOOR CENTER SECTION "G—H" MODULES m'-S M NA SIDEWALL #1 8225 lbs UPLIFT (MODULE V PORTAL FRAME) 8225 lbs UPLIFT 13353 lbs DOWNWARD —478 plf SHEAR— 13353 lbs DOWNWARD INCLUDING 2nd FLOOR INCLUDING 2nd FLOOR l --------- i � �---------ii--- -----il II II II II II II II II II 11 II II II II II II II II II II I I I I DINING ROOMi ----------- 61 iN1 I II II II II II II II II II II II — II Z I II II II N Z J r.1 I I I I J o a - 't= - -- ---- --- ---- 5 - LU w p I I I I b I yy I u I FOYER i, I I — I I I I 1 I I I 2226 lbs UPLIFT —217 plf SHEAR— 2226 lbs UPLIFT 525D lbs DOWNWARD SIDEWALL #2 15250 lbs DOWNWARD (MODULE °C" PORTAL FRAME) ----------------PORCH-------------- 1 st FLOOR CENTER SECTION 234 "C—D" MODULES SIDEWALL #1 1791 lbs UPLIFT 1791 lbs UPLIFT 5696 lbs DOWNWARD -'--440 Plf SHEAR— 5696 lbs DOWNWARD BEDROOM tl 13<51�<P9lE�® COLLECTOR 1-3 DAN1l16 0 01 = i 10 E EEDROOM 0 0 z z w w COLLECTOR 2-3 �..... ....._.IMI NO UPLIFT —115 pIf SHEAR— NO UPLIFT 3431 lbs DOWNWARD SIDEWALL #2 3431 Lbs DOWNWARD 2nd FLOOR "B—F" SECTION SIDEWALL #1 Q-2 5703 lbs UPLIFT 2872 lbs UPLIFT 12855 lbs DOWNWARD —440 plf SHEAR— 10024 lbs DDWNWARD a @@@@@E@@@EEE@E@@@@@@ • COLLECTOR 1-2 { o COLLECTOR 1-1 IN FLOOR BELOW q 0 q q q q °o II Y ffi ��i 11 ti�i v�W i�� I I •-•-- az q 1 J � z Z w w q q O O q q t1 CTOR 2-2 dCM0=LLECM7R2-I IN FLOOR BELOW 115 plf SHEAR— NO UPLIFT 5701 lbs UPLIFT SIDEWALL #2 4037 lbs DOWNWARD 12855 lbs DOWNWARD 1st FLOOR "B—F" SECTION 235 THIRD PARTY INSPECTION AGENCY STATE�TP'A APPROVAL STAMP R.A. " , ; .STs`i' 1DG°3AWN3 HIM USE GROUP: SINGLE FAMILY DWELLING PFS CORPORATION �� ' a � r 5x o 1115 OLD BERWICK ROAD -)HEET# DESCRIPTION OCCUPANCY CLASS: SINGLE FAMILY DWELLING �. 00 BLODMSBURG PA 17815 , ` <r ' ` : ? 'ti' '�"' N N U }:. m CV COVER SHEET CONSTRUCTION TYPE: VB (WOOD FRAME UNPROTECTED) c E , .. O �'' STRUCTURE SQ. FT.: 3,611 1,700 IST FLOOR 1,700 2ND FLOOR) (570) 784-8396d- .� W Cl SITE PLAN GN GENERAL NOTES 4 - (INCLUDES 211 SQ. FT. OF GARAGE) ,''01 Js.` ! 5/02/22 > o 0 WARNING:IT IS A VIOLATION OF ARTICLE 145 OF THE NYS {-J^�V1 FRONT ELEVATION 10F91 H LOADS EDUCATION LAW FOR ANY PERSON TO ALTER ANY BARLOW ENGINEERING,PC 7 04 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL JAMES J.BARLOW O ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE f- DIRECTION OF A LICENSED PROFESSIONAL ENGINEER C O CLIMATE ZONA: 4 572 HDD RALEIGH,NC v1 EV2 REAR ELEVATION L (t vi �C EV3 LEFT ELEVATION NUMBER OF STORIES: 2 N w a w EV4 RIGHT ELEVATION ROOF LIVE LOAD: 40 PSF FP1 IST STORY FLOOR PLAN ROOF DEAD LOAD: 10 PSF FP2 2ND STORY FLOOR PLAN CEILING DEAD LOAD: 10 PSF 246 SAND HILL ROAD g W SW1 OT STORY BRACE WALLS CEILING LIVE LOAD: N/A F (C (DN SELINSGROVE, PA 17870 40 PSF IN COMMON AREAS PHONE: 570 374-3280 L SW2 2ND STORY BRACE WALLS FLOOR LIVE LOAD: _ ( ) u 30 PSF IN BEDROOMS FAX: (570) 374-1122 SW3 SIDEWALL PORTAL FRAME DETAILS est9 LEGACY FLOOR DEAD LOAD: 10 PSF 200 s SW4 GARAGE PORTAL FRAME DETAIL cuSTOM MODULAR HOMES WWW.ICONLEGACY.COM W o HORIZONTAL WIND LOAD: 136 VULT per ASCE 7-16 LLC ZO L BM1 1ST STORY BEAMS p I y EXPOSURE: D BM2 2ND STORY BEAD SITE ELEVATION: 10 FT ABOVE SEA LEVEL EL1 1ST STORY ELECTRICAL PLAN EL2 2ND STORY ELECTRICAL PLAN GROUND SNOW LOAD: 20 PSF - g. h m � SEISMIC CATEGORY: B ELC ELECT. LOAD CALC/CIRCUIT .ACHED. 04 - HlKLl WINDBORNE REGION: YES ELN ELECTRICAL NOTES � I -^ I` I - I� FLOOD ZONE: X E_ 3 ' Y E R FND FOUNDATION PLAN 7 12 TWO STORY CROSS SECTION App���A��� �OD�� � N iN �'1 — SE2 E1 / c 2020 NEW YORK STATE UNIFORM FIRE PREVENTION AND I .. Emmo R T i o �_ 7/12 TRANSVERSE CROSS SECTION BUILDING CODE (which incorporates by reference): u' U f SE3 7/12 SINGLE WIDE CROSS SECTIO 2020 RESIDENTIAL CODE OF NYS , w ° ® 2020 ENERGY CONSERVATION CONSTRUCTION CODE OF NYS JNTY Q SE4 5/12 GARAGE CROSS SECTION 2017 NATIONAL ELECTRICAL CODE �` - `— U F SE5 A & E SECTION FASTENING SE B & F SECTION FASTENING ll11J!l U JllLll101� OMULATDON MALUES ll_11 �,l�lid 1ll11LJ11L1L11J�11 ll1 i u iiuOl -L uduiO>lluUaOSI I II u u II II a II I II II IIID O. SE7 CENTER SECTION FASTENING ROOF TO EXTERIOR: R-51 BEHIND KNEE WALLS 1'_l IJL L1LI1 ]-il ILLUL I II II LL�LLI ILII I��TIiUI II lul II lu l1011lLLWU l_11i1 IL CJ ( 11JllLll LL1 UJ11La1 tnLILLLf1JTl. -uL1111 Iu l Iu l I I II I I II I I I I it I' w SEY GARAGE SECTION FASTENING R-32 BETWEEN KNEE WALLS J11�!L1LJ111�ll1-1LtL_llluLAffiuLl II 11 I1111UI111L111111 11111 llULL cu 11 I >I11it _Iulli_Ll,Lu101Oujuu II II 11 L 11 IIII 1�L lu I I�uI l O�uuul 1 II Il rill luLu_lLl� L IIII II 11O u (IIII II II IuL111L1lllluTL�fl� JLLWI �y'�u Q TRI 31'-6" WIDE 7/12 RAFTER EXTERIOR WALL TO EXTERIOR: R-21 > 2 ,2 0 II II I ILLI 1 11 :'iI I_lO1O.l1 1Jll1JLW111 FLOOR TO BASEMENT: R-19 ON SITE �> � �'` ITL'1LL111 1u1JL1L Il 1 1111 W -ullJ' \,l '1Lll1 TR 2 7112 RAFTER CONNECTIONS ( ) -uI ' -ll-�11OT I I I ' ILI I I I !1 � ll_l a ul u� I I I LOOl1J L aL1LU- '% ,1I O1LItOl11O I l lI''i= TR3 13'-2 112" WIDE 7 12 RAFTER & CONNECTIONS j / / SEE RESCHECK FOR ADDITIONAL INSULATION REQUIREMENTS TR4 13'-2 112" WIDE 5/12 MONO TRUSS & CONNECTIONS WHOLE HOUSE VENTILATION PER M1505.4/N1103.6 ACHEIVED WITH 110 CFM BATH FAN SEE PAGE ELC FOR CALCULATION -I- EL1/EL2 (BATH#1/#6) FOR LOC'N . 1. LEE] L� [Ell .Ila o TR5 5'-0" WIDE 5/12 PORCH RAFTER & CONNECTIONS ON-UTE WORK By MHERSL� FF1 1ST STORY FLOOR FRAMING Ll MANDATORY ENVELOPE AIR SEALING/TESTING AND FF2 2ND STORY FLOOR FRAMING -� � r�l BLOWER DOOR TESTING ON-SITE AT THE COMPLETION 5�; II 11 1 Il II 11 li li II 11 11 11 Il II Il a 11 Il 11 a II 11 II 11 Il II 11 II IIu 11 a II 11 OF THE MODULAR ENVELOP SET—UP ��_ h 11 11 11 11 II IIu 11 11 11 II a II 11 II 11 a II 11 11 Il II u u Il IIu 11 u u CF1 1ST STORY CEILING FRAMING !/ � ��II II II II II II II II II II �_ll� ° J CF2 2ND STORY CEILING FRAMING CONNECTION OF MODULE TO FOUNDATION FOUNDATION CONNECTION OF MODULE TO MODULE ACCESS TO GRADE I I I I 0 I I I I un STA STAIR DETAIL HVAC SYSTEM APPLIANCES w (n INSTALLATION OF SHINGLES CABINETS COUNTERTOPS IN KITCHEN ■ I ■ Q o� DWS DOOR AND WINDOW SCHEDULE / 0 01® � 11 11 11 I FS1 FASTENING SCHEDULE SUPPLY/INSTALL OF SIDING CABINETS/COUNTERTOP IN LIVING RM MOC30I 1 I I I I I ILl SUPPLY/INSTALL OF SOFFIT/FASCIA KITCHEN SINK & FAUCETIIr=oI 1 I I ptil I I FS2 FASTENING SCHEDULE CONT. WATER HEATER BAR SINK & FAUCETI� _______�J LL_______L� PL1 PLUMBING SCHEMATIC BASEMENT STAIRS WINDOW GUARDS 000 r----- PLUMBING CONN. BETWEEN MODULES RADON PUMPU O o PL2 PLUMBING NOTES -' C PANELIZED PORCH OVERHANG SPOT LIGHTS & EXTERIOR LIGHTS FRONT ELEVATION Q ~ LLJ PL3 PLUMBING/MECHANICAL VENT BUILDER'S SITE CONTRACTOR TO PROVIDE ACCESS TO GRADE T DETAILS PANELIZED ROOF VALLEYS RANGE HOOD INDEPENDENT BUILDER'S SITE CONTRACTOR IS RESPONSIBLE w FOR DESIGN AND INSTALLATION OF FOUNDATION Z V-) 1R-11R RES CHECK TILED SHOWERS IN ALL BATHROOMS BATH FAN EXHAUST VENTS � O WATER CLOSETS IN ALL BATHROOMS FLOORING - THROUGHOUT j U 1-235 WIND CALCULATIONS �o a VANITY CABINETS IN ALL BATHROOMS DECKS, POSTS, AND RAILING O RC1-RC42 RAFTER AND BEAM CALCULATIONS ATTIC ACCESS INTERIOR RAILING & GUARDS THIS HOUSE IS REPLACING AIV EXISTING OOOSE �`LJ m � O0 VANITY SINKS/FAUCETS IN ALL BATHROOMS Ln TRUSS UTILIZATION FORM EXISTING HOOSE TO E TO DOWN w `W� zL`i� z I`\ c z PANELIZED WALLS, TRUSSES, ELECTRICAL, & FIRE RATING FOR GARAGE Q � � (�� o TOTAL PAGES 333 C J O HEATING SYSTEM PROHIBIT THE CUTTING/NOTCHING/BORING OF FRAMING MEMBERS BY ON-SITE INSTALLERS OF M/E/P/FP SYSTEMS. HOOK UP' PLUMBING TO MAIN THEY MUST HAVE APPROVAL OF MANUF. AND/OR ENGINEER. OVER PAGE RAFTER CALCS PE SHEAR WALL DESIGN PE ENERGY TESTING AND RATING DONE BY SCALE: 1/4" - T-0° TRUSS SIGNAGE ON-SITE BY OTHERS GO GREEN ENERGY LLC (RON LIOLIA) JAMES I RIDGE JAMES I RIDGE SERIAL #i ORDER PACE �. � 1916 QUAIL RIDGE ROAD 1916 QUAIL RIDGE ROAD LABEL LOCATIONS: STATE LABEL & DATA PLATE Cg) KIT SINK PO BOX 800 RALEIGH, NC 27609 RALEIGH, NC 27609 � �®��� PES LABEL LOCATIONS. A C & "D C FOYER CLO, B @ LIN CLO, REMSENBURG NY 11960 NY LIC #078757 NY LIC #078757 BED 2 CLO, "- & "H" @ BED#4 WIC, "G" @ HALL 00 PHONE 877-394-6436 (919) E45-1600 (919) 845-1600 emlv vm!) UR"v%/rEl%Vr oF PR%ea% fn- ivpz=* vx"kTY LOT 55 & PART OF LOT 56 , m AMENDED MAP "A" OF CD PEGON IC BAY ESTATES � z 50.0' WIDE RESIDENCE - PUBLIC WATER FILED: MAY 19, 1933 - MAP NO. 1 124 In m PUBLIC LOT 54 I SITUATE RIGHT OF WAY 175.00 TO M.H.W. AS PER FILED MAP `-I m� I 9� N66°09'00"E RESIDENCE— � 145.38 TO CURRENT M.H.W. ARSHAIVIOMAQUE (GREENPORT) UTIL. x°� ' I BULKHEAD NAIL TOWN OF SOUTHOLD �2 �b 1x O�,� POLE x� RETURN SET �. 1p � MON.FND. O ^ cn " 12 5.5' �� 01 6' X/ C) w O N O '�O' °� e• `9j p� SUFFOLK COUNTY, N.Y. o D - o n 24.3 ❑ A. Cl M UI ASPHALT DRIVEWAY r G ,,„ N UNI m N WITH CONCRETE Z G.FL.=1 .96 D G) TAX MAP NO.: 000-053.00-06.00-007.000 O ----- 35.0' N 1 O.ON I i' 25.0' R.Y;SB. = wcn I ) `11 1 D ° n t o 35.0' F.Y.SB. OD LOT 55 1 1 0 LOT AREA TO M.H.W: 10,888.24 S.F. (0.250 ACRES) D v 1 M (o `I -� = w m 9 ) WATER ; -n 53. 1 0 DATE SURVEYED: JAN. 27, 2021 Z �' W-- W� METER r z „ !� o - 1 a O O N ADDED FLOOD ZONE: JAN. 29, 202 m Q ) w'�� �WATE( PL N 0 `° ' r z I I ) h SERVIC SN -' O = O T D .0 mU ) w\ Os 20.0 �! =Fx� ,lx 6�2 rr m _n Ql 1 ' 1 I "' 57. ' `I STORY I o n I 0 •- ELEVATIONS REFER TO NAVD88. r .�2 �x -� ) SANITARY FRAME v r i 2 �' 9h 50 D z ) CONCRETE w , X7 C 0 - NO WELLS WITHIN 150 OF SUBJECT PROPERTY. In °� I m N COVERS - RESIDENC 10.0 " m r 0 Z `�\� �` #3 1 65 I cyl rn D m ) \s --ss 44.3 0� D IT1 I o 0 30 60 m I -I -' ) �` �� x „b .. x� PART OF M z Fuo eet X7 `'� O ��o� �o� .. N � t=L�'aR a --� LOT 56 : N m 71 ✓� C7 I Q ���\ q bENTRANCE +I 00 0 SCALE: 1 INCH = 3 O FEET PO o� OZ 0 . TANKO PIPE FND. pJ o D Mx0 x x0 x x ✓ �� �.� ��. . �� cz 9�� 00 PILLAR o STAKE HEDGE ROW ON LINE STAKE BULKHEAD NAIL w 0 0.2'S o� FND. FND. RETURN FND. z o / S66009'00"W o\ 175.00 TO M.H.W. AS PER FILED MAP m UTILE 145.00 TO CURRENT M.H.W. 3 POLE PART OF a.' g O LOT 56 r l r Z 0 0 a In RESIDENCE - PUBLIC WATER o o W m N N Li t .I, 010 [ M M o 01xlz m Q 4 W CERTIFIED TO: n JAMES AND VICKY VAVAS FIRST AMERICAN TITLE INSURANCE COMPANY 0 WELLS FARGO BANK, N.A. ISAOA mQ LEGAL NOTES: m 1.COPYRIGHT 2019 AJC LAND SURVEYING PLLC.ALL RIGHTS RESERVED. 2.UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY MAP BEARING A LICENSED LAND I) SURVEYOR'S SEAL IS A VIOLATION OF SECTION 7209,SUB-DIVISION 2,OF NEW YORK STATE EDUCATION LAW. M 3.ONLY BOUNDARY SURVEY MAPS WITH THE SURVEYOR'S EMBOSSED SEAL ARE GENUINE TRUE AND / CORRECT COPIES OF THE SURVEYOR'S ORIGINAL WORK AND OPINION. U 4.CERTIFICATIONS ON THIS BOUNDARY SURVEY MAP SIGNIFY THAT THE MAP WAS PREPARED IN 3 ACCORDANCE WITH THE CURRENT EXISTING CODE OF PRACTICE FOR LAND SURVEYS ADOPTED BY THE Q NEW YORK STATE ASSOCIATION OF PROFESSIONAL LAND SURVEYORS,INC.THE CERTIFICATION IS AJc' L A SURVEYING P THE G LIMITED TO PERSONS FOR WHOM THE BOUNDARY SURVEY MAP IS PREPARED,TO THE TITLE COMPANY,TO > GOVERNMENTAL AND TO THE LENDING INSTITUTION LISTED ON THIS BOUNDARY SURVEY L- I MAP. � _.w .. • � 5.THE CERTIFICATIONS HEREIN ARE NOT TRANSFERABLE. AI�I D U F��IEYI ISI C 8CPLANNING, 6.THE LOCATION OF UNDERGROUND IMPROVEMENTS OR ENCROACHMENTS ARE NOT ALWAYS KNOWN AND OFTEN MUST BE ESTIMATED. IF ANY UNDERGROUND IMPROVEMENTS OR ENCROACHMENTS EXIST OR ARE SHOWN,THE IMPROVEMENTS OR ENCROACHMENTS ARE NOT COVERED BY THIS SURVEY. 77 �J �J r 7.THE OFFSETS(OR DIMENSIONS)SHOWN HEREON FROM THE STRUCTURES TO THE PROPERTY LINES ARE / l S. COLEMAN ROAD, CENTEREACH, NY l 1720 2O 1�t � � FOR A SPECIFIC PURPOSE AND USE AND THEREFORE ARE NOT INTENDED TO GUIDE THE ERECTION OF � Y / FENCES,RETAINING WALLS,POOLS,PATIOS PLANTING AREAS,ADDITIONS TO BUILDINGS,AND ANY OTHER Y PHONE: 631 .846.9973 / 8 ONLY SURVEYS BEARING THE MAKERS EMBOSSED SEAL SHOULD BE RELIED UPON SINCE OTHER THAN !n UNAUTHORIZED AND UNDETECTABLE MODIFICATION EMBOSSED-SEAL COPIES MAY CONTAIN U S, EMAIL: A.TC2�6@OPTONLINE.NET DELETIONS,PROPERTY CORNER 9.PROPERTY CORNER MONUMENTS WERE NOT SET AS PART OF THIS SURVEY UNLESS OTHERWISE NOTED. 10.ALL MEASUREMENTS REFER TO U.S.SURVEY FOOT. / U C1 STATE/TPIA APPROVAL STAMP R A. OR P E. STAMP_,,, GENERAL NOTES: , ,'0 , r r- C) O 1. MODULE "A" IS 13'-2 1/2" IN WIDTH AND 40'-0" IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) Q 00 oo N MODULE "B" IS 13'-2 1/2" IN WIDTH AND 40'-0" IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) :E ii O MODULE "C" IS 15'-9" IN WIDTH AND 20'-5" IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) , f '< ; p{ M u MODULE "D" IS 15-9" IN WIDTH AND 20'-5" IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) CD, MODULE "E" IS 13'-2 1/2" IN WIDTH AND 40'-0" IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) �'�9t> �� "� 5/02/22 WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS MODULE "F" IS 13'-2 1/2" IN WIDTH AND 40'-0" IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) EDUCATION LAW FOR ANY PERSON TO ALTER ANY Q �� DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL MODULE G IS 15-9" IN WIDTH AND 20'-5" IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE U MODULE "H" IS 15-9' IN WIDTH AND 20'-5 IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) DIRECTION OFALICENSED PROFESSIONAL ENGINEER 23. SAFETY GLAZING (TEMPERED GLASS) REQUIRED IN THE FOLLOWING LOCATIONS PER R308.4 OF THE 2020 RESIDENTIAL CODE OF NEVI YORK STATE: 2. EIGHT MODULES IN A DWELLING UNIT 23.A. GLAZING IN FIXED AND OPERABLE PANELS OF SWINGING, SLIDING, AND BIFOLD DOORS. 23.13. GLAZING IN STORM DOORS §, 3. HABITABLE ROOM SIZES SHALL BE A MINIMUM FLOOR AREA OF 70 SQ. FT. WITH A MINIMUM HORIZONTAL DIMENSION OF 7 FEET PER 23.C. GLAZING IN WALLS, ENCLOSURES, OR FENCES CONTAINING OR FACING HOT TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, R304 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE BATHTUBS, SHOWERS, AND INDOOR OR OUTDOOR POOLS UNLESS THE BOTTOM EDGE OF THE GLAZING IS MORE THAN 60" (1524mrn) MEASURED VERTICALLY 4. SPACES MEETING MIN. HABITABLE SPACE REQUIREMENTS SHALL COMPLY WITH HABITABLE SPACE REQUIREMENTS NOT LESS THAN 8% OF C LLY ABOVE THE STANDING OR WALKING SURFACE OR THE GLAZING IS MORE THAN 60 (1524mm), MEASURED U HORIZONTALLY AND IN A STRAIGHT LINE FROM THE WATER'S EDGE. 0 v FLOOR AREA OF SUCH ROOMS, MINIMUM OPENABLE AREA TO OUTDOORS SHALL BE 4% OF FLOOR AREA VENTED PER 8303.1 OF THE 23.D. GLAZING WITHIN A 24" RADIUS OF A DOOR PANEL EDGE AND LESS THAN 60" (1524mm) ABOVE THE WALKING SURFACE (EXCEPT rr►�h-, o a THE 2020 RESIDENTIAL CODE OF NEW YORK STATE WHEN ADJACENT TO A FIXED PANEL OF PATIO DOOR OR DOOR IS TO A CLOSET LESS THAN 3' (914mm) IN DEPTH), V L 5. THE MAIN EGRESS DOOR MUST BE A MIN, OF 3'-0" x 6'-B" (WITH A CLEAR OPENING OF 32 x 78 ) AND SHALL BE SIDE HINGED PER 23.E. GLAZING ADJACENT TO STAIRS AND RAMPS WITHIN 36" (914mm) ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF ° u� SECTION R311.2 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS, AND RAMPS EXCEPT WHERE A RAIL IS INSTALLED ON THE ACCESSIBLE SIDE U 6. EXTERIOR DOORS SHALL NOT SWING OVER STAIRS WHEN A LANDING IS NOT AVAILABLE PER 8311.3.1 OF THE 2020 RESIDENTIAL CODE OF SIDE 34"-38" (864-965mm) & CAN WITHSTAND A FORCE OF 50 LBS/F (730 N/rn) OR IS MEASURED 36" (914mm) OR GREATER NEW YORK STATE. EXCEPTION: STORM-SCREEN DOORS ARE PERMITTED TO SWING OVER STEPS PER R311.3.3 OF THE 2020 RESIDENTIAL HORIZONTALLY FROM THE WALKING SURFACE. CODE OF NEW YORK STATE. 23.F. GLAZING ADJACENT TO TOP & BOTTOM STAIR LANDING WITHIN 36" (914mm) ABOVE THE LANDING AND WITHIN A 60" (1524mm) HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING. 7. ALL NOTES PERTAINING TO "IN FIELD OR ON SITE" ARE BUILDER/CONTRACTOR RESPONSIBILITIES. 23.G. GLAZING IN SKYLIGHTS ~ 8. KITCHEN AND/OR BATH CABINETS AND FIXTURES MAY BE SHIPPED LOOSE AND INSTALLED ON SITE AFTER PAINTING AND/OR FASTENING IS 23,H. GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL (MUST MEET ALL THE FOLLOWING): COMPLETED. KITCHEN AND/OR BATH CABINETS ARE TO BE INSTALLED PER APPROVED PRINTS, INCLUDING ELECTRICAL & PLUMBING. 23.1.1. INDIVIDUAL PANE GREATER THEN 9 SQ.FT (0.236 SQ. M), 23.H.2. BOTTOM EDGE OF GLAZING LESS THEN 12 (457mm) ABOVE FLOOR 9. KITCHEN AND/OR BATH CABINETS AND FIXTURES MAY BE FURNISHED AND INSTALLED ON-SITE BY OTHERS. 23.11.3. TOP EDGE GREATER THEN 36" (914mm) ABOVE FLOOR. 10, INSULATED ATTIC ACCESS TO BE 22"x30" CLOSABLE, WEATHER-STRIPPED AND INSULATED PER N1102.2.4 OF THE 2020 RESIDENTIAL CODE 23.H.4. ONE OR MORE WALKING SURFACES WITHIN 36" (914mm) HORIZONTALLY AND IN A STRAIGHT LINE, OF THE GLAZING. Q o � OF NEW YORK STATE. OPENING SHALL BE LOCATED IN A HALLWAY OR OTHER LOCATION WITH READY ACCESS PER R807 OF THE 2020 24. ALL OPERABLE WINDOWS WHICH ARE LOCATED 72" OR MORE ABOVE FINISHED GRADE OR SURFACE BELOW, WITH THE BOTTOM OF THE RESIDENTIAL CODE OF NEW YORK STATE. CLEAR OPENING LESS THAN 24" ABOVE FINISHED FLOOR SHALL BE PROVIDED WITH WINDOW FALL PROTECTION THAT SHALL NOT ALLOW w ALLOW THE PASSAGE OF A 4" SPHERE THROUGH THE OPENING. WINDOW FALL PROTECTION DEVICES MAY BEFACTORY INSTALLED OR Q 11. A SMOKE DETECTOR SHALL BE INSTALLED IN EACH SLEEPING ROOM, OUTSIDE IN THE IMMEDIATE VICINITY OF THE BEDROOMS, AND ON EACH ON-SITE BY OTHERS PER 8312.2 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE, ADDITIONAL STORY OF THE DWELLING INCLUDING BASEMENTS PER R314.3 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE, A CARBON 25. ANY STRUCTURAL GLUED LAMINATED TIMBERS THAT ARE EXPOSED MUST BE PRESSURE TREATED PER 8317.1.5 OF THE 2020 MONOXIDE DETECTOR IS REQUIRED ON ANY LIVING LEVEL THAT INCLUDES SLEEPING AREAS AND OR A CARBON MONOXIDE SOURCE PER RESIDENTIAL CODE OF NEW YORK STATE, R915 OF THE FIRE CODE OF NEW YORK STATE 12, CARBON MONOXIDE DETECTORS SHALL BE INSTALLED IN ALL DWELLING UNITS, OUTSIDE IN THE IMMEDIATE VICINITY OF THE BEDROOMS, AND 26. WHERE LEDGERS ARE REQUIRED, A MIN. 2X2 LEDGER MUST BE USED, OR A JOIST HANGER IN PLACE OF LEDGER. N ON EACH ADDITIONAL STORY OF THE DWELLING INCLUDING BASEMENTS PER R314.3 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE. A 27. SPACING OF INTERMEDIATE GUARDRAILS AT STAIRWAYS SHALL BE SUCH THAT A 4" (102mm) IN DIAMETER SPHERE CANNOT PASS \ CARBON MONOXIDE DETECTOR IS REQUIRED ON ANY LIVING LEVEL THAT INCLUDES SLEEPING AREAS AND OR A CARBON MONOXIDE SOURCE THROUGH PER R312.1.3 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. o cJ PER R915 OF THE FIRE CODE OF NEW YORK STATE 28. ANY OPEN-SIDED WALKING SURFACES REACHING A HEIGHT GREATER THAN 30" (762mm) MEASURED VERTICALLY TO THE FLOOR OR o 13. WASHING MACHINE AND CLOTHES DRYER SUPPLIED AND INSTALLED ON SITE BY OTHERS IN ACCORDANCE WITH MANUFACTURER GRACE BELOW AT ANY POINT WITHIN 36" (914mm) HORIZONTALLY TO THE EDGE OF THE OPEN SIDE REQUIRE GUARDS PER R312 OF THE MANUFACTURER INSTRUCTIONS, AND ALL STATE AND LOCAL CODES (SEE FP1 FOR SPECIAL INSTRUCTION, IF REQUIRED). 2020 RESIDENTIAL CODE OF NEW YORK STATE. 14, WATER HEATERS EQUIPMENT IN ENCLOSED SPACES SHALL BE INSTALLED IN COMPLIANCE WITH THE LISTED MANUFACTURER INSTRUCTIONS, 29. CALLKING AND SEALANTS IN THE EXTERIOR ENVELOPE MUST BE IN COMPLIANCE WITH ENERGY CONSERVATION CONSTRUCTION CODE. ALL s AND ALL STATE AND LOCAL CODES (WATER HEATER SUPPLIED AND INSTALLED ON-SITE IN BASEMENT BY OTHERS). JOINTS, CONNECTIONS, AND PENETRATIONS BETWEEN CONDITIONED SPACE AND UNCONDITIONED OR OUTSIDE SPACE MUST BE SEALED. 15. HOLES, OPENINGS, AND ACCESS PROVISIONS FOR COMPLETION OR INSTALLATION OF EQUIPMENT MAY BE COMPLETED IN FIELD, IF DONE IN 30. ONLY CEMENT, FIBER-CEMENT AND GLASS MAT GYPSUM BACKERS SHALL BE USED AS BACKER ON TILED TUB AND SHOWER WALL PER CT) o� 8702.4.2 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. NO GREEN BOARD GYPSUM BOARD SHALL BE PERMITTED. z� SUCH A MANNER AS NOT TO AFFECT THE INTEGRITY OF THE STRUCTURE. 16. ALL PIPING (R403.4) AND DUCTWORK (R403.3.1) IN UNHEATED SPACES IS TO BE INSULATED IN COMPLIANCE WITH 2020 ENERGY 31. MIN. FLAME SPREAD CLASSIFICATION OF ALL FINISH MATERIALS SHALL HAVE A RATING OF LESS THAN 200 PER R302.9.1 OF THE CONSERVATION CONSTRUCTION CODE OF NEW YORK AND THE NATIONAL ELECTRICAL CODE, 2017 EDITION. 2020 RESIDENTIAL CODE OF NEW YORK STATE. 17. ROOF COVERINGS SHALL BE LISTED AS CLASS 'C' OR BETTER PER SECTION R902.1 OT THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. 32. VERTICAL EGRESS MIDST BE PROVIDED FOR HABITABLE ATTICS AND BASEMENTS PER R311.4 OF THE 2020 RESIDENTIAL CODE OF o m NEW YORK STATE. Uo LLJ> �o 18. ATTIC VENTILATING AREA SHALL BE 1/150 OF THE AREA OF THE SPACE VENTILATED. EXCEPTION: THE AREA MAY BE REDUCED TO 1/300 32. TESTING PER 2020 ECC OF NEW YORK STATE R402.4.1.2 FOR CLIMATE ZONES 3 TO 8. THE BUILDING OR DWELLING UNIT SHALL BE m Q -71TES-ED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE NOT EXCEEDING THREE AIR CHANGES PER HOUR, TESTING SHALL BE u N oN >- C� w ` WHERE AT LEAST 401 AND NO MORE THAN 50% OF THE VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION � OF THE ATTIC OR RAFTER SPACE. UPPER VENTILATORS SHALL BE LOCATED NOT MORE THAN 3 FEET (914 mm) BELOW THE RIDGE OR CON)UCTED IN ACCORDANCE WITH ASTM E 779 OR ASTM E 1827 AND REPORTED AT A PRESSURE OF 0.2 INCH W.G. (50 PASCALS). WHERE REQUIRED BY THE CODE OFFICIAL, TESTING SHALL BE CONDUCTED BY AN APPROVED THIRD PARTY. A WRITTEN REPORT OF THE HIGHEST POINT OF THE SPACE, MEASURED VERTICALLY, WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE OR CORNICE z0 VENTS PER 8806.2 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. TESTING SHALL F-_ Q BE PERFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS OF THE BUILDING THERMAL ENVELOPE, DWELLING UNITS FAILING O o 19. ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS THE TEST WILL BE REPAIRED AND RE-TESTED, UNTIL SUCH TIME THAT THE DWELLING UNIT MEETS THE REQUIRED MAXIMUM AIR LEAKAGE. J SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATION OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR33. CUTS, NOTCHES, AND HOLES IN SOLID LUMBER JOISTS, RAFTERS, BLOCKING, AND BEAMS SHALL COMPLY WITH THE PROVISIONS OF c SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSION OF 1/16" (1.6mm) MINIMUM AND 1/4" (6.4mm) MAXIMUM. VENTILATION R502.8.1 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE; EXCEPT THAT CANTILEVERED PORTIONS OF RAFTERS SHALL BE O OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4" (6.4mm) SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE CLOTHPERfAITTED IN ACCORDANCE WITH SECTION 8802.7.1.1 RESIDENTIAL CODE OF NEW YORK STATE. L o c= SCREENING, HARDWARE CLOTH, OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/16" (1.6mm) MINIMUM AND 1/4" (6.4mm) MAXIMUM PER 8806 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE 34. WHOLE HOUSE VENTILATION SYSTEM SHALL BE PROVIDED BY A CONTINUOUSLY RUNNING EXHAUST FAN IN COMPLIANCE WITH R1505.4.3 O AND TABLES M1505.4.3(1) AND M1505.4.3(2) OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. LOCATION SHALL BE IDENTIFIED ON zw m a- -I I-- OoI� � d 20. UNVENTED ATTIC SPACES SHALL BE INSTALLED IN ACCORDANCE WITH 8806.5 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE INDIVIDUAL PLAN SETS. A CALCULATION TO DETERMINE THE REQUIREMENT FOR THE VENTILATION SHALL BE INCLUDED IN PLAN SET FOR _ Ln F-_F-_ o APPROVAL (PAGE LLC) w U-) w c0 L� LL_ Q 21. GUTTERS, LEADERS, AND SPLASH BLOCKS FURNISHED AND INSTALLED BY OTHERS ON SITE. w jWo� �C-Dou� Q - J Q c) o 22. APPROVED WATER RESISTIVE BARRIER REQUIRED UNDER ALL SIDING TYPES PER SECTION R703.2 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. BARRIER SHALL BE INSTALLED HORIZONTALLY WITH 2 INCH MINIMUM UPPER LAYER OVERLAP OVER LOWER LAYER GENERAL NOTES SCALE: 3/8' = T-0" SERIAL #/ORDER b PAGE #: 0010477 1700 SQ. FT. / 150 = 11.33 SQ. FT. OF VENT REQUIRED NO PEUMB NG BENTS PENETRATIONS TI-RU ROOF STATE/TPIAAPPROVAL STAMP R.A. ORPfk.,47A,i'`.1 ��4� 67 LN, FT. RIDGE VENT = 8.37 SQ. FT. of VENT PROVIDED 78 FN. FT, VENTED SOFFIT 4.87 SQ. FT. OF VENT PROVIDED COMPLETION ON — SITE BY OTHERS PROVIDED BY ICON � , ��' � � � to '^ 0N0 N a" ACS t� or'o- EGRESS WINDOWS }` y ► :f , ' w; o �M ►'C c t : �? 