Loading...
HomeMy WebLinkAbout50155-Z �g�FFO[,f Town of Southold 7/17/2024 ao Gym P.O.Box 1179 0 o ` 53095 Main Rd ,y�jol �ap�Y, Southold,New York 11971 i CERTIFICATE OF OCCUPANCY No: 45362 Date: 7/17/2024 THIS CERTIFIES that the building SHED Location of Property: 1500 Bayview Ave, Greenport SCTM#: 473889 Sec/Block/Lot: 52.-5-52 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 11/29/2023 pursuant to which Building Permit No. 50155 dated 12/26/2023 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: 1 accessory shed as applied for. , i The certificate is issued to Gatto,Raven&Glowacki,Michael 1 of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL , ELECTRICAL CERTIFICATE NO. 50155 7/15/2024 PLUMBERS CERTIFICATION DATED , i A th i ed Signa �o�SUFFot� TOWN OF SOUTHOLD dy BUILDING DEPARTMENT x TOWN CLERK'S OFFICE SOUTHOLD, NY �1p14� �ya�yr 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#: 50155 Date: 12/26/2023 Permission is hereby granted to: Gatto, Raven 1500 Bayview Ave Southold, NY 11971 To: Construct accessory shed as applied for. Maintain 5 foot minimum setback as required. At premises located at: 1500 Bayview Ave, Greenport SCTM #473889 Sec/Block/Lot# 52.-5-52 Pursuant to application dated 11/29/2023 and approved by the Building Inspector. To expire on 6126/2025. Fees: ACCESSORY $245.00 CO-ACCESSORY BUILDING $100.00 Total: $345.00 i Building Inspector o'�'oF so�ryol h O Town Hall Annex Telephone(631)765-1802 54375 Main Road P.O.Box 1179 G !Q Southold,NY 11971-0959 Jamesh southoldtownny.gov �DUNrI,� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICAL COMPLIANCE SITE LOCATION Issued To: Raven Gatto Address: 1500 Bayview Ave. City:Southold st: New York zip: Building Permit#: 50155 section: 52 Block: 5 Lot: 52 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE'WITH THE NATIONAL ELECTRIC CODE Contractor: HOMEOWNER Electrician: License No: SITE DETAILS! Office Use Only Residential X Indoor X Basement Service Commerical Outdoor X 1st Floor Pool New Renovation 2nd Floor Hot Tub i Addition X Survey Attic Garage INVENTORY Service 1 ph Heat Duplec Recpt 1 Ceiling Fixtures 2 Bath Exhaust Fan Service 3 ph Hot Water GFCI Recpt 1 Wall Fixtures Smoke Detectors Main Panel A/C Condenser Single Recpt Recessed Fixtures CO2 Detectors Sub Panel A/C Blower Range Recpt Ceiling Fan Combo Smoke/CO Transfer Switch UC Lights Dryer Recpt ; Emergency Strobe Heat Detectors Disconnect Switches 1 4'LED Exit Fixtures Sump Pump I Other Equipment: j Notes: Shed 1 Inspector Signature: Date: July 15, 2024 1500 bayview ave 5n� �o��OE SOUIyo� # TOWN OF SOUTHOLD BUILDING DEPT. courm, 631-765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING/STRAPPING [ 'FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ]_ ELECTRICAL.(FIN__AL)__ [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: S L OU kd 'le'd-RA Q-0 L4�4A— DATE ` a INSPECTOR SOUlyolo �© i d DO V o�&o # * TOWN OF SOUTHOLD BUIL ING DEPT. "�o ►N 631-765-1802 INSPECTION [ ] FOUNDATION 1ST/REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING/STRAPPING [ ] .FINAL [ ] . FIREPLACE & CHIMNEY [ ] .FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [. ] FIRE RESISTANT PENETRATION-- [ ] ELECTRICAL (ROUGH) MI -ELECTRICAL (FINAL) - - --[- -] -CODE=VIOLATION---. _- [. ] PRE C/O. [ ] RENTAL REMARKS: )K-NN If A DATE 7[lVo7`t INSPECTOR ?IELD INSPECTION REPORT I DATE COMMENTS FOUNDATION (1ST) -- --- ------------------------------------ � C FOUNDATION (2ND) -- z o O 4 ROUGH FRAMING& ( n PLUMBING vl S n� VI N INSULATION PER N.Y. STATE ENERGY CODE - d ariG`w25 tit,s6 o�- rQ�9- C.o• g/ e FINAL ADDITIONAL COMMENTS o l���1 ItsS CAD f _ c _ A X I Re-c C4 rl c- AW - �to 1 Z- z - - x x d , b o�g11F.F°lK�oa TOWN OF SOUTHOLD—BUILDING DEPARTMENT x. Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY 11971-0959 `.Telephone (631) 765-1802 Fax(631) 765-9502 hlWs://www.southoldtomm.gov Date Received APPLICATION FOR BUILDING PERMIT For Office Use Only _ = 1 `► i , PERMIT NO. �a�55 Building Inspector: A U, � NOV 2 9 2023 'Applications and forms must be filled out in their entirety. Incomplete applications will not-be accepted"., Where the Applicant is not the,owner,an j;G Tj1;.. T. Owner's Authorization form(Page 2)shall be completed. C..�SYrt 4n 4 E '�... Date: l l a, aaa3 .OWNER(S)OF PROPERTY: Name: —R viqN__-y. G-�9-I�a SCTM#1000= 5 a Project Address: fp v Phone#: 63 Email: Mailing Address: CONTACT PERSON: Name: Mailing Address: . Phone#: Email: DESIGN PROFESSIONAL INFORMATION: Name: D NfA c's _g\v c\ --- Mai ling Address: �a_l—_S��JrI_M���►_.S_►=-•-_-____R r3� _►�____s>J_._�l_6��_6_-__ Phone#: . G o�---�3 3 — o q o o � -Email- CONTRACTOR INFORMATION: Name: 13 Ate _._sz. ___.. _ c--.--- Mailing Address: Phone#: C� 3 ) ® � Email: kopuen DESCRIPTION OF PROPOSED CONSTRUCTION )(New Structure ❑Addition ❑Alteration ❑Repair ❑Demolition Estimated Cost of Project: ❑Other 10 �X .a q tH�p $ - ►0 m®8 Will the lot be re-graded? ❑Yesl�Nop Will excess fill be removed from premises? ❑Yes XNo 1 PROPERTY INFORMATION, Existing use of property: Intended use of property: a Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to this property? ❑Yes ❑No IF YES, PROVIDE A COPY. ❑ Check Box After Reading:'The ownei/contractor/design professional.is responsible for all drainage and storm water issues as provided by Chapter 236 of the Town Code. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building zone Ordinance of the Town of Southold,Suffolk,County,New York and other applicable Laws,Ordinances or Regulations,for the construction of buildings, additions,alterations or for removal or demolition as herein described.The applicant agrees to.comply with all applicable laws,ordinances,building code, housing toile and regulations and.to admit authorised inspectors on,premises and in building(s)for necessary inspections.False statements made herein are punishable as a Class A misdemeanor,pursuant to Section 210.45 of th6'New York State Penal Law. Application Submitted By(print name): ' �v��J ❑Authorized Agent Owner Signature of Applicant: O Date: I v a a G^ 6 CONNIE D.BUNCH STATE OF NEW YORK) Notary Public,State of New York No.01BU6185050 SS: No. in Suffolk County COUNTY OF �U��c�L ) Commission Expires April 14,2M GAO being duly sworn, deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)he is the (Contractor,Agent, Corporate Officer, etc.) of said owner or owners, and is duly authorized to perform or have performed the said work and to make and file this application;that all statements contained 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 oay of 20 Notary Public PROPERTY OWNER AUTHORIZATION -(Where the applicant is not the owner) I, residing at do hereby authorize to apply on my behalf