5/02/22 x o W WARNING:IT IS A VIOLATION OF ARTICLE 145 OF THE NYS EDUCATION LAW FOR ANY PERSON TO ALTER ANY O DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL hr`-!r/11 ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE DIRECTION (- OF A LICENSED PROFESSIONAL ENGINEER Nwaw on LI U = Q �U * C) Oa S ° F- I J) RIDGE VENT(S/L) CERTIANTEED LANDMARK DESIGNER ARCHITECTURAL ASPHALT SHINGLES III II III � i li � I ii � I IIII II FIJI (� LUI iI � I II II_ I II ��LLtLLLLm � III � III (I_ li � llluul�� lll � lllll_ III � IIILI_ Illulll�ll illu � l�lu lu �l_ III � IIIII III �i IIII LwLlu4LL � `` 121E uUI�� IIILI II�I(_ IIILI_ IIIiI iuLIIIII IIILI_ IIIII_� I I III�� III � III � III � III � III � IIILI_ I�Il�ll_ III � III �I_L_ _ I `` ,�� j X12 I �I_ I I I LL I I I i L L M I H � 1 1�� I I I LI III I I I I �i 111 �`� o w Q- m � Q ON-SITE SOFFIT & FASCIA ON-SITE VINYL SIDING * �Y 91E w 0 r w LD Lj Qw CEJ CD PANELIZED ROOF TRUSSES SUPPLIED BY ICON LEGACY. U INSTALLED ON-SITE BY BUILDER AND SUBJECT TO _ INSPECTION BY LOCAL BUILDING OFFICIAL 12 I II II II II II II II II II II II II II II it II II II II II II II II II II II II II II II w 5F—/ I II II II II II II II II II II II IIII II II II II II II II II II II II II II II II II II II �, = o \ % / II II II II II II II II II II II II II II II II II II II II II T II II II II II II II T II o = `�"�� �I II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II � �� ¢ G w� I I 6) cfl II I II CD . w II II � II II 6' J m � II II II II w aI i t I I I o un PANELIZED GARAGE WALLS BUILT BY ICON LEGACY. I I I I w Q INSTALLED ON-SITE BY BUILDER AND SUBJECT TO �� I I I I U LJ J C/C INSPECTION BY LOCAL BUILDING OFFICIAL IIII I I I i Q r o0 I I I I CSI , cel _ w cn n 0 ______ ------------� (j) I I z LGARAGE DOOR & LIGHTS TO BE SUPPLIED AND INSTALLED O ON-SITE oSPER STATE AND LOCAL CODES. I \ DECKPOSTSRAILING & GUARDS ON-SITE BY OTHERS. ~ Q INSTALLATION SUBJECT \--DECK, ,CT TO REVIEW/APPROVAL BY LOCAL AHJ U O COMPONENTS SHALL BE DESIGNED BY A LICENSED PROFESSIONAL AND SHALL BE FRONT ELEVATION STRUCTURALLY INDEPENDENT OF THE MODULES. DESIGN SHALL BE REVIEWED AND PORCH ROOF OVERHANG BUILT BY ICON LEGACY. INSTALLATION SHALL BE INSPECTED BY LOCAL BUILDING CODE OFFICIAL. Q INSTALLED ON-SITE BY BUILDER AND SUBJECT TO w INSPECTION BY LOCAL BUILDING OFFICIAL INDEPENDENT BUILDER'S SITE CONTRACTOR TO PROVIDE ACCESS TO GRADE U) w INDEPENDENT BUILDER'S SITE CONTRACTOR IS RESPONSIBLE Z O J' FOR DESIGN AND INSTALLATION OF FOUNDATIONO T yj – w m w O o L�j d- �I— nLn C) wC/O wQo �W old �O Ch- LLJ oCn C � JO FRONT ELEVATION SCALE; 1/4" = 1'-0" SERIAL #/ORDER # PAGE #: 01 0477 EV1 STATE/TPIA APPROVAL STAMP R.A. OR P.� s�, Av NO PLUMBING VENTS PENETRATIONS THFU ROOF - SITE BY OTHERS COMPLETION ON C) 0000 NOT PROVIDED BY ICON EGRESS WINDOWS 0.0 r "I "o tl��J�'uit% 502/22 > C) —,4) .�?�)' 02 WARN ING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS Q I C EDUCATION LAW FOR ANY PER30N TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL kn ENGINEER,UNLESS THE PERSON 13 ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER cn C-11) 4 0 cl) cn _j :D u 0 o (.� ii UY, ,n 0 RIDGE VENT D u CERTIANTEED LANDMARK m DESIGNER ARCHITECTURAL ASPHALT SHINGLES Li LLM HILLUL k LMLL LdiuLLH a-d-ILLI _L LLfLLtL LLLLLLL H LLL[t ALIJ U 12 _LLLLLhiLL1tLL 7 Lill L� LP LLLLt a u� 0 L ON-SITE SOFFIT & FASCIA 1 :1 E* co ON-SITE VINYL SIDING C) L�j FIF 7z 0) F-71 L "D (D m LLJ u L_L_j Q U-) LLJ LL_j cf) cf) F- U-) t! C) REAR ELEVATION __j INDEPENDENT BUILDER'S SITE CONTRACTOR TO PROVIDE ACCESS TO GRADE u� CL L�j INDEPENDENT BUILDER'S SITE CONTRACTOR IS RESPONSIBLE c3 u� FOR DESIGN AND INSTALLATION OF FOUNDATION (:D u� I-- _j =)c!) >_ 22 — r CD 0 c _D I— v)Ln C:) U) Lj LL_ a� = LLJ >_ CL LL_j (-D CD u� EEL C-D I-) - Ic) REAR UVATION SCALE: 114' T-0' SERIAL #/ORDER PAGE #: ff 0*10477 EV STATE/TPIA APPROVAL STAMP H A, OR P E. STALV.'- NO PLUMBING VENTS PENETRATIONS THRU ROOF COMPLETION ON - SITE BY OTHERS NOT PROVIDED BY ICON 00 00 U AA tu r EGRESS WINDOWS So, 7 5/02/22 WARNING:IT IS A VIOLATION OF ARTICLE 145 OF THE NY3 0 EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PE19SON 13 ACTING UNDER THE 0 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER cn z 0 C/) LLJ li 0 _j u 0 U) U PANELIZED ROOF VALLEY SUPPLIED BY ICON LEGACY PANELIZED ROOF VALLEY SUPPLIED BY ICON LEGACY. INSTALLED ON-SITE BY BUILDER AND SUBJECT TO INSTALLED ON-SITE BY BUILDER AND SUBJECT TO INSPECTION BY LOCAL BUILDING OFFICIAL INSPECTION BY LOCAL BUILDING OFFICIAL 12 7 RIDGE VENT(S/L) RIDGE VENT (S/L) CLRTIANTEED LANDMARK CERTIANTEED LANDMARK DESIGNER ARCHITECT DESIGNER ARCHITECTURAL i ASPHALT SHiNGLES ASPHALT SHINGLES URAL Ll t CD lq u� L-L CL ON-SITE SOFFIT FASCIA ON-SITE VINYL SIDING CD LLJ PANELIZED ROOF TRUSSES SUPPLIED BY ICON LEGACY INSTALLED ON-SITE BY BUILDER AND SUBJECT TO --C'1_1 INSPECTION BY LOCAL BUILDING OFFICIAL RIDGE VENT (S/L) CERTIANTEED LANDMARK DESIGNER ARCHITECTURAL ASPHALT SHINGLES C_ LLJ LJ u� C) > __j Cr) u o PANELIZED GARAGE WALLS BUILT BY ICON LEGACYJ 0 INSTALLED ON-SITE BY BUILDER AND SUBJECT TO LEFT ELEVATION INSPECTION BY LOCAL BUILDING OFFICIAL < INDEPENDENT BUILDER'S SITE CONTRACTOR TO PROVIDE ACCESS TO GRADE u� a:� LL U-) INDEPENDENT BUILDER'S SITE CONTRACTOR IS RESPONSIBLE C) FOR DESIGN AND INSTALLATION OF FOUNDATION 0 L�j u� C) n 71 F-- _�L_ o u� (.n -0 =) LLJ C::) LLJ C)u� LL — ---j 0 (-) C) LEFT ELEVATION SCALE; 114' l'-O' SERIAL #/ORDER # PACE M===v 0#10477 NO PLUMBING V E N T S PENETRATIONS T H R U ROOF STATE/TPIA APPROVAL STAMP R A DR P E STAMP . COMPLETION ON - SITE BY OTHERS �`" r' '` NOT PROVIDED BY ICON EGRESS WINDOWS ,� r iy,:ti.; '-Vuj N oMw WARNINGS R IS A VIOLATION OF ARTICLE 145 OF THE NY9 �1-45�02/22 O l� EDUCATION LAW FOR ANY PERSON ALTER ANY O DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER � w S I O U = Q _jV * _ Loa L Wo i U PANELIZED ROOF VALLEY SUPPLIED BY ICON LEGACY. PANELIZED ROOF VALLEY SUPPLIED BY ICON LEGACY, INSTALLED ON-SITE BY BUILDER AND SUBJECT TO \ INSTALLED ON-SITE BY BUILDER AND SUBJECT TO INSPECTION BY LOCAL BUILDING OFFICIAL INSPECTION BY LOCAL BUILDING OFFICIAL m 12 ROSE VENT (S/L) \�7 RIDGE VENT (S/L) CERTIANTEED LANDMARK p' \ CERTIANTEED LANDMARK Ltu DESIGNER ARCHITECTURAL 1 � DESIGNER ARCHITECTURAL ASPHALT SHINGLES ASPHALT SHINGLES Q U-) o El- ON-SITE SOFFIT & FASCIA ON-SITE VINYL SIDING j c� PANELIZED ROOF TRUSSES SUPPLIED BY ICON LEGACY = N INSTALLED ON-SITE BY BUILDER AND SUBJECT TO N INSPECTION BY LOCAL BUILDING OFFICIAL . 0 J LL-J � Q N RIDGE VENT(S/L) CERTIANTEED LANDMARK DESIGNER ARCHITECTURAL PORCH ROOF OVERHANG BUILT BY ICON LEGACY. ASPHALT SHINGLES 2 f INSTALLED ON-SITE BY BUILDER AND SUBJECT TO 7 INSPECTION BY LOCAL BUILDING OFFICIAL �I a � w� cn CSS � z oL II w rn v m JLLJ / < CD II w o U II ULLJ 0 � 7�1 5- LL-1 cn` u` f ----- Ln fl I i GARAGE DOOR & LIGHTS TO BE SUPPLIED ICON LEGACY, �� C:� INSTALLED ON-SITE BY OTHERS PER STATE AND LOCAL CODES DECK, POSTS, RAILING & GUARDS ON-SITE BY OTHERS. ~ INSTALLATION SUBJECT TO REVIEW/APPROVAL BY LOCAL AHJ 0 COMPONENTS SHALL BE DESIGNED BY A LICENSED PROFESSIONAL AND SHALL BE o INSUCTURALLY TALLATION ON SHADLLPBEDENT OF THE INSPECTED BY MODULES. LOCAL)BUDESIGN NG CODESHALL BE OFFICIAL.IAND RIGHT ELEVATION �- z PANELIZED GARAGE WAILS BUILT BY ICON LEGACY. INDEPENDENT BUILDER'S SITE CONTRACTOR TO PROVIDE ACCESS TO GRADE U-) w INSTALLED ON-SITE BY BUILDER AND SUBJECT TO INDEPENDENT BUILDER'S SITE CONTRACTOR IS RESPONSIBLE Z O n INSPECTION BY LOCAL BUILDING OFFICIAL FOR DESIGN AND INSTALLATION OF FOUNDATION O = _Ij U OUT SIDING, SOFF T FASCIA ` Q W m 0- —J Imo. 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STAMP F :x:,aY. !'!r' i 0 A TER OR DOORS TO BE 7 TALL SOUD CORE ,a .. oMN 13'-2Y" 1" P. 20'-5" PORTAL FRAME WALL 11P. 13'-2Y" t M A'MODULE 'B'MODULE t7 07ti75 ►� w s'-7%" 6'-7Y' 6'-7Y4" 6'-7%" '`!°rtt-ta a�0� � 5/02/22 o WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS �,;, , HDR @ 102 3/4" AFF HDR @ 102 3/4" AFF EDUCATION LAW FOR ANY PERSON TO ALTER ANY �E (2) 3056 (2) 3056 DOCUMENT THAT SEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE H DIRECTION OF A LICENSED PROFESSIONAL ENGINEER 12'-2Y" 12'-2Y" ;� Z 0 BREAKFAST �=� � � = WINDOW GUARDS TO BE ON—SITE BY OTHERS NOOK o� �° IN ACCORDANCE WITH 8312.2 OF 2020 o �_ 9393 So.FT. of Roots \ =M RESIDENTIAL CODE OF NEW YORK STATE 0 7.51 LIGHT REO'D o HDR @ HDR @ HDR @ 3/4 3/4 o¢ z 3.76 VENT REO'D z 102 " AFF 102 " AFF 102 3/4" AFF 3 3 DRYER TO BE VENTED TO EXTERIOR IN ACCORDANCE r 3732 LIGHT PROV'D o w ESAWN2616-2 ESAWN2616-2 ESAWN2616-2 LIVING ROOM U) 19.14 VENT PROVO TEMPERED 1 TEMPERED TEMPERED w o w / 5'-1" 10'-2/ 15'-4" P(L SUFFICIENT LIGHT AND VENT PROVED 2X6 FLAT 2X6 FLAT 2X6 FLAT 164.02 so FT of Roots WITH M1502 OF 2020 RESIDENTIAL CODE OF NEW YORK 5060P 5060E 5060P 1312 LIGHT REO'D STATE. DUCT RUN IN FACTORY AND TERMINATION I �` ° �a2'-3" 3" DRAIN FROM TEMPERED TEMPERED TEMPERED 6.56 VENT REO'D COMPLETED ON-SITE BY OTHERS �+ Q 3 2nd STORY w/ � II � �, 49.76 LIGHT PROV'D F° (2) 3/4" SUPPLIES - 25.52 VENT PROV'D a z ---21'_7/4"--- - - ---- SUFFICIENT LIGHT AND VENT PROV'D * Q a 0 2x6 •: 4'-"" --------- RANGE HOOD TO BE VENTED TO EXTERIOR IN ZQ0 —10l l 3'-6" 1'-5" 1 1 I 1 I 1 I I ACCORDANCE WITH M1503 OF 2020 RESIDENTIAL CODE u 0.4I I I I I I ole a _:r - PANEL BACKER OF NEW YORK .NATE. DUCT RUN IN FACTORY AND W S N r-- - —,— r- o a� 11 I 1 1 1 COFFERED CEILING I I I 1 TERMINATION COMPLETED ON—SITE BY OTHERS F., 0 1 3" DRAIN FROM 2nd STORY w/ C1 m - — I 1 I I I I (2) 3/4" SUPPLIES - BATH FANS TO BE VENTED TO EXTERIOR IN ACCORDANCE I I I L--_----- -J L-------- -J L- -------J 1 1 WITH M1501 .1 OF 2020 RESIDENTIAL CODE OF NEW YORK a � � "�' m 48" A F.F. 3' RADON VENT L_-- I I TO BOTTOM 2" FUTURE VENT J�aim r-—— ———— — ——- --- - -- -- - I r — ---- w 3'-3" ! 0 1 Q 1 1 1 1 1 1 DINING ROOM 1 1 1 1 STATE 6 DUCT RUN IN CEILING BY ICON LEGACY. -- o a > I fl 1 321.81 SOFT OF ROOM w 2x6 �� w 1 1 I 2"x,2" �, o N COMPLETED NOT BY ICON LEGACY AND INSPECTED BY >- n _ 0 1 1 I 25 74 LIGHT REO'D I 6, C1 I l a \ ALCOVE / -i' = 1� Ilo m 1 1 ,287 VENT REO'D I \ I _ LOCAL BUILDING OFFICIAL. °I �Jml v I 1 I 6302 LIGHT PROV'D I 3'-2" �� 50 80 VENT PROV'D p 1 I I 1 o z ( OMIT SUFFICIENT LIGHT AND VENT PROW I I _ o z m V��I \ I=o FIX. ALL BATHROOM FIXTURE CLEARANCES MEET SECTION L— 1 1 --------J L- x _I I�IZ�J J _ ___ _ _ J 8307 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE m m ------ ------- ----- N 7 I IBD18-3D1 I I L COUNTERTOP NOT r J r L--�-- �---I I I PROVIDED BY ICON ( I I ( I 3-672 m o BEP 1 1 SPACE FOR SPACE FOR 1 I I 1 I 00 m; ALL WINDOWS AND DOORS TO BE INSTALLED AND 24"/27" SOFFIT UNDERCAB UNDERCAB J J —� KITCHEN I "' 1F2� REFER ICE MAKER 1 1 1 I I 1 I BATH #2 � Q a I g'-8y4° 1I FLASHED PER THE FENESTRATION MANUFACTURERSROUGH PLUMB of _ �CGUNTERTOP "DT m =0- — 7 2'-0°I�— 37' I z N� ;'�', WRITTEN INSTRUCTIONS PER 8609.1 OF 2020 RESIDENTIAL o PROVIDED BY ICON �rS836�� BWBT18_I 1014' NO CO PRESSION I J PREP FOR L - CUTBY OOUT ON SITE " m RANGE HOOD N- 2x6 INSTALLED INSTALLEDIFORS42" W2742 �Lo 0 o J IW4242 - ---J L- _--- - - J I 3' 2" �2' �" 6'-2 4" 111x?/ CODE OF NEW YORK STATE W a FOR ON SITE RANGEHOOD HIGH WALL CABINETS, DUCTWORK FOR RANGE HOOD --------( ---- 2/g ` --- - Q �_ ice ® 2/6 _ INSTALLED AT 69" A.F.F PREP FOR ON-SITE __ _ - g/I, S/C ------ m INSTALLED BASE CABINETS, COUNTERTOPS, SINK & 9' 0�' x PFS LABEL FAUCET - 2x6 BLOCKING INSTALLED STANDARD = / 7-11 v 2"2DtlASN°FRROM �{ ELECTRICAL AND LIGHT TO REMAIN c� / 1 DNI �J \ TEP m I LANDING `f - 3" DRAIN FROM 2nd STORY 3'-2 * EGRESS WINDOW 1 — cel �a 1� WINDOW TESTING AND LABELING IS SUPPLIED I N W N 3 o I I I �cn��� F-1' N m 2x6 • BY STICKER ON EACH INSTALLED WINDOW H- S//c c� 6'-3Y" 4'-11 UTILITY 1 L o BEDROOM #1 o _� o �N V= THIS HOUSE S REPLACING o o 6 Ll o 197.29 SOFT. OF ROOM • I ____._ F o I FOYER In F 15.78 LIGHT REO'D N a} U • 7.89 VENT REO'Dco AN B N G HOU E, EXISTING Ill 'm ¢ �3 68 VENT PROV'D II (nh I-m BULL NOSE TkEAD HOUSE TO BE TORN DOWN L � ;Z SUFFICIENT LIGHT AND VENT PROVO _ a w z , < D W/ cD NU BATH #1 I w I ^ OPEN TO J 'Q J Nv o 1 ABOVE Iz DATA PLATE, STATE LABEL w `1 d I v TEMP CLG FRAM NG & PFS LABELS FOR l ^�j Ln 1 1 17'-4" 2-°0„ MODULES "A"/"C"/"D" ��LJ Ln OMIT rROUGH_PLUMB ��/�` ( FIX I i _ i 1" wi /1' ,4 �I 1�='�/,l I \VB30FH)--i o 12'-2�" o _ OW ----J ESCATR3010 0 v 0 3050 30509 o --- - -- ---- - 1 1 TEMPERED 1 „ 3068 1 * _ (/� 3068 FIRE 4'-9/ 10'-2/ 15'-7/" 20'-5' L1 1 CD C (2) 3050 U J U� 5/8" WALL GYPSUM L------ o H- >- �� w MECHANICALLY FASTENED STEPS TO GARAGE SLAB 1 PORCH o 6'-7%" 6'-7%4° ON-SITE BY 07HERSNOT PROVO BY ICON PORCH ROOF BY ICON POST, RAILING AND SLAB - --- ---- HOT PROVIDED BY ICON -- ---------©-------- 7_1�1 20'-7" O 0 PANELIZED GARAGE _) FIRE SEPARATION FOR GARAGE 5MI L L NOT PROVIDED OR MODULE C INSTALLED BY ICON ~ l TO BE INSPECTED & APPROVED BY M � 1 � � T C CI T OLLJ LOCAL BUILDING OFFICIAL o CD 0 0 ¢o C) d� "' 1. 2x6 EXTERIOR WALLS @ 16" O.C. W m a- /L 2. MARRIAGE WALLS: - Ln w L� z Q o w C/7 �, W I-Ll- d- z - DBL 2�4 @ 16" O.C. ( - 2x4/2c6 @ 16" O.C. o o w �LLJ o l"7 v C� CD � r- 3. CEILING H-IGHTS: - 12 2Y4 - 9'-6" CEILING HEIGHT IST FLOOR N - 8'-6" CEILING HEIGHT 2ND FLOOR 9 X 7 O.H D. 4, MARVIN ESSENTIAL SERIES ALL ULTREX DOUBLE HUNG & CASEMENT WINDOWS IST STORY FLOOR PLAN 6'-7Y4" 6'-7Y4 5. HEATING SYSTEM NOT PROVIDED BY ICON SCALE: 1/4" = 1'-0" 6. 7/12 STORAGE RAFTER @ 16 O.C. 13'-2Y" 7. 7 3/4" RSERS(MAX.) x 10" TREADS(MIN.) - BUILDER REQUESTED STAIR GEOMETRY SERIAL "/ORDER " PAGE " - SEE PAGE STA OF THIS SET FOR ACTUAL SIZES 8. HANDRAIL MUST COMPLY WITH R311.7.8 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE 0*10477 FF'l 9. TEMPERATURE CONTROL VALVES TO BE INSTALLED TO ALL TUB AND SHOWERS STATE/TPIA AFF'ROVAL STAMP R.A. OR P.E. STAMP 00 X 0 0 47'-0" .1 1 u 9 13'-2,Y2" 1 sp. 20'-5" 1 sp. 13'-2Y2"' M r, 'E'MODULE 'F'MODULE i. klZ0 7 1 i'l 6'-TY4" 6'-7,Y4" 6'-7Y4" 6'-7Y4" t, 5/ C) WARNING:IT 13 A VIOLATION OF ARTICLE 145 OF THE NYS 2/22 0 in EDUCATION LAW FOR ANY PERSON TO ALTE19 ANY (2) 3050 (2) 3050 9�4 in DOCUMENT THAT BEARS THE SEAL ON'A PROFESSIONAL ENGINEER UNLESS THE PERSON IS ACTING UNDER THE ALL ROOF PFNETRATIONS DIRECTION OF A LICENSED PROFESSIONAL ENGINEER 12'-2Y4 12'-2Y4" IN REAR OF HOUSE 4,c) .4 BEDROOM #3 BEDROOM #4 165 04 SQ.FT. OF ROOM 165 04 SO.FT. OF ROOM �o 13 2�LIGHT RIO'D 13 20 LIGHT REO'D 6'-1 1,Y2 13'-5Y2" 20'-5" 6.60 VENT REQ'D 6 60 VENT REO'D LLJ 26.02 LIGHT PROV'D 26 02 LIGHT PROV'D 13.68 VENT PROV'D 0 13.68 VENT PROV'D I SUFFICIENT LIGHT AND VENT PROVID (2) 3056 (2) 3056 SUFFICIENT LIGHT AND VENT PROV'D ull u TRAY CEILING - 8'-0" Ig'-8y4" Q --------- ---- 0 F- - - -- -- ---I--- ____ - -1 , 0 :� TRAY CE LING - 8'-3" -- ---------- ---— TRAY CEILING - 8'-6" 0 F- UY, I- z 7 7 U) D C) N U) PFS LABEL FOR MODLL BONUS ROOM MODULE "F"/"H" 12/6 A21D Lu 1 2/0 2 :5i A S_ 1 293 88 SOFT. OF ROOM W�o Y: S I N A It 0, �3 4 1 8'-6�/8 3'-2Y4" A 23.51 LIGHT REO'D 3'-2Y2" 8'-7Y8" m I 0. 1� C) 11.76 VENT REQ'D I (flD 49 76 LIGHT PROVO < C?,-E-d BATH #4 BATH #5 25.52 VENT PROVO F 'SUFFICIENT LIGHT AND VENT PROV'D ROUGH-PLUMB ROUGH PLUMB c, W.I.C. W.I.C. 7 0_�j 65)) O"'T Ix MIT C)1 F nDIX < '�836FH ----------------------- VB36FH 13 < [�DOIJBLE DOUBLE SHELVES I V C, :�ID 8'-10 2x6 ?\� u< 2x4 y 8" 4" \VB30FH 1-i L- -- ------ ---- ---------- - ---- --------- u� 0 -R- OMIT L OF j C L- ------ 2 -———————-7'-08"_ H FIX _,��TPJUMB o C'4 L LLJ E T 8 -0 T BATH #3 QD OMIT CEILING cl-� C? No COMPRESSIO 2" FUTURE V N 3" RADON VENTJ U, GYP S-11" CD I BATH #6 1 < ID 0�C, F I I IOU 00 m �Nl- I \m I Nu) z 2/0 LANDING I , 1 1- D L - ---- -- c , I---1 1 m C, I S/c < `7PREP FOR ON-SITE TILED_�' DN I-) - a- PFS LABEL IN. SHOWER /1/2" CEMENT BOARD'lFtOOR JO-tEll 11'G 0 2/6 _�o -c"I 5-2 S-7" F 2-k n /C 3'_3)/4'� -4-11�4/ CN 'D 2 S/C 4_' 3'-2 -0' 2' IDBL 2/0 LiJ )-, _] 2/6 2x6 SK 8'-7J/4" F--3' 2" `0 1! CN � t -7Y �u co 8' 2" co SWIN I m Lu C.3 C) �'u 2%) S//C C 2 I BEDROOM #2 4 BEDROOM #6 BEDROOM #5 JL 139 78 Q FT. OF ROOM 101.59 SQ.FT. OF ROOM 138.38 SO.FT OF ROOM 11.18 LICHT REQ'D 8 13 LIGHT REQ'D s C PVC 11.07 LIGHT REO'D 5 59 VENT REQ'D 4 06 VENT REO'D CHASE 5.54 VENT REQ'D 26.02 LIGHT PROV'D 26.02 LIGHT PROV'D 22,'34 LIGHT PROV'D N 7 + 11.40 VENT PROV'D 'c\j 13.6B VENT PROVO 13.68 VENT PROVD SUFFICIENT LIGHT AND VENT PROVID LAUNDRY SUFFICIENT LIGHT AND VENT PROV'D SUFFICIENT LIGHT AND VENT PROV'D LLJ OPEN TO c- BELOW NOT PROVIDED BY COl'0� ull/ UD(_0 ---------------i FF�_--I I TEMP FLR FRAMING I D 4'-5 Y4 8'-ICY4" --------------- 12'-2Y4" tt��--------ilt--------------i 12'-2,Y4 IL I CD -D L I ESCATR2020 (2) 3050 ESAWN2020 n EXT. JAMB u� < C) 17'-4" 20-5 (2) 3050 LL-i CD (2) 3050 3 4 __j u� 6'-7' 6'-7J/4" /VENT DRYER OUT 6'-7,Y4" 6'-7J/4" C:) L,-J Y4 ROOF EAVE (PER BLDR) cl_� LLJ cn UD u� WINDOW GUARDS TO BE ON-SITE BY OTHERS 0 IN ACCORDANCE WITH R312.2 OF 2020 CD 0 RESIDENTIAL CODE OF NEW YORK STATE -7 __j DRYER TO BE VENTED TO EXTERIOR IN ACCORDANCE ALL INTERIOR DOORS TO BE TALL SOLID CORE u� CL-- cr_ LLJ WITH M1502 OF 2020 RESIDENTIAL CODE OF NEW YORK C) UD STATE. DUCT RUN IN FACTORY AND TERMINATION ALL WALLIS) TO HAVE 5 /8 DRYWALL REPLACING 1 /2 DRYWALL C) Cf-) COMPLETED ON-SITE BY OTHERS BATH FANS TO BE VENTED TO EXTERIOR IN ACCORDANCE <:c C) WITH V1501.1 OF 2020 RESIDENTIAL CODE OF NEW YORK EGRESS WINDOW LL M cl- I I-- j C) 0 L'� �f- STATE 6" DUCT RUN IN CEILING BY ICON LEGACY. WINDOW TESTING AND LABELING IS SUPPLIED cu/--))Ln CD U-) L�j(_o <::r 0::� L�j COMPLETED NOT BY ICON LEGACY AND INSPECTED BY BY STICKER ON EACH INSTALLED WINDOW L�j - C:) �� c�CD 9�LL-i (-D CD C/-) 0- C) LOCAL BUILDING OFFICIAL. �D c) CD ALL BATHROOM FIXTURE CLEARANCES MEET SECTION 5EE f=AGE 5112 FOR-,, ALL 2ND STORY FLOOR PLAN R307 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE ALL WINDOWS AND DOORS TO BE INSTALLED AND 5EA��l AND 5TLJE) C� ALLCUT 5" SERIAL ORDER # SCALE: 1/4' T-01 PAGE #: FLASHED PER THE FENESTRATION MANUFACTURERS r WRITTEN INSTRUCTIONS PER R609.1 OF 2020 RESIDENTIAL 0#10477 FP2 CODE OF NEW YORK STATE I I STATE/TPIA APPROVAL STAMP R.A. OR P.E. STAMP 0 0 MODULE A 00 00 U CENTER UNITS MODULE 8 r- N > �,,, h -.1 4 tu 0 , SIDEWALL #1 u SIDEWALL #1 cl., r 3'-A4 3'-7Y4 3'-7J/4 3'-7Y4" 0 It 61 WARNING'IT IS A VIOLATION OF ARTICLE$45 OF THE NY3 5/02/221 <4> <4> EDUCATION LAW FOR ANY PERSON TO ALTER ANY o DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL 'ENGINEER,UNLESS THE PER30N 18 ACTING UNDER THE ftr/ <�Hl)_mI DIRECTION OF A LICENSED PROFESSIONAL ENGINEER u CID MODULE D 04 1ST LEVEL ENDWALL (GARAGE- PORTAL FRAME) 4 ro SIDEWALL #1 5 15" 16 7/16"0.S.B.SHEATHING-- -1' 1- 20'-5" PORTAL FRAME 2 X 6(SPF#1/#2)WALL--:-�T 2'-7", //1 0 EXTERIOR r-1-1-INTERIOR �2-7 LIVING ROOM (A COLLECTOR 1-2(CEILING) COLLECTOR 1-2(CEILING) _7/16"0.S.B.EXTERIOR(BLOCKED).FASTEN 0.S.B.WITH COLLECTOR 1-1(FLOOR) D1 COLLECTOR 1-1(FLOOR) 8d NAILS @ 3"0.C.EDGE/12"0.C.FIELD SEE COLLECTOR NOTES SEE COLLECTOR NOTES - ----- 1ST LEVEL SIDEWALL#1 /#2 (GARAGE) ---bBCCEIL71Nd/rL ORMISTIN HFS41RE�� -- ---- - ---- --------- 2x6 0: DBL.CEILING FLOOR JOIST IN THIS AREA 77= u 2- - --- - - ---- - --- - ------ -- - -------- 5L5" '/16"0.S.B.SHEATHING 2 X 6(SPF#1/#2)WALL 0 EXTERIOR- INTERIOR 7/16"0.S.B.EXTERIOR(BLOCKED).FASTEN 0.S.B.WITH ZI �_2- _8d NAILS @ 6"0.C.EDGE OR 16 GA.STAPLES @ 3"0.C. L-----------J L----------J L----------J 0 PER ESR-1539(JULY 2020)/12"0.C.FIELD. L -1 1 1 1 1 - -----------I r- - - ------- DINING ROOM RZ 0 1 0"If 2x6 0 1 1 1 wo 1 ST LEVEL ENDWALL#1 (A MODULE) TT_ m 1ST LEVEL SIDEWALL #2 (A MODULE) 0 Lu I wol I I ' I C _j I I r 11 1 1 1 1 1 1 1 -)_j 1 ST LEVEL ENDWALL#1 (B MODULE CN 0 C, L-Lol I 1ST LEVEL SIDEWALL #2 (B MODULE) cn \ / I I 1� J�_j, Ds I I I I hi x I I 0. L---- -------i L----------J L- -------- _j _j L3 1 1 11 1 z 632 0 F------ 0 F_ -1 F- - ------ - - -1 f-- ------- -- u, MIN. 19/32"O.S.B.SHEATHING-- Lu m -5/8"DRYWALL L_ I _j uj I I I I I �) 2 X 6(SPF#1/#2)WALL co LLJ L'i i ( 11 - I I I I I v EXTERIOR INTERIOR z 0 0 Lu 19/32"0.S.B.EXTERIOR(BLOCKED)w/5/8"GYPSUM INTERIOR.FASTEN BATH #2 Z 0.S.B.WITH 8d NAILS @ 6"0.C.EDGE/12"0.C.FIELD CD 10I 1�1-0 Fff_T -0 F T 0 FASTEN GYPSUM W/5d NAILS @ 7"O.C.EDGE/7"0.C.FIELD (D 00 _j 1ST LEVEL ENDWALL#2�A MODULE) 101 KITCHEN Ill I ------ --J L---- _j Lj_j CL 1 ST LEVEL S1 DEWALL#1 (A MODULE) -- ------ --- < 0 ICEJ ----------- 1 ST LEVEL SIDEWALL#1 (B MODULE) _j _j _j 231, < z 632 I-- w MIN. 19/32"O.S.B.SHEATHING- 0 0 2 X 6(SPF#1/#2)WALL _--6/8"DRYWALL N Q 03 Ell / T Z CC 0 0 EXTERIOR INTERIOR I 19/32"0.S.B.EXTERIOR(BLOCKED)w/5/8"GYPSUM INTERIOR.FASTEN W. CN 0.S.B.WITH 8d NAILS @ 3"0.C.EDGE/12"0.C.FIELD cl� (D Li FASTEN GYPSUM W/5d NAILS @ 7"D.C.EDGE T'0.C.FIELD LLJ cf� 2x6 0 <04 ce BEDROOM *1 IST LEVEL SIDEWALL#1 (CENTER UNID UTILITY < cn --------------------- o 7 z FOYER 16 z w MIN. 15/32"O.S.B.SHEATHING-- ---MIN. 15/32"O,S,B.SHEATHING o c/) 2 X 6(SPF#1/#2)WALL ja��/8"DRYWALL 0 0 Lu w EXTERIOR INTERIOR o 6 go�w_ 0 0 f:�) ::D ==!0 o __j -ELF- 15/32"0.S.B.EXTERIOR(BLOCKED)w/15/32"0.S.B.INTERIOR. Lu u_ Lu U-1 z - I FASTEN 0.S.B.WITH 8d NAILS @ 2"0.C.EDGE.FASTEN CC (D I I 0- oz GYPSUM W/5d NAILS @ T'O.C.EDGE 1 T'0.C.FIELD C/-)(-o BATH #1 " f 0 cw)o -0 -0-) '7 1 ST LEVEL E N DWALL#2 (M "o _j COLLECTOR 2-2(CEILING) MULE B u! 0 M, -1(FLOOR) W COLLECTOR 2 C) LU SEE COLLECTOR NOTES 1 ST LEVEL SIDEWALL#2 (CENTER UNIT) L) U) - 7 6 CEILING FLOOR JOIST IN THIS AREA MIN. 19/32"O.S,B.SHEATHING-- =t 0 C,j /8"DRYWALL 2 X 6(SPF#1/#2),WALL �5 6 -- -- - -- El EXTERIORU INTERIOR C) &S El SIDEWALL #2 H1> 19/32"0.S.B.EXTERIOR(BLOCKED)w/5/8"GYPSUM INTERIOR. __j L ?�c:) LLJ 9'-1y2" 4 GYPSUM W/5d NAILS @ T'O.C.EDGE/T'0.C.FIELD < cn G1 312 4" FASTEN 0.S.B.WITH 10d NAILS @ 2"0.C.EDGE.FASTEN L�j B1 2'-31 6" 2'-3'Yj r," 3'-3 3'-7Y I--- 3Y2" SIDEWALL #2 u� 20'-5" PORTAL FRAME SIDEWALL #2 -------- - - --Z�------ -- -11-- ----------L�j CD PANELIZED GARAGE <2> MODULE C UILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS UILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS F-_ >979 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL] >2510 LBS.[SUGGESTED SIMPSON STHD10RJ OR EQUAL) (:D MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ C]L� cl, __j (2)ROWS OF 16d COMMON NAILS @ 16"0.C. (2)ROWS OF 16d COMMON NAILS @ 16"0.C. I I CD HORIZONTAL CONNECTION NOTES u CL� < 2) UILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STIDS �>, BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS (D C,4 B.USE 16d NAILS FACENAILED @ 16"0.C.OR >972 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL] >4352 LBS.[SUGGESTED SIMPSON HD713 OR EQUAL] 0 w I USE 3/8"DIA.LAG SCREWS @ 16"0.C. MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W1 MIN.