to the Town of Southold Building Department for approval as described herein. Owner's Signature Date Print Owner's Name 2 l #P[ BUILDING DEPARTMENT- Electrical Inspector TOWN OF SOUTHOLD ` Town Hall Annex- 54375 Main Road - PO Box 1179 ,,. Southold, New York 11971-0959 Telephone (631) 765-1802 - FAX (631) 765-9502 ' iamesh(ab-southoldtownnygov— seand(cD-southoldtownny.aov i APPLICATION FOR ELECTRICAL INSPECTION ELECTRICIAN INFORMATION (All information Required) Date: o�g o?va Company Name: H O M E D'w F Electrician's Name: License No.: Elec. email: Elec. Phone No: ❑1 request an email copy of Certificate of Compliance Elec. Address.: JOB SITE INFORMATION (All Information Required) Name: G( -a Address: I5 0c 13nYv3£w AVM. Sov T)4oLD Cross Street: C D 1-0 0 y R,�-). Phone No.: ( 31 61 5 O g . BIdg.Permit#: 5© 155 email: R,9v,ipc6r6 oPToNlrd£, /ViEi Tax Map District: 1000 Section: 5 a Block: 5 Lot: 9a BRIEF DESCRIPTION OF WORK, INCLUDE SQUARE FOOTAGE (Please Print Clearly): TIJSTALL of (---L) fKTi9ro)z GFr 0v1 t.£T, -T)JSTALL F OOTL-�-T AP> Two L7G t-)T Square Footage: aL o ' Circle All That Apply: in %p ?f)s Is job ready for inspection?: ES NO ❑Rough In final Do you need a Temp Certificate?: ❑ YES NO Issued On Temp Information: (All information required) Service Size❑1 Ph❑3 Ph Size: A #Meters Old Meter# ❑New Service❑Fire Reconnect❑Flood Reconnect❑Service Recon'nect❑Underground❑Overhead #Underground Laterals 1 2 F H Frame Pole Work done on Service? DY RN Additional Information: PAYMENT DUE WITH APPLICATION FFDLI( BUILDING DEPARTMENT= Electrical Inspector �o Gym TOWN OF SOUTHOLD y Town Hall Annex- 54375 Main Road - PO Box 1179 Zm o • ? Southold, New York 11971-0959 ti p� Telephone (631) 765-1802 - FAX (631) 765-9502 amesh(@-southoldtownny.gov- seand(a-southoldtownny.gov APPLICATION FOR ELECTRICAL INSPECTION ELECTRICIAN INFORMATION (All Information Required) Date: 7') i Company Name: H o M Electrician's Name: License No.: Elec. email: Elec. Phone No: ❑I request an email copy of Certificate of Compliance Elec. Address.: JOB SITE INFORMATION (All Information Required) Name: (�vi_ii Y. G n In-O Address: 1500 i3i-iyv1C Ail(2,. Sov 'TyJoLD Cross Street: C O L 0 P y fZ Phone No.: fr, 3141(� 1 so g Bldg.Permit#: 5 01 5;5 email: o p cN Grp£, /V!7- Tax Map District: 1000 Section: 5 a Block: 5 Lot: 5 a BRIEF DESCRIPTION OF WORK, INCLUDE SQUARE FOOTAGE (Please Print Clearly): TIJS I C F 2 7-, S" FA � t c>v AP31 Two L7G)-1T `FSKTu)z£ S ,. Square Footage: cIi o ' Circle All That Apply: /yt Is job ready for inspection?: ES NO Rough In �� final Do you need a Temp Certificate?: ❑ YES NO Issued On Temp Information: (All information required) Service Size❑1 Ph❑3 Ph Size: A # Meters Old Meter# ❑New Service❑Fire Reconnect❑Flood Reconnect❑Service Reconnect❑Underground❑Overhead # Underground Laterals 0 1 2 H Frame Pole Work done on Service? Y MN Additional Information: PAYMENT DUE WITH APPLICATION PERMIT# Address: Switches Outlets GFI's Surface Sconces H H's UC Lts Fridge HW POOL Fans Mini Fr. WAD PanelPump Exhaust Oven Sump Heater Trnsfmr Smokes DW Generator Salt Gen. Carbon Micro GrbDis Water Bond Lights Heat Pucks ERV HOT TUB/SPA Inst Hot DeHum Transfer Disc Combo Cooktop Minisplit Blower AC AH Hood Blower Service Amps Have Used Sub Amps Have Used Comments APPROVED AS NOTED )CCUPANCY OR DATE• •a a B.P. U�S FEE scn BY: USE IS