(3)2 X 6 WALL STUDS.FASTEN TOGETHER W/ --Lj cn _j (2)ROWS OF 16d COMMON NAILS @ 16"0.C. (2)ROWS OF 16d COMMON NAILS @ 10"0.C. _j =, >- 7� COLLECTOR NOTES: UILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS UILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS <I: C) 1.COLLECTOR 1-2(CEILING):FASTEN EACH END OF EACH PLY COLLEC-OR >2872 LBS.[SUGGESTED SIMPSON STHD14RJ OR EQUAL) >5703 LBS.[SUGGESTED SIMPSON HD7B OR EQUAL] LJ M cl- w W1 20 GA.GALV.STRAP W1(2)8d NAILS EACH END OF EACH STRAP 3: 10 2.COLLECTOR 1-1(FLOOR):FASTEN EACH END OF EACH PLY COLLECTDR MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ MIN.(3)2 X 6 WALL STUDS.FASTEN TOGETHER W/ C) CD r co (2)ROWS OF 16d COMMON NAILS @ 15"0.C. (2)ROWS OF 16d COMMON NAILS @ 8"0.C. Ln LL_ = I-- C-) W/20 GA.GALV.STRAP W1(3)8d NAILS EACH END OF EACH STRAP U-) =j Cf� L�j LL_ a� 3.COLLECTOR 2-2(CEILING):FASTEN EACH END OF EACH PLY COLLEC70R a- <::c _D UILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS c CD c1f W/20 GA.GALV.STRAP W1(2)8d NAILS EACH END OF EACH STRAP ED U5 C) 4.COLLECTOR 2-1(FLOOR):FASTEN EACH END OF EACH PLY COLLECT)R >8225 LBS.[SUGGESTED SIMPSON HD9B OR EQUAL] CD W/20 GA.GALV.STRAP W1(2)8d NAILS EACH END OF EACH STRAP MIN.(3)2 X 6 WALL STUDS.FASTEN TOGETHER W/ 5.MODULE A/B ENDWALL#2 COLLECTOR:FASTEN EACH END OF EACF PLY COLLECTOR (2)ROWS OF 16d COMMON NAILS @ 6"0.C. W/SIMPSON CMSTC16 STRAP W1(50)0.148"X 3.25"NAILS EACH END OFSTRAP NOTE:MIN.CORNER STUD CONNECTION:(2)ROWS OF 16d COMMON UILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS NAILS @ 16"0.C.OR(2)ROWS OF 3/8"DIA.LAG SCREWS @ 32"0.C. 1ST STORY BRACE WALLS Ai� ;LJ<A 1� >2226 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL] UNLESS OTHERWISE SPECIFIED IN THE CALCULATIONS MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ V 1 V_j (2)ROWS OF 16d COMMON NAILS @ 16"0.C. SCALE: 1/4' = 11-01 Y4" SERIAL #/ORDER # PACE #: 13'-2Y2" PORTAL FRA ENDWALL #1 0010477 STATE/TPIA APPROVAL STAMP R.A OR P.E. STAMP till IJ T I c� r-- c C) MODULE E 1 00 00 CENTER UNITS MODULE F !� r.- N u J� 'N SIDEWALL #1 SIDEWALL #1 u Z� 3'-7�/" 3'-7Y4" 3'-7Y4 3'-7Y4" 4 07876 5/ �ARNING:IT IS A VIOLATION OF AR"nCLE 145 OF THE NYS 2/22 0 in EDUCATION LAW FOR ANY PERSON TO ALTER ANY <7> <7> DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL A n A2 A-2 ENGI EER UNLESS THE PERSON 13 ACTING UNDER THE '2\1 '<�> OF A LICENSED PROFESSIONAL ENGINEER u MODULE H 2ND LEVEL ENDWALL#1 #2 (E MODULE) C/) 2ND LEVEL SIDEWALL#1 #2 (E MODULE) cl\I SIDEWALL #1 2ND LEVEL ENDWALL#1 #2 (F MODULE) cn 20'-5" PORTAL FRAME 2ND LEVEL SIDEWALL#1 #2 (F MODULE) BEDROOM #3 BEDROOM #4 ' 32 3'-llY2" 11 Y2 MIN. 19/32"O.S.B.SHEATHING--. f f 07 \/7 2 X 6(SPF#1/#2)W —6/8"DRYWALL j� \> ALL B2 B2 EXTERIOR- INTERIOR o:E COLLECTOR 1-3(CEILING) COLLECTOR 1-3(CEILING) _19/32"0.S.B.EXTERIOR(BLOCKED)w/5/8"GYPSUM INTERIOR.FASTEN 4, SEE COLLECTOR NOTES SEE COLLECTOR NOTES 0.S.B. u A @ 6"0.C.EDGE/12"0.C.FIELD DEL.CEILING i FLOOR JOIST IN THIS AREA DEL.CEILING FLOOR JOIST IN THIS AREA FASTEN GYPSUM W/5d NAILS @ T'O.C.EDGE/T'0.C.FIELD u - - ---------------- --------- - - - F— ———————————————— ————————— —— 2ND LEVEL SIDEWALL#1 (PORTAL FRAME - CENTER UNFD w 0 619" 3-2 MIN. 15/32"O.S B.SHEATHING— u 2 X 6(SPF#1/#2)WALI �_�/8"DRYWALL L EXI-E-RIIOR--Q- INTERIOR (-D 15/32"0.S.B.EXTERIOR(BLOCKED)w/5/8"GYPSUM INTERIOR.FASTEN -I I I BONUS ROOM 1 0.S.B.WITH 8d NAILS @ 4"0.C.EDGE.FASTEN GYPSUM A W/5d NAILS @ T'O.C.EDGE/T'0.C.FIELD m BATH #4 1 BATH15 W.I.C. W.I.C. 2ND LEVEL SIDEWALL#2 (PORTAL FRAME- CENTER UNIT) 1_6 ----------------------- T_ < < C14 --0 7/16"0.S.B.SHEATHING I 1 2 X 6(SPF#1/#2)WALL f I 41= * f Ljj L j I v _j I- 2x6 0 0 _j 2x6 _j EXTERIOR INTERIOR 2 07 _j 20 z _j 07 7/16"0.S.B. EXTERIOR(BLOCKED).FASTEN 0.S.B. L- —————————— ——— — WITH 8d NAILS @ 4"0.C.EDGE.FASTEN GYPSUM 0 ——————————0 —___j '? i � \' ') i 3: <�> - (/� 0 I > I ' D I I I W1 5d NAILS @ 7"D.C.EDGE T'0.C.FIELD L— — —————————— ——————————————u ———-1 0 --------- 10 5; a- z IL Lj CL w LLJ CL BATH #3 51 z 0 0 _j u I u < _j BATH #6 0 N W fl� i ---------------------- 0 o CD 4- .1 LLJ Li L'j I L'i U) LLJ —cn C\I� 2x6 c\l c\I _j _j I _j < < C) 3: BEDROOM #2 3: BEDROOM #6 BEDROOM #5 Q 0 z w LAU�DRY U�c_o COLLECTOR 2-3(CEILING) COLLECTOR 2-3(CEILING) SEE COLLECTOR NOTES --------- --- - ----- ----- SEE COLLECTOR NOTES DBL.CEILING FLOOR JOIST IN THIS AREA DBL.CEILING I FLOOR JOIST IN THIS AREA n m 9 U-) C) LLJ CD I-- <7> C2 C2 C2 <cle <7> __j u� C) L�j 3'-7Y4" 3'-7Y4 2'-1 3'-1 Y2 3'-1 Y2 2'-1' 3'-7Y4 3'-7Y4 C/-) U-) Ll_j U-) 20'-5" PORTAL FRAME SIDEWALL #2 SIDEWALL #2 SIDEWALL #2 C) MODULE G C) u� L�j HORIZONTAL CONNECTION NOTES MIN.(2)20 GA.GALV.STRAP W1(4)8d NAILS EACH END u� A.USE 16d NAILS FACENAILED @ 16"0.C.OR USE 3/8"DIA.LAG SCREWS @ 16"0.C. OF EACH STRAP(OR EQUAL CONN.OF 1,791 LBS.) _�j C-) MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ L::D __j (2)ROWS OF 16d COMMON NAILS @ 16"0.C. , c�� COLLECTOR NOTES: C) 1.COLLECTOR 1-3(CEILING):FASTEN EACH END OF EACH PLY COLLECTOR MIN.(2)20 GA.GALV.STRAP W/(3)8d NAILS EACH END L-L] 0— W1 20 GA.GALV.STRAP W/(2)8d NAILS EACH END OF STRAP <�>2 OF EACH STRAP(OR EQUAL CONN.OF 1,212 LBS.) -7— C) L'j 2.COLLECTOR 2-3(CEILING):FASTEN EACH END OFEACH PLY COLLECTOR MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W1 Ln III UD W/20 GA.GALV.STRAP W/(2)8d NAILS EACH END OF STRAP (2)ROWS OF 16d COMMON NAILS @ 16"0.C. -j (_o I i I Ll LL n LLJ �4t MIN.(2)20 GA.GALV.STRAP W/(4)8d NAILS EACH END L-L] CD <C\2> OF EACH STRAP(OR EQUAL CONN,OF 1,745 LBS.) 0 MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W1 (2)ROWS OF 16d COMMON NAILS @ 16"0.C. NOTE:MIN.CORNER STUD CONNECTION:(2)ROWS OF 16d COMMON NAILS @ 16"0.C.OR(2)ROWS OF 3/8"DIA.LAG SCREWS @ 32"0.C. 2ND STORY SHEAR WALLS UNLESS OTHERWISE SPECIFIED IN THE CALCULATIONS SCALE: 114' = l'-O' �FRIAL #/ORDER # PACE 0*10477 E)W 2 STATE/TPIA APPROVAL STAMP R.A. OR P.E. STAMP s.v,sxY.e Ike C) 00 00 U M � 0711751 0 >O o WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NY9 "'� °'"�`°� _ EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL %1-11 O ENGINEER,UNLESS THE PERSON 13 ACTING UNDER THE w DIRECTION OF A LICENSED PROFESSIONAL ENGINEER O H "'QQQ���CjCjCj Nwaw In � W U = �t �U * oa � W5 ° `-------J I U --------------' I ( C2> �U; 2> <C2 B2 B2 2'-1" 3'-1yz,. 3'-1 j2,. 2'-1., 3'-11j2 %2„ 20'-5" PORTAL FRAME 20'-5" PORTAL FRAME SIDEWALL #2 SIDEWALL ##1 O E1 E1 D1 D1 � w � 3'-3%" 2-31is 2-31 is" 3'-3iz" 2'_7" 2'-7" 20'-5" PORTAL FRAME 20'-5" PORTAL FRAME SIDEWALL #2 SIDEWALL #1 20 GA.GALV.STRAP W/(4)8d —NAILS EACH END OF STRAP(OR NAILS20GA.EACHGALV. ENDSTRAP STRAP 8d EQUAL CONN.OF 873 LBS) EQUAL CONN.OF 722 LBS) N N C14 LL U- LL LL LL W � Q N 4k N N = N N 2 = N N N N C4 2 N N = = N = OIL co o n LL n n UL LL n a a o_ a n (n LL n. 0- L co rn cn a cn cn n. a cn cn U) W cn U a U) (n a a can a- x co cD (n(o cD (n co (o co CD co co (o X co (D cn (o cD cn N X X (o X X (o co X X X X X X N X X co (D X � N N X N N X X N N N N N N X N N X X N X N N N N N v N N N N N = N N N N N N N S�J C 2 C2 B2 B2/ cl-� - 6, <-C) 62 82 C2 C2 IJ 'S SIMPSON CMST14 STRAP W/(51)16d NAILS EACH in END OF STRAP(OR EQUAL j CONN.OF 4945 LBS) CL SIMPSON CS14 STRAP W/ U-) Q C-) (28)8d NAILS EACH a W (n N N X�X� CX4 cli N N 4t N N N N END OF STRAP(OR EQUAL N 2 / J w Ii �* � o_ a n. LL CONN.OF 2300 LBS) LL I--- }- C� w vai ai vai can co (o (D a ai can a. LL Q z co co cD co cD co cn n cl C' X m (o co co X X co X X (D cD X X co (o X X W N X X X X N N X N N X X N N X X N N N NN N N N N N N CN v .N^.. N N N N M M M M � Q LL J D1 D1 D1 D1 U-) E1 �E1 E1 E1 �—� � MIN.(2)20 GA.GALV.STRAP W/(3)8d NAILS EACH END = OMIN.(2)20 GA.GALV.STRAP W/(4)8d NAILS EACH END B2 OF EACH STRAP(OR EQUAL CONN.OF 1,212 LBS.) �—1 OF EACH STRAP(OR EQUAL CONN.OF 1,745 LBS.) O MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ [] >— IZ MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ (2)ROWS OF 16d COMMON NAILS @ 16"0.C. Q O y �, (2)ROWS OF 16d COMMON NAILS @ 16"O.C. I-- D1 BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS >8225 LBS.[SUGGESTED SIMPSON HD913 OR EQUAL] I— cn Ln W O z I 1 O El >2226 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL] MIN.(3)2 X 6 WALL STUDS.FASTEN TOGETHER W/ U� w LO W � LL f z MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ (2)ROWS OF 16d COMMON NAILS @ 6"O.C. � Q o > oI - w (2)ROWS OF 16d COMMON NAILS @ 16"O.C. — Q �� C, �Wc�r� �� OCnz � J SIDEWALL PORTAL FRAME DETAILS SCALE: 1/4" = 1'-On SERIAL #/ORDER # PAGE 01®477 3 STATE/TPIA APPROVAL STAMPK A Of? P-77 MI' 1, `� V Nt.W Y� 0 tt 00 00 iIli ii � r- '� r� U 5/02/22 0 WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS p EDUCATION LAW FOR ANY PERSON TO ALTER ANY I--d Pti/ 1-1 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL Z ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE �•J DIRECTION OF A LICENSED PROFESSIONAL ENGINEER H p N w a w C!� V) 4 LLJ 1 > 0 U � J V « oa u FASTEN TOP PLATE TO HEADER A,lI,.� WITH TWO ROWS OF 16D SINKER %4' NAILS AT 3" O.C. TYP. FASTEN 13'-2%" PORTAL FRAME KING STUD TO HEADER WITH 6-16D SINKERS Elkli'DWALL 1 o � FASTEN SHEATHING TO HEADER WITH 8D L- COMMON OR GALVANIZED BOX NAILS IN 3" Q GRID PATTERN AS SHOWN =J 2-2x12 SF'F#2 HEADER N W TENSION STRAP PER DETAIL A (ON OPPOSITE SIDE OF SHEATHING) cl- � w> 6 TENSION STRAP PER DETAIL C (ON OPPOSITE SIDE OF SHEATHING) o 0 W o f— LLA> w w �` u o. a. 0 0 U O o Al Al W w z O O = u� z Q o L,-j m F-- C) w� w C/) w LLJ LL_ z zw ori �O oC/� �� JO AlBUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS GARAGE PORTAL FRAME DETAIL > 979 LBS. [SUGGESTED SIMPSON LSTHD8 OR EQUAL] SCALE: 1/2" = T-0° MIN. (2) 2 X 6 WALL STUDS. FASTEN TOGETHER W/ SERIAL #/ORDER # PAGE #. (2) ROWS OF 16d COMMON NAILS @ 16" O. C. O#104'77 !:3)W 4 N N STATE/TPIA APPROVAL STAMP R.A. OR P.E. STAMP N c:) Q � ONO C> N U vi 13'-2%" P G R a cD a cv WARNING, IS A VIOLATION OF ARTICLE 145 OF THE NYS /1 O EDUCATION LAW FOR ANY PERSON TO ALTER ANY ~' sx I--I QI �•� FFF��� NO STRUCTURAL HEADER REQUIRED M N a NO STRUCTURAL HEADER REQUIRED N v DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL `j O J ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE r \ DIRECTION OF A LICENSED PROFESSIONAL ENGINEER v UPLIFT UPLIFT -2436 -2737# a // rte- iO a 2335 L.L. M�1 1858# L.L._ a N D a ` 2022 D L 610# D L. U w 1858# L.L. o w w 1610# D.L. IIII I w N N N< UPLIFT w N w o N -2737# s, uj 5'-0" 5'-p" 5'-p" _ N w SEE RC 26 SEE RC 26 SEE RC 26 J 9 9 9 885# L.L. ^ 3)2x6 (3) 2x10 (3) 2x10 (3) 2x A 3 2x6 M 766# D L D SPF 2 SPF#2 HEADER SPF#2 HEADER SPF#2 HEADER SFF 213 UPLIFT U a _ —— J 3 -301# 2x6 •: v 3)2x6 _—_ 1)2x6 ___ 1)2x6 _ _ __ 3)2x6 __ FLOOR & ClG LOAD ONLY �j D U (IIII r SPF#2 >�F#21 1SPF SPF#2 1 VIII FLOOR 40x13'-3"=530/2=265 L.L. PLF rh —— ROOR� 10x13'-3"=133/2=67 D.L PLF U VIII 1 1 I I I I VIII V S VIII I I I I I Iilll (CEILING) 5x13'-3"=67/2=34 D.L. PLF 1 + (WALL) 8x8=64 DL PLF - II i r-----r--T--1 VIII I I I I I I I I VIII 265 L L+165 D.L430 T L. PLF I I I I Iilil 1 1 I I I I I I VIII .= H I � � N II� I I VIII I I I I (IIII I J VIII 1 1 I I I I VIII J U0a 1721# L.L. I I I VIII FLOOR & CLG LOAD ONLY 1433# D.L. L——— —— L--J VIII -------- -J L--_— =====J L- - --=____ I VIII 1433# D.L. WALL) 8 5x12=102 D.L. PLF UPLIFT r , r , r UPLIFT FLOOR & CLG LOAD Of_:I,Y FLOOR) 40xl3'-3"=530/2=265 L.L. PLF -2499# J I I I IIII I I I IIII I N -2499# FFR (WALL) 8 5x12=102 D.L. PLF (FLOOR) 10x13'-3"=133/2=67 D.L PLF —— I I 1 K VIII VIII x •: 2x6 • • l3'-3'=530/2=265 L.L. PLF + (CEILING) 5x13'-3"=67/2=34 D L. PLF a — I I I 1 x13'-3"=133/2=67 D.L. PLF > - o ; VIII V I I I of J 265 L.L.+203 D L.=468 T L PLF < \ / 5x13'-3"=67/2=34 D.L. PLF + m r 1 M VIII IIIIIM -,wNI \ / ^ L.L.+111 DL=376 TL PLF cca VIII I I I I I I IIIIIww \ / "jW m m X I `j __ I I VIII L-------- - J L---_-----J L- -------_� I VIII VIII wI i----- I I I I I � VIII 1 r-- --------� L ---------� r---------L I VIII � / \ UPLIFT - uPUF I ® 11111 I I I I (IIII 1092# LL # F----- -922 420# D.L. VIII I 1 IIII _ 1604# L.L. FLOOR & CLG LOAD ONLY _ 101 H11177 -- T I I 8'-11" I I VIII 613 Dl. C/� O FLOOR) 40x13'-3"=530/2=265 L.L. PLF _I__ I __ I I SEE RC 20 I 111111 a x� FLOOR) 10x13'-3"=133/2=67 D.L. PLF �- I O (CEILING) 5x13'-3"=67/2=34 D.L PLF N I L— _J L—— ——12� 12� 9 U4 LV,L CLG BEAMI + (WALL) 8x8=64 D.L. PLF J (PER MODULE) N �I 1 265 L L+165 D.L.=430 T.L. PLF _ N 3)2x4 -------- 3)2x4, 9 9 9 1 // I SPF#2 SPF#2 2116# L.L. I I N 806# D.L. 1 1 1604#LL UPLIFT 1 /I I 613# D.L. -1217# i / IIII \ U m^ UPLIFT J? 22 � N 1 1 2)2x4 11 N � N SPF#2 I w a _N W 2x6 • 1 Ln W i - o FLOOR & CLG LOAD ONLY (WALL) 8 5x12=102 D L PLF N 1 11 (FLOOR) 40x13'-3"=530/2=265 L.L. PLF (FLOOR) 10x13'-3"=133/2=67 D.L. PLF 1 a (CEILING) 5x13'-3"=67/2=34 D.L. PLF + U --------`---- I "` o x 265 L.L.+203 D.L.=468 T.L. PLF •� I '-cn I �N x I• O� W�a - tD CV FLOOR & CLG LOAD ONLY ^w p (WALL) 8.502=102 D.L P,F (FLOOR 40x13'-3"=530/2=265 L.L. PLF w D CV FLOOR; 10x13'-3 133/2=67 D.L. PLF a 1 1 1 N + CEILING) 5x13'-3"=67/2=34 D.L. PLF 265 L.L.+20.3 D.L.=468 T.L. FILE o w�_ wNgmaIII I J LU^� W= 1 1 ( UPLIFT r7 LU w 4032# r----- 2 2x6 I 2495 L L. i /"-"\ I 1 SF,F#2 I / ` 2071#D L. n 2495# L.L. 2)2x61)2x6 3 „ 1)2x62)2x6 :)2x6 �- 2071# D L ——— — — —— —— ———— — N J SPF#2 3-0 SPF#2 3'-2/8 SPF#2 3'-0 SPF#2 Y'F#2 U Q O UPLIFT NO HEADER REQUIRED 1 'r SEE RC 27 SEE RC 27 ��� SEE RC 27 NO STRUCTURAL HEADER REQUIRED W O —————— a vLLa (3) 2x6 (3) 2x6 (3) 2x6 `3 a U u/ -4032# N a L —— N a SFF#2 HEADER SPF#2 HEADER SPF#2 HEADER �>- �� w -365# -640# -640# -365# ¢ ? Oz N Cil UPLIFT UPLIFT UPLIFT UPLIFT �f cn u ~ 692# L.L 1213# L.L. 1213# LL 692# L... � 263# D L. 461# D.L. 461# D L. 263# D... _________ _________ _______ (2) 2x8 SPF#2 PORCH HEADER (2) 2xB SPF#2 PORCH HEADER (2) 2x8 SPF#2 PORCH HEADER ~ Q SEE RC 16 SEE RC 16 SEE RC 16 O IQ MODULE C w Q �N CD u� Llj U � _ n � f7 W�� O C- m � Q O �W m LJ O w d-- w z �N oQ W V / w�1J W LL - z �— N ��= wQ or r� 00 n I w z LSI a N-) O CD C/� LL J fn — Q c� (� O Li. a N --------------- 1ST STORY BEAMS 2)2x6-/ 3)2x6 3)2x6 2)2x6 SPF#2 SPF#2 13'-2Y" SPF#2 SPF#2 SERIAL #/ORDER # SCALE: 1/4° " 1'-Or PACE #: (2) 202 SPF#2 PORTAL FRAME HEADER SEE PORTAL FRAME DETAIL 010477 Bmi STATE/TPIA APPROVAL STAMP R.A. OR P E. STAMP _ A���. t�C`�►.fir'�, 0c) 00 O r� �n0 NN WARNING R IS A VIOLATION OF ARTICLE 145 OF THE NY9 �3`�tt'!i � 5/02/22 O O h'--i R«rr�+%a FFF~7---111 EDUCATION LAW FOR ANY PERSON TO ALTER ANY O NO STRUCTURAL HEADER REQUIRED NO STRUCTURAL HEADER REQUIRED DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL 7REENGINEER,UNLESS THE PERSON 19 ACTING UNDER THE H DIRECTION OF A LICENSED PROFESSIONAL ENGINEER UPLIFT UPLIFT a M 1858# L.L a a /1858# L.L.1610# D.L. j ` 1610# D.L. VIII VIII VIII VIII VIII VIII s I 12'-3Y2° 6'-0 6-0 - 12'-3Y" :5 w_ M * III SEE RC 23 SEE RC 23 1111 M SEE RC 28 8 RC 29 SEE RC 28 8 RC 29 �_ O oQ o 1 CEILING BEAM 3-1 1/2" x 9 1/4" M L, 3)2x6 2)2x6 2)2x6 SPf(2)HEADER SPF#2)HEADER 2)2x6 2)2x6 3)2x6 1 CEILING BEAM 3-1 1/2" x 9 1/4" M L. III o o rn¢ r Qx __ ___ _ _ SPF 2 SPF#2 SPF#x2 SPF#2 SPF 2 SPF 2____ v M w — �——------ ——--——-- =N rn cwn 2495# L L 2495# L.L. 4)2x6 24950 L.L. 2495# L.L. \� J U M 2071# DL 2071// DL __ ______ SPF#2 --- --------- 2071# DL. 2071#DL. T * O UPLIFT UPLIFT UPLIFT UPLIFT 1111 M 0 I11I1 -4032# -4032# N I I -4032# -4032# rT, 11111 r -- ------------- ----- -� I VIII o VIII I I VIII U) IIII I I VIII I I I 1721# L.L.� I I 1721# LL Y 1433# D.L. N w I �` 1433# D.L. UPLIFT -2499# M I i M N UPLIFT2499# I I I I I '------------------ I I ( UPLIFT M N L_—_J L---J -627# 2x6 I I 2x6 • 0 UPLIFT I 1092# 2x4 I I I UPLIFT � -922 420# DL 922# i a # C # L.L. Z Q r \ UPLIFT/ 1 " x UPLIFT l" _.U�LIF( 613# D.L. u/ � 12'-3/ 8'-11" 12'-3Y" \ _ z .--- - _ 2 ---� ----- - - _ % � - ----------------- --- ------ I Ir °" o \16 4# L. 1604# L.L. 4)2x6 3)2x4 SEE L.V.L. 3)2x4 - L.L. 1604# L.L. <� 5 \_ 111 4# D.L 604# D L. SPF 2 SPF 2 1 1/2 x 9 1/4 L. .LCLG BE SPF#2 604# D L 604# D.L. I I x o — -- —_ --_— ------ ---_ _ ___(PER_MODULE —_--__---- ---------_— 11 w r \ — — —__ ______ — = 604 D.L=_ __ ____________ 604 D.L= ___ __ ) SEE RC o \_ — — —\C_I ING BEAM 2SEE RC 328 RC 34' M.L —- -—— ——— i------j 4)2x6 # \EI /3 / " o > w o / \ (PER SIDE) / 1604 L.L. 604 L L CEILING BPER SIDE 1�x 9 1 4 M.L. I M J u) 2116# L.L. /� UPLIFT SPF#2 UPLIFT c� ——————— 806# D.L. l -922# -922# —————— UPLIFT 1604# L.L. 1604# L.L. I t ® �� 1604# L�:- 613# D.L. -1217# o 6Nj D L -------- i 604# 0 L UPLIFT $ UPLIFT i ® / �#T\M N -922# N -922# I N --- Lj 2x6 �. N I I I � 1 O � I •f O G p Q Z � W 12'-3Y" 12'-3Y" - z UPLIFT SEE RC 28 8 RC 29 UPLIFTI ° UPLIFT SEE RC 28 8 RC 29 IIS -4032# �/ -4032# j j '� -4032p UPLIFT4032# 2 2x6 I - ' '_______'_______' �J 2495# L.L. ^� CEILING BEAM 3-1 1/2" x 9 1/4" M.L. 2495# L.L. SPF#2 ______ __________--___,._ 2495# LL. CEILING BEAM 3-1 1/2" x 9 1/4" M.L. Nw 2495# LL. 2071# D.L. �v----- ------- --- 2071#D.L_\ # X2071# D.L ---------_- ----` 2071# D.L. U 1)2x6 2)2x6 2)2x6 2)2x6 2)2x6 1)2x6 > SPF#2 2 -� SPF#2 SPF#2 -� SPF#2 SPF#2 2-�' SPF#2Fl Lk I uu Q O NO STRUCTURAL HEADER REQUIRED 3)2x6-/ SEE RC 22 SEE RC 23 SEE RC 22 3)2x6 NO STRUCTURAL HEADER REQUIRED W O �— SPF#2 (3) 2x4 (3) 2x8 (3) 2x4 2)2x6 SPF#2 U w SPF#2 HEADER SPF#2 HEADER SPF#2 HEADER SPF#2 > 1 LLJ W <n ~ z 0 0 1= Q U (D o � � z u� U-) O _ o U � ? Q CD \ L1 m U-) W Lei Oz� w v->� Q� L-i wC9 W - LL_ and = � 'y11Qc tea' = 00 ,x, LTJ o D O u/ Q- \ c C-) O LL 2ND STORY BEAMS SCALE: 1/4° = 1'-0" SERIAL #/ORDER # PAGE #: O#10477 BM2 I. 210.12(A) DWELLING UNITS. ALL 120-VOLT, SINGLE PHASE,15- AND 20-AMPER BRANCH SUPPLYING OUTLETS INSTALLED / \ STATE/TPIA APPROVAL STAMP R.A. OR N,', IN DWELLING UNITS KITCHENS, FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, LAUNDRY AREAS OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED ARC- / \ -GAS LINES SUPPLIED AND INSTALLED FAULT CIRCUIT INTERRUPTER, COMBINATION-TYPE, INSTALLED TO PROVIDE PROTECTION OF THE BRANCH CIRCUIT. \\ ON-SITE BY OTHERS' p 2. ALL RECEPTACLES WILL BE TAMPER-RESISTANT. / \ 4, r ! c'� Q 00 N 3. ALL EXTERIOR RECEPTACLE COVERS WILL BE (UV PROTECTED) / \ +i xr 'Ei ,:r'�.1 LtJ N N U 4. SEE ATTACHED ELECTRICAL LOAD CALC. / \ -ALL GAS APPLIANCES ARE REQUIRED '.> tu 5. A MINIMUM OF 90% OF LIGHTING FIXTURES MUST HAVE HIGH EFFICACY LAMPS IN ACCORDANCE WITH N1104.1 OF THE 2020 RESIDENTIAL CODE//OF NEW YORK \ TO MEET THE G2406 ^" U 7 817 12-2 5/02/22 x o / ADD'LVI \ WARNING IT IS A OLATION OF ARTICLE 145 OF THE NYS ^ WP 20A \ / \ ADD'LWF, EDUCATION LAW FOR ANY PERSON TO ALTER ANY F--1 O � GFI 110V 1 0 / \ z ,GFI DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL V `/O o ENGINEERUNLESS THE PERSON IS ACTING UNDER THE / \ DIRECTION OF A LICENSED PROFESSIONAL ENGINEER \ Z LV /-- o o FOCI /- 6W�o, D AF.F.IA.F.F. mal \ LED- -- -BREAKFAST--- LED 1 ooi / - - - \�(D r I ---------- LED] \ N W F+•I NOOK I I I a /,,-,- _ W o l LED �- o I CL WIRE IN CLG FOR (3) AWNING o m P�NUOW MOTOR NOT PROWD BY ICON \ X I I \� \ I I 14-2 I ! DIMMER r-- J,/// 14-2 \ `\ o I -- /^ — 36 - - - i 15A I \ LED LED - 1-,f / I/- 15A \ \ K r) I I 110V 1 I �••{ O cP / a „DV AWP i I LIVING ROOM (� -- �II-�� j frQ 2Xs •: IL I r / -� - _ _-6 o a 12-2 I JBOX IN THE FLR I -j I I _-' - I 5314 11 I I I I O.1 FOR DN-SITE I ) I J -- -I --- ---_�� 20 _ I I GFI RECEPTACLE 1 L,_L- _---- ---------- -------- - I I _� I I --_ I I I I I I/ I 110V CT I - 1 LED - -- LED ----- LED O GFI 11 I -- Imo( I I I I /I' I '\ L �LEJD O cr 1 GFI' LED ?c I I L--- - J L- -----J L---- J I 1 .I ,, op3 OMIT � �---�- I � �I 4--p--_ ).� --- --- ------ I I L��o� I 1 J FIX. I I - ----� F------ - r -I--- 1 -� ,2-2 DI MEQ / w I I II i \ I I I DINING ROOM I I I j �' 15A ,3 I 20A13 Dw I l o a I P ADD'L nov •: zxs . • ' f\ �- 110v I I r � I IT ALL CAUGHT TO BE —r' Ial LED I I� LED r FIX f— ON DIMMER SWITCHES EXCEPT FOR IN BATHROOMS j'�. ��J�� I _I I j l I, I I I l i I I' P. I I BATH #2 ---{ -- I OMIT i L--- ------� L------- -J I L -I-I-----__ �_----J L I I /- DENOTES STACKED 1 I FIX. I I I I--i SWITCHES LOCATION / GFI �/ �_ i LI r — - I I I / L IL GFI \ I --J r---- ------1z-2T - / I 4" I �--L_ I I I / , \ LED — 12-2 � / 1 I I �," / L LED 1 \1 JBOX IN THE FLR 14-2 7 / / «rw-io,Eo I 12-2 ^EIRE ONLY FOR-\ FOR ON-SITE I II I/ I E� �\ 20A \, I I awro , I V 0 IT ON SITE RANGE 1 I GFI RECEPTACLE Il I'�34 20A I. 10V 1/ 14-2 0CR ,�fqX. J L E V I HOOD I I II, 15A I LED 1,OV T --- ED --- --- LED ' �• 010 18 I F L T-- / 20A z _ w' ROCKER GADS lOI LED LED I ��'-i1f1V -=_ 1- - w I I I 1 o co i= I 15A tOMli 110V O 12-2 j 1 1 �� - ` / I �� nc/oc „ k Ii 1� L1 I , 12 GFI OI I I , FI R ��� ;; JI'�L - ,------ I --- ' - `\I ' 1 -I ; 1 - _ _ SWITCH 2ov KITCHEN 1 �I I Gfl -_J `E G cFl — 3 1 I GFI 14-2 LSI 14-2-2 Ea=- �� z_} J M> - ICE -- - - -- - ®®� \ LED I 4 I u I �L MNT TO BTM -- ---_- _;_-_-_---� \_ / 110V CT' 1 OF LANDING / I F I ,11ov -�-�-�- N - �„ -_ ---- - � ELECT. C' GFI 1 _ _1 , I` I I �____ -_ _ __-_ STACK SWITCHES WHEN 3 OR MORE \ / - COIL WIRE IN CTS FOR AWNING o I WINDOW MOTOR NOT PROV'D BY ICON DROP // 0 BTM 3I \ I _-__- I EMERGFFN(1Y .� -� , , LED ' LED 1 LED I LED I;' SWITCHES ARE GROUPED TOGETHER LED 7 /- ED 111 - SHUT-o F 13 I / 1 \ \AC/DC 1 ' 12-2 (3 SWITCHES MAX PER BOX) N DOOR JAMB I 20� I �_- F W N _2x6 •_,- ' �SW,TCH lOV I I J-BOX IN FLR I 1 ADDFIL 14-2 I I - `�_ J FOR BSMNT SO �) Ir ----- 1 I 11 L- \ I�J� I _ 12-2 15A I I 1 1 r- 1 '1 i d- 14 �. 11ov. GFI 20A �a J I n II I OMIT _ / / FIX. I -- MIT I \ 11ov �GASF I / LEo I �I II 1 — / ( X ' I Flx t2-z CT i '-UTILITY i I T j / • `D = 15 I-�'---------_`----- I I � , of 11ov 1312 1 I ` `-- -- - j FOYER 14 2 % I - BEDROOM #1mg �' o BATH #1 �' 15A 1 I I I ' ----I-� ATO 2ND ELK 30 a I 0- 110V SD CO DETECTOR 15A N w I t' 1 / I I TV \ 6� " r J w LED I I LED 1- ---- -- -b119VER 1 \ LE ® , zP4NAONiG �� j w I �-''------4---------- - , I LED I`------ ---- LED �, � iSPER GRCFN G� o I I" w" - w PAN I I I I CL 71NER =w o 3 __ \ L j - �'L- ' DMITI N�� L �__ ' m _(D J L____J FIX J � E CHIMES WF J - \C) m - - -- - -- -- --- \'.\ ADD'L GFI » Q Q 12-2 GFI 12-2 / W O p70w - SIMMER L-- / / 14-2 J LLJ w 20A 20A L --L a- _ -- / 19 % Lj L cn � c^ ltov I, rlov I \` / 111 A I / Q ? oz ON C\I � - - ELECTRIC SYMBOLS E = = -_� I / _—__ — (P SINGLE RECEPTACLE BOX FOR LIGHT OR FAN w o — �— — / O DUPLEX RECEPTACLE r'�n FLUORESCENT LIGHT O Q w z N I, - / CLG / - - - _ F-- o > > o �MNT WP WATERPROOF RECEP. w/GFI_ /- I � � RANGE EXHAUST O I I I �' / �(- GFI -- - - - YTcEI GROUND-FAULT INTER. roCEILING SMOKE DETECTOR z Q I MODULE C L a o n- o m GFI > SMOKE DET CO DET COMBO H- W Q _ �t oe T / t4-2 220 VOLT RECEPTACLE / Cn C)w n \ I j TOP HOT & BOT. SWITCHED O HEAT DETECTOR I / 33 O z z o 0 on I I _ 15A $ SINGLE POLE SWITCH JUNCTION BOX o = o I PANELIZED GARAGE 11ov THREE WAY SWITCH ® AMP CONNECTS J ALL ELECTRICAL IN L_l $, FOUR WAY SWITCH CHIMES CHIMES BOX O / PANELIZED GARAGE IS LF--' cP INCANDESCENT LIGHT C,) SPECIAL APPLIANCE Z a � / NOT PROVIDED �'Y ICON / W m I� LIGHT WIRE LED- - - ------L'-- ED I \\ 5LIGHT BOXES REOUIRED 5'� 5" W W ERE PRSOOFD RECESSED LIGHT ~ WIRE &OBOX FOR SPOTLIGHT 1� w Ln W O 2017 NATIONAL ELECTRICAL <'® 4" RECESSED EYEBALL LIGHT 0 CHIMES BUTTON W I� C� o Cn o -O CODE Q PHONE JACK Tv TV JACK LFI - A MIN. OF 90% OF LAMPS IN PERMaNTLY INSTALLED LIGHTING EXTERIOR LIGHT LIGHT BAR FIXTURES TO BE HIGH-EFFICACY LAMPS PER R404.1 OF THE -••-••- STRIP RECEPTACLES IST STORY ELECTRICAL PLAN ADD'L 2020 ENERGY CONSERVATION CODE OF NEW YORK STATE. ---- UNDER CABINET LIGHTS L--------- ---- —1 SCALE 1/4" = 1'-0' SERIAL #/ORDER k PAGE #: 0*10477 L STATE/TPIA APPROVAL STAMP R.A. OR P.E 4rAMu.s 1. 210.12(A) DWELLING UNITS. ALL 120—VOLT, SINGLE PHASE,15— AND 20—AMPER BRANCH SUPPLYING OUTLETS INSTALLED .=o..<,..,,. IN DWELLING UNITS KITCHENS, FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS RECREATION ROOMS, CLOSETS, HALLWAYS, LAUNDRY AREAS OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED ARC— —GAS LINES SUPPLIED AND INSTALLED A.C. FAULT CIRCUIT INTERRUPTER, COMBINATION—TYPE, INSTALLED TO PROVIDE PROTECTION OF THE BRANCH CIRCUIT. ON-SITE BY OTHERS �' '" �' �' Q N O 2. ALL RECEPTACLES WILL BE TAMPER—RESISTANT. �i ,. },,,, N 0 3. ALL EXTERIOR RECEPTACLE COVERS WILL BE (UV PROTECTED) —ALL GAS APPLIANCES ARE REQUIRED , , c i O -' M �••� 4. SEE ATTACHED ELECTRICAL LOAD CALC. i Q! Q'14 U 5. A MINIMUM OF 90% OF LIGHTING FIXTURES MUST HAVE HIGH EFFICACY LAMPS IN ACCORDANCE WITH N1104.1 OF THE 2020 RESIDENTIAL CODE OF NEW YORK TO MEET THE G2406 ►`,� ".,,€§ ;�' ,�� a, M w 5/02/22 Q O b WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS -'��°'r"" EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON IS ACT NG UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER � FSI rT � � N LED — ————— ———— LED \'. ( LED ----- — LED 1 I w BEDROOM #3 s 1 14_2 BEDROOM #4 j I 14-2 i I29 / 25 I I' U a 15A — 15A I -i U 110V 110V \ — ----- — ' SD I cp �1' \ — / \ 1 ——————— ————————————————' ` /DC I S DIMME T\— I -------------------------- 1ME� \ \ \ ( � I– LED —— — \— \ ( LED LED LED / LED 14-2 � U 26 1- / 1242 llov 15AIilov DENOTES STACKED ALL CANLIGHT TO BE \ / I _ BONUS ROOM — --- D I I \ \ / SWITCHES LOCATION m W \ / I „I LMMER I� nc/Dc - c/Dc I % DIMMER( ON DIMMER SWITCHES \ / � - I F � - ---T1- EXCEPT FOR IN BATHROOMS _ \,, LB TH #4 LED l II \ I I (` I ED AT— BH #5 ____ 12-2 II I I I \ 1 I 12-2 --�_- '\ oEun _ x ' — — o SILENT ROCKER N, II 1 2j - -+ "-' I I RkON FSR 3s � � I I N I i�au WiTI GFI zDA Q 11, I 1 TV --------2OA----- cFl IoM(\ i \� I I RADON uuM\ FIR 110V / LED LED ———— LED — LED I / I I 0V FIx �`,— J SWI TC H 2x6 2x4 r x6 OMIT 2x6 • OMIT rx. l Fn 12-2 II L --------- --- ------- I -- �I 1 - BATH 46 -� ;'J0I , FI O Q ' -' cn O ---------------- IL\ 120VF THERMO– DIMMER �'�� ��-- ® STACK SWITCHES WHEN 3 OR MORE W °NI` SWITCHES ARE GROUPED TOGETHER 4 WIRE our 14-2 I 'DMM 3vrN a.,EN It EO F'NN/r GXi 15G aNL2 PAN aN 28 \ LED—s ' -- — 3 I _____ _ (3 SWITCHES MAX PER BOX) / \ BATH #31110v I / ——— ———�————I— 24 HR PRl50RAMA81 / PE TIMER TO VEE / ED — DIMM R I DIMMER LED so/ro Li——— _—— — } —_g MMER 3.2 (SEE ELC) ————— — 1 I n 71 TO ATTIC(LIGHT( ✓� \ / ---------------- I 0 1 TFL S3 ,I I ----------------------------------- _ — 3 3 L — CONTINUOUS WHOLE HOUSE FAN/BATH N I FAN TO PROVIDED MIN. 53 CFM (1/2 OF REQUIRED) w sD CIEs �, 14-2 I / 2x6 WHOLE HOUSE VENTILATION (SEE ELC) AND MIN. ~ \ I LED Ac/Dc LED N ' 22 I '.� 20 CFM BATH VENTILATION (PER TABLE o \ \ ; LED a 15A \. 110v r — M1505.4.3 1 OF 2020 RCNO ED LED o i o 14-2 I \ ( ) ) O 15A 14-2 / 11ov 21 \ I \ 1 ( GFI n enc oc _ iov \ �+ j I BEDROOM #2 l I 1 BEDROOM #61 ( I BEDROOM #5 I I I LAUNDRY LLJ� I I l ( LED i ED -- ---- LED ill o I ED - ---- -- GFI ri GAS III 6T —— —— LED / LED GFI— I \ \ m \ 12-2 12-2 6 1% W CD 20A 20A U J ~ 110V 110/ w> O CEJ >_C� W cn V) u� O I— Q U O ELECTRIC SYMBOLS z J SINGLE RECEPTACLE /> BOX FOR LIGHT OR FAN w DUPLEX RECEPTACLE FLUORESCENT LIGHT ? O U-) �wP WATERPROOF RECEP. vv/GFI RANGE EXHAUST U cn 913FIGROUND-FAULT INTER. CEILING SMOKE DETECTOR 504f` LIGHT BOXES REOUIRED 9220 VOLT RECEPTACLE AGOG SMOKE DET/CO DET COMBO O TOP HOT & BOT. SWITCHED oEri HEAT DETECTOR 20171K\J'ATIONAL ELECTRICAL CODE - W m = - C) o $ SINGLE POLE SWITCH JUNCTION BOX H- n Ln W Li <--, �Cn w c9 LLJ L S, THREE WAY SWITCH m AMP CONNECTS A MIN. OF 907. OF LAMPS IN PERMANTLY INSTALLED LIGHTING $4 FOUR WAY SWITCH =RHES CHIMES Box FIXTURES TO BE HIGH-EFFICACY LAMPS PER R404.1 OF THE w Q I� CD c)Ur � o INCANDESCENT DLI � ) WIRESPECIAL APPLIANCE 2020 ENERGY CONSERVATION CODE OF NEW YORK STATE. 4" LED RECESSED LIGHT H WIRE & BOX FOR SPOTLIGHT 5' wP 5" WATER PROOF RECESSED LIGHT , _. WIRE COIL 2ND STORY ELECTRICAL PLAN �® 4" RECESSED EYEBALL LIGHT F-1 CHIMES BUTTON SCALE 1/4° = 1'-0° A PHONE JACK Tv TV JACK EXTERIOR LIGHT LIGHT BAR SERIAL �/ORDER N DACE q: —••--•— STRIP RECEPTACLES 010477 -- UNDER CABINET LIGHTS , EL2 STATE APPROVAL STAMP R.A. OR P STAMP .�E 210.12(A) OF THE 2017 NEC BREAKER TYPE DESIGNATIONS PER 00 Cj U AFCI BREAKER AFCl/GFI (COMBO) BREAKER N 0 lei All SQUARE D MODEL#QO , 42 SPACE CIRCUIT SCHEDULE *WIRE WITH GROUND ALL CIRCUITS 0787 VOLT 0 5/02/2?j VOLT CRT BRK WIRE LOCATION r- CRT BRK WIRE LOCATION 0 — 110 U I 20A 12-2 SMALL APPLIANCE 110 2 20A 12-2 SMALL APPLIANCE lo–q 110 4 15A 14-2 GENERAL LIGHTING 110 o < 3 20A 12-2 SMALL APPLIANCE 4-0 110 5 15A 14-2 GENERAL LIGHTING 110 6 20A 12-2 SMALL APPLIANCE 110 8 15A 14-2 LIVING ROOM 110 7 20A 12-2 DIN�NG ROOM 110 8 110 10 20A 12-2 BATH #1 GFI 9 20A 12-2 BATH #2 GFI — — 110 12 20A 12-2 RANGE HOOD 110 14-2 BEDROOM #1 11 15A 4 110 14 20A 12-2 DRYER GFI 110 5 u 13 20A 12-2 DISHWASHER GFI _j u CD 110 16 20A 12-2 DRYER GFI 110 0 0 15 20A 12-2 WASHER GFI 0 110 0 17 20A 12-2 WASHER GFI 110 18 15A 14-2 GENERAL LIGHTING u� 110 20 15A 14-2 BEDROOM #6/SD 110 > 19 15A 14-2 FOYER 0 a 110 22 15A 14-2 BEDROOM #5 110 > cn 21 15A 14-2 GENERAL LIGHTING cl c-, u u� 8, 110 24 15A 14-2 GENERAL LIGHTING 110 E;= "�, -)'t 23 20A 12-2 BATH #5/#6 CFI �2,q cl . ."" u) o, co -i'o c. I'D o 25 15A 14-2 BEDROOM #4 110 26 15A 14-2 BONUS ROOM 110 110 110 28 15A 14-2 GENERAL LIGHTING o o Lo 27 20A 12-2 BEDROOM #2 o Lm I o > 110 30 15A 14-2 GENERAL LIGHTING 110 'y z 29 15A 14-2 BEDROOM #3 .2 �5 `E� - --- -- J 110 32 20A 12-2 GARAGE GFI 110 c� �l 15A 14-2 GENERAL LIGHTING * 0 c c c- 110 34 15A 14-2 GENERAL LIGHTING 110 c-) c� _u. 3: u 33 15A 14-2 GENERAL LIGHTING 110 36 15A :�14-2 AWNING MOTOR 110 0 35 15A 14-2 AWNING MOTOR u� C) 110 ��; cl-- 38 20A 12-24BATH #3/#4 GFI Ll-i a_ 37 40 39 41 42 —————— o o cD r- t-) r- LQ LD (D Ln o CD A c c_l_j LL-1 FLECTRICAL LOAD CALCULATION FOR ON #10477—NY o C) J,611 CD CD CD rD C) (UD HOUSE SOFT: CD cl af AIR CONDITIONING AND HEAT 0 WATTS AIR CONDITIONING: 0 WATTS 0 WATTS ID < 0 WATTS (X 0.65) CD c) CENTRAL ELECTRIC SPACING HEATING: �) Ln cc K) Ln a (r) 0 WATTS o mi 0 WATTS (X 0.65) CD CD 1=1 CD C) LESS THAN FOUR SEPARATELY CONTROLLED wt__ U -0 ELECTRIC SPACE HEATING UNITS: 0 0 WATTS lLr) 0 0 ID 11 ID CD +� E � � c', Y CONTROLLIED 0 WATTS (X 0.45) _o o w —— — 4 c', c�' FOUR OR MORE SEPARATEL 0 E . >_ Ln u) a� cD ELECTRIC SPACE HEATING UNITS: => _0 < = crj �� c) THE DIVERSIFIED DEMAND OF THE HEATING LOAD. 40. E-4 o I-) r- CD E *NOTE: USE THE LARGER OF THE AIR CONDITIONING OR cD u) > ct 42 �2 CD CD o cD OTHER LOADS WATTS OR CIRCUIT WIRE 'o p > c� LLJ < ____ c� < U-) (D Ln c� � =, c) U-) cl= I � 'D — a) VOLT—AMPS AMPACITY I Z E o cD c C::) LLj < o Lj = cD cD GENERAL LIGHTING: (J,611 x 3) 10,833 15A 14-2 CIL: U-) C) Crl 00 (D C�4 (f) E U -2 C U-1 M > 7,500 20A 10-3 CD Cl CD C, U_� SMALL APPLIANCES: (5 X 1 ,500) E; a, _o _71 11 ,400 50A 8-3 2 RANGE: u CD 1 ,200 20A 12-2 u) DISHWASHER: c� Ln c) c) C) lo cy, �2 750 15A 14-2 14. _E GARBAGE DISPOSAL: cl' 'o — , 3,000 12-2 'o 20A c-) ol c) c, (o WASHER: t.�ml 3,000 20A 12-2 cl c:� U-) ol o cD _71 DRYER: 0 N/A N/A CD cl c) cl FURNACE: o cD ID ID c� _3 5,500 30A 10-3 __j 'o CD C, WATER HEATER: CD o 43,183 — I II I r__� - 0 o cD cD A EL F� c, D v I __1 o o Lr� Cl CD_ LLJ o C/-) LLJ L- C/) >_ Ij _C) LLJ LLJ LLJ CD C) LLJ C-) CD u� 0 FIRST 101<W OF OTHER LOADS @ 100%: 10,000 771 1 c C-) REMAINDER OF OTHER LOADS @ 40%: (33,183 x 0,40) 13,273 ELECT, LOAD CALC/CIRCUT S_)CHED. AIR CONDITIONING OR HEAT FROM ABOVE: 0 —0' TOTAL CALCULATED LOAD: : 23,273 SERIAL ORDER # SCALE: 1/4' 1' PAGE REQUIRED SERVICE SIZE: (23,273 / 240) 97AMPS 10�41 200 AMPS ff INSTALLED PANEL SIZE: 0*10477 STATE/TPIA APPROVAL STAMPr s.. ELECTRICAL NOTES. RA 1 . RECEPTACLES SHALE BE ARRANGED SO THAT AT NO POINT ALONG THE WALL SHALE THE .., oc N N v DISTANCE TO A RECEPTACLE BE MORE THAN 6 - 0 EXCEPT AT KITCHEN COUNTERTOPS '"`� ` ' 7 t WHERE RECEPTACLES SHALL BE PLACED NO MORE THAN 4 APART. rl04761 � �4)t 15/02/22 o M W >> WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS 2, AT LEAST ONE RECEPTACLE SHALL BE INSTALLED IN HALLWAYS OF 10'- 0 OR MORE IN LENGTH. EDUCATION LAW FOR ANY PERSON TO ALTER ANY Q O DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE w DIRECTION OF A LICENSED PROFESSIONAL ENGINEER IF�� 3. ANY WALL 2' IN LENGTH OR GREATER REQUIRES A RECEPTACLE (HABITABLE SPACE ONLY). c/) z o Nwa 4. ALL COUNTERTOP RECEPTACLES AND SWITCHES TO MEASURE 44" TO BOTTOM OF BOX 15. COMBINATION SMOKE DETECTOR AND CARBON MONOXIDE DETECTORS MAY BE USED. FROM FINISHED FLOOR (BOX HEIGHTS ARE APPROXIMATE), 16. HEAT DETECTOR TO BE INSTALLED IN ALL ATTACHED GARAGES. � � rl S 5. WALL SWITCHES TO MEASURE 48" AND RECEPTACLES TO MEASURE 14 TO BOTTOM OE 17. HEAT AND SMOKE DETECTORS TO BE HARDWIRED AND INTERCONNECTED COMMERCIAL V BOX FROM FINISHED FLOOR (BOX HEIGHTS ARE APPROXIMATE). POWER IS PROVIDED, IF POWER IS SUPPLIED BY OWN MEANS (WIND, SOLAR,- ETC. JUST �a OF THE 2020 RESIDENTIAL CODE OF BATTERY POWER IS REQUIRED PER R314. 6 ) o. C� s 6. ALL RECEPTACLES TO BE GROUNDED TYPE. WW YORK STATE. u J) W J) 7, AN ARC- FAULT BREAKER IS REQUIRED FOR ALL 15 AMP AND 20 AMP CICUITS 18. BATH FA Wl NS MUST BE VENTED TO EXTERIOR, IF NATURAL VENTING IS NOT PROVIDED, SUPPLYING OUTLETS LOCATED WITHIN A DWELLING UNIT, INCLUDING THE SMOKE ALARMS 19, ADDITIONAL CIRCUITS MAY BE ADDED OR DELETED AS FLOOR PLAN OR SALES 8. A GECI BREAKER OR LISTED TAMPER RESISTANT TYPE GECI RECEPTACLE IS REQUIRED, BUT CONTRACT DICTATE. m NOT LIMITED T0, ALL CIRCUITS SERVING ALL COUNTERTOP OUTLETS (2017 NEC 210.52) 20, CIRCUITS FOR LAUNDRY, FURNACE AND WATER HEATER INSTALLED IN PANEL BY 9, A GECI BREAKER OR LISTED TAMPER RESISTANT TYPE GECI RECEPTACLE IS REQUIRED, BUT MANUFACTURER WHEN CRAWL SPACE OPTION IS USED, CIRCUITS ARE INSTALLED BY NOT LIMITED TO, ALL CIRCUITS SERVING ALL BATHROOM OUTLETS (2017 NEC 210. 52) BUILDER w/FULL BASEMENT. o 10. A LISTED TAMPER RESISTANT TYPE EXTERIOR WEATHER-PROOF GECI OUTLET IS REQUIRED 21 , RECESSED LIGHTING FIXTURES WHEN INSTALLED IN THE BUILDING ENVELOPE MUST BE C�5 o TO BE LOCATED AT BOTH THE FRONT AND REAR OF ALL DWELLING UNITS (2017 NEC TYPE IC RATED, WITH NO PENETRATIONS BETWEEN INSIDE FIXTURE AND THE CEILING CLW 210. 52E). OUTLET MUST BE AT GRADE LEVEL. CAVITY, AND GASKETED OR SEALED TO PREVENT LEAKAGE; OR, TYPE IC OR NON-IC < RATED INSTALLED INSIDE A SEALED BOX. 11 . SMOKE DETECTORS ARE REQUIRED AT THE FOLLOWING LOCATIONS: 11 . 1 . IN EACH SLEEPING ROOM 22. WATER HEATER IS IN THE BASEMENT (ON- SITE) 11 . 2. OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY N 11 . 3. STUDY 23. STEEL PROTECTORS SHALL BE USED TO PROTECT CABLES LESS THAN 1 . 25" FROM THE 4 11 . 4. EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE NEAREST EDGE IN ALL FRAMING MEMBERS. o ATTICS, BUT NOT INCLUDING CRAWL SPACES AND UNINHABITABLE ATTICS, 24. NON- METALLIC SHEATED CABLE SHALL BE TYPE NM - 13 W/GROUND, 12. SMOKE DETECTORS TO BE DIRECTLY CONNECTED TO LIGHTING CIRCUIT WITH NO INTERVENING WALL SWITCH, 25. CONDUCTORS AND ELECTRICAL EQUIPMENT SHALL BE LABELED OR LISTED BY A o NATIONALLY RECOGNIZED TESTING LABORATORY, THE EQUIPMENT SHALL BE SUITABLE �> 13. SMOKE DETECTORS MOUNTED ON CEILING OR WALL PER CODES W LISTING, NFPA 72, AND FOR LOCATIONS AND USE IN COMPLIANCE WITH ITS LABEL AND LISTING, ARE TO BE INTERCONNECTED SO THAT IF ONE IS ACTIVATED ALL WILL BE ACTIVATED. 14. CARBON MONOXIDE DETECTOR MOUNTED ON CEILING OR WALL PER CODES & LISTING. 26. A 200 AMP PANEL BOX WILL BE USED. Z� WHEN MORE THAN ONE CARBON MONOXIDE DETECTOR IS REQUIRED, THEY MUST BE 27, PANEL BOX LOCATION IS IN THE BASEMENT, U-, Q o INTERCONNECTED SO THAT IF ONE IS ACTIVATED ALL OTHERS WILL BE ACTIVATED. w - 28. AN ENERGY EFFICIENCY CERTIFICATE SHALL BE POSTED ON INSIDE OF PANEL BOX. ~' C) " Q ? �N N I- C/ O o � Q � � z un w Q O O = U U-� �? O zLm O (D w� wj w 0 W �Li � � z � �W old � W oC/� �- JO ELECTRICAL NOTES SCALE: 3/8" = 1'-0" SERIAL ///ORDER H PAGE b: 01®477 E L N STATE/TPIA APPROVAL STAMP R.A. OR P.E. STAMP SIDEWALL#1 ANCHOR BOLTS (TYP.) SIDEWALL#1 ANCHOR BOLTS (TYP.) Q0 1/2 @ 72 0. C. OR 5/8 @ 72 O.C. 1/2 @ 72 0. C. OR 5/8 @ 72 O.C. 0000 N N U (OR EQUAL SHEAR CONN. OF 4,440 LBS) (OR EQUAL SHEAR CONN. OF 4,440 LBS) O �;' �••� 47'-0" W M 13'-2%" 20'-7" 13'-2Y" 3 x � ooW 4 1fi ENDWALL#2 ANCHOR BOLTS (TYP.) 4Y16" WARNING:R IS A VIOLATION OF ARTICLE 145 OF THE NYS EDUCA—— ————— 1/211 @ 72" 0. C. OR 5/8" @ 72" 0. C. ——— ————————————————— DOCUMENT IN LAW FOR ANY PERSON O ALTER ANY � 04 `!�O ———————————— .q DOCUMENT THAT BEAR9 THE SEAL OF A PROFE991NAL � FUNDER THEr`-'!�I 1 (OR EQUAL SHEAR CONN. OF 1,434 LBS) I I 239 T.L.PLF I DREICTIONOFASLICEN D3 THE RP OFESSIIONASON 13 GLENGGI EER _ c • 2 SILL PLATE 239T.LPLF � I . --------- ---- ---------------- ENDWALL#2 ANCHOR BOLTS (TYP.) 1/2" @ 72" 0. C. OR 5/8" @ 72" 0. C. CONCRETE FO ING I / I (OR EQUAL SHEAR CONN. OF 1,432 LBS) I mol 1 1 1 I W a 1 SIDEWALL#1 ANCHOR BOLTS (TYP. 2'- ' I N a N 2'-ZY4 (TYP.) ZY In o c. 4„ 1/2" @ 72" 0. C. OR 518" @ 72" O.C. 6 4 I I s 1 1 1 OR EQUAL SHEAR CONN. OF 2,391 LBS D1 I i I i o 1 V99 T.L.PLF I I i L - ---- - ------- -- r -� I * oa 1 oa INTEGRAL PILASTERS OR EQUAL REQUIRED 10'-0" FOUNDATION WALL O.C. WHEN BACKFILL EXCEEDS 4'-0" IN HEIGHT(SEE 9 047# CODE AUTHORITY FOR LOCAL REQUIREMENTS) 9,047# \ ( I O i I o I D oJm.Jo' IIIIIIl IIIIII ONCRETE FLOOR 2-,6- #2,6 5# - ;N m 39PL6 13 F 1\ 474 PLF /1339 PLF o ENDWALL#1 ANCHOR BOLTS (TYP.) o'7'� 1 8 1/2" @ 72" 0. C. OR 5/8" @ 72" 0. C. 1 HOLD DIM. AHO!D DIM CD n (OR EQUAL SHEAR CONN. OF 2,567 LBS)- 3'-2" 3'-3" 3'-2" 4'-7% 4'-7Y2" I'-8" N F o \ ------, -----, ,------, ,------, --- --, ------------, LLJ CL 11,228# 8,592# 8,593# 1 14,147# i 4, i i r EL a- _ � I I 1 Q 1 G—I- -�F_i-�-I - , -�� G.F.I. RECEPT.I 1 T Iwo N I L BY OTHERS I o � / I LANDING I / I 12, 39# rr I eL iI ` I r----� 1t00#11,Zoo# Ln �O�-, ----- o - N O I �------, - o 4,9 r- --------J 1S - i 4,909 I LL--J 17-a" I-; --- a 1'-3�i" AL j 1 -ENDWALL#1 ANCHOR BOLTS (TYP.) Q N `---I-�r -- CEILING MOUNT �- TO IST FLOOR n " " c--)SMOKE/CARBON DETECTOR SD/CO DETECTCR \ 1l2 @ 72' 0. C. OR 5/8 @ 72 0. C. 1 I _ 1 (OR EQUAL SHEAR CONN. OF 2,567 LBS) o I i I INSTALLED BY OTHERS , CL Ln Ln Ln SIDEWALL#2 ANCHOR BOLTS (TYP.) I 4,g g# 4,9p9# 1 1/2" @ 72" 0. C. OR 5/8" @ 72" O.C. I o I (OR EQUAL SHEAR CONN. OF 3,052 LBS) I I �> I suPP&OROOTINGMN 1 I SIDEWALL#2 ANCHOR BOLTS (TYP.) 6' �� i ' I 1/2" @ 72" O. C. OR 5/8" @ 72" O.C. `- 6,96 6,969# r I J� (OR EQUAL SHEAR CONN. OF 3,052 LBS) r- - - - --- - - - --- ----------- 4,514 F 1 -- #— I ----- -- -- -- --- -- 2101 TL PLF L --- ---- ----� m 239 T.L.PLF E 1 239 T.L.PLF ao.�I -3 43 J IF -- ------ - - W CD T / 4/6„ G1 o PORCH SLAB 1 �6 r �G w(n (-n cn c� cel / J Q 20'-7" 13'-2y" U C) 1 CL� o J LL GAa. RAG SLAB — L J i 11� OBUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS OBUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS I Al >979 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL] F1 >2510 LBS.(SUGGESTED SIMPSON STHD10RJ OR EQUAL) O uw MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ SIDEWALL#1 ANCHOR BOLTS (TYP.) I (2)ROWS OF 16d COMMON NAILS @ 16"O.C. (2)ROWS OF 16d COMMON NAILS @ 16"0.C. O _ �+ I � C� � 1/211 @ 7211 0. C. OR 5/8" @ 7211 O.C. a I � C/7BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS > (OR EQUAL SHEAR CONN. OF 1,626 LBS) B1 >972 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL] G1 >4352 LBS.[SUGGESTED SIMPSON HD713 OR EQUAL] Z Q C) SIDEWALL#2 ANCHOR BOLTS � _ 1/211 7211 0. C. OR 5/8" 7211 O.C.P. MIN.)ROWS OF 1 d COMMON NAE S @ 16TOEC.W/ MII(2)ROWS OF 16 COMMON NAI S @ 10"0.C.W/ W m O O L J @ @ — cn Ln IBJ z L� CI a I (OR EQUAL SHEAR CONN. OF 1,626 LBS) BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS 1 Ln w c� Li-1 �_LL- d z C1 >2872 LBS.[SUGGESTED SIMPSON STHD14RJ OR EQUAL] H1 >5703 LBS.[SUGGESTED SIMPSON HD713 OR EQUAL] w p p O L� MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ MIN.(3)2 X 6 WALL STUDS.FASTEN TOGETHER W/ W o v L7 0 U5 o _ (2)ROWS OF 16d COMMON NAILS @ 15"O.C. (2)ROWS OF 16d COMMON NAILS @ 8"O.C. I oBUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS 239 T.L.PLF HOLD LOWER 239 T.L PLF I D1 >8225 LBS.[SUGGESTED SIMPSON HD913 OR EQUAL] FOUNDATION PLAN _ --- - -- - -- - MIN.(3)2 X 6 WALL STUDS,FASTEN TOGETHER W/ (2)ROWS OF 16d COMMON NAILS @ 6"o.C. SCALE 1/4° = 1'-O' 6'-7Y" 6'-7Y" BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS SERIAL g/ORDER N PAGE p: ENDWALL ANCHOR BOLTS (TYP.) E1 >2226 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL] 13-2� MIN. (1) 5/8" ANCHOR BOLT EACH WALL SEGMENT MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ (OR EQUAL SHEAR CONN. OF 2,320 LBS) (2)ROWS OF 16d COMMON NAILS @ 16"0.C. 0 1®477 F N D TATE/TPIA APPROVAL STAMP R.A. OR P Iili`AMG •�._., s,t, FIRE BLOCKING INSTALLED IN CONCEALED SPACES OF WOOD FRAMING PER R302.11 AND WITH APPROVED ALL WALL AND CEILING FINISHES TO HAVE ►1C"kyr �� MATERIALS PER R302.11.1 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE A FLAME SPREAD INDEX OF 200 OR LESS ALL VAPOR RETARDERS TO BE INSTALLED PER MANUFACTURES INSTRUCTIONS. ALL SITE INSTALLED PENETRATIONS INTO BUILDING ENVELOP SHALL BE SEALED AS REQUIRED BY CHAPTER 11 (ENERGY EFFICIENCY) opo : .N ' y?► c� 4sL oo cV U OF THE 20 ,0 RESIDENTIAL CODE OF NEW YORK STATE AND SHALL BE INSPECTED ON-SITE BY LOCAL BUILDING OFFICIAL <7 `$ 1 -r 'tu M N RIDGE VENT & SHINGLE CAPS FIELD INSTALLED 2X4 RICGE BOARD ``` '�i`f)I ZAr;��n 5/02/22 x WARNING:IT IS A VIOLATION OF ARTICLE 145 OF THE NYS *ON-SITE-SITTE /C p EDUCATION LAW FOR ANY PERSON TO ALTER ANY CONNECTION N E C CT O N I\E Q U E D DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL A L L ON-SITE CONNECTIONS ARE ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE SEE RAFTER CALCS IN � DIRECTION OF A LICENSED PROFESSIONAL ENGINEER I R'EO�I(FRED TO EE VERIFIED BY IUi SET FOR CONNECTIONS THE CONSTRUCTION SUFEFVISOF O Q EFER TO RAFTER CALCULATIONS 4 ARCH ASPHALT SHINGLES SEE PAGES RAFTER CALCS, SW1, SW2, TR2, vi ARCH ASPHALT SHINGLES FASTEN PER 8905.2.5 SE5, AND FND FOR ON-SITE CONNECTIONS OVER 15# FELT PAPER (MIN) OF THE 2020 RESIDENTIAL ON 3/4" OSB SHEATHING �� CODE OF NEW YORK STATE \_ �P�\o` *SEE RAFTER CALCS IN 11' ' REFERENCE PAGE TRI & TR2 OF SET SET SET FOR CONNECTIONS U ch Q FOR SPACING AND SPECIFICATIONS �'��� m� 4� _j u 12 m `v 12,010 FLIPPED EAVE OVERHANG 7� off' R-32 (R-38 INSULATION ` 2x10 SPF #2 CEILING PERIMETER w/VAPOR BARRIERS, ICE SHIELD CONSISTING OF AT LEAST TWO COMPRESSED) LAYERS OF UNDERLAYMENT CEMENTED TOGETHER ON-SITE DRIP EDGE------\ ____ ____ OR A WATERPROOF MEMBRANE SHALL EXTEND FROM NOT PROVIDED BY ICON THE EAV EDGE TO A POINT 24" INSIDE THE REFER TO RAFTER CALCULATIONS REFER TO RAFTER CALCULATIONS 1" EXTERIOR WALL LINE. >- � ON-SITE FASCIA NOT PROVIDED BY ICON R-51 R-30 INSULATION \ �� - COMP ESSION ( 2x2 LEDGER 5/8" DRYWALL INSTALLED DBL 2X6 TOP PLATE, STUD GRADE STRIP (CONT.) w/VAPOR BARRIER + R-21 OR JOIST HANGERS ON-SITE SOFFIT w/ADHESIVE ONLY (VORAMER R-21 HIGH DENSITY INSULATION W/VAPOR BARRIER INSULATION ABOVE) 2X10 MIN SPF #2 MB-3022/VORAMER ME-3044 �— NOT PROVIDED BY ICON CEILING GIRDER DBL 2X1 TOP PLATE, STUD GRADE ADHESIVE. CONTINOUS 3/8" BEAD `' 5/8" ZIP SHEATHING 1/8" STRUCTURAL SHEATHING -� ' 2X6 SPF STUD GRADE Cn) 16" O.C. ON-SITE VINYL SIDING NOT � EXTERIOR FINISH OVER AIR INFILTRATION PROVIDED BY ICON 5/8" DRYWALLz Q � BARRIER OVER MIN. OF 7/16" AGENCY RATED SHTG —, PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE w C 2X4 SPF2 @ 16" OC Q # _ �— 5/8" DRYWALL 2x6 SPF #2 BOTTOM PLATE 3/4" T & G O.S.B. 2X4 SP-_#2 BOTTOM PLATE DBL. CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS (GLUED & NAILED) DBL 2x10 SPF #2 FLOOR PERIMETER N 2X10 SPF #2 @ 16" O.C. FLOOR JOIST 2X10 SPF #2 @ 16" O.C. FLOOR JOIST 2X2 SPF#2 LEDGER L,-j DBL. 2x10 SPF #2 CEILING PERIMETER Q c� --------------------------------------------------- -- ----------------- --- o \ CEILING JOIST 2X6 SPF 2 @ 16 O.C. CEILING JOIST 0 Ir- COMPRESSION 2x2 LEDhER X5/8" DRYWALL INSTALLED DBL 2X6 TOP PLATE, STUD GRADE STRIP (CONT.) 2X2 SPF#2 OR JOISI HANGERS w/ADHESIVE ONLY (VORAMER R-21 HIGH DENSITY INSULATION W/VAPOR BARRIER LEDGER DBL 2X4 TOP PLATE, STUD GRADE MB-3022/VORAMER ME-3044 3 ADHESIVE. CONTINOUS 3/8" BEAD 5/8" ZIP SHEATHING sp- 2X6 SPF STUD GRADE @ 16" O.C. O w:�> ON-SITE VINYL SIDING NOT -� EXTERIOR FINISH OVER AIR INFILTRATION 0) cn(� PROVIDED BY ICON 1/8" STRUCTURAL SHEATHING o� BARRIER OVER MIN. OF 7/16" AGENCY RATED SHTG 5/8" DRYWALL PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" `— PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE 5/8" DRYWALL m I � 2X4 SPF #2 @ 16" OC 2x6 SPF #2 BOTTOM PLATE w o GRADE TO SILL PER DBL. CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS UJ > �C=) L�, CODE R317.1 o SEE PAGE SE5 FOR FLOOR BAND TO SILL PLATE CONNECTIONS. v ` N N 3/4" T & G O.S.B. w (GLUED & NAILED) ]�2X4 SP #2 BOTTOM PLATE u/ 0 TOP OF SILL PLATE Q 2X10 SPF #2 @ 16" O.C. FLOOR JOIST 2X10 SPF #2 @ 16" O.C. FLOOR JOIST pl 1= Q U Do GRADEO C \—R-19 INSULATION W/ VAPOR BARRIER 2X6 MIN SP#2 PRESSURE TREATED SILLSW -' TI=III=III= FIELD SUPPLIED AND INSTALLED 2x2 LEDCER ° cn � -1 I-III-III ( ) Ly, -I I EdII- ° OR JOIST HANGERS O UD -III I,,1 (4) 2X10 SPF#2 FLOOR GIRDER (SEE PAGE SE5 ANCHOR BOLT OR MIN APPROVED FASTENER z O = w(-) FOR GIRDER TO GIRDER CONNECTIONS) F 3/8"X6"0" MIN a 5 0 STEEL PLATE w m �Ln STEEL SUPPORT COLUMN (SIZED BY OTHERS) Q o o O J SEE FOUNDATION PLAN FOR SPACING Q <_� v o � FOUNDATION WALL, FOOTINGS, DRAINAGE, ETC DESIGNED BY BUILDER PER LOCAL CODES AND LOCAL SOIL CONDITIONS CONCRETE FLOOR ° 7/12 TWO STORY CROSS SECTION ° ea SCALE: 3/8' = T-0" a ° ° ° • ' ° a SERIAL #/ORDER /J PAGE o �- LOLLY COLUMN/FOOTING 0#10477 OE1 STATE TPIA APPROVAL STAMP ,, R A. 012 PE. STAMP s r.14/ � o Q oo O �� tt , � � c'' pp N cj �"��`'�t�t:�►���� 5/02/22 x � � o W WARNINGS R IS A VIOLATION OF ARTICLE 145 OF THE NYS EDUCATION LAW FOR ANY PERSON TO ALTER ANY F-4 O DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL rr\'/~1 ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE 0 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER RIDGE VENT & SHINGLE N W a CAPS FIELD INSTALLED 2X4 RIDGE BOARD ARCH ASPHALT SHINGLES OVER 15# FELT PAPER (MIN) W ON3/4" OSB SHEATHING SEE RAFTER CALCS IN SET FOR COPJNECTIONS �.I O o REFERENCE PAGE TRI & TR2 OF SET EFER TO RAFTER CALCULATIONS ARCH ASPHALT SHINGLES 2 FASTEN PER R905.2.5 Q FOR SPACING AND SPECIFICATIONS \ OF THE 2020 RESIDENTIAL U REFERENCE PAGE TR3 OF SET FOR SPACING AND SPECIFICATIONS \ CODE OF NEW YORK STATE O 7 s *'SEE RAFTER CALCS IN -- z 7 SET FOR CONNECTIONS 0 ul R-32 (R-38 INSULATION w/VAPOR BARRIER COMPRESSED) REFER TO RAFTER CA NS TO RAFTER CALCULATIONS m COMP ESS ON R-51 (R-30 INSULATION 2x2 LEDGER X5/8" DRYWALL INSTALLED DBL 2X6 TOP PLATE, STUD GRADE STRIP (CONT.) w/VAPOR BARRIER + R-21 2X4 SPF#2 OR JOIST HANGERS w/ADHESIVE ONLY (VORAMER �-R-21 HIGH DENSITY INSUTATION VAPOR BARRIER W TOP PLATE (2) 2X10 MIN SPF #2 W/ VAPOR ABOVE) MB-3022/VORAMER ME-3044 CEILING GIRDER ADHESIVE. CONTINOUS 3/8" BEAD 5/8" ZIP SHEATHING '-5/8" DRYWALL 12X6 SPF STUD GRADE @ 16" 0 C. ON-SITE VINYL SIDING NOT / EXTERIOR FINISH OVER AIR INFILTRATION PROVIDED BY ICON BARRIER OVER MIN. OF 7/16" AGENCY RATED SHTG 2X4 SPF #2 PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" -J @ 16" OC PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE O Q 5/8" DRYWALL (/ 2x6 SPF #2 BOTTOM PLATE :�> LLJ 3/4" T & G O.S.B. DBL CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS (GLUED & NAILED) 200 SPF#2 FLOOR / 2X4 SPF#2Q JOIST @ 16" 0 C. �/ BOTTOM PLATE DBL. 2x10 SPF #2 FLOOR PERMETER - --- ��2X2 SPF#2 LEDGER DBL. 2x10 SPF #2 CEILING PERIMETER ------- --- -��----�- -- --- --- ----N --- --- ---- --- ---- ---- --- --- ---- ---- --- --- 11� -26 SPF#3 CEILING '-5/8" DRYWALL INSTALLED �-DBL 2X6 TOP PIATE, STUD GRADE JOIST @ 16" 0 C. w/ADHESIVE ONLY (VORAMER R-21 HIGH DENSITY INSULATION W/VAPOR BARRIER MB-3022/VORAMER ME-3044 N N ADHESIVE. CONTINCUS 3/8" BEAD 5/8" ZIP SHEATHING Lv 2X6 SPF STUD GRADE @ 16" 0 C. ON-SITE VINYL SIDING NOT I __----EXTERIOR' Q N PROVIDED BY ICON FINISH OVER AIR INFILTRATION BARRIER OVER MIN. OF 7/16"AGENCY RATED SHTG J PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" O PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE _5/8" DRYWALL 26 SPF #2 BOTTOM PLATE _ GRADE TO SILL PER DBL. CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS CODE 8317.1 3/4" T & G O.S.B. 2x10 SPF#2 FLOOR SEE PAGE SE5 FOR FLOOR BAND TO SILL PLATE CONNECTIONS. o � (GLUED & NAILED) JOIST @ 16" 0 C. L i TOP OF SILL PLATE� � _ _ 6D U�uo GRADE dI 1J h-I I _ R-19 INSULATION W/ VAPOR BARRIER 2X6 MIN SP#2 PRESSURE TREATED SILL-' - _11 1!1=W (FI LD SUPPLIED AND INSTALLED) -11�III- 'I�,i ANCHOR BOLT OR MIN APPROVED FASTENER-Z m W O UL�j� wU7 O D QZ =N � zN FOUNDATION WALL, FOOTINGS, DRAINAGE, ETC W cn un - DESIGNED BY BUILDER PER LOCAL CODES AND LOCAL SOIL CONDITIONS Cn 0 � Q n ' U O 0 LL J � W Q z O u� O j U U) — � z O I� W m 0-- f\ O Or- wd— �� nLn F-- =>O �I Cn w c� W I--LL a r- �Q oO L, W ori -C-D CD LIL JO QI v 10 z FIRE BLOCKING INSTALLED IN CONCEALED SPACES OF WOOD FRAMING PER 8302.11 AND WITH APPROVED 7/12 TRANSVERSE CROSS SECTION MATERIALS PER 8302.11.1 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE SCALE; 1/4" = 1'-O° ALL VAPOR RETARDERS TO BE INSTALLED PER MANUFACTURES INSTRUCTIONS. ALL SITE INSTALLED SERIAL #/ORDER # PAGE #: PENETRATIONS INTO BUILDING ENVELOP SHALL BE SEALED AS REQUIRED BY CHAPTER 11 (ENERGY EFFICIENCY) 01077 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE AND SHALL BE INSPECTED ON-SITE BY LOCAL BUILDING OFFICIAL STATE/TPIA APPROVAL STAMP ALL WALL AND CEILING FINISHES TO HAVE A FLAME SPREAD INDEX OF 200 OR LESS A� Zxgc C:) 00 cc > 117 RIDGE VENT & SHINGLE 5/02/22 "'IsA — ��l r__ 1-1 w CAPS FIELD INSTALLED WARNING:IT IS A MOLATION OF ARTICLE 145 OF THE NYS in EDUCATION LAW FOR ANY PERSON TO ALTER ANY *ON—SITE CONNECTION REQUIRED P4 C) DOCUMENT THAT BEARS THE SEAL OF A PF30FESSIONAL C) ARCH ASPHALT SHINGLES 2X4 RIDGE BOARD ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE 4LL ON-SITE CONNECTIONS 4FE r OVER 15# FELT PAPER (MIN) SEE RAFTER CALCS IN DIRECTION OF A LICENSED PROFESSIONAL ENGINEER fREQUIf=,E[) TO 5E VEfRIFIEC) 15)' ON 3/4" OSB SHEATHING THE CON5TfRUCTION &UFEF�VI50F� C) ARCH ASPHALT SHINGLES SPACING AND SPECIFICAT�O FASTEN PER R905.2.5 SE5, AND FND FOR ON—SITE CONNECTIONS SET FOR CONNECTIONS \�c REFERENCE PAGE TR3 OF SET FOR SEE PAGES RAFTER CALCS, SW1, SW2, TR2, NS EFER TO RAFTCR OF THE 2020 RESIDENTIAL FIXED EAVE OVERHANG 12 CALCULATIONS 12 CODE OF NEW YORK STATE 7 2xlO SPF #2 CEILING PERIMETER kil V) ICE SHIELD CONSISTING OF AT LEAST TWO LAYERS OF UNDERILAYMENT CEMENTED TOGETHER ALUM. DRIP EDGE OR A WATERPROOF MEMBRANE SHALL EXTEND FROM THE EAVE'S EDGE TO A POINT 24" INSIDE THE REFER TO RAFTER CALCULATIO S EXTERIOR WALL LINE. 1/2x6 SUB. W/ ALUM. FASCIA OR N6 CEDAR FASCIA VENTED SOFFIT—/ R-51 (R-30 INSULATION Z518" DRYWALL INSTALLED ____-�DBL 2X6 TOP PLATE, STUD GRADE w/VAPOR BARRIER + R-21 w/ADHESIVE ONLY (VORANiER R-21 HIGH DENSITY INSULATION W/VAPOR BARRIER 1.� V) INSULATION ABOVE) MD-3022/VORAMER ME-,1044 u COMPRESSION ADHESIVE. CONTINOUS 3/3" BEAD 5/8" ZIP SHEATHING ON-SITE VINYL SIDING NOT STRIP (CONT.) 2X6 SPF STUD GRADE @ 16" O.C. PROVIDED BY ICON EXTERIOR FINISH OVER AIR INFILTRATION .,_� BARRIER OVER MIN. OF 7/16" AGENCY RATED SHTG PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE 5/8" DRYWALL 2x6 SPF #2 BOTTOM PLATE 3/4" T & G O.S.B. DBL. CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS (CLUED & NAILED) DBL. 2xlO SPF #2 FLOOR PERIMETER U-) 2XIO SPF #2 @ 16" O.C. FLOOR JOIST 2X2 SPF#2 LEDGER LLJ cj�� fis DEL. 2xlO SPF #2 CEILING PERIMETER :::c ----- -------------F---------------------- --- 2X6 SPF #2 @ 16" O.C. CEILING JOIST COMPRESSION DBL 2X6 TOP PLATE, STUD GRADE STRIP (CONT.) R-21 HIGH DENSITY INSULAT0 W/VAPOR BARRIER 5/8" ZIP SHEATHING 2X6 SPF STUD GRADE @ 16" O.C. ON-SITE VINYL SIDING NOT— <c EXTERIOR FINISH OVER AIR INFILTRATION PROVIDED BY ICON BARRIER OVER MIN. OF 7/16" AGENCY RATED SHTG CD PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE 5/8" DRYWALL L�J:�> 2x6 SPF #2 BOTTOM PLATE L�j CL GRADE TO SILL PER DBL. CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS 0-) CODE R317.1 3/4" T & G O.S.B. SEE PAGE SE5 FOR FLOOR BAND TO SILL PLATE CONNECTIONS. (GLUED & NAILED) TOP OF SlL PLATE JI J 2X10 SPF #2 @ 16" O.C. FLOOR JOIST C) -00 GRADE Ed I IS I 1=1 I I R-19 INSULATION W1 VAPOR BARRIER C) L�j (FIELD SUPPLIED AND INSTALLED) u� SURE TREATED 2X6 MIN SP#2 PRES SI J ANCHOR BOLT OR MIN APPROVED FASTENER-/� C) C) CL u� LLJ cf) FOUNDATION WALL, FOOTINGS, DRAINAGE, ETC u� DESIGNED BY BUILDER PER LOCAL CODES ___j AND LOCAL SOIL CONDITIONS M -)c Ln LL-i F-- :2E (=D �pi 14 U-) LLJ LL-1 t:LL_ cj:e j- CD > t- (-D 0 C/� __j(D <: Q 7/12 SINGLE WIDE CROSS SECTION SCALE: 3/8" T-0' FIRE BLOCKING INSTALLED IN CONCEALED SPACES OF WOOD FRAMING PER R302.11 AND WITH APPROVED MATERIALS PER R302.11.1 OF THE 2020 RESIDENTIAL CODE OF NEWYORK STATE SERIAL #/ORDER PAGE #: ALL VAPOR RETARDERS TO BE INSTALLED PER MANUFACTURES INSTRUCTIONS. ALL SITE INSTALLED PENETRATIONS INTO BUILDING ENVELOP SHALL BE SEALED AS REOUIRED BY CHAPTER 11 (ENERGY EFFICIENCY) 0*10477 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE AND SHALL BE INSPECTED ON—SITE BY LOCAL BUILDING OFFICIAL S� E k 3) ALL WALL AND CEILING FINISHES TO HAVE A FLAME SPREAD INDEX OF 200 OR LESS STATE/TPA APPROVAL STAMP RA OR Nt ,h 0 tc � U ++ f y" tiC;e:9 tr�, 5/02/22 x O o WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER V) 1v—I Nwa n w S I Q U = Q RIDGE VENT & SHINGLE 4Kr�r�� °o a ARCH ASPHALT SHINGLES CAPS FIELD INSTALLED V :i OVER 15# FELT PAPER MIN ON 3/4" OSB SHEATHING �— ARCH ASPHALT SHINGLES FASTEN PER R905.2.5 REFERENCE PAGE TR4 OF SET FOR OF THE 2020 RESIDENTIAL SPACING AND SPECIFICATIONS CODE OF NEW YORK STATE FLIPPED EAVE OVERHANG m 12 12 5 5 ICE SHIELD CONSISTING OF AT LEAST TWO LAYERS OF UNDERLAYMENT CEMENTED TOGETHER ON-SITE DRIP EDGE OR A WATERPROOF MEMBRANE SHALL EXTEND FROM NOT PROVIDED BY ICONTHE EAVE'S EDGE TO A POINT 24" INSIDE THE z ICON _ _j FASCIA NOT � - CD EXTERIOR WALL LINE. cr) o PROVIDED BY ICON 5/8 DRYWALL DBL 2X6 TOP PLATE, STUD GRADE w °- m � MECHANICALLY FASTENED ON-SITE SOFFIT NOT PROVIDED BY ICON /�- 5/8" ZIP SHEATHING •- 2X6 SPF STUD GRADE @ 16" O.C. ON-SITE VINYL SIDING NOT N PROVIDED BY ICON .,- EXTERIOR FINISH OVER AIR INFILTRATION w \ w �- Q N BARRIER OVER MIN. OF 7/16" AGENCY RATED SHTG CD Q 13'- 2Y2" PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" 0 o PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE 5/8" DRYWALL �> 2x6 SPF #2 BOTTOM PLATE z� N FOUNDATION WALL, FOOTINGS, DRAINAGE, ETC 2X6 MIN SP#2 PRESSURE TREATEE SILL DESIGNED BY BUILDER PER LOCAL CODES m AND LOCAL SOIL CONDITIONS CONCRETE FLOOR w o 0 uo NM 4 111=111=1 I I I I=1 I 1-I 11=1 z 1=1I 1= I1=1I 1=1I 1=1 11=1 I1=1I 1=1I1=1I1=1 I I I=1 1=1 1=1I 1=1 I-I 11=1 I =1I 1=1I 1=1I O III=III=III=III=III=III=III=III-III=III 1=III=III=III=III=III=III=III=III=III=11 O Q 1=1I1=III-III_II10I1=1I1-III-III=1I1=1 III=1I1=1I1=1I1=1I1=1I1=1I1=1I1=1I1=1I_I O o 0 10111=III=III=III=III=III-110111=11 III=III=III=III=III=IT_I-111-1110111= C z illllllllllllllllllll�II IIIIIIIillllllll�llll�11 - o w Q III=1 I c0 LLJ z 0 r O = �U o 0 W m n -� O I-- cn W LL =r-- =>O yl CO w W Li- o- z �L1Jorio0u05� w0 FIRE BLOCKING INSTALLED IN CONCEALED SPACES OF WOOD FRAMING PER 8302.11 AND WITH APPROVED 512 GARAGE CROSS SECTION MATERIALS PER 8302.11.1 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE SCALE: 1/2" = 1'-0° ALL VAPOR RETARDERS TO BE INSTALLED PER MANUFACTURES INSTRUCTIONS. ALL SITE INSTALLED SERIAL ORDER a PAGE PENETRATIONS INTO BUILDING ENVELOP SHALL BE SEALED AS REQUIRED BY CHAPTER 11 (ENERGY EFFICIENCY) 0#9077 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE AND SHALL BE INSPECTED ON—SITE BY LOCAL BUILDING OFFICIAL STATE/TPIA APPROVAL STAMP R.A. OR P t':TA 12 11ttr MODULES A & E DETAILS � �=c:` t , NOTE:(6)NAILS PER SHINGLE Alb 1 00000NU �iROOF SHEATHING TO BE MIN.19/32"O.S.B.(UNBLOCKED) t £1�r;I ' a r FASTENED W/8d(.1310)NAILS @ 6"EDGE 12"INTERMEDIATE.SEE CALCULATIONS FOR !Cir'( ;�s�� 5IO2I22 � � O SHEATHING SUCTION FASTENING AT APPROPRIATE ZONES. WARNING:IT IS A VIOLATION OF ARTICLE w5 OF THE NYS O FASTEN CEILING BAND TO EACH EDUCATION LAW FOR ANY PERSON TO ALTER ANY -*ON-SITE CONNECTION REQUIRED Q `-'r TRUSS W/(4)16d(.1620)NAILS SE(1)8d(0.131"X2.5")TOENAIL EACH TRUSS DOCUMENT THAT 13EARS THE SEAL OF A PROFESSIONAL ALL ON-SITE CONNECTIONS APE �J V (OR EQUAL CONNECTION FOR 467#) TRUSS TO TOP PLATE ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER REQUIRED TO BE vERIFIED BY C/� UPLIFT CONNECTION � C/) O I--1 SE 8d(.131 0)NAILS @ 16"0.C. TI--IE CONSTRUCT ION SUPERVISOR ATTACH SHEATHING W/16 GA.STAPLES @ 2"O.C. / THROUGH DBL.TOP PLATE (OR EQUAL CONNECTION OF 468 LBS.) USE(2)16d(.162 0)NAILS SEE PAGES RAFTER CALCS, SW1, SW2, TR6, t ,� Z (.LI STUD TO TOP PLATE UPLIFT CONNECTION SE5, AND FND FOR ON-SITE CONNECTIONS N w a USE MIN(15)16 GA.STAPLES THROUGH ENDNAILED PLATE TO STUD DETAIL D-�� 1�il Mill FULL HEIGHT SHEATHING INTO WALL STUD DETAIL D (TRUSS CONNECTIONS) ►_, ;N' cn TOP PLATE SPLICES SHALL BE MIN. 1'-0" - w W/(2)ROWS OF 16d(0.162"X 3.5")NAILS I ►� O FACE NAILED @ 4"O.C. r MIN.FLOOR DIAPHRAGM SHEATHING REQUIREMENTS USE 8d(.131 0)NAILS @ 10"0.C. J U 19/32"0.S.B.(UNBLOCKED)W/10d NAILS @ 6"0.C. THROUGH BOTTOM PLATE USE 8d(.131 0)NAILS @ 10"O.C. + o EDGE/12"O.C.INTERMEDIATE USE(2)16d(.162 0)NAILS THROUGH BOTTOM PLATEWil r O a ENDNAILED PLATE TO STUD USE(2)16d(.162 0)NAILS �•/ VUVJ� QfU VuU ATTACH SHEATHING W/16 GA.STAPLES @ 2"0.C. ENDNAILED PLATE TO STUD �J.l DETAIL E ATTACH SHEATHING W/16 GA.STAPLES @ 2"O.C. � (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT cn CONNECTION SECOND FLOOR STUD TO FLOOR BAND (NE EQUAL CONNECTION S UD LBS.)UPLIFT DETAIL G CONNECTION SECOND FLOOR STUD TO FLOOR BAND USE MIN(15)16 GA.STAPLES THROUGH USE MIN(15)16 GA.STAPLES THROUGH FULL HEIGHT SHEATHING INTO WALL STUD '' FULL HEIGHT SHEATHING INTO WALL STUD 16d NAILS TOE NAILED @ 4"0.C. - J 16d NAILS TOE NAILED @ 16"0.C. OR SIMPSON LTP4 @ 13"O.C. I z OR SIMPSON LTP4 @ 60"0.C. -� MIN.FLOOR DIAPHRAGM SHEATHING REQUIREMENTS SHEAR CONNECTION SHEAR CONNECTION �TM 19/32"O.S.B.(UNBLOCKED)W/10d NAILS @ 6"o.C. DETAIL H 04 * ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C. \ �E ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C. J EDGE/12"O.C.INTERMEDIATE (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION r (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND `r' SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND y f °I�) ATTACH SHEATHING W/16 GA.STAPLES ATTACH SHEATHING W/16 GA.STAPLES DETAIL F @ 3"0.C.(OR EQUAL CONNECTION OF 281 _BS.) SE 8d(.131 0)NAILS @ 16"0.C. @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) ' ✓ UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND THROUGH DBL.TOP PLATE UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND SE 8d(.131 0)NAILS @ 16"O.C. USE MIN(9)16 GA.STAPLES THROUGH USE(2)16d(.162 0)NAILS USE MIN(9)16 GA.STAPLES THROUGHTHROUGH DBL.TOP PLATE FULL HEIGHT SHEATHING INTO WALL STUD DETAIL E ENDNAILED PLATE TO STUD FULL HEIGHT SHEATHING INTO WALL STUD-/DETAIL G USE(2)16d(.162 0)NAILS ENDNAILED PLATE TO STUD (SECOND LEVEL SIDEWALL 1 CONNECTIONS) (SECOND LEVEL ENDWALL 1 CONNECTIONS) USE 8d(.131 0)NAILS @ 10"0.C. THROUGH BOTTOM PLATE USE 8d(.131 0)NAILS @ 10"0.C. r: yTHROUGH BOTTOM PLATE �.,�; �.,� eb;�•�� USE(2)16d(.162 0)NAILS .�.e eero. v USE(2)16d(.162 0)NAILS °.,o;,.,°,..°_.,,_°.,e,°,.,o°, <,,, ENDNAILED PLATE TO STUD ENDNAILED PLATE TO STUD n." .. ?7 ? ?y' ATTACH SHEATHING W/16 GA.STAPLES @ 2"D.C. ATTACH SHEATHING W/16 GA.STAPLES @ 2"0.C. (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT ( EQUAL CONNECTION OF 468 CONNECTION SECOND FLOOR STUD TO FLOOR BAND USE MIN(15)16 GA.STAPLES THROUGH CONNECTION SECOND FLOOR STUD TO FLOOR BAND SLBS.)UPLIFT SECTION DOWN SECTION DOWN FULL HEIGHT SHEATHING INTO WALL STUD USE MIN(15)16 GA.STAPLES THROUGH 16d NAILS TOE NAILED @ 15"0.C. _ FULL HEIGHT SHEATHING INTO WALL STUD SIDEWALL ENDWALL OR SIMPSON LTP4 @ 40"O.C. _ _ o 16d NAILS TOE NAILED @ 16"O.C. SHEAR CONNECTION z OR SIMPSON LTP4 @ 60"0.C. o �� _ SHEAR CONNECTION \\ Z E ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C. - w (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION = ATTACH SHEATHING W/16 GA.STAPLES @ 3"O.C. _ SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND -- N (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND �2 ATTACH SHEATHING W/16 GA.STAPLES ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) SE 8d 0)NAILS @ 1 C. @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND THROUGH DBL.TOP PLATE UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND' SE 8d(.131 0)NAILS @ 16"O.C. USE MIN(9)16 GA.STAPLES THROUGH USE(2)16d(.162 0)NAILS USE MIN(9)16 GA.STAPLES THROUGH / THROUGH DBL.TOP PLATE FULL HEIGHT SHEATHING INTO WALL STUD DETAIL E ENDNAILED PLATE TO STUD FULL HEIGHT SHEATHING INTO WALL STUDDETAIL G USE(2)16d(.162 0)NAILS -- ENDNAILED PLATE TO STUD _ (SECOND LEVEL SIDEWALL 2 CONNECTIONS) (SECOND LEVEL ENDWALL 2 CONNECTIONS) o � d W> USE 8d(.1310)NAILS @ 10"0.C. USE 8d(.131 0)NAILS @ 10"O.C. cl- THROUGH BOTTOM PLATE THROUGH BOTTOM PLATE USE(2)16d(.162 0)NAILS USE(2)16d(.162 0)NAILS �_6) z_r� ENDNAILED PLATE TO STUD ENDNAILED PLATE TO STUD r.l ATTACH SHEATHING W/16 GA.STAPLES ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND m USE MIN(9)16 GA.STAPLES THROUGH J >_ FULL HEIGHT SHEATHING INTO WALL STU USE MIN(9)16 GA.STAPLES THROUGHFULL HEIGHT SHEATHING INTO WALL STUD (� CIL: W o O 16d NAIL TOENAILED @ 3"O.C. 16d NAIL TOENAILED @ 16"0.C. �r �0 LJ V OR SIMPSON LTP4 @ 12"0.C. / OR SIMPSON LTP4 @ 72"0.C. <- O N �r N (ON SITE BY SET CREW) (ON SITE BY SET CREW) W U-) 1/2"ANCHOR BOLTS TO BE 72"O.C. 3,E, 1/2"ANCHOR BOLTS TO BE 72"O.C. OR 5/8"ANCHOR BOLTS TO BE 72"0.C. Z OR 5/8"ANCHOR BOLTS TO BE 72"O.C. (MAXIMUM 1'-0"FROM CORNERS) C (MAXIMUM 1'-0"FROM CORNERS) DETAIL F DETAIL H Q (FIRST LEVEL SIDEWALL 1 CONNECTIONS) (FIRST LEVEL ENDWALL 1 CONNECTIONS) � z J � w Q U) LLJ USE 8d(.131 0)NAILS @ 10"0.C. USE 8d(.131 0)NAILS @ 10"0.C. ? C THROUGH BOTTOM PLATE THROUGH BOTTOM PLATE CD W USE(2)16d(.162 0)NAILSUSE(2)16d(.162 0)NAILS I- ENDNAILED PLATE TO STUD ENDNAILED PLATE TO STUD ATTACH SHEATHING W/16 GA.STAPLES ATTACH SHEATHING W/16 GA.STAPLES W m _I @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) @ 3"O.C.'(OR EQUAL CONNECTION OF 281 LBS.) O o J UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND F- rn L) z USE MIN(9)16 GA.STAPLES THROUGH USE MIN T S GA.STAPLES THROUGH FULL HEIGHT SHEATHING INTO WALL STUD i W O w FULL HEIGHT SHEATHING INTO WALL STUD Q 0' LiJ o f C� o U) � J O 16d NAIL TOENAILED @ 7"0.C. 16d NAIL TOENAILED @ 3"0.C. AI OR SIMPSON LTP4 @ 24"0.C. OR SIMPSON LTP4 @ 10"0.C. (ON SITE BY SET CREW) ON SITE BY SET CREW) A & E SECTION FAS)TENING 91E 112"ANCHOR BOLTS TO BE 72"O.C. 1/2"ANCHOR BOLTS TO BE 72"0.C. OR 5/8"ANCHOR BOLTS TO BE 72"0.C. SCALE: 1/4" c 1'-0" OR 5/8"ANCHOR BOLTS TO BE 72"0.C. (MAXIMUM 1'-0"FROM CORNERS) SERIAL #/ORDER N PACE p. (MAXIMUM 1'-0"FROM CORNERS) DETAIL F DETAIL H FIRST LEVEL ENDWALL 2 CONNECTIONS) (FIRST LEVEL SIDEWALL 2 CONNECTIONS) 0#10477 �a: STATE/TPIA APPROVAL STAMP R.A. OR P.E. STAMP_ MODULES B & F DETAILS ►�' 1 Qg.., NOTE:(6)NAILS PER SHINGLE � '" }r"�( l / � 00NNU 0 N / \ ___---ROOF SHEATHING TO BE MIN. 19/32"O.S.B.(UNBLOCKED) Y' =s'=` a M FASTENED W/8d(.1310)NAILS @ 6"EDGE f �M 12"INTERMEDIATE.SEE CALCULATIONS FOR r, W ,, r-t Q o SHEATHING SUCTION FASTENING AT APPROPRIATE ZONES. WARNING:IT IS A VIOLATION OF ARTICLE Iae OF THE NYS O "*�� '."-#r-1� 5/02/22 � FASTEN CEILING BAND TO EACH DUCATION LAW FOR ANY PERSON TO ALTER ANY *ON-SITE CONNE0l'uV I\'()'U��\ ,��// USE(1)8d(0.131"X2.5")TOENAIL EACH TRUSIOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL 04 TRUSS W/(4)16d(.1620)NAILS ALL ON-SITE CONNECTIONS ARE (OR EQUAL CONNECTION FOR 467#) - TRUSS TO TOP PLATE ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER REQUIRED TO BE VERIFIED BT" C/1 U UPLIFT CONNECTION SE 8d(.131 0)NAILS @ 16"0.C. THE CONSTRUCTION SUPERVISOR O ~ ATTACH SHEATHING W/16 GA.STAPLES @ 2"0.C. THROUGH DBL.TOP PLATE (OR EQUAL CONNECTION OF 468 LBS.) SEE PAGES RAFTER CALCS, SWI, SW2, TR6 N w a w STUD TO TOP PLATE UPLIFT CONNECTION USE(2)16d LAT T NAILS SE5, AND FND FOR ON-SITE CONNECTIONS ENDNAILED PLATE TO STUD USE MIN(15)16 GA.STAPLES THROUGH DETAIL D �o FULL HEIGHT SHEATHING INTO WALL STUD DETAIL D (TRUSS CONNECTIONS) �: W TOP PLATE SPLICES SHALL BE MIN. 1'-0" I o W/(2)ROWS OF 16d(0.162"X 3.5")NAILS FACE NAILED @ 4"0.C. U MIN.FLOOR DIAPHRAGM SHEATHING REQUIREMENTS USE 8d(.131 0)NAILS @ 10"0 C. U 19/32"0.S.B.(UNBLOCKED)W/10d NAILS @ 6"0.C. THROUGH BOTTOM PLATE USE 8d(.131 0)NAILS @ 10"0.C. O a EDGE/12"0.C.INTERMEDIATE USE(2)16d(.162 0)NAILS THROUGH BOTTOM PLATE _ r ) ENDNAILED PLATE TO STU USE(2)16d(.162 0)NAILS ` g "J ENDNAILED PLATE TO STUD DETAIL E bUllll�u� fU l' ATTACH SHEATHING W/16 GA.STAPLES @ 2'0.C. ATTACH SHEATHING W/16 GA.STAPLES @ 2"0.C. W (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT I"'I 0 DETAIL G CONNECTION SECOND FLOOR STUD TO FLOOR BAND CONNECTION SECOND FLOOR STUD TO FLOJH I U USE MIN(15)16 GA.STAPLES THROUGH USE MIN(15)16 GA.STAPLES THROUG FULL HEIGHT SHEATHING INTO WALL STUD FULL HEIGHT SHEATHING INTO WALL STJ 16d NAILS TOE NAILED @ 4"0.C. 16d NAILS TOE NAILED @ 16 OR SIMPSON LTP4 @ 13"O.C. I z OR SIMPSON LTP4 @ 60" J MIN.FLOOR DIAPHRAGM SHEATHING REQUIREMENTS SHEAR CONNECTION J SHEAR CONNECTION 19/32"0.S.B.(UNBLOCKED)W/10d NAILS @ 6"0.C. DETAIL H ATTACH SHEATHING W/16 GA.STAPLES @ 3"O.C. � EDGE/12"0.C.INTERMEDIATE (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTIOII ., CruE ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C. SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND N (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTIOjSECOND FLOOR BAND TO FIRST FLOOR CEILING BANDATTACH SHEATHING W/16 GA.STAPLES ATTACH SHEATHING W/16 GA.SDETAIL F _ SE 8d(.131 0)NAILS @ 16"O.C.@ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) @ 3"0.C.(OR EQUAL CONNECTION THROUGH DBL.TOP PLATE UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND UPLIFT CONNECTION FIRST FLOOR STUD USE MIN(9)16 GA.STAPLES THROUGi USE(2)16d(.162 0)NAILS USE MIN(9)16 GA.STAPLES THR FULL HEIGHT SHEATHING INTO WALL STUD DETAIL E ENDNAILED PLATE TO STUD FULL HEIGHT SHEATHING INTO WALL STUD DETAIL G USE(2)16d(.162 0)NAILS ENDNAILED PLATE TO STUD (SECOND LEVEL SIDEWALL 1 CONNECTIONS) (SECOND LEVEL ENDWALL 1 CONNECTIONS) s USE 8d(.131 0)NAILS @ 10"0.C. USE 8d(.131 0)NAILS @ 10"0.C. THROUGH BOTTOM PLATE THROUGH BOTTOM PLATE fl?'` USE(2)16d(.162 0)NAILS d°•: ;�,,� USE(2)16d(.162 0)NAILS ENDNAILED PLATE TO STU ENDNAILED PLATE TO STUD ' » •<' r* ATTACH SHEATHING W/16 GA.STAPLES @ 2'O.C. ATTACH SHEATHING W/16 GA.STAPLES @ 2"0.C. (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT CONNECTION SECOND FLOOR STUD TO FLOOR BAND CONNECTION SECOND FLOOR STUD TO FLOOR BAND USE MIN(15)16 GA.STAPLES THROUGH USE MIN(15)16 GA.STAPLES THROUGH SECTION DOWN SECTION DOWN FULL HEIGHT SHEATHING INTO WALL STJD FULL HEIGHT SHEATHING INTO WALL STUD -+ * 16d NAILS TOE NAILED @ 15"0.C. �„ � �16d NAILS TOE NAILED @ 16"O.C. SIDEWALL ENDWALL OR SIMPSON LTP4 @ 40"0.C. z OR SIMPSON LT @ 60"O.C. o SHEAR CONNECTION SHEAR CONNECTION \ N �E ATTACH SHEATHING W/16 GA.STAPLES @ 3"O.C. (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTIOII \' �E, ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C. SECOND FLOOR BAND TO FIRST FLOOR CEILING BANDy (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND y ATTACH SHEATHING W/16 GA.STAPLES - ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) SE Sd(.131 0)NAILS @ 16"O.C. @ 3"0.C.(OR EQUAL CONNECTION OF2 1 LBS.) UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND THROUGH DBL.TOP PLATE UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND USE MIN(9)16 GA.STAPLES THROUGi USE(2)16d(.162 0)NAILS USE MIN(9)16 GA.STAPLES THROUGH FULL HEIGHT SHEATHING INTO WALL STUD DETAIL E ENDNAILED PLATE TO STUD FULL HEIGHT SHEATHING INTO WALL STUD-' DETAIL G USE(2)16d(.162 0)NAILS = ENDNAILED PLATE TO STUD (SECOND LEVEL SIDEWALL 2 CONNECTIONS) (SECOND LEVEL ENDWALL 2 CONNECTIONS) o W� USE 8d(.131 0)NAILS @ 10"0.C. USE 8d(.131 0)NAILS @ 10"0.C. c- THROUGH BOTTOM PLATE THROUGH BOTTOM PLATE USE(2)16d(.162 0)NAILS USE(2)16d(.162 0)NAILS ENDNAILED PLATE TO STUD ENDNAILED PLATE TO STUD v ATTACH SHEATHING W/16 GA.STAPLES ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND m USE MIN(9)16 GA.STAPLES THROUGH >_ FULL HEIGHT SHEATHING INTO WALL STU USE MIN(9)16 GA.STAPLES THROUGH FULL HEIGHT SHEATHING INTO WALL STUD (� � � 16d NAIL TOENAILED @ 3"0.C. 16d NAIL TOENAILED @ 16"0.C. J L�j w Cn OR SIMPSON LTP4 @ 12"0.C. OR SIMPSON LTP4 @ 72"0.C. (ON SITE BY SET CREW) (ON SITE BY SET CREW) � o N N cn W ~ 1/2"ANCHOR BOLTS TO BE 72"0.C. 1/2"ANCHOR BOLTS TO BE 72"0.C. OR 5/8"ANCHOR BOLTS TO BE 72"0.C. Z OR 5/8"ANCHOR BOLTS TO BE 72"0.C. (MAXIMUM 1'-0"FROM CORNERS) (MAXIMUM 1'-0"FROM CORNERS) DETAIL F DETAIL H �- Q (FIRST LEVEL SIDEWALL 1 CONNECTIONS) (FIRST LEVEL ENDWALL 1 CONNECTIONS) n� LL J ^� LW Q V I cy� cl� USE 8d(.131 0)NAILS @ 10"0.C. USE 8d(.131 0)NAILS @ 10"0.C. 0 THROUGH BOTTOM PLATE THROUGH BOTTOM PLATE i O = U USE(2)16d(.162 0)NAILS USE(2)16d(.162 0)NAILS ENDNAILED PLATE TO STUD ENDNAILED PLATE TO STUD 0 L ATTACH SHEATHING W/16 GA.STAPLES ATTACH SHEATHING W/16 GA.STAPLES W m ) @ 3"O.C.(OR EQUAL CONNECTION OF 281 LBS.) @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) O O w UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND W W z USE MIN(9)16 GA.STAPLES THROUGH (/� cn >- Q USE MIN(9)16 GA.STAPLES THROUGH w LO W L-1- FULL d z FULL HEIGHT SHEATHING INTO WALL STU FULL HEIGHT SHEATHING INTO WALL STUD Q (W �k o� >- � � o� w 16d NAIL TOENAILED @ 7"0.C. 16d NAIL TOENAILED @ 3"0.C. / OR SIMPSON LTP4 @ 24"0.C. OR SIMPSON LTP4 @ 10"0.C. (ON SITE BY SET CREW) (ON SITE BY SET CREW)) & F SECTION FASTENING * 1/2"ANCHOR BOLTS TO BE 72"0.C. 1/2"ANCHOR BOLTS TO BE 72"0.C. OR 5/8"ANCHOR BOLTS TO BE 72"0.C. SCALE 1/4" = 1'-On OR 5/8"ANCHOR BOLTS TO BE 72"0.C. (MAXIMUM 1'-0"FROM CORNERS) SERIAL q/ORDER g FACE #: (MAXIMUM 1'-0"FROM CORNERS) DETAIL F DETAIL H (FIRST LEVEL SIDEWALL 2 CONNECTIONS) (FIRST LEVEL ENDWALL 2 CONNECTIONS) 0*10477 a :-- STATE/TPIA APPROVAL STAMP R A OR P L �;>,�W" NOTE:(6)NAILS PER SHINGLE4. 10 00 Q 00 ooc) ROOF SHEATHING TO BE MIN.19/32"O.S B.(UNBLOCKED) c( 1 rad13�) i NN u i� FASTENED W/8d(.1310)NAILS @ 6"EDGE/ a1-..