UNLAWFUL NOTIFY III II DING DEPARTMENTAT WITHOUT CERTIFICATE 631-765-1802 8AMT04PM FOR THE OF OCCUPANCY - FOLLOWING INSPECTIONS: 1. FOUNDATION-TWO REQUIRED FOR POURED CONCRETE 2. FsO;JGH—FRAMING&PLUMBING 3. INSULATION 4. FINAL—CONSTRUCTION MUST BE COMPLETE FOR C.O.' ALL CONSTRUCTION SHALL MEET THE COMPLY WITH ALL CODES OF . REQUIREMENTS OFTHE CODESOF NEW .NEW YORK STATE&TOWN CODES YORK STATE. NOT RESPONSIBLE FOR AS REQUIRED AND CONDITIONS OF DESIGN OR CONSTRUCTON ERRORS SOUTHOLD TOWN ZBA SOUTIi01DTOWN PLANNING BOARD SOumn TOWN TRUSTEES DO NOT PROCEED WITH N.Y.S.DEC FRAMING UNTIL SURVEY SOMOLDHm OF FOUNDATION LOCATION HAS BEEN APPROVED. SCHD RETAIN STORM WATER RUNOFF PURSUANT TO CHAPTER 236 OF THE TOWN CODE. DEC ' SURVEY OF LOT 116, 11451 4 120 -- -�- '- - _ _----- _ N ,f MA-P-OF SUMMERHAVEN ;_;•..�,, ;,,..,.. •FILED�.LLY 5,1933;.FILE.No.1133 - �/ E j :.(�,., •..:'':,?' .; :517U�1�¢ NE!AIR-SOUTHOLD TOl^We. SOUTHOLD, ® SUFFOLK GOUPITY;.w SURVEYED 06-le-01 i SUFFOLK C.OUN7Y TAX ' 1000•-52-5-52 CERTIFIED TO: i� �• RICHARD J ROMANO 45EANNE M ROMANO FIDELITY NATIONAL TITLE / IK5URANCE COMPANY.OF NEW YORK(5951905) tr O ISLAND FEDERAL CREDIT UNION �. MONUMENT FOUND tD 2•� U �' .v�.....:..�.,..r�,�,..,-. O PIPE FOUND f ".3 C. ht.ti .I AREA=13,9bT SF OR 9.32 AGRE5' \ JOHN C.EHLERS LAND.WRVEYOR 6 EAST MAIN EET.STR N.Y.S.LTC NO..50202 GRAPHIC SCALE I"=20' RIVERHEAD.N.Y.11901 t>•--------------- 369-8288 Faz 3694287 REF.-VHp serverWROS101-210.pro t OF N FIBERGLASS SHINGLES 2 I W SECURE SHINGLES TO ROOF N �U DECKING w/(4)1-1/4"ROOFING NAILS NOT INCLUDED WITH KIT««« SSIONP�' . . 7/16"OSB Roof Panels 3/8 N.G:x 4-3/4"Fascia Trim' Large Square Window x 2 19/32"x 2-1/2".Vertical Door Style 12 9 16"No Groove. Corner Trim 84e ' IF 19/32"x 2-1/2"Vertical Door Trim Sidewall Black T-Handle 3/8"thick No Groove SmartSide TREATED 2 x'4 x Floor Framing'- A NTA ENGINEERING,P.C.,305 N Oakland Ave. EAVE :ELEVATION w/. DOOR CENTERED Nappanee,lodiana46550 Engineering COA No,N/A. Design Code:2020 Building Code of New York/ASCE 7-16 SCALE: 1�3/6"= '-0" These documents are applicable only to the elements and loading crilerla . . speciflrally provided herein.These documents shall not be construed in any Floor Live Load '50 PSF _ way to specify,certify or design any aspects of the building not contained Wind Speed(Volt) 130 mph - - - herein.Specified design criteria are based solely an information provided by Wind Speed(Vasd) 101 mph ' Floor Dead Load 10 PSF - the client and must be verified and approved by the local authority having Wind Exposure C Roof Live Load 20 PSF jurisdiction.-NTA ENGINEERING,P.C.is not responsible for fabricahan or _Seismic Design Category - .B Roof Dead Load 10 PSF erection.If It Is suspect"that these drawings have been modified, _ substituted or allared in any way,contact NTA ENGINEERING;P.C. 77 , Ground Snow Load 20 PSF at(574)n3-7e75 to obtain a file copy. ' 10'Wide Hillsdale sACARD ELEVATIONS PRODUCTS,LLC. ITEM # 33072 % �'!'!' OOaT:rnaDde " "a . NI�Btat JBII Day' March 74,2016 As Noted 1e0a1 ad+-+e,s r 1 of 12 FIBERGLASS SHINGLES SECURE SHINGLES TO ROOF DECKING w/(4)1-1/4'ROOFING NAILS .