�r M O 12"INTERMEDIATE.SEE CALCULATIONS FOR SHEATHING SUCTION FASTENING AT APPROPRIATE ZONES 5/02/22 W WARNING ITN L A VIOLATION OF ARTICLE 145 OF THE NY9 *ON-SITE n _SITE C O n n E C T I O N REQ I R E D n EDUCATION LAW FOR ANY PERSON TO ALTER ANY I V CONNECTION I V 'V Il V U ^ � �� O _ DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON 13 ACTING UNDER THE 4LLON-SITE C ONN CT ON S ARE W 1 1") )1(( DIRECTION OF A LICENSED PROFESSIONAL ENGINEER FE QU I RE D TO B E V E P I F I E D B�- C/� rJ DETAIL 0 i TI4E CONSTRUCTION SUPERVISOR 4 o TOP PLATE SPLICES SHALL BE MIN,V-0" SEE PAGES RAFTER CALCS, SW1, SW2, TR6, N w (� MIN.FLOOR DIAPHRAGM SHEATHING REQUIREMENTS W/(2)ROWS OF 16d(0.162"X 3.5")NAILS SE5 AND FIND FOR ON-SITE CONNECTIONS 19/32"O.S.B.(UNBLOCKED)W/10d NAILS @ 6"O C. DETAIL R FACE NAILED @ 4"0.C. FASTEN CEILING BAND TO EACH EDGE/12"O.C.INTERMEDIATE TRUSS W/(4)10d(.1310)NAILS USE(1)8d(0131"x 2.5")TOENAIL EACH TRUSS / (OR EQUAL CONNECTION FOR 487#) TRUSS TO TOP PLATE UPLIFT CONNECTION SE 8d(.1310)NAILS @ 13"O C. i„ ATTACH SHEATHING W/18 GA.STAPLES @ 2"O.C. �� THROUGH DBL.TOP PLATE 1 III (OR EQUAL CONNECTION OF 466 LBS.) '8 DETAIL P STUD TO TOP PLATE UPLIFT CONNECTION —USE(2)16d(.162 0)NAILS L� USE MIN(15)16 GA STAPLES THROUGH i ENDNAILED PLATE TO STUD Lw FULL HEIGHT SHEATHING INTO WALL STUD z DETAIL O I ' \ MIN.FLOOR DIAPHRAGM SHEATHING REQUIREMENTS USE 8d(.1310)NAILS @ 10"O C. TRUSS CONNECTIONS) v 19/32"0.S.B.(UNBLOCKED)W/10d NAILS @ 6"O.C. DETAIL S THROUGH BOTTOM PLATE EDGE/12"O.C.INTERMEDIATE USE(2)16d(.162 0)NAILS ENDNAILED PLATE TO STUD * oa ATTACH SHEATHING W/16 GA.STAPLES @ 2"O C. \ — O a \r Jr (4)318"DIA.TOESCREWS (OR EQUAL CONNECTION OF 468 LBS)UPLIFT L� CONNECTION SECOND FLOOR STUD TO FLOOR BAND ALONG MATE WALL LA T B (MIN. DETAIL Q USE MIN(15)16 GA.STAPLES THROUGH F= 1"PENETRATION IN LAST BAND �b�' �- FULL HEIGHT SHEATHING INTO WALL STUD Lu �;� 16d NAILS TOE NAILED @ 6"O C. - D BLOCKING:FOR BASIC WIND SPEEDS GREATER THAN 90 mph, C.. � OR SIMPSON LTP4 @ 20"0.C. BLOCKING AND CONNECTIONS SHALL BE PROVIDED,AT PANEL EDGES ? C) SHEAR CONNECTION J PERPENDICULAR TO FLOOR FRAMING MEMBERS IN THE FIRST TWO ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C. �u v BAYS OF FRAMING,AND SHALL BE SPACED AT A MAXIMUM OF 4 FEET O.C. (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION AS PER SECTION 2.3 5 FLOOR DIAPHRAM BRACING OF THE 2001 WFCM. SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND = y - FASTEN BLOCKING WITH(2)8d NAILS TOE NAILED EACH END _ OF BLOCKING AS PER TA LE 3.1 OF THE 2001 WFCM. 1 ATTACH SHEATHING W/18 GA.STAPLES @ 3"O.C. OR EQUAL CONNECTION OF 281 LBS SE Bd(131 0)NAILS @ 13 O. UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING)BAND THROUGH DBL.TOP PLATE C USE MIN(9)16 GA.STAPLES THROUGH USE(2)16d(.162 0)NAILS Okl FULL HEIGHT SHEATHING INTO WALL STUD DETAIL P ENDNAILED PLATE TO STUD DETAIL R (SECOND LEVEL SIDEWALL 1 CONNECTIONS) (SECOND LEVEL MODULE TO MODULE SECTION DOWN CONNECTION ALONG MATEWALL) SIDEWALL USE 8d(.1310)NAILS @ 10"0.C. THROUGH BOTTOM PLATE USE(2)16d NAILS ENDNAILED PLATE TO STUD ATTACH SHEATHING W/16 GA.STAPLES @ 2.O.C. (OR EQUAL CONNECTION LBS)UPLIFT S CONNECTION SECOND FLOOR STUD TO FLOOR BAND USE MIN(15)16 GA.STAPLES THROUGH FULL HEIGHT SHEATHING INTO WALL STUD 16d NAILS TOE NAILED @ 5"O.C. w OR SIMPSON LTP4 @ 17"O.C. .\ SHEAR CONNECTION - ATTACH SHEATHING W/16 GA STAPLES @ 2"O.C. (OR EQUAL CONNECTION OF 281 LBS)UPLIFT CONNECTION SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND ATTACH SHEATHING W/16 GA.STAPLES \ @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) SE 8d(.1310)NAILS @ 13"0.C. SIMPSON CS14 STRAP w/(24)8d UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND, THROUGH DBL.TOP PLATE NAILS EACH END OF STRAP USE MIN(9)16 GA.STAPLES THROUGH -USE(2)16d(.162 0)NAILS (OR EQUAL CONNECTION OF 1991#)� FULL HEIGHT SHEATHING INTO WALL STUD DETAIL P ENDNAILED PLATE TO STUD (SECOND LEVEL SIDEWALL 2 CONNECTIONS) SIMPSON CMSTC16 STRAP w/(36)10d NAILS EACH END OF STRAP (OR EQUAL CONNECTION OF 2900#) USE 8d(.1310)NAILS @ 10"O.C. THROUGH BOTTOM PLATE ---- („ USE(2)16d(.162 0)NAILS ENDNAILED PLATE TO STJIANI (4)3/8"DIA TOESCREWS ENDWALL MODULE TO MODULE ATTACHSHEATHINGEQUAL C IO STAPLESALONG MATE WALL(48"D.C.)(MIN @ 3"O.C.(OR EQUAL CONNECTION OF 281 LB1"PENETRATION IN LAST BAND UPLIFT CONNECTION FIRST FLOOR STUD TO FLOO )-�_ USE MIN(9)16 GA.STAPLES THROUGH FULL HEIGHT SHEATHING INTO WALL STUDL'j wa- 16d NAIL TOENAILED @ 3"OR SIMPSON LTP4 @ 13"O 0-) (ON SITE BY SET CREW 1/2"ANCHOR BOLTS TO BE 72"O.C. OR 5/8"ANCHOR BOLTS TO BE 72"0.C. DETAIL S (MAXIMUM V-0"FROM CORNERS) DETAIL Q (MODULE TO MODULE CONNECTION (FIRST LEVEL SIDEWALL 1 CONNECTIONS) ALONG MATEWALL J FASTEN SHEATHING TO RIMBAND W/ ) (1)ROW OF 8d(.1310)NAILS @ 3"O.C. W CD USE 8d(.1310)NAILS @ 10"O.C. U J ~ THROUGH BOTTOM PLATE Q >- O O USE(2)16d NAILS - ' ENDNAILED PLATE TO TO STUD >_ N ATTACH SHEATHING W/16 GA.STAPLES W @ 3"O C.(OR EQUAL CONNECTION OF 281 LBS.) UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND USE MIN(9)16 GA.STAPLES THROUGH Z FULL HEIGHT SHEATHING INTO WALL STUD � Q 16d NAIL TOENAILED @ 8"0 C. U O O OR SIMPSON LTP4 @ 24"0.C. (ON SITE BY SET CREW) z J 12"ANCHOR BOLTS TO BE 7Z'O.C. U-) LCL OR 5/8"ANCHOR BOLTS TO BE 72"0.C. Z (w (MAXIMUM T-0"FROM CORNERS) DETAILQ CD _ (FIRST LEVEL SIDEWALL 2 CONNECTIONS) o U-) W FASTEN SHEATHING TO RIMBAND W/ J Z (1)ROW OF 8d(.1310)NAILS @ 3"0.C. W M I— cnLn �O W uo W Fes- D_ �r Z j �� r� � � �CD LTJ �W L — _ � Q CU O O L� CENTER SECTION FASTENING SCALE: 1/4" - 1'-0" SERIAL #/ORDER # PAGE #: O#1©4477 STATE/TPIA APPROVAL STAMP R.A. OR LjtTA' ' NOTE: (6) NAILS PER SHINGLE � � .�# E i, I d o tic � 00 N U ROOF SHEATHING TO BE MIN. 7/16 O.S.B. (UNBLOCKED) r, lilt 'T Qi r N FASTENED W/ 8d (.1310) NAILS @ 5" EDGE -"r�';�;,, 1 C� �' U 12" INTERMEDIATE. SEE CALCULATIONS FORa' o 31078751 SHEATHING SUCTION FASTENING AT APPROPRIATE ZONES. "tiU � 5/02/22 x W �° o WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS u II EDUCATION LAW FOR ANY PERSON TO ALTER ANY *ON—SITE C O V N E CT I O n\J REQUIRED �.� In DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ALL ON-J I T E C ONN E C T I ONS ARE O ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE �•J rr 11 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER F-E OU I PE D TO BE VERIFIED G'I- THE CONSTRUCTION SUPERVISOR O QI d r-� z w �---� N W a C/1 I ; DETAIL A / Inn W I ° TOP PLATE SPLICES SHALL BE MIN, 1'-0" U W/ (2) ROWS OF 16d (0.162"X 2.5") NAILS J u oa FACE NAILED @ 4" O. C. o r I U DETAIL C DETAIL B a . . m 'OOoO Oob O OOor oJ, 0 400 o0O0 o000 000 000 O OOOOOOOOOOo 00o 000000000000000 op Doop0o o0p0 I 1 I SECTION DOWN. ° 04400` _ 0 c o-0oo°o G SIDEWALL u� o W 0- USE (1) 8d (0.131" X 2.5") TOENAIL EACH SECTION DOWN TRUSS TRUSS TO TOP PLATE ENDWALL SIMPSON H3 W/ (8) 0.131" x 1.5" NAILS EACH TRUSS USE 8d (.131 0) NAILS @ 16" O. C. USE 8d (.131 0) NAILS @ 10" O. C. (OR EQUAL CONNECTION FOR THROUGH DBL. TOP PLATE THROUGH BOTTOM PLATE 187#) UPLIFT CONNECTION Q �r SIMPSON H8 W/ (10) .148" X 1.5" NAILS o (OR EQUAL CONNECTION OF 187 LBS.) UPLIFT CONNECTION FIRST FLOOR STUD TO BOTTOM PLATE o� USE (2) 16d (.162 O) NAILS END NAILED PLATE TO STUD DETAIL A00 D (TRUSS CONNECTIONS) ° m � U Q o MIN. (1) 5/8" ANCHOR BOLTS EACH o USE 8d 131 NAILS 10" O. C. > �z �N USE 8d (.131 O) NAILS @ 10" O. C. ( ) @ WALL SEGMENT Q o a N THROUGH BOTTOM PLATE THROUGH BOTTOM PLATE (MAXIMUM 1'-0" FROM CORNERS) DETAIL C ` LJ c� z SIMPSON H8 W/ (10) .148" X 1.5" NAILS (FIRST LEVEL ENDWALL CONNECTIONS) c Q SIMPSON H8 W/ (10) .148" X 1.5" NAILS (OR EQUAL CONNECTION OF 187 LBS.) o 0 (OR EQUAL CONNECTION OF 187 LBS.) UPLIFT CONNECTION FIRST FLOOR W UPLIFT CONNECTION FIRST FLOOR STUD TO BOTTOM PLATE cn o- w C) = STUD TO BOTTOM PLATE - _ J Lo CD 00 00 W M ILL- —1 r— w 0 Ow� cnLf-) W LL- wCn wo W ALL- •�• 1/2" ANCHOR BOLTS TO BE 72" O. C. �� � �� Q I� �� a� �� �� 1/2" ANCHOR BOLTS TO BE 72" O. C. OR 5/8" ANCHOR BOLTS TO BE 72" O. C. � (MAXIMUM 1'-0" FROM CORNERS) OR 5/8" ANCHOR BOLTS TO BE 72" O. C. GARAGE SECTION FASTENING (MAXIMUM 1'-0" FROM CORNERS) DETAIL B DETAIL B1 SERIAL #/ORDER H SCALE: 3/8" = T-OA PAGE q (FIRST LEVEL SIDEWALL 1 CONNECTIONS) (FIRST LEVEL SIDEWALL 2 CONNECTIONS) 0*10477 STATE APPROVAL STAMP RA OR $ V, 8 ' - 6 " CEILING HEIGHT 0 Oro- (0=0) jj .c u SHIPLOOSE PIPES BUILDER TO RUN CONNECTIONS ON — SITE NNU° 5 13/16 SHIPLOOSE OVERHANG BLOCKS u �787 78, rt ,co 01-1-as, 5/02/22 SHIPLOOSE EXTENSIONS � � o^w co D �1) WARNING:IT 13 A'VIOLATION OF ARTICLE 145 OF THE NYS 0 11 1/2" LOW PROFILE TIRES ( UNITS A B C EDUCATION LAW FOR ANY PERSON TO ALTER ANY ON—SITE CONNECTION REQUIRED F-I a/ �O FF-RSR(( 1, —1 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ALL ON-SITE CONNECTIONS '4RE 10" OVERHANG BLOCK GUSSET PLATE ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE REQUIRED TO 5E VERIFIEE:) 5T u DIRECTION OF A LICENSED PROFESSIONAL ENGINEER THE CONSTRUCTION eUFEf;--,IvleOfR 'zt j' Nwa u) o Ln 9 1/4" 0 CHORD BLOCK r I Ua 0 (f) im) 0 m 2x4 376, CD CD 2x4 2x o 10 2x6 SYP#2 �\ .\ \ 6'-6" \ �� \\ \ c� / \ �/� \ CD "v 00 cl- 12 12 6Z,6), 77 6'-0" 6'-0" T tix N 'l- / / 1'-6" S/L SHEATHING 1'-6" S/L SHEATHING \ ��� �� N C10 LLJ CD 200 SYP#2 2x10 SYP#2 C. J d h CDL'J LL EL CN >- c/) LLJ 15'-9" 10" C) 0 LI- L L I LTJ Q U-) � CD C-) (- -D 7/12 3 " IDE _ GOOD TO 20#GSL C�) o 161, o9ce m CD ole w Cf-) LLj r- :E C/-) LLJ L c� L�j C/� _J CD STORAGE RAFTER < I(-) = CD 31'-6" WIDE 7/12 RAFTER SCALE: 1/2' = 1'-0' THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED SERIAL #/ORDER # PAGE , NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. 0*10477 1 TR1 STATE APPROVAL STAMP R.A. CONNECTION : A- 2 CONNECTION : A- 1 01 C) th o te a� 00 00 lu 1 112" X 26GA. STRAP 16 O.C. 0 USE 1 -16D NAIL INTO END Z NAILS EACH END 44 � 4 OR GRAIN EACH END Ak AND 5/ /22 w o W W/2-16GA. STAPLES EACH END US E 10 D NAILS @ 24" O.C. 0 WARNING:IT 19 A VIOLATION OF ARTICLE 145 OF THE NYS EDUCATION LAW FOR ANY PERSON TO ALTER ANY *ON-SITE CONNECTION REQUIRED 04 o THROUGH PLATES DOCUMENT THAT SEARS THE SEAL OF A PROFESSIONAL 4LL ON-61TE CONNECTIONS 4FE ALTERNATE ENGINEER,UNLESS THE PERSON 18 ACTING UNDER THE 0 Lil •• CONNECTION : B- 1 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER REOUHRED TO 5E VEFRIFIED 5T- L) THE CONSTRUCTION &-UF:)ERvl5OF, z X -6D NAILS THROUGH SHEATHING Z �4 0 USE 3 USE 2-81D NAIL EACH END OF IX4 --------- OR \" �USE 4-16GA. STAPLES THROUGH SHEATHING --------------- o CONNECTION : B- 2 u fl < _j u USE 1 -16D NAILS TOENAILED EACH END Iw LI CONNECTION : C AND 0 CONNECT ON : E --- -X$ -- -- USE 10D NAILS @ 24" O.C. THROUGH PLATES 'ROW USE 5-16D NAILS EACH END om USE 1 -3/8" BOLT PLUS AND USE 2-16D NAILS THROUGH CHORD BLOCK USE (2) 0.131 " x3" TOENAILS ------- 3-6D NAILS PER GUSSET EACH SIDE FROM CHORD BLOCK TO PLATE m OR U L 4-16GA, STAPLES PER GUSSET EACH SIDE CONNECTION : D • CONNECTION: A-1 /2 -)'k- 1 1 /2" X 26GA. STRAP 7-6D NAILS PER GUSSET EACH SIDE OR W/3-10D NAILS EACH END ED U� CD 8-16GA. STAPLES PER GUSSET EACH SIDE OR �; a� B-1/2 LLJ CONNECTION W/4-16GA. STAPLES EACH END CONNECTION: C END GRAIN CONNECTION : F USE (2) 0.131 " x3" END GRAIN T Tiln XF In / \ NAILS FROM PLATE TO STUD * USE 7-6D NAILS THROUGH DECKING EACH SIDE LLJ --------- OR Y� I'- USE 1 1 /2" X 200A. STRAP <c c > W/3-10D NAILS EACH INDo OR iUSE (2) 0.131 " x3" TOENAILS W/7-16GA. STAPLES EACH END / o ��\ FROM BOTTOM CHORD TO PLATE >< CONNECTION: E CONNECTION: F UPLIFT CONNECTION _J� CD C) LLJ> Q(:=) WQ 0- cl� =" >- (f) cn F— UPLIFT CONNECTION w U-) C:) C.) U-) o -__-__, 0 . C UPLIFT CONNECTIONS C) UPLIFT CONNECTIONs 7/12 3 1 '-6 " WIDE GOOD TO 20#GSL 16 1 1/2" X 26GA. STRAP C) cD 1 112" X 26GA. STRAP If Li-i >_ LL_ CD W/3-10D NAILS EACH END -,j C/ LLJ W/2-10D NAILS EACH END LLJ cD c� �D � CD C_� LLJ OR LLJ C�r_r� (_D C)Cn CL CD STORAGE RAFTER OR W/5-16GA, STAPLES EACH END W/2-16GA. STAPLES EACH END EACH SIDE OF MATE WALL 7/12 RAFTER CONNECTIONS SCALE: 1/2' = l'-O" SERIAL #/ORDER # PACE #: THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED � r , NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. 0#10477 IR2 STATE APPROVAL STAMP R A (lR P dE; o. v 8 - 699 CEILING HEIGHT CONNECT ON : VA- 2Q�x N U�H PEOSE PIPES BUILDER TO RUN CONNECTIONS ON - SITE ---- � O M4 � USH PLOOSE OVERHANG BLOCKS 1 1 /2 X 26GA, STRAP @ 16 O.C. r� � W/2-8D (0.131x2.5 ) NAILS EACH END S H P O O S E EXTENSORS 0 R o >o�w 1�I n ( UNITS W/2-16GA.x2.5%7/16" STAPLES EACH END WARNING IT ISAVIOLAT10NOFARTICLE145OFTHENYS ON-SITE CONNE/ TION REQUIREDOEOV V PR F EE TRES A9 B ' C ' D -- ' EDUCATION LAW FOR ANY PERSON O ALTER ANY �0�J VL� / DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ,G,L L Q�f-�j I T E C QNN E C'T I QN Cj ,L�,jRE ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE REQUIRED TO EE VERIFIED 5T- CONNECTION : � rr ll DIRECTION OF A LICENSED PROFESSIONAL ENGINEER 1v-•I C O N N E C T O N : A- 1 THE CONSTRUCTION SUPERVISOR Q CONNECTION : B- 1 N w a w USE 2-16D (0.162"x3.5") NAIL USE 5-8D (0.131 "x2.5") NAILS THROUGH SHEATHING OR INTO END GRAIN, EACH END - /— I - AND '`lll i`, USE 8-16GA.x2.5"x7/16" STAPLES THROUGH SHEATHING USE 10D (0.148 x3 ) NAILS \ill; W @ 16" O.C. Tf ROUGH PLATES ' CONNECTION : B- 24, �� 6 ' U , USE 2-16D (0.162"x3.5") NAILS THROUGH EACH Qr' oa RAFTER INTO FLIP PLATE, ENDGRAIN PLUS o.l CONNECTION : E /, L30 ANGLE w/(4)-0.14"x1 .5" NAILS u o AND USE 10D (0.148"0") NAILS @ 8" O.C., USE 1 -3/8" GR. 5 BOLT PLUS THROUGH RIDGE BEAM PLYS -" 2-8D (0.131"x2.5") NAILS PER GUSSET EACH SIDE • OR USE (2) 0.131 " x3" TOENAILS A 3-16GA.x2.5"x7/16" STAPLES PER GUSSET EACH SIDE FROM RAFTER TO PLATE m • ` 5-8D (0.131 "x2.5") NAILS CONNECTION : D;�� \,, PER GUSSET EACH SIDE USE 2-16D NAILS 1 1 /2" X 26GA. STRAP 6�'/1 ORTHROUGH CHORD BLOCK ''`, W/3-8D (0.131"x2.5") NAILS, 2 7-16GA.x2.5%7/16" STAPLES EACH END z Q XgsjA#1 ,\� PER GUSSET EACH SIDE _ - OR o 5 13/16" W/3-16GA.x2.5 x7/16 STAPLES, Li o EACH END ° Q 6' 2.. USE (2) 0.131 " x3" END GRAINCD ----- - 2��'6., CONNECTION : C NAILS FROM PLATE TO STUD 1 71/4° 111/r \ - USE 5-10D0.148"x3" NAILS 10" OVERHANG BLOCK GUSSET PLATE SjA2 8S6 THROUGH TIE INTO RAFTER EACH END O Ij f LJ ti lb USE (2) 0.131 " x3" TOENAILS A CONNECTION: A-1 /2 2x4 �v ��^ -- FROM BOTTOM CHORD TO PLATE 1 ob�51�� 2x4/ 8'si7 6 �S l \,� \ - CONNECTION: B-1 /2 �8 CONNECTION: C / 2x6 6' CIV 2x6 S P#2 \ � \--- a> 12 12 /\ --- CT) v)� o 1 — ori 7 7 ---- � �oo 0 o \ ZO \ CONNECTION: E \ c� cn o o cn cv C) \ cl N N z UPLIFT CONNECTION J Cn o O 1 W o F- 2x10 SYP#2 ! C� J u/ o wLLJ Q � oNaN 6" S/L SHEATHING 6" S/L SHEATHING LLJ ~ 10" 4'-1 1/4" 5_0" 4'-1 1/4" 10.1UPLIFT CONNECTIONS 13'_2 1/2° - - 1 1 /2" X 26GA. STRAP - Q W/2-8d (0.131 "x2.5") NAILS EACH END 0 0 �— OR R-2f I W/2-16GA.x2.5%7/16" STAPLES EACH END u~ E w ocf) wCD u� 7/12 13 '-21 /2" WIDE GOODT020#GSL 16 " 09CO CD w L0 _ z CD wc� o �oSTORAGE RAFTER o� � 13-2 1/2" WIDE 7/12 RAFTER SCALE: 1/2" = 1'-0" & CONNECTIONS SERIAL#/ORDER N PAGE y: THIS TRUSS DESIGN MAY RE USED FOR LESSER SPANS PROVIDED NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. 0#10477TRO STATE APPROVAL STAMP Il A OR It O >u l Il 00 N rl _ M 76i7rj� A-I M ..K 05/02/22 Z O o W WARNING IT 13 A VIOLATION OF ARTICLE 145 OF THE NYS O N-SITE CONNECTION REQUIRED u EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ALL OSI_SITE CONNE C T I ONS ARETQ1 ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE P.EQUIRED TO BE VERIFIED Bl" C/5 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER 1--I Ivy THE CONSTRUCTION SUPERVISOR 0 Nwaw � W S SH P SSE CLEAR SPAM GARAGE TRUSSES U ° Q _jU * oa W 0 TRUSS P2106401 ( UN VERSAL ) o I n, 12 CONNECT ON : A m 5 2 5 'FUSE SIMPSON H2.5A TWIST STRAP w/5-0.131 "x2 1/2" NAILS, EACH END CONNECTION: A FROM TRUSS TO WALL PLATES --- -- O Z Q I O_ 1 1 1 1 I O O H 2.5A H2.5A W a Q 10" 13'-2 112" 10" N = LLJ w F- c_' = Q N J J \J � J Li (n J Q N Li C) •� L�J 0--) C/-)C-o CO \ J O O O W o LJ c/') c R- 3 12L:� __j O � O o OW Q O CL�j O u' O = ED CO 5/12 13 '-2 1/2 " -DIDE - DT25#GSL - 16 " O o� wit _0 �z C) w(OW LLJ Li- - F � Q�P ELIZEDGARAGE MONO � � L�j F_ 13'-2 1/2" WIDE 5/12 MONO TRUSS & CONNECTIONS SCALE: 1/2" = 1'-0" THIS TRUSS DESIGN MAY RE USED FOR LESSER SRAMs PROVIDED SERIAL #/ORDER # PAGE q: NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. 0*10477 T R Zw'�. ccs��aya [ sy�,tta STATE APPROVAL STAMP R A. ORP STQPI� . O 00 04 N U O 1 w Iia •"3 a/\ a `J r \ ..f�'n�:t �;<,�t��, 5/02/22 ^M C7 \` \ WARNING ff IS A VIOLATION OF ARTICLE 145 OF THE NYS O N—SITE CONNECTION REQUIRED EDUCATION LAW FOR ANY PERSON TO ALTER ANY A�� ON-SITE CONNECT ION�J ARE O DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL w •• u \\ ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE PE QU I RE D TO SE VERIFIED B-I r 1 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER ��•/ \ THE CONSTRUCTION SUfi ERV15OF 4 o CONNECTION : A N USE 5-16GA. STAPLES THROUGH _ c lo° GUSSETT EACH SIDE THROUGH ` TOP CHORD/KNEE WALL 4 ' 1 W l�, > O _j u \ / o ul, �Ln C�l i CONNECT ON : BCD W o USE 4-16GA. STAPLES THROUGH QD GUSSETT EACH SIDE THROUGH - CONNECTION : I U / C \ \ (3) 16d NAILS AT EACH sTuo BOTTOM CHORD/KNEE WALL i PER 2020 RCNYS TABLE R602.3(1) USE 4-16GA. STAPLES PER GUSSETT EACH SIDE m ,_ 2x4 BLOCKING-----_ / CONNECTION: A co - / \� UPLIFT CONN. #3 12 12 CD \ 2k6 Sp 5 USE H2.5A FASTENER \\ \\ 5 C/D C -------------- F2 EACH JOIST TO HEADER -- - Q - �- USE 4-16GA. STAPLES w 2x4 SPF 2 2x6 PER GUSSETT EACH SIDE Q 2x4 SPF 2 1 1 SHIPLOOSE 2x2 - 'CONNECTION: C � 5'-0" I lo° CONNECTION: B UPLIFT CONN, #1 UPLIFT CONN. 2 N (Z) 2x8 SPF#2 BUILDER TO PROVIDE A STRAP \ L S/L HEADER I TO WITHSTAND -368/-640 UPLIFT __-- UPLIFT CONN . #1 \ � I I SEE BVI FOR LOADING LOCATIONS '' '� � `— Q N USE (3)16D NAILS (1)ON ONE SIDE AND 1 112" X 26GA. STRAP \ I I \ (2)ON OPPOSITE SIDE OF EACH RAFTER W/2-10D NAILS EACH END o PER 2020 RCNYS TABLE R602.3(1)co OR CD \ W/2-16GA. STAPLES EACH END UPLIFT CONN . \ 1 1 /2" X 26GA. STRAP �> ' 6 oo w W/2-10D NAILS EACH END z OR \ / W/2-16GA. STAPLES EACH END I , 5'-0" I \ / m c \ I USE (3)16D NAILS OF EACH RAFTER > �> �C) w I I PER 2020 RCNYS TABLE R602.3(1) UPLIFT C O N N . #2 O �? o N F N I I W ---- - 1 1 /2" X 26GA. STRAP �--� W/2-10 NAILS EACH END \ o OR -� W/2-16GA. STAPLES EACH END j I I I � J w O U' 5/12 05 '-0" WID E GOODT - 1I ~ LLJ M C�_ I O ole w� f- U) (C w C/7w �LL�i z 11 o L� \� � CD\ \ 5-0" WIDE 5/12 PORCH RAFTER & CONNECTIONS SCALE: 1/2" = 1'-0° THIS TRUSS DESIGN MAY BE USED FOR' LESSER SPANS PROVIDED SERIAL „/ORDER a PAGE If: � 01C�477TRk--) Itil MEMBER HAS A GREATER LENGTH AIS® ALL CONNECTION ARE AS SPECIFIED. I STATE/TPIA APPROVAL STAMP R.A. OR P E. STAMP,-,., {' 00 00 N U 13'-2/° 1" SPACE 20'-5" 1" SPACE 13'-2Y" t{ ' **°" O 1 � a � � � 'A'MODULE 'B'MODULE �. 1���7�1 � � W ,-•cn W 0 WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS 5/02/22 O/'� EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL PNGI NLESS THE PERSON IS ACTING UNDER THE � T � DIRECTION F A LICENSED PROFESSIONAL ENGINEER `J O !� E wE � wz cv W w cn 2x2 SPF#2 LEDGER 0.131"x3" NAILS @ 4" O.C. W � 41 AND (5)0.131"x3" NAILS EACH JOIST U � Q �U C Boa two U) � uI Ln � J M co m C) `n o in 0 o 0 12'-7" 12'-7" o I J 0 o O Q v t U� C� W 0- Q VIII -� I-D III u o m I I I 1111 C210-2 MMLU28-2 2x2 LEDGER = N N W �- Q N D N w O i-3 U I N 2x8 LAY FLAT a � Lv d- u- N cl z I I O Ll X, m I- 3'-7Y8" n Q O 9'-5 8,. o w U-) 20'-5" <L o� N W vi u ~ 7 FLOOR RIM TO JOIST FLOOR RIM TO JOIST u" (5)0.131"x3" NAILS INTO ENDGRAIN (5)0.131"x3" NAILS INTO ENDGRAIN CD0 U O o � � z LiJ Q z In o = j Q C) r� Lij C-) LLJ �Ln W � Li zf� QO Un Q0 W Leo � z �C � � 00Lw LTJ o r� CD o u� � J O Q v FLOOR FRAM1 G IST STORY FLOOR FRAMING 2X"10 SYP#2 OR 2X10 SPE#2 JOISTS @ 16" O.C. (MODULE "A" & "B") SCALE; 1/4" = 1'-0° 2X10 SYP#1 OR 2X10 SPE#2 JOISTS W 16" O. C. (MODULE "C" & "D") SERIAL "'ORDER # PAGE " (UNLESS NOTED OTHERWISE) 0*10477 F 1 STATE/TPIA APPROVAL STAMP H.A. OR P.E. d.� 'r'"{� O 0 0000 0000 U p� i1' 1 ti � rMN 13'-2Y" 1" S ACE 20'-5" 1" SD ACE 13'-2Y" 'E'MODULE 'F'MODULE 07tt 5/02/22 Q ✓O `r WARNING R IS A VIOLATION OF ARTICLE 145 OF THE NYS EDUCATION LAW FOR ANY PERSON TO ALTER ANY O DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE r 1 DIRECTK N OF A LICENSED PROFESSIONAL ENGINEER V o H I I O d' ►-a � � 2x2 SPF_#2 LEDGER In 0 0.131"x3" NAILS @ 4' O.C. -I o Li N AND (5)0.131"x3" NAILS EACH JOIST N N o CI -i U "1i a a� co X rh0..l O 0 I- I 0 Ln Tn N N � o 0 I � � � z o � on -- C) 0 12'-8Y" o 0 12'-8Y" o co x O 1-2x10 SPF#2 - PER MODULE 1-2x10 SPF#2 - PER MODULE _ __ __ __ 7'-4" 13'-1" kil O o -- - N 1-2x10 SPF#2 - PER MODULE 1-2x1 SPF#2 - PER MODULE — a_ jo ccf) n I _ I o��lll r I N _o mom o III HUC210-2 MMLU28-2 2x2 LEDGER N LL o � N as u, O J o Q d w n F Z !Z w Z I d --F--' W N LJ� N C)- Cc) o cn a o v' � Oco N� s— _ _ X N N I I X IX] _ (n m J 4'-10 O W o C) Q ` oN a N (f) un - FLOOR RIM TO JOIST FLOOR RIM TO JOIST u" (5)0.131"0" NAILS INTO ENDGRAIN (5)0.131"x3" NAILS INTO ENDGRAIN O � � Q U O o CL- � W O "' �C _ W m CL W w O ole w� f— cn Ln W c� C/7 w c� W LLJ� Q o� �W LJ Z:4t �W �� ACUCD L � JO () o FLOOR FRAMING 2ND STORY FLOOR FRAMING 2X10 SYP#2 OR 2X10 SPF-#2 JOISTS @ 16" O.C. (MODULE "E" & "E") SCALE: 1/4" = 1'-0° 2X10 SYP#1 OR 2X10 SPL#2 JOISTS @ 16" O.C. (MODULE "C" &. "H") SERIALORDER # PAGE (UNLESS NOTED OTHERWISE) 0*10477 STATE/TPIA APPROVAL STAMP R.A. OR P.E. STbM,P,',,, f r- C) 00 oc) lu c 13'-2Y2" I SPACE 20'-5" 1 SPACE 13'-2Y" 'A'MODULE '5' MODULE 7 V 7 fil !�'t rte.,;r+<ta� Q wo � wOMw WARNINGS NG:IT 13 A VIOLATION OF ARTICLE 145 OF THE NYS 5/02/221 c EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT SEARS THE SEAL Or A PROFESSIONAL ENGINEER,UNLESS THE PERSON 13 ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER ---------- oo U) co cn - - --1 C)�CIIA x -r - z44z —c", 2x2 SPF*2 LEDGER 01) cn I u� CD— 0.131 "x3" NAILS @ 4" O.C. :D r-- x AND (4)0.13177x3" NAILS EACH JOIST 4'- Y4n I 0 u 0 II 0 U) Lu (D x (Z) x MM C) Ln T - - �-o M. <1 z g 2 1 C; CD 1-200 SPF#2 1-1 1/2x9 1/4 LVL 1-2x10 SPF#2 U-) C) -4 7' " 113' CL , 1-2x10 SPF 1-1 1/2x9 1/4 LVLl I Z <= u c, jjHU'2' MI-U MMI U -2 8-2 c"I � 2x 2 LEDGER-\ ME 12'-8%° 12'-8Y2" cn Ln CD LLJ cy) -x c, cli PC), c O '3- U-) I In Ln CZ CN in c, c\1 C-j (n cn I II LOCATED IN 2ND C) rl -7, STORY CEILING 7P 0� I -c' OJ 4'-10 j 12'-3YY4" 16'-3,YY4 V) < LLJ 9 l l O °C--� c-,I CEILING RIM TO JOIST 'CEILING RIM TO JOIST (3)0.13177x3" NAILS INTO ENDGRAIN (3)0.13177x3" NAILS INTO ENDGRAIN cD CD CL I— LiJ < U-) CL (:D (D u� LL-J F-- CDF-- -,t I-- C) Ln L, U) U�) < LJ(_0 -t -z:::c >-CL 0 C) w < IST STORY CEILING FRAMING SCALE: 114' = T-0° CEILII"\J'G FRAMING SERIAL ORDER # PAGE #: 2XI0 SPF#2 PERIMETER 0#10477 F I 2X6 SPF#2 JOIST @ 16" O.C. STATE/TPIA APPROVAL STAMP R.A OR P.E. STAMP CEILING RIM TO JOIST ys) 41 0000 (4)0. 131 "x3" NAILS INTO ENDGRAIN i` ; rs_ ids, a/ a 4 13'-2Y" 20'-5" 13'-2Y2" 'E' MODULE F MODULE 87 WARNING:IT IS A VIOLATION OF ARTICLE 145 OF THE NYS2/22 5/0 in 0 EDUCATION LAW FOR ANY PERSON TO ALTER ANY 1 0 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON 13 ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER Nwaw cn 2'-4Y4" 3-84" 7'-84" 7'-g4° 0 u Of u /1 2Y2" 13'-2Y"13 3-1 1/2x9 1/4 LVL 3-1 1/2x9 114 0 F- cf) \,x Lul m m ',7 c) t7 c') Qo Qo 2 8 2x2 SPF#2 LEDGER i y L8tY: 13-2 cn 2 0.131 "x3" NAILS @ 4" O.C. _j 1 1/2x9 1/4 LVL -2x10 SPF 2 PER MODULE 1-1 1/2x9 1/4 LVL PER MODULE 4-1 I/2x9 174 LVL j AND (4)0,131x3" NAILS EACH JOIST + co L11 CD �D (-o (-o 13'-2Y" 112Y2" 3-1 1/2x9 1/1 LVL I 3-1 1/2x9 1/4 LVL 4 14 4I I -4- 4 m 14'-104" 2'-5" U-) Q Q 17'-334" 7r u� 13'-2Y" LLj i�:(D L�j CD cn CEILING RIM LL-1 NTO JOIST —/ (4)0.131 "x3" NAlS INTO ENDGRAIN CD Cr-- 771 __j O cn CD bWCD m � F-- >- F--- C/ CD U-)Lc I--LL- Lj Lj Z:�t L'i�0— _lj LL-i r-r) (3 u� cn ---j(D 2ND STORY CEILING FRAMING SCALE: 114" = 1'-0' RAFTER FRAMING SERIAL #/ORDER # PAGE #: 2XI0 SYP#2 BOTTOM CHORD @ 16" O. C. 2X6 SPF#2 RAFTER @ 16" O,C. 0*10477 STATE APPROVAL STAMP b`""`-, 14 ► c� , � a fitQ � O �: - Y C1 its d0 00 N A U 07871 WARNING:IT IS A VIOLATION OF ARTICLE 145 OF THE NYS O ttr \ \ 2x6 SYP#2 OR 2x6 SFF2 EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL O ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER w cn " N N \ 12 0 N 12 s N N V \\ U V na � o -- 2x10 SYP Z OR 200 SPF#2 - 2x10 SYP#2 OR 2x10 SPF/f2 2x10 iYP#2 OR 2x10 SPF#2 2xlO SYP#2 OR 2x10 SPF#2 I U) vi ai L) I m J f— i cn FASTEN STRINGERS TO SUPPORTING — � WALLS w/(1) SIMPSON SDWS2240ODB U� � SCREWS THRU STRINGER TO EACH INTERSECTING WALL STUD LiJ 3'-7 1/8" CL 4'-10 7/8" 5' 7 7/8" a- I 3'-2" \ `a Q \ 2x10 EPF#2 2x10 SPF#2 ------- --------- ----------- \ -------J---- ------------ 2x10 SPF#2 w/ 2x6 CLG JOIST 10 2x10 SPF#2 v/ 2x6 CLG J01°T .-6„ CN \ D LLJ \ 5'-71/8" Q Cil S-2" \ 4'-0 9/16" z t 3'-7 7/8" 3.. m a O w- o�� Amo � a o STAIR DATA / G Z 9 RISR @ N Nr E 7 -. /8" = w z o wW L _ n `�``' LANDINCFASTEN STRINGERS TO SJPPORTING = \ WALLS w/(1) SIMPSON SDWS2240ODB -__ 1 O TREAA�Jf v m o- CL �- I 2x10 \ SCREWS THRU STRINGER TO EACH N a w \ INTERSECTING 'NALL STUD to 2x10 1 1/8jNOSING o N J o\ of m civ o?<oO W/ STAIR DATA CL lo" 9 RISER @ 7 3/8" v)(-o oI� \ 10" TREADS / z� M 1 1/8" NOSING / v S-7 7/8"�7t / r — m 4'-6 7/8" m \ 9'-0 1/4" o J u� t T M - �• O w 2x8 FLAT 2x10 SPF#2 2x10 SPF#2 � ¢ ? N N a. w (/l V J I— 3'-7 1 — 7'-2 3/8; 4'-11 1/2" 3'-7 1/8" 5'-10 1/4" i `co / � Q STAIRS NOT PROVIDED BY ICON - W Q n' - - - BASEMENT STAIRS ON SITE w INSTALLATION DONE ON-SITE BY OTHERS — — — (f� AND SUBJECT TO INSPECTION BY LOCAL BUILDING OFFICIAL LANDING — BY OTHERS LANDING / ? o v) G — — 0 'Y 2x10 \ 2x10 STAIRS NOT PROVIDED BY ICON p o �- - INSTALLATION DONE ON-SITE BY OTHERS CL BNDDNG OFFICIAL SUBJECT 0 INSPECTION BY LOCAL o r— W m ___j o w STAIR DETAIL SCALE: 3/8" = 1'-0" STAIR CONSTRUCTION MUST COMPLY WITH 8311 . 7 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE SERIAL "/ORDER " PAGE ". HANDRAILS (ON-SITE BY OTHERS) MUST COMPLY WITH R311 . 7.8 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE 0 1®477 �r--7A GUARDS ON LANDING (ON-SITE BY OTHERS) MUST COMPLY WITH 8312 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE WINDOWS + DOORS REOUIRED TO MEET A DP +/-35 RATING (ZONE 5 - EDGE) STATE'TPIA APPROVAL STAMP R.A. OR PE,j,T '• x <, WINDOWS + DOORS REQUIRED TO MEET A DP +/-28 RATING (ZONE 4 - FIELD) t. � }" 00 tu GRESS WINDOW ' i WINDOW TESTING AND LABELING IN COMPLIANCE WITH AAMA/WDMA/CSA 101/I.S.2/A440 PER R609.3 OF ` a,, 2020 RESIDENTIAL CODE OF NEW YORK STATE LOCATED ON EACH WINDOW WITH A STICKER/LABEL `�` 'l -.x' ! � 5102122 > 0 ^w f WARNING:IT IS A VIOLATION OF ARTICLE 145 OF THE NYS ^ WINDOW ANCHORING TO BE IN ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS AND EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL 04 MEET THE REQUIRMENTS SET FORTH IN R609.7 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE 0 WINDOW MULLIONS IN ACCORDANCE WITH AAMA 450 PER R609.8 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER cncn �U-, OF 2020 RESIDENTIAL CODE OF NEW YORK STATE LOCATED ON EACH WINDOW WITH A STICKER/LABEL PROTECTION OF OPENINGS IN WIND BORNE DEBRIS REGIONS PER SECTION R301.2.1.2, NOT PROVIDED BY ICON DOOR AND WINDOW SCHEDUEE o WINDOWS CLEAR OPENING CLEAR OPENING �U Q DESCRIPTION ROUGH OPENING AREA LIGHT WIDTH EACH HEIGHT EACH VENT U-FACTOR SHGC QTY TOTAL AREA rr�+ oa MARVIN ESSENTIAL COLLECTION AWNING ESAWN2020 24" X 24" 4.01) 2.2 17.830 17.830 2.21 0.32 0.27 1 4.00 V C,'' MARVIN ESSENTIAL COLLECTION AWNING ESAWN3016 36" X 18" 4.50 3.7 26.670 12.313 2.28 0.32 0.27 6 27.00 o MARVIN ESSENTIAL COLLECTION AWNING ESAWN3016-3 108" X 18" 13. 0 3.7 26.670 12.313 2.28 0.32 0.27 5 67.50 MARVIN ESSENTIAL COLLECTION CASEMENT ESAWN2616-2 60" X 18" 7.50 6.7 50.670 12.313 4.33 0.32 0.27 3 22.50 MARVIN ESSENTIAL COLLECTION CASEMENT ESCATR3010 36" X 12" 3.00 2.2 0.000 0.000 0.00 0.31 0.29 1 3.00 MARVIN ESSENTIAL COLLECTION CASEMENT ESCA2640 30" X 48" 10.00 6.9 20.672 42.313 6.07 0.31 0.29 1 10.00 MARVIN ESSENTIAL COLLECTION CASEMENT ESCAP5060 60" X 72" 30.CO 24.6 0.000 0.000 0.00 0.31 0.29 3 90.00 >- MARVIN ESSENTIAL COLLECTION CASEMENT ESCATR2020 24" X 24" 4.00 2.2 17.830 17.830 0.00 0.31 0.29 1 4.00 m MARVIN ESSENTIAL COLLECTION DOUBLE HUNG ESDH2O30 24" X 36" 6.00 3.7 20.563 13.219 1.89 0.33 0.33 1 6.00 MARVIN ESSENTIAL COLLECTION DOUBLE HUNG ESDH3050 36" X 60" 15.00 11.2 32.563 25.219 5.70 0.33 0.33 3 45.00 MARVIN ESSENTIAL COLLECTION DOUBLE HUNG ESDH3050-2 72" X 60" 30.00 22.3 32.563 25.219 11.40 0.33 0.33 6 180.00 MARVIN ESSENTIAL COLLECTION DOUBLE HUNG ESDH3056 36" X 66" 16.50 12.4 32.563 28.219 6.38 0.33 0.33 1 16.50 E MARVIN ESSENTIAL COLLECTION DOUBLE HUNG ESDH3056-2 72" X 66" 33.00 24.9 32.563 28.219 12.76 0.33 0.33 4 132.00 7 Q TOTAL AREA: 607.50 0 > un o > Q= LI J a EXTERIOR DOORS CLEAR OPENING CLEAR OPENING Q DESCRIPTION ROUGH OPENING ARE, LIGHT WIDTH EACH HEIGHT EACH VENT U-FACTOR SHGC QTY TOTAL AREA THERMA-TRU (FIRE DOORS) 3068 FIRE 37 1/16" X 81 5/8" 21.01 0.0 33.313 79.250 18.34 0.17 0.01 1 21.01 THERMA-TRU (SINGLE DOOR) 3068 (<50% GLASS) 38 3/8" X 82 112" 21.9D 5.5 33.313 79.250 18.34 0.25 0.17 1 21 .99 THERMA-TRU (SINGLE DOOR) 3068 (>50% GLASS) 38 3/8" X 82 1/2" 21 .9) 9.8 _ 33.313 79.250 18.34 0.29 0.27 2 43.98 TOTAL AREA: 86.98 N w � THIS SCHEDULE IS FOR SHIPLOOSE WINDOWS AND DOORS THAT WILL BE PROVIDED BY ICON LEGACY o AND WILL NEED TO BE INSTALLED TO MANUFACTURES INSTRUCTION BY OTHERS AND INSPECTED BY LOCAL BUILDING OFFICIAL SHIPLOOSE WINDOWS AND DOORS NOT INSTALLED BY ICON LEGACY DOOR AND WINDOW SCHEDULE WINDOWS CLEAR OPENING CLEAR OPENING �� DESCRIPTION ROUGH OPENING AREA LIGHT WIDTH EACH HEIGHT EACH VENT U-FACTOR SHGC QTY TOTAL AREA -r- MARVIN ESSENTIAL COLLECTION DOUBLE HUNG ESDH3050 36" X 60" 15.00 11.2 32.563 25.219 5.70 0.33 0.33 1 15.00 6' �uo TOTAL AREA: 15.00 FA EXTERIOR DOORS CLEAR OPENING CLEAR OPENING m m DESCRIPTION � ROUGH OPENING AREA LIGHT WIDTH EACH HEIGHT EACH VENT U-FACTOR SHGC QTY TOTAL AREA cn THERMA-TRU (SINGLE DOOR) 3068 (>50% GLASS) 38 3/8" X 82 112" 21.99 9.8 33.313 79.250 18.34 0.29 0.27 1 21 .99 ' I o I-- C) TOTAL AREA: 21.99 } �o w c_n 7:7777 7.777 NT w 6 u REMOVE THIS LECTION O_ �"� ' - � --- ------ - \ DOOR FLASHING: � Q 1. INSTALL SELF-SUCKING RUBBERIZED FLASHING OVER THE SUB-FRAME AT THE BOTTOM SILL OF ' Wk AP INiO- �/-WRAP INTO DOOR OPENING �-� OPENING I 'I fF Z --- -- --- - NOTE: LLJ - L. 2. INSTALL DOOR PER MANUFACTURERS INSTALLATION INSTRUCTIONS � 4 SIDE & TOP SELF-STICK RUBBERIZED FLASHING w 3 - --- STARTS IN DOOR NAILING FLANGE, THEN GOES waAP Idroo ' 1 opENINc OUT OVER SUB-FRAME, THEN WRAPS BACK TO 3. RUN A STRIP OF SELF-STICKING RUBBERIZED FLASHING ON TOP OF THE NAILING FLANGE DOWN _ r I. WALL SHEATHING PLANE AND EXTENDS OUT THE SIDES OF THE DOOR AND OVERLAPPING THE BOTTOM SILL FLASHING. CL N UNDER SIDING (THE SILL FLASHING STARTS UNDER T4. INSTALL TOP STRIP OF SELF-STICKING RUBBERIZED FLASHING ON TOP OF THE NAILING FLANGE HE NAILING FLANGE, THEN IS INSTALLED o THE SAME THE SIDE & TOP FLASHING) ACROSS THE TOP OF THE WINDOW OVERLAPPING THE SIDE FLASHING. W Q m -- - J. LLJ 5. INSTALL METAL CAP FLASHING OVER THE TOP FINISH TRIM BOARD f- C/) W L� o I� J-) z� Q o C/7 w Lo L1J L� t z WINDOW FLASHING: r {', 6. LAP THE TOP STRIP OF WATER RESISTIVE BARRIER DOWN OVER THE TOP STRIP OF RUBBERIZED Q o G w $ WATER RESISTIVE BARRIER: 3 i ;:. 3 FLASHING AND THE VERTICAL LEG OF THE METAL CAP FLASHING. TAPE THE 45° SEAMS. W G o C/-) LL - o 1. INSTALL SELF-STICKING RUBBERIZED FLASHING OVER THE SUB-FRAME AT THE SILL OF WINDOW 1. INSTALL WATER RESISTIVE BARRIER HORIZONTALLY IN A SHINGLE LIKE >1 } O 7. THRESHOLD FLASHING 2. INSTALL WINDOW PER MANUFACTURERS INSTALLATION INSTRUCTIONS FASHION, OVERLAPPING SUCCEEDING COURSE BY A MIN. OF 2". , ONTOUR DOOR & WINDOW SCHEDULE 3. RUN A STRIP OF SELF-STICKING RUBBERIZED FLASHING ON TOP OF THE NAILING FLANGE DOWN ' ' ' C 2. CUT WATER RESISTIVE BARRIER AT WINDOW / DOOR R.O. AND WRAP O / FLASHING THE `'IDES OF THE WINDOW AND OVERLAPPING THE SILL FLASHING. SCALE 1/4n = 1-0 R.O. WITH WATER RESISTIVE BARRIER. � I ; >, 3. CUT AT A 45° ANGLE TEMP. TACK THIS FLAP UP OUT OF THE WAY 4. INSTALL TOP STRIP OF SELF-STICKING RUBBERIZED FLASHING ON TOP OF THE NAILING FLANGE ? { 1 SERIAL y/ORDER H PACE q ACROSS THE TOP OF THE WINDOW OVERLAPPING THE SIDE FLASHING. 5. LAP THE TOP STRIP OF WATER RESISTIVE BARRIER DOWN OVER THE TOP STRIP OF RUBBERIZED � �©��� DWO FLASHING AND THE VERTICAL LEG OF THE METAL CAP FLASHING. TAPE THE 45' SEAMS. TABLE R602.3(1) TABLE R602.3(1) STATE/TPIA APPROVAL STAMP H.A. OR P.L FASTENING SCHEUDULE FASTENING SCHEDULE-continued ,p NUMBER AND TYPE ITEM DESCRIPTON OF BUILDING ELEMENTS NUMBER AND TYPI OF FASTENER°'''` SPACING AND LOCATION ��{.� ITEM DESCRIPTCN OF BUILDING ELEMENTS OF FASTENER°�` " SPACING AND LOCATION ` 3-16d box (3/2 x 0.'35"); a ewe 24 2" subfloor to joist a girderBlind and face nail > O Q Roof 2-16d common 3/ x 0)162' (r; , �' 00 00 00 CJ U ( ) �. o. 4-8d box (2Y" x 0.113") or 3-16d box .3 x 0.35 ; or 3-8d comron (2Y" x 0.131"); a 25 2" planks (plink &beam - Floor roof) 1 . At each hearing, face nail <t #'`�`til t!1 Q 1 Blocking between ceiling joists or rafter to top plate Toe nail 2-16d common (3/2 x 0.162") i� , a_" : I� r-�I U 3-1 Did box (3; x 0.128"); o I°,... t.y. 3-16d comTrlon (3Y' x 0.162"); a 3-3" x 0.131' nail, 00 26 Bond a rim joist to joist 4-10 box (3" x .128'); or M 4-8d box (2Yz" x 0.113") a 4-3" x 0.131" nails; a End nail '' " .< 787 M 3-8d corrnon 2YZ" x 0.131"; a 7 d'Jw 4-3" x 14 a. staples /s" crown 2 Ceiling joists to top plate ( ) Per joist, toe nail g p t:'•i +1� 5�0M O 3-1 Od box (3 X 0.128); a WARNING R IS A VIOLATION OF ARTICLE 145 OF THE NYS r'y'e�a.�-•^' Q In 20d common (4' x 0."92'); or Nail each layeras follows: 32" o.c. EDUCATION LAW FOR ANY TO 3-3 X D.131 Halls at top and t Otton and staggered. DOCUMENT THAT BEARS THE SEAL OF AL PROFESSIONAL rr� ._.V Q Gell In OISt not attached t0 parallel rafter, lops OVef 4-10d box (3 X 0,128"); a ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE V 3 9.1p p 3-16d comma 3Y x 0,162"); or Face nail 10d box (3 x 0.128"); or 24 o.c. face nail at top and bottom DIRECTION OF A LICENSED PROFESSIONAL ENGINEER U partitions [see Section R802.5.2 and Table R8025.2] 4-3" x 0.131" nils ) 27 Bind]-up girders and beans, 2-inch lumber 3" x 0.1.31" nails staggered on opposite sides 00 �ers And Ceiling joist attached to parallel rafter (heel joint) d (� 4 Table R8025.2 Face nail 2-20d comma 4 x 0.192'; a [see Section RL1)2.5.2 and Table R8)2.5.2] ( ) Face nail at ends and at each splice N w 3-lOd box (3" x 0.128"); a � 4-10d box (3" x 0.128"); or 3-3" x 0.131" nails 5 Cellar tie to rafter, face nail or 1)4" x 20 ga. ridge strop to 3-10d con mn (3" x 0.148"); a Face nail each rafter rafter 4-16d box (3Y" x 0.135') a 4-3" x 0.131" nails ' 28 Ledger strip silaporting joists or rafters 3-16d carman (3Y"x 0162"); or At each joist or rafter, face nail 3-16d box nails (3Y2" x 0.135); or 4-1Od box (3' x 0.128'); or 6 Rafter roof truss to plate 3-1al common nails (3' x 0 o 148"); or 2 toe nails on one side and 1 toe nail 4-3" x 0.131" nails w a am posite side of ends rafter a 4-1 Gd box (3" x 0.128"); or 4-3" x 0.131" nails truss 2-10d box (3" x 0128"); a o 29 Bringing or blocking to joist 2-8d cannon (2Y" r 0.131"), a Each end, toe nail r , _ 4-16d (3Y" x 0.135"); or 2-3" x 0.131" nails �/ 3-10d common (3' x 0148"); or Q 4-10d box (3" x 0.128"); a Toe nail SPACING OF FASTENERS * �j a Roof rafters to ridge, valley a hip rafters a roof rafter 4-3" x 0.131" nails ITEM DESCRIPTION NUMBER AND ab Intermediate o a 7 OF BUILDING ELEMENTS TYPE OF FXSTENER Edges e to minimum 2' ridge beam (inches)' su pats 3-16d box .3Y2'� x 0.135"); or (�nches) 2-16d comma (3)/2" x 0.162"); or End nail o 3-10d box (3' x 0.128'); a Wood structural [ands, subfloor, roof and interior wall sheathing to frami rg anc:1 particleboard wall sheathing to framing 1 3-3" x 0.131" nails see Table R602. (3) for woad structural panel extq-icr vdl sheathing to wdl framing] Wall 6d cannon (2" x 0.113') nail (subfloor, wall)' J ( ) 3 " - " 8d corrrnon (2Y2" x 0.131") nail (roof); or 6 121 16d common 3 2 x 0.162 24° o.c. face nail 30 / Y 8 Stud to stud (not at braced wall panels) IOd box (3" x 0128'); aRSRS-01 (2%" x 0.113") nail (roof)I 3" x 0.131" nails 16" o.c. face nail 19 8d common (2Y2" x 0131") nail (roof); a 1 31 /2" - 1" RSRS-01 (2Y" x 0.113") nail (roof)1 6 12 Stud to stud and abutting studs at intersecting wall corners ��16d box �(3Y" x 0.135"); a 12" o.c. face nail g 3 x 0.131' nails 10d corrnon (3" x 0.148") nail; or m (at braced wall panels) 32 1%" 1 a" v° � 6 121 16d common (3Yz x 0.162") 16' a.c. face nail 8d (2 2 x 0.131') detxmed nail 10 Built-up header (2" to 2' header with 2' spacer) 16d comrmn (3Y" x 0162") 16" c.c. each edge face nail Other wall sheathing9 16d box (3Yz" x 0.135") 12" c.c. each edge face nail 1Y" galvanized roofing nail, 6" head 5-8d box (2)Z" x 0.113"); or 33 Y structural cellulosic fiberboard diameter, or 1Y4" long 16 o staple 3 6 sheathing � g g p 11 Continuous header to stud 4-8d common (2Y2" x 0.131"); or Toe nail with /6 or 1" crown 4-10d box (3" x 0.128") IFA common (3Y" x 0.162") 16" o.c. face nail 25 1Y" galvanized roofing nail, 77/6" head 34 /32 structural cellulosic diameter, or 1Y2 Ion 16 a .st le 3 6 12 Top plate to top plate 10d box (3" x 0.128"); a fiberboard sheathing 7 g g of Q 3' x ox (3 nails 12" o.c. face nail with /6 or 1" crown Y" galvanized roofing nail; staple galvanized, vU O 8-16d comran �3 z x 0.162"); or Face nail on each side of end joint 35 gypsum sheathing 1Y" long; IY4" screws, Type W a S 7 7 ,, d 9 9 aP 9 13 Doublet late splice 12-16d box (3,,2" x 01.35'); or minimum 24" la splice length each W op p p 12-10d box (3" x 0.128") o ( p p g s 4 13/" galvanized roofmc nod, staple galvanized, 12-3" x 0.131" nails side of end joint) 36 / gNsum sheathing 1%' long; 15/" screws, Type W or S 7 7 Wood structural panels, combination subfloor undErlayment to framing (con linued) x 6d def 37 %a" and less deformed (2" 0.120") nail; or 6 12 8d m co )cn M2" x 0.131") nail TABLE R602.3(I)-continued 7 „ 1_ 8d common (2Ya FASTENING SHEDULE 8d deformed (2Y2" x 0.120') nail 6 12 c�1 ITEM DESCRIPTON OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER°�` SPACING AND LOCATION 1 _ 1 10d of common 3" x 0148") nail; a 6 12 w 39 1/ 1/4 8d defamed 2Y2" x 0.120") nail _ 16d com7iom (3Y' x 0.162') 16" o.c. face nail Bottom plate to joist, rim joist, bond joist or1 „ For Sl: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s; 1 ksi = 6.895 MPO. Q N 14 blocking (not at braced wall panels) 16d box (3/2 x 0.135'); or 12" o.c, face nail 0 3" x 0.131" nails (continued �_ Bottom plate to joist, rim joist, band joist or 3-16d box (3Y" x 0.135"); a 3 each 16" o c. face nail U 15 blocking (at braced well panel) 2-16d common (3Y" x 0.162"); of 2 each 16" o c. face nail 4-3" x 0 131" nails 4 each 16" o c. face nail 4-8d hox (2Y2" x 0113") or 3-16d box (3Yz" x 0.135"); or _ 4-8d common (2Y" x 0.131"); or Toe nail 4-10d box (3' x 0.128); or 4-3" x 0.131" nails " � �w � 16 Taporbottomplatetostud 1 . Unless noted elsewhere in the permit set calculations manufactures installation instructions �> 3-16d box (3Y' x 0.135"); or ' ' cnr� 3-10 bax(3n( 12B');Oorr2) a End nail or the code, fastening requirements shall be per Table R602. 3(1 ) of the 2020 Residential Code 3-3" x 0.131 nails 3-10d box (3" x 0.128"); or of New York State 17 Top plates, laps at corners and intersections 2-16d conmmon (3Y" x 0162"); of Face nail 3-3' x 0131" nails �n 3-8d box (2Y2" x 0.113"); or m �- 2-8d common (2Y2" x 0.131"); or CL 18 1" brace to each stud and plate 2-1W box 3; x 0.128"); or Face nail a. Fails are smooth-common, box or deformed shanks except where othenrise stated. Nails used for framing and sheathing coiwections shall have minimum c� Q O 2 staples (/4 average bending Field strengths as shown: 80 ksi for shank diameter of 0.192 inch (20d common flail), 90 ksi for shank diameters larger than 0.142 inch but � w o � 3-8d box 2iz" x 0.113"); a } �� w 2-8d cor mon (2Y" x 0.131"); or not larger than }.177 inch. and 100 ksi for shanik. diailleter�s of 0.14? inch or less. < ` z N C N lg " x 6" sheathing to each bearing 2-10x1 box (3" x 0.128"); or Face nail 7 � � 2 staples, 1" crown, 16 ga., 13/4" long b. Staples are 16 gage wire and have a 211111u11um 16-inch on diameter crown width, � 3-8d box (2Yz" x 0.113"); or c. Nails shall be spaced at not more than 6 inches on center at all supports where spalls are 48 inches or greater. 3-8d cannon (2Yz" x 0.131"); a Z 3-104 box (3' x 0.128"); a d. Four-foot by Moot or 4-foot by 9-foot panels .shall be applied vertically- O � 3 staples, 1' crown, 16 ga., 1%4" long e. Spacing of fasteners not included it this table shall be based oil Table R602.3U 20 1" x 8" and wider sheathing to each bearing W der than 1 x 8 Face nal! Q). O 4-8r1 box (2Y" x 0.113") or f. 'XIiere the ultimate design wind speed is 130 iliph or less, nails for attaching wood structural panel roof sheathing to gable end wall framing shall be spaced i6 3-8d common (2Y2 x 0.131"); o 3-10d box (3' x 0128); or inches on center. -Where the ultimate design wind speed is greater than 130 mpli, nails for attaching panel roof sheathing to interiliediate supports shall be c~ � a 4 staples, 1" crown, 16 ga., 13/" long Floor '` `-spaced 6 inches oil center for minimum 48-inch distance fioni ridges, eaves and gable end galls: Mild 4 inches oil center to gable end wall framing. "' � O = Gypsum sheathing shall conforni to ASTI1 C 1396 and shall be installed in accordance With GA ?S3. Fiberboard sheathing shall conforin to ASTM C ?08. 4-&d box (2Y" x 0.113"); or �• E- 3-8d cm-nnan (2Y" x 0131"); o Toe nail h_ acing of fasteners oil floor sheathing panel edges applies to panel edges supported by framing members and required blocking and at floor perimeters only, C= 21 Joist to sill, to plate or girder 3-10d box (3" x 0.128"); a Spacing 4 p pl p 1 p 3-3" x 0.131 nails Spacing of fasteners oil roof sheathing panel edges applies to panel edges supported by fi'anliilg members and required blocking. Blocking of roof or floor 8d box (2Y2" x 0.113") 4" o.c. toe nail � O I� w sheathing panel edges perpendicular to the fi'anning members need not be provided except as required by other provisions of this rode. Floor perimeter shall be F- � w , Rim joist, band joist a blocking to sill or top 8d box (2Y" x 0.131"); or cn� � Q� 22 plate (roof applications also) 1Od box (3 x 0.128); or 6" o.c. toe nail supported by frarlliile illembers or solid blocking. � w c9 W -� o t z 3" x 0.131" nails i. Nkllere a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe narls on one side of the rafter and toenails from ?� � � � �� �_ -0 3-8d box (2Y2" x 0.113"); o 23 1" x 6" subfloo a less to each joist 2-8d common (2Y x 0.131"); o Face nail the ceiling joist to top plate ill accordance with this schedule. The toe flail on the opposite side of the rafter` shall not be required. 3-1 a l box (3" x 0.128"); o 2 staples, 1' crown, 16 go, 1 Y4" long FASTENING SCHEDULE (confinued) SCALE: 1/4' = T-OT SERIAL ORDER N PAGE #: 0#10477 � 1 STATE/TPIA APPROVAL STAMP R.A. OR PE STAMP,,,,,,w TABLE R602.3(2) ALTERNATE ATTACHMENTS TO TABLE R602.3(1 ) o f o O 00 SPACI NG c OF FASTENERS �,; f�`� N N U NOMINAL MATERIAE THICKNESS DESCRIPTION" OF FASTENER AND LENGTH � "�' N of # i I i1 ` inches inches Edge Intermediate supports � `� � � � O (inches) (inches) inches inches t�, . �,•,..�t p..^M Wood structural panels subbloor, roofs and wall sheathing to framing and particleboard wall sheathing to framing078-1 W o^w Staple 15 go, 1%4 4 8 10� 5/02/22 Q O o WARNWG R 13 A VIOLATION OF ARTICLE 145 OF THE NYS m..w,,;wa r• �+ EDUCATION LAW FOR ANY PERSON TO ALTER ANY O DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL Fri Up to Y2 0.097 - 0.099 Nail 2Y4 3 6 ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE C) DIRECTION OF A LICENSED PROFESSIONAL ENGINEER Staple 16 ga. 1 /4 3 6 Z 0.113 Nail 2 3 6 TABLE R702.3.5 1 w Staple 15 and 16 a 2 4 8 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD AND GYPSUM PANEL PRODUCTS N a I Y32 and 5/ P gCn 0.097 - 0.099 Nail 2Y4 4 8 THICKNESS OF MAXIMUM SPACING OF MAXIMUM Staple 14 ga. 2 4 g GYPSU�1 ORIENTATION OF PACING OF FASTENERS (inches) BOARD OR GYPSUM BOARD OR S SIZE OF NAILS FOR APPL�CAl10N Staple 15 go. 13/ 3 6 GYPSUM PANEL APPLI CAT ION GYPSUM PANEL FRAMING 2332 and 34 0.097 - 0.099 Nail 2Y h 4 g PRODUC-S PRODUCTS TO MEMBERS Nails° Screws TO FRAMING o 4 (inches) FRAMING (Inches o.c.) U Staple 16 ga. 2 4 8 Staple 14 ga. 24 4 8 Application without odhesive 0 rr��h, °o a i Ceilin Perpendicular 16 7 12 13 cage, 14" long, 164 head; 0.098" diameter, V ii 0.113 Nail 2/ 3 6 g P w 1 Stade 15 a. 24 4 8 14 long, annular-ringed, or 4d cooler nal, o I g Wall Either direction 16 8 16 0.00" diameter, 1%" long, %2" head 0.097 - 0.099 Nail 2% 4 8 Ceiling Either direction 16 7 12 13 cage, 1 A lona, N64" head; 0.098" diameter, NOMINAL MATERIAL THICKNESS DESCRIPTONar� OF FASTENER AND LENGTH d Ceiling Perpendicular 24 7 12 g SPAONG� OF FASTENERS 1Y4' Ion , annual-ringed; 5d cooler nail, 0.086" �Edge Bodyof panel /2 diameter, 16" long, 64" head; or gypsum (inches) (inches) (inches) (inches) Wall Either direction 24 8 12 board nail, 0.086" diameter, 1%" long, 32" 0 r— Floor underloyment; plywood-hardboard-particleboard -fiber-cernent Wall Either direction 16 8 16 head. Ceiling Either direction 16 7 12 13 cage, 11Y8" long, 164" head; 0.098" diameter, Fiber-cement 1Y8 long, annular-ringed; 6d cooler nail, 0.092" 3d, corrosiion-resistant, ring shank nails 3 6 Ceiling Perpendicular 24 7 12 diameter, 1%" long, /4 7head; or Osum board (finished flooring other than tile) g p nail 0.015 diameter, 1 /8 long, /4 head. Staple 18 ga., % long, Y4 crown Type X at � Q (finished flooringother than the 3 6 5 arae ceiling1 8 long 6d coated nails or ed_aivalent drywall o ) / garage Perpendicular 24 6 6 screws. Screws shall comply with i Section �n o Y4 R702.3.5.1 1Y4 long x .121 shank x .375 head diameter corrosiion-resistant habitable rooms ,_L_, (galvanized or stainless steel) roofing nails (for tile finish) 8 8 Q 13c age, 1 6" long, 64" head; 0.098" diameter, UJall Either direction 24 8 12 14 long, No. 8 x .375 head diameter ribbed wafer-Head screws 1% long, annular-ringed; 6d cooler nail, 0.092" for tile finish 8 8 1 %" long, Y4" head; or sum board ( ) Wall Either direction 16 8 16 nail, diameter, 1�/" long, r 4' head. Plywood 8 � 64 1Y4 ring or screw shank nail-minimum Application with adhesive c� 5 12% go. (0.099") shank diamter 3 6 Ceiling Perpendicular 16 16 16 3 1) /4 and /6 S Some as above for gypsum board and gyp- Staple 18 ga., %, Y6 crown width 2 5 Wall Either direction 16 16 24 sum panel products. Q N Ceiling Either direction 16 16 16 1� 3 15 � 1/ ring or screw shank nail-minimum `� 32, /, /32, and / 12% ga. (0.099") shank diamter 6 8e Y or is Ceiling Perpendicular 24 12 16 Same as above far %" and 6" gypsum board and gypsum panel products, respec-tively. 