*.NOT INCLUDED WITH KIT.w. 13-1126 Arched Vent 44 3/8 N.G x 4-3141 Fascia Trim 19/32 x 2-1/211 Over Door Trim 19/32 x 2-1/2"Vertical Door Trim g°Gap-, 19/32 x 2-1/2"Vertical Door Rall" 3/8".No Groove 12 8' Corner Trim - Locking T-Handle " 8 8,1 718 3/8"thick;No Groove . SmartSide 19/32 x 2-1/2°Horizontal Dlior Rail TREATED 2j. 22° 2 x 4 x Floor Framing 3T' 32". - - 117" 120" S�P��o .N Ali -GABLE ELEVATION w/ Doors (n * SCALE:3/81_.1'-0" NTA ENGINEERING,P.C.,305 N Oakland-Ave n. Nappanee,Indiana 46550 Engineering COA No.N/A These documents are applicable only to the elements and loading criteria specifically provided herein.These documents shall not be construed in any way la specify,certify or design any aspects or the building not contained �O 0597, ��\ - - herein..Specified design criteria are based solely an information provided by the client and must be vedged and approved by the local authority having SSIONP. ;u sdectio NTAs suspected that P.C. drawresponve e for beenlm dcalion or _ erection.If it(s suspected That these drawings have been modified,. substituted or allered In any way;contact NTA ENGINEERING,P.C.. at(574)773-7975 to obtain a rile copy. 10'Wide Hillsdale . BACKYARp ELEVATIONS PRODUCTS,LLC. . ITEM #.33072 �!"!' A ' N�°,�M14r e3 ' e J911pay. a Q! MaM114,]Ote . As Noted. Ia00l at-re.s'. swEr 2 0112 : . FIBERGLASS SHINGLES SECURE SHINGLESTO ROOF DECKING w/(4)1=1/4°ROOFING NAILS —NOT INCLUDED WITH KIT**" 7/16°OSB Roof Panels 3/8 N.G x 4-3/4"Fascia Trim 12 8' 3/8"No Groove Corner Trim 84° Sidewall 3/8°thick No Groove SmartSide TREATEDA-7 2 x 4 x Floor Framing OF N /. 481. . � y A NTA ENGINEERING,P.C.;305 N Oakland Ave - 'EAVE .ELEVATION Nappanee,Indiana46550. �++ Engineering COA No.NIA SCALE:3/8"=1r-0° These documents are applicable'only to the elements and loading cdlerla 'specifically provided herein.These documents shall not be consbued in any V• 2' o� �A� way to specify,ceNry or design any aspects of the building not contend herein.Specified design criteria are based solely on information provided by 9 J 7 the client and must be verified and approved by the local authority having p Gn h jurisdiction.NTA ENGINEERING,P.C.is not responsible for febdcallon or "•l O r� _ : _ erection.I1 it is suspected that these drawings have been modified, SQION . substituted or allered In any way,contact NTA ENGINEERING;P.C. vvV L3 - at(574)773-7975 to obtain a file copy. 10'W fBA5nARD idAHills S' 75,LLt. .ELEVATIONS' AITEM # 33072 Jeff Day Marts 14.2a16 . I�OIR7i As Nolea" terofaz+-tars r A nt 19 FIBERGLASS SHINGLES SECURE.SHINGLES TO ROOF DECKING w/(4)1-1/4°ROOFING NAILS '**NOT INCLUDED WITH KIT-** Arched.Vent 13516 12 . . : : . . . - - 4!r . . 3/8 N.G_x 4-3/4"Fascia Trim 3/8"No Groove Corner Trim 12 8 3%8"thick No Groove, 831„ SmartSlde 6 TREATED: O F 2 x 4 x Floor Framing ,. � 117" 120 GABLE : . . ELEVATION NTA ENGINEERING;P.C.,305 N Od d Ave SIO,v Nappanee,'Indiana 4655 SCALE:3/8°=1'-0' Engineering COA No.N/ These documents are applicable only to the elementsading criteria 11 sPeccuIy Provided herein.These documenls shall nonstood In any way to specify,certify or design any aspects cf the buot contained herein.Specifled'design criteria are based solely on Intn provided by the client and must be vedfied end approved by the lohority having jurisdic9on.NTA ENGINEERING;P,C.w not responsifabdcaavifio.or erection.If It a eredS.Sp iilan That Itlese drawings hav modified,suhslituted or altered in anyway,contact NTA ENGING,P.C. al(574t 773-7975 td obtain a file cop - _ITEM # 33072 BACKYARp 101 wlae Hillsdal PRooucTS:LLC. _ ELEVATI ONS Attach.studs to top&bottom plate to studs uv/(3)0,131"k3"end grain nails. Attach bottom plate to floor framing wj(3)0.131"x3" nails per stud bay-. 