14 ring or screw shank nail-minimum Wall Either direction 24 16 24 1%2 8 2%32 and 4 12% go. (0.099") shank diamter 6 8 Ceiling Perpendicular 16 16 16 1 " Two Base ply nailed as above for / gypsurn board Staple 16 a. 1Y2 6 g 8 la rs and gypsum panel products; face ply installed o P 9 Wall Either direction 24 24 24 with adhesive. w� Hardboardf Q_ For 9: 1 inch = 25.4 rrm 6' U�`-o 1% long ring-grooved underloyment nail 6 6 a. For opplico-ion Without adhesive, a pair of nails spaced not less than 2 inches apart or more than 2Y2 inches dart shall be pern(rtted to be sued with the pair of � 0.200 4d cement-coated sinker nail 6 6 nails sPaced 12 inches on canter. Staple 18 ga., % long (plastic coated) 3 6 b. Screws shot be in accordance With Section R702.3.5.1. Screws far attaching gypsum board or gypsum panel products to structurd insulated panels shall penetrate -he wg>od structural pond facing not less than /6 inch. Cn Particleboard c. Vere cold-fcrned steel framing is used with a clinchinqq design to receive nails Vere two edges of metal the nails shd1 be not less than 6 inch large- than the > gypsum bmrd or gypsum pond product thickness and shall have ringed shanks. the cold-form steel framing has a nailing groove formed to receive CL 4d ring-grooved underloyment nail 3 6 � 4 3 the nails, -he nails shall have barbed shanks or be 5d, 13% gage, 15/ inches long, l%64-inch head for Y2-inch gypsum board or gypsum pond product; and Exp, w J o Staple 18 ga., / long, /6 crown 3 6 13 gage '1'/8 inches Icng, 1%4-inch head for 8-inch gypsum board or g sum pond product. U d. Thome-eighths-inch-tiiic singe-ply gypsum board or gypsum panel praducf shall not be used on a ceiling where a water-based texture finish is to be applied or where L �' N 6d ring-grooved underloyment nail 6 10 o 8 3 it Will be required to support insulation above a ceiling. Cn ceiling a plications to redeve a water-based texture material, either hand or spray applied, the gypsum board w Staple 16 go, 1/ long, / crown 3 6 or gypsum panel product shall be applied perpendicular to framing. ere applying a woter-based texture material, the irinirrum gypsum board thickness shall be increased Un 6d ring-grooved underlayment nail 6 10 from % inch to % inch far 16-inch on center framing, and from Y inch to 8 inch for 24-inch on center framing Cr Y -inch sage-resistant gypsum ceiling board z Y2, % 5 3 shall be u,-ed. 0 Staple 16 ga., 1% long, crown 3 6 0 � Q TABLE R602.3(2) 0 z ALTERNATE ATTACHMENTS TO TABLE R602.3(1)—continued off- w Q For SI: I nick= 25.E land. DL a, 'Nail i,� a aeileral descilption alld shall be penllitted to be T-head. modified rottnd head or ro1111C1 lie�ld, C-) _ � '1}. stiipleS shall liave a inininium C1'own%N idtll of"'Winch on diallle'ter except as Voted. U� � c. Nails or staples shall be spaced at 110t more 116 inche" oU celltfr at all Siipport� tt'here spill, care 4S ruches or g viter. Nails or staples shall be spacer(at riot � >_ DL: more thiol 12 itiches otl Center at iwenuediate stipports for floors. '� I— m 0 � � d. Fasteners shrill be placed ill a grid pattern throtl2hotlt the toady of the panel. � O o F-- w -1 �— cnW L� z C. For 5-ply panels, itltermediare hails shall be spaced ilot illore than 12 inches ail center each way. �� w� w f. Hardboard ltllderiayulellt shall coiifoiiii to CPA ANSI A 135.x# o o w �W CDa- JO g. Specified alternate attachnlmits for roof sheathing shall be penllitted NA-here the tiltull,ate design «'llnd speed is less than 130 illph. Fasteners attaching (road — Q C-' o = Y strtichiml pi inel roof sheathirna to e<able end wilt fi111liilly shall be pistolled tlsuxg the spacLig listed for panel edges. 11. Fiber-reillellt 1111dC1113,1ilellt shall c-onforill to ASTNd C 1258 or ISO 5336. category C. FASTENING SCHEDULE CONT. SCALE: 1/4" = 1'-0" SERIAL #/ORDER k PAGE b: 01®4772 F E) STATE/TPIA APPROVAL STAMP H.A. OR NOTE: „r^t; 1. SEE ATTACHED SHEETS PL2 & PL3 FOR PLUMBING NOTES & DETAILS. TABLE P2903.2 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE 2. ALL PLUMBING MATERIAL & INSTALLATION IS TO BE DONE PER ALL MAXIMUM FLOW RATES AND CONSUMPTION FOR PLUMBING FIXTURES AND FIXTURE FITTINGSb O NATIONAL, STATE, & LOCAL CODES. PLUMBING FIXTURE MAXIMUM FLOW RATE 3. SYSTEM MAX. DEVELOPED LENGTH = 40 FT. �� � N N 00 00 U < tis,'y 1 1 N 4, MIN, WATER PRESSURE - 30 PSI OR FIXTURE FITTING OR QUANTITY r ,c ; rl• `4 5. CROSS-LINKED POLYETHYLENE (PEX) TUBING FOR ALL DOMESTIC FEEDS TYPICAL. LAVATORY FAUCET 1.5 pm AT 60 si �� {i,+a:5 �; It- 6. ALL FIRST STORY PLUMBING TO BE STUBBED THRU FLOOR ONLY FOR SHOWER HEAD" 2.0 gpm AT 80 psi Q' SITE CONNECTION. SINK FAUCET 2.2 gpm AT 60 psi , 7. A TEMPERATURE LIMITING DEVICE CONFORMING TO ASSE 1070 IS WATER CLOSET 1.28 GALLONS PER FLUSHING CYCLED �'����� �� ^Lw.� t, 5/02/22 O o Z WARNINGS R 13 A VIOLATION OF ARTICLE 145 OF THE NYS REQUIRED AT WHIRLPOOL TUBS AND BATH TUBS TO LIMIT WATER FOR SI: 1 gallon per minute = 3.785 L/m EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEAR$THE SEAL OF A PROFESSIONAL 1 pound per square inch = 6 895 kPA u TEMPERATURE TO 1207, ENGINEER, THE PERSON I$ACTING UNDER THE r � a. A handheld shower sprayer shop be considered to be a shower head. DIRECTION OOFF A A LICENSED PROFESSIONAL ENGINEER h. Consumption tolerances shall be determined from reference standards. w1 c. [NY] The flush volume for a dual-flush water closet is defined as the composite, average flush v)lume of two reduced flushes and one full flush. O WATER HEATER = ON-SITE BY OTHERS //�/� WATER HAMMER ARRESTER TO BE INSTALLED CEILING V ON DISHWASHER, ICE MAKER, AND WASHER IN CONFORMANCE WITH ASSE 1010. w U = Q _JV SH�y7 LAV LAV �y/SH �yW/ASH SH LAVA/ �yJSH �yLAV ` I WC y Wr WC WC �] * 1/2" L -/-2" 1/2.- I - 1/-2.- -1/2. FLOOR 1/2 . / /2" - 1/2 /2. _ - /2. - � 1/2 � `��♦1 Ivy o J --- --------J 12. /2 � 1/2 U~l 1/2" 1/2" 3/4" 3/4" 3/4" 3/4" 1 1/2" 1/2" 1/2" 3/4" 3/4" 1 3/4" 1/2" D D 1/2" 3/4" 3/4" 3/4" 3/4" 3/4" 1 r-T 1/2" 1/2" 3/4" 3/4" 3/4" 3/4" 1/2" „' O - - - - - - - - - - - - - - - - - - - - - - - - - - CEILING ON-SITE 3/4" I ON-SITE 3/4" ON-SITE 3/4" �- ON-SITE 3/4" ON-SITE 3/4" �ON-SITE 3/4" .d WATER CONN. WATER CONN. WATER CONN. I WATER CONN. WATER CONN WATER CONN. ( I m 3/4'. �_3/a•• 3/4"-' L-3/4" 3/4•. x_3/4,• � I KIT KIT I I I LAV�] WW AASH �ySI K DW SINK I SH LAV LAV WC Y I ICE y ICE y WC I yIl IIY -1/2" 1/2" /2 1/2., ,�DW 1/2„ _-1/2" �1/2" �DW 1/2„ ,/2" 1/2" S�1 2 1/2„ FLOOR 1/2..-1 1/2" 1/2 -�--- -/ 1/2"� / •' 1/2•'�- / - [----- ----- ----1---------------------------------------I-- ---------- ---- ------ --I-- ------- ----------------------------T---------------------- j--------------------------1------------------- ------------------------------------------------------1--------------------------------� U7) O I � Q I STUB TO BASEMENT FOR ON-SITE WATER HEATER WATER SUPPLY LAYOUT cJ INDICATES COLD WATER SUPPLY N W NDICATES HOT WATER SUPPLY ~ � I Q N O NOTE: 1. SEE ATTACHED SHEETS PL2 & PL3 FOR PLUMBING NOTES & DETAILS. 2. ALL PIPES UNDER THE FLOOR SYSTEM ARE TO BE SITE INSTALLED. 3. ALL PLUMBING MATERIAL & INSTALLATION IS TO BE DONE PER ALL NATIONAL, STATE, & LOCAL CODES. 3" VENT I 3" VENT 1 ')H VENT I I � � 4. USE REMOVABLE TRAPS UNDER ALL SINKS TO PROVIDE CLEAN OUT ACCESS. THRU Roof- THRU ROOF THRU Roo THRUERooF-moi w� 5. DWV LINES MIN. SLOPE 1/8" PER FOOT. 1 ---_ ON-SITE VENTS ----ON-SITE VENTS - I _ ON-SITE VENTS- -----ON-SITE VENTS 1 cn ----- ---- o� S I 2•• 2" 1 1/2" 11/2" 2" 1 1/:.. 2" 2" 3'• 2" 1 1/2" 2' m 2 J (n < O (L1J CDLJ �^ J V / LAV LAV LLJ LAV LAV WASH L_T O` V C'\V 2' 1 1/2" 1 1/2•' 2" 2. 1 t/z" 2' 1 1/2" W In (!l I- 2' T /1 2• DRAIN lJ WC WC PAN WC WC 1 SH '2" SH 2" FLOOR _LF �{, 2" 3' 3^ 3" 2" 1 1/2" - 0 �) 'i_ 2^ 2• 3. 3. 3.. 2�� 2.. 3' 2" 1' ON-SITE 2" ON-SITE 3' ON-SITE 3"�ON-SITE i 1/2=f,� ON-SITE 2' ON-SITE 1" ON-SITE 2'-F,� SON-SITE 2" �-ON-SITE 3" �-ON-SITE 2" VENT CONN. DRAIN CONN DRAIN CONN DRAIN CONN VENT CONN. 1 DRAIN CONN) DRAIN CONN. I VENT CONN DRAIN CONN. VENT CONN Q O CEILING - z W Q ULLJ _tel n 2.. 2.. 3.. 1 1/2. 3.. 1 ,�. 2.. 1.. 2.. 2• 2" 3" 2" CD � CD _ � - L KIT KIT _ I L M ^ r\ LAV WASH SINK SINK L_LJ L1J DW DW LAV LAV 1 1/z" 1 1/z" .��I_ Cn LLJ O O I\ 2" 2' 3" 2" 3' 2' 2" 1" 2" 2" 3" 2' W� � ��-}- f1kAIN L_LI`� �-/L/LQ� ���/� O W 'T WC PAN SH 2' wC LLJ r� ~�J O V / �'�- -�O FLOOR 1• U U U LL 3 -_2L 2• -----2 - -- 3' --------- 2" ---- --------3 ------------ 2' .. --- 1.. 2.. 3. 2.. 3.. 2.. 91 S. TERMINATED TO TERMINATED TO �P\/ PLUMBING SCHEMATIC EXTERIOR ON-SITE EXTERIOR ON-SITE BY OTHERS BY OTHERS CAPPED FOR ** ON-SITE CLEANOUTS ON-SITE BY OTHERS FUTURE BATH DWV PLUMBING LAYOUT SCALE 1/4° = 1'-0" NOTES: DRAIN PAN MUST DRAIN TO A SERIAL p/ORDER N PAGE q: 1. PIPING SUPPORT: DWV 4'-0" O.C. VER. / 3'-0" O.C. HOR. ** ON-SITE CLEANOUTS NOT BY ICON LEGACY NON-HAZARDOUS LOCATION 2. ALL TRAP SIZES ARE 1 1/2" DIA. EXCEPT SHOWER, WASHER AND CLEANOUTS TO BE COMPLETED PER P3005.2 �®L�77 P L1 ___ 1 KITCHEN SINK WHICH ARE 2" DIA. OF THE 2020 RCNYS AND INSPECTED BY LOCAL CODE OFFICIAL STATE/TPIA APPROVAL STAMP RA. OR P`. 40 PLUMBING NOTES: > ''` f0000o 1 .ALL PLUMBING CONSTRUCTION AND MATERIAL BELOW THE MODULAR FLOOR AND BETWEENy FLOORS IS THE RESPONSIBILITY OF THE BUILDER/CONSTRACTORAND IS TO BEDONE IN ACCORDANCE W/2020 RESIDENTIAL CODE OF NEW YORK STATE. ` " ' 'i P-4 ���., 2.CONCEALED PIPING IN UNHEATED AREAS, INCLUDING OUTSIDE WALLS, SHALL BE PROTECTED `'! r £�,F.�?�� 5/G?=/22 x o o w WARNING R IS A VIOLATION OF ARTICLE 145 OF THE NYS AGAINST FREEZING IN PLANT. PIPING SHALL BE KEPT OUT OF UNHEATED AREAS WHERE EDUCATION LAW FOR ANY PERSONALTER ANY O DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL F`r�L,J•l ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE O DIRECTION OF A LICENSED PROFESSIONAL ENGINEER POSSIBLE. 3.ALL WASTE AND VENT LINES IN MODULES ARE ABS OR PVC PIPE. ALL SUPPLY LINES IN N a MODULES ARE COPPER, PEX, OR CPUC. 4.PITCH ON HORIZONTAL WASTE LINES IS 118" PER FOOT FOR 3" DIAMETER PIPE AND LARGER, 25.TRAPS SHALL BE PLACED AS CLOSE AS POSSIBLE TO FIXTURE OUTLET. MAXIMUM VERTICAL 114" PER FOOT FOR LESS THAN 3" DIAMETER PIPE. DROP FROM FIXTURE. r W 41 5.WASTE LINES: INSTALL WYE WITH CLEANOUT PRIOR TO EXITING WALL FOR CONNECTION TO U ly DISPOSAL SYSTEM. 4 MINIMUM WASTE LINE TO SEPTIC (BY BUILDER IN FIELD). 26.INACCESSIBLE TRAPS SHALL NOT HAVE UNIONS, CLEANOUTS OR SLIPJOINTS. ACCESSIBLE o a TRAPS SHALL BE REMOVABLE WITH UNION IN TRAP SEAL OR HAVE CLEANOUT OPENING SIZED °a &WASHER SHALL HAVE MINIMUM 2" TRAP. THE SAME AS THE TRAP. W 0 7.REMOVABLE TRAPS UNDER ALL SINKS TO PROVIDE CLEANOUT ACCESS. I ' 27.MAXIMUM DISTANCE OF FIXTURE TRAP WEIR TO VENT SHALL BE 18 -42 IN ACCORDANCE &GARBAGE DISPOSAL MUST HAVE SEPARATE TRAP. DISHWASHER CANNOT DISCHARGE INTO WITH 2020 RESIDENTIAL CODE OF NEW YORK STATE. GARBAGE DISPOSAL. 28.PLASTIC PIPING SHALL BE PROTECTED WITH 1/16" STEEL PLATE WHEN PIPE PASSES m 9.KITCHEN SINK SHALL HAVE 2" DRAIN WHEN A GARBAGE DISPOSAL OR DISHWASHER ARE THROUGH WOOD MEMBERS LESS THAN 11/4" FROM EDGE OF MEMBER. CONNECTED 29.FIRST FLOOR FIXTURES SHALL CONNECT INTO HORIZONTAL BUILDING DRAIN MORE THAN 10 10.HORIZONTAL TO HORIZONTAL AND VERTICAL TO HORIZONTAL DRAIN CHANGES IN DIRECTION PIPE DIAMETERS DOWNSTREAM OF STACK BASE AND NOT CONNECT INTO SECOND FLOOR APPROVED COMBINATIONS OF THESE OR EQUIVALENT LONG N'gEEP h TTINGS.SHORT BENDS DRAIN STACK. Q ARE PERMITTED IN SINGLE BRANCH HORIZONTAL TO VERTICAL CHANGES IN DIRECTION ON o 0 3" PIPE AND LARGER. 30.POTABLE WATER SYSTEM SHALL BE DESIGNED AND INSTALLED AS TO PREVENT W CONTAMINATION FROM NON POTABLE LIQUIDS, SOLIDS OR GASES. GASES BEING INTRODUCED CL 11 . ALL HORIZONTAL VENT BRANCH PIPING SHALL BE LOCATED A MINIMUM OF 6" ABOVE THE INTO THE POTABLE WATER SUPPLY PER P2902 OF THE 2020 RESIDENTIAL CODE OF NEW YORK FLOOD LEVEL OF THE HIGHEST FIXTURE IN THAT BRANCH, 31 .ISLAND FIXTURE VENTING SHALL NOT BE PERMITTED FOR FIXTURES OTHER THAN SINKS AND 12.PVC-DWV PIPE SUPPORTS: AT BRANCHES, CHANGES IN DIRECTION, AND AT THE BASE, EACH LAVATORIES. (SEE ISLAND DETAILS). FLOOR AND MID STORY (VERTICAL) MAXIMUM EVERY 4'-0" AT THE END OF BRANCHES, AND CN CHANGE OF DIRECTIONS OR ELEVATION. 32.ANT1-SIPHONING DEVICE, `VACUUM BREAKDERS, AND AIR GAPS: FOR WATER DISTRIBUTION SYSTEMS "PROTECTION OF POTABLE WATER SUPPLY". o N 13.PIPE PENETRATING FIRE RATED ASSEMBLIES INCLUDING FLOOR/CEILING SHALL BE FIRE STOPPED WHERE REQUIRED BY ALL CODES WITH MATERIAL EQUIVALENT TO CONSTRUCTION 32.1 .WATER HEATER LOCATED AT OR ON LIVING SPACE LEVEL MUST HAVE AN ANTI-SIPHONING 0 THROUGH WHICH IT PENENTRATES AND BE SUITABLE TO PIPE MATERIAL, OR USE METAL PIPE DEVICE INSTALLED. FROM A MINIMUM OF ABOVE THE FIRE RATED ASSEMBLY 14.FIRE STOPPING SHALL BE PROVIDED AND VERIFIED BEFORE IT IS COVERED OR CONCEALED 32.2.CLOTHES WASHER MUST HAVE AN ANTI-SIPHONING DEVICE INSTALLED. (IF NOT BUILT INTO IN THE CONSTRUCTION PROCESS. THE APPLIANCE). 15.ANY STRUCTURAL MEMBER SUBJECT TO HOLE DRILLING CUTTING OR NOTHCING SHALL BE LEFT IN A SAFE STRUCTURAL CONDITION BY BEING REINFORCED REPAIRED OR REPLACED IN 33.WATER HAMMER ARRESTORS SHALL BE INSTALLED WHERE QUICK CLOSING VALVES ARE ACCORDANCE WITH R602.6 AND R502.8 OF THE 2020 RESIDENTIAL. CODE OF NEW YORK STATE. UTILIZED. (I.E. WASHING MACHINES AND DISHWASHERS). 0 34. PLUMBING MATERIALS PER CHAPTER 29 AND 30 OF 2020 RESIDENTIAL CODE OF NEW � o 16.FIELD INSTALLED `ON SITE PIPING SHALL BE APPROVED BY THE LOCAL BUILDING CODE YORK STATE � CD �- ENFORCEMENT OFFICCER. PIPING SHALL BE FIELD TESTED FOR LEAKS. > Q _j Cn CD CD 17.BATH TUBS, INCLUDING GARDEN TUBS, HYDRO-MASSAGE, AND HOT TUBS SHALL HAVE A 35. ALL PLUMBING TESTING TO BE PER ICON LEGACY CUSTOM MODULAR HOMES QUALITY 11/2" MIN OVERFLOW. ASSURANCE MANUEL `f z 0 0 18.JOINTS AROUND PLUMBING FIXTURES SHALL BE MADE WATERPROOF AT FLOORS, WALLS, 36. FLOOR JOIST NOTCHES MAY NOT EXCEED 1/6 OF JOIST NOTCH DEPTH AND MAY NOT OCCUR " o & COUNTERTOPS. IN MIDDLE 1/3 OF SPAN. HOLES MAY NOT EXCEED 1/3 DEPTH OF JOIST AND MUST OCCUR 2" IN 19.EACH FIXTURE SHALL BE INDIVIDUALLY DIRECT OR WET VENTED. FROM EITHER EDGE IN ACCORDANCE WITH R502.8 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. o 20.EACH DWELLING UNIT SHALL HAVE ONE MAIN 3 STACK FROM BUILDING DRAIN. J I- 37. ALL VENT EXTENSIONS SHALL NOT BE LESS THEN 3" IN DIAMETER WHERE THE 97.5% VALUE Q o 21 .ALL VENTS THROUGH ROOF TO BE 3" MIN DIAMETER AND SHALL TERMINATE NOT LESS THAN FOR OUTSIDE DESIGN TEMPERATURE IS 0°F -18°C OR LESS. VENT MUST TERMINATE NOT LESS w m o 6" ABOVE THE ROOF OR 6" ABOVE ANTICIPATED SNOW ACCUMULATION WHICH IS GREATER IN THEN 1'-0" INSIDE THERMAL ENVELOP OF BUILDING. In w z ACCORDANCE WITH P3103.1 .1 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. w� � Q Q� � _j ocn LL __j(D 22.13ASEMENT MODELS SHALL BE PROVIDED IN FACTORY WITH A 2" VENT TO BASEMENT STUBBED BELOW THE FIRST FLOOR, THEN CAPPED AND LABELED. PLUMBING NOTES 23.ALL TRAP ARMS MUST BE SUPPORTED WITH 314" MINIMUM BEARING. SCALE: 1/4" = 1'-oT SERIAL #/ORDER # PAGE #: P26051POF THE 2020 RESIDENTIAL CODE OF NEW YORK STATECCORDANCE WITH P2605/TABLE 010477 PL2 THE VENT PIPE FROM A FIXTURE DRAIN, EXCEPT WATER CLOSETS AND SIMILAR SIPHONIC FIXTURES, STATE/TPIA APPROVAL STAMP H.A. OR P.t„'i�,w;:.....,,;y * NOT A TRAP ARM SHALL NOT CONNECT BELOW THE TOP WEIR OF THE TRAP. THE VENT PIPE MAY BE CONNECTED ATA LOWER ELEVATION IF THE FOLLONING ARE MET: �(� WYE WITH 1/8 BEND 1. THE VERTICAL SECTION OF THE DRAIN PIPE SHALL BE AT LEAST ONE PIPE SIZE LARGER THAN THE �+ � y, Y * * 1/8 BEND TRAP INLET SIZE. teF ) �l{ Q O�0 Q 1/4 BEND (LONG SWEEP OR 2. THE HORIZONTAL PIPE CONNECTED TO THE TRAP OUTLET SHALL BE AT LEAST TWO PIPE ,c i +( ll C7 N N U � (t`'•';r.�"� 1 � N DIAMETERS LONG. �� �. .•, � +���.,,�,� �� Q M r--� G TURN SHORT SWEEP SEE NOTES 0 LON $' '... ..._ 3. THE DEVELOPED LENGTH OF THE TRAP ARM SHALL NOT EXCEED THE VALUES STATED IN THE _ 4-I 4 DOUBLE WYE 2" FUTURE VENT REQUIRED TEE WYE APPLICABLE PLUMBING COCES.- SIZE ALL APPLICABLE PLUMBING CODES � g WITH 1/8 BEND IF PLUMBING FIXTURES ARE "A" TRAP PER APP `�j0t;rri7 F_I w ^M INSTALLED IN LOWER LEVEL ON-SITE "B" - TRAP ARM LENGTHS: ;°: ( «:`► A 5/02/22 1 1/4" TRAP - 5'-0' WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS $ m" /� Q V7 TEE TEE TEE TEE TEE 1/4 BEND 1 1/2 TRAP - 6-0 EDUCATION LAW FOR ANY PERSON TO ALTER ANY I--I TO 3 VENT DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL FZI THRU ROOF 2" TRAP - 8'-O" ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE `�Q 3 TRAP - 12'-0" DIRECTION OF A LICENSED PROFESSIONAL ENGINEERr 1 4" TRAP - 16'-0° AN AIR ADMITTANCE VALVE MAY C/) TEE "C" - SIZE IS ONE SIZE LARGE THAN TRAP SIZE BE USED IF THE FIXTURE DOES 4 Q QI "D" - DISTANCE FROM CROWN WEIR AND VENT CONNECTION NOT DRAIN INTO A VENTED LINE TABLE P-2206 z1 4 w WASHER SAN-TEE (OFFSET KITCHEN SINK ACCORDING TO MAX. DISTANCE OF VENT FROM MAXIMUM LENGTH OF TRAP ARM "A" N w BOX SAN-TEES WITH FIXTURE TRAP DIA. LENGTH STANDPIPE BACK-TO- BACK (FEET) �'• A B LAVATORY (FIXTURE HEIGHT AND FIXTURES) USAN-TEE 1-1/4 3'-6" INSTAL- LATION ON TRAP SIZE \ s CONTINUOUS 1 1/2 5' 3" VENT THRU ROOF VENT STACK) SAN TEE LAVATORY WASTE 2 8 3" DROP TO IST FLR 0 s BACK-TO-BACK LAVATORY TAIL PIECE FOR OVER P-TRAP 3 10' ( FLOW AND WASTE "A" TRAP 4 14' SAN TEE— INLET SIZE - WET VENT THRU INSTALLATION) ONE D.F.U. ONLY F== n. P TRAP Tue/sHowER "C" VERTICAL LEG v WATER �,u_;�� v OR WHIRLPOOL Q P-TRAP�a P-TRAP '- - P-TRAP J U CLOSET a OPTION * a ALLOWABLE FALL IN TRAP ARM: THE TOTAL FALL IN TRAP ARM DUE TO PIPE SLOPE SHALL NOT EXCEED ONE PIPE DIAMETER, � O'-1 FINISH FLOOR NOR SHALL THE VENT PIPE CONNECTION TO A FIXTURE DRAIN, EXCEPT FOR WATER CLOSETS AND SIMILAR FIXTURES, BE BELOW _ � THE WEIR OF THE TRAP, W CONNECTION VENTED LINE s � SAN-TEE SAN-TEE 1 4 BEND VERTICAL LEG FOR WASTE FIXTURE DRAINS: A VERTICAL LEG B IN DIAGRAM) MAY BE INSTALLED IN THE TRAP ARM OF A 1 _/ / TO VENT "D" " " I�1 LONG TURN LONG SWEEP WASTE-FIXTURE DRAIN IN LIEU OF THE USUAL TRAP ARM TO VENT CONNECTION TYPICAL INSTALLATIONS INCLUDE ISLAND TEE WYE FUTURE VENL; (A T 1/4 BEND P-TRAP 1/4 BEND P-TRAP SINKS AND FIXTURES NOT ADJACENT TO A WALL. VERTICAL LEG TRAP ARM INSTALLATIONS SHALL MEET THE I „" U CLOSET FLANGE CAPPED IN LONG SWEEP LONG SWEEP FOLLOWING CRITERIA: & 1/4 BEND BASEMENT TO GAS SUPPLY IF BRANCH CONNECTS TO APPLIANCE OR 1. MINIMUM TRAP DIAMETER SHALL MEET CODES TO APPLIANCE IF BRANCH CONNECTS TO GAS SUPPLY 2 THE DIAMETER OF SECTION "A" SHALL BE EQUAL TO THE DIAMETER OF THE TRAP 1/4 BEND V� 3 THE LENGTH OF SECTION "A" SHALL BE NOT LESS THAN 8" AND IN ACCORDANCE WITH TABLE P-220671. m —I DOUBLE LONG TURN 4 THE DIAMETER OF SECTION "B" SHALL BE ONE PIPE SIZE LARGER THAN THE DIAMETER OF SECTION :A 1/4 BEND SEE NOTE 1G WYE WITH LONG TURN TEE 5 THE LENGTH OF SECTION "B" SHALL BE NOT MORE THAN 36 INCHES 1/8 BEND TEE WYE 6. THE DIAMETER OF SECTION "C" SHALL BE ONE PIPE SIZE LARGER THAN THE DIAMETER OF SECTION "B". NIPPLE OF ANY LENGTH 7 THEIR IS NO RESTRICTION ON THE LENGTH OF SECTION "C". 1/4 BEND GAP— SEDIMENT TRAP 8 BENDS SHALL BE THE DIAMETER OF THE LARGEST CONNECTED SECTION. LONG TURN INSTALLATION METHOD O 1 1 2" 3" VENT FROM - NOTE: 4" 90° ELBOW (COUNTS � ( TUB OVERFLOW HE LL_j CL WENT (VENT 1.DRAIN MAINUFACTURERS INSTALLATION IF THE DRYER MAKE & MODELNSTRUCTIONS TR CTONSIS KNOWN, T IST FLOOR 1 1/2MUST BE AS 5 LF OF PIPE) DRAIN—� / THRU ROOF I / " VENT PROVIDED FOR VERIFICATION THAT THE MAXIMUM LENGTH Q STANDPIPES �-2' VENT OF THE EXHAUST DUCT INCLUDING TRANSITION DUCT IS IN 4" 45° ELBOW (COUNTS 18" MIN. 1" `' --" y LONG TNN 1 1/2" SHOWERACCORDANCE WITH THE INSTALLATION INSTRUCTIONS. L1 AS 2.5 LF OF PIPE) 1 1/2" 42" MAX. 2" ' .,,-� DRAIN-BASED FINISHED FLOOR VANITY 1 1/2" 2. DRYER VENT IS TO TERMINATE ON THE OUTSIDE OF (18"-30" ME) J =SAN. TEE LONG TURN 1/8 BEND ON 5.7 GPM LINE DRAIN THE BUILDING PER THE MANUFACTURERS INSTRUCTIONS. BACKDRAFT DAMPER TUB DRAIN � FINISHED DRAINS TO FLOW OR LESS USAN. TEE -1 2" TRAP) F;. �.- /— NON-HAZARDOUS FLOOR li FINISHED FLOOR CN N FINISHED FLOOR LINE LOCATION : 1 1/2" LINE '� '� TRAP Q N FINISHED �1 1/2" SHOWER o 1 1/2" TRAP =" WASHER/WATER HEATER PAN FLOOR LINE 1 1/2" - 2" TRAPJ DRAIN o 1. WASHER PAN REQUIRED ONLY WHEN WASHER IS LOCATED ON 2ND STORY. 2 WHERE A STORAGE TYPE WATER HEATER OR HOT WATER STORAGE TANK IN INSTALLED IN A PENDING BATHROOM VANITY USE DAMGE, A PAN IS TUB/SHOWER CLOTHES WASHER LOCATION REQUIRED PERRSECTIONRP280I16 OF FTHE ROM 2020HE TANK RESI EWILL NTIALCODEDOFANEW YORK STATE SHOWERHEAD GPM SHOWER DRYER VENT DETAIL 3/4" DISHWASHER DRAIN o � LOOPED HIGH AND THREADEDd �>- THRU HOLE IN CABINET SIDE OR ----1 1/2 ' VENT v(-�D 3" MAIN VENT SECURELY FASTENED TO COUNTER z OR WALL OR AIR GAP I & W.C. VENT if -'------ CLOTHES WASHER NL �\ BRANCH VENTS GARBAGE , 18 "24„AS REQUIRED ABOVE ROOF r 4" RIDGID DUCT FACTORY INSTALLED. SAN. DISPOSAL-----_ o SINK DRAINS -� VtNT EXTENSION DRYER THE ALLOWABLE LENGTH IS TO BE L----- BACKDRAFT CALCULATED PER SECTION M1502.4.5 p� DAMPER TEE— AIR GAP OF THE 2020 RESIDENTIAL CODE OF 2" VENT FOR PIPE INCREASER JNEW YORK STATE DISH- SAN. TE% � I � C/� � FUTURE BASE- 4WASHER DISHWASHER REDUCER (OCCURS L� ao SAN VENT FIXTURES AIR GAP FINISHED DRAIN LINE MIN 12" BELOW ROOF 4" 90'ELBOW ALLOWABLE ME LENGTTAL H CT.TO W / 7 1 1/2" P-TRAP - ALLOWABLE LENGTH IS TO BE DRYERS H- > o w V CALCULATED PER SECTION M150245 4 9D• ELBOW TEE DF THE 2020 RESIDENTIAL CODE OF Q NEW YORK STATE FINISHED MA - 2" FITTING FLOORS 1 1/2" �N FLOOR WYE-BRANCH LINE 1 1/2" TRAP DBL CEILING PERIMETER / w v> n RIGID DUCT SEALED I u� LINE FITTING MA - 2" WITH CAULK /\ EXHAUST FAN BOX \ /i FACTORY INSTALLED WATER CLOSET AND MAIN VENT KITCHEN SINK/DISHWASHER/DISPOSAL KITCHEN SINK/DISHWASHER DETAIL VENT To EXTERIOR \\ \ \� R cD FROST CLOSURE DRYER VENT DETAIL N o FLEX PIPE INSTALLED SITE OTHERS \ \ NOTE: ULTO HE SAME DUCT LENGTH AND SIZE REQUIRED PER M1504 2 ATTIC ACCESS PANEL SHALL BE FULLY INSULATED Q UI \ \ H- LTJ � INSULATION REQUIREMENT OF THE CEILING IT PENETRATES, ACCESS Cn � cr-1 RANGE HOOD VENT DETAIL \\ SHALL BE WEATHERSTRIPPED AROUND ALL EDGES, IF LOOSE INSOLATION CO --CEILING FINISH IS USED, THEN EITHER A BAFFLE, RETAINER OR BLOCKING IS REQUIRED CEILING JOISTS \ TO PREVENT INSULATION FROM SPILLING INTO LIVING AREA AND TO _ BACKDRAFT MAINTAIN THE REQUIRED R-VALUE. U (- INSTALLATION AND WEATHERPROOFINGDAMPER CEILING INSULATION INSULATION DAM 0 PER MANUFACTURERS INSTRUCTIONS 3" VENT VENT TO ROOF MECHANICAL VENTILATION DETAIL 18" ABOVE ROOF OR 6" MINIMUM ABOVE THE INSTALLED ON SITE BY OTHERS L 1 z O THE ANTICIPATED SNOW ACCUMALTION, WHICH �� u' n W ��- `�� �o EVER IS GREATER (P3103.1.1 OF 2020 RCNYS) 1ao cFM RANGE HOOD CEILING FINISH TRIM a_Q G - o o w� i SITE INSTALLED CEILING INSULATION GLUED TO PANEL AIR SEAL GASKET SEALED RIGID DUCT �� EXHAUST FAN BOX I / --) W o f� �_ o(� p J Q U U O L� FACTORY INSTALLED 1/2" DRYWALL VENT THRU ROOF DETAIL 9 �� CEILING ACCESS PANEL DETAIL 'LUMBING/MECHANICAL VENT DETAIL COMPLETED ON-SITE (NOT PROVIDED Bl [CON) FLEX PIPE INSTALLED ON SITE BY OTHERS SCALE 1/4° = 1'-0" DUCT LENGTH AND SIZE REQUIRED PER M15042 / SERIAL y/ORDER N PAGE p: CEILING JOISTS- \ / --CEILING FINISH 010477 P L 3 `