7/16"OSB or 3/8"EZ PANEL Gusset GLUED&NAILED with 2 Nails 12)6d 2" Nails 24° : 24° 24" 244 1 x 3 Collar Tie . 2 x 4 SPF Ratter 2 x 4-SPF Overhang. 2 x 4 SPF CHppler 2 x 4 SPF Ratter Spacer l x 4 SPF TopPate. g5 2; 1 8� 2 x 4 SPF Stud t2 .8" F NE W. .y . Stud CoUJ w 8 thick OSB: 2 x 4 SPF Bottom Plate e 9,` �= Floor Decking_ 2 x 4 Treated Floor Framing F• qg �� A. Fasten 'x3" a i to end all NTA ENGINEERING,P.C.,305 N Oakland Ave. 3/8°Smartside.sheathing w/0.131"x3"nails spaced Fastened w/0.131"x2.5"nails 6°"o.c,for entire:height of wall Nappanee,Indiana 46550 along endwalls:6"o.c. Engineering COA No.N/A These documents are applicable only to the elements and loading criteria g Beld fa5tening EAVE - specifically provided herein.These documents shall not be construed In any SIDE WALL,FRAM I N l' way to speciry,certify or design any aspects of the building not contained�.r� herein.Specified design criteria are based solely on Information Provided by _the client and must be verltied and approved by the IObal authority'having SCALE:3/9'=1'-0" - jurisdiction.NTA ENGINEERING,P.C.ld rat respons@le for fabd, v,or erection.If it is suspected Itial these drawings have been Modified, _substituted or altered in anyway,contact NTA ENGINEERING,P.C. at(574)773-7975 to obtain a file cuPY• SAC �p 10'Wide.Hillsdale . ITEM :# 83072. PRoo��. FRAMING EAVE A �oe miwr�sz . . w°...leroay �."�....,• March t/,2016 Attach studs to top&bottom plate to'studs w/(3).0.131"x3'' end grain.nails.. Attach bottom plate to floor framing w/(3)0.131"x3" nails per stud bay 7/16°OSB or 3/8°EZ PANEL Gusset GLUED&NAILED with - (12)6d 2"Nails 77" 24J �. r24'----r24° " -j 244° 78 1 x 3,Collar Tie 2 x 4 SPF Rafter (2)Ply lay flat 2x PF x 4 SPF Overhang Attach each end stud W1 2 x 4 SPF Crippler (3)0.131•x3"nai per Ply 2 x 4 SPF Rafter Spacer . 2 x 4 SPF Top Plate 1 1n 2. 124, 22f (2)Ply lay.flai 2x4 SPF Attach each end to stud w/ 24 (3)0:131"x3•nails per ply - 30" 32 123' Opening 30 2 x 4 SPF Stud 80° Stud F N 70,, �! O ,IO Opening 46 R/O Bottom Plate to be removed - �� q 8" after wall Is standing r t LU 8'thick OSB �. FI or Decking 2 x 4 SPF Bottom Plate. ' 2 x 4 Treated Floor Framing 12". za" 0 SS,O 8" 32" 8" 24° `12° �1 4'�IZ3 A Hold-down wall studs to ground for 1,085 Ibf NTA ENGINEERING,P.C.;305 N Oakland Ave 3/8"Smartsiiie sheathing Fast ad w/0.131"x2,5°nails Nappanee,Indiana 46550 ' along endwalls:6"o.c.' EAVE "SIDE W Engineering COA No.N/A' ALL FRAMING WIT Theae dncumen s are applicable enfy to the elements and Loading criteria edge;1 l a e.field fastening H DOOR a°eCr�Oy etl ne el"'rnese dowmema Beall of be eonaw to any Block all panel edges - - way to specify,ceniry or design any aspects of Ina building nor contained SCALE;3/8°=1'-0" herein.Specifietl tlesign cdleda are basetl solely on Inrannallon vided pro by the client and must bo vedfletl end approved by the Iocei euthodry vid.d jurisdiction.NTA ENGINEERING,'p,C,is nai responsible for fabdcarion or erection.I!it Is suspected Ihal Ihese drawings have been motldteq .substituted orallered in any way,comacl NTA ENGINEERING,al(57 4)773.7975 to.obtain a file copy. P,C: SAC". °'WideH IlsdaieITEM # 33072 p PRODUCTS,LLC, FRAMING EAVE WITH DOOR win A 2 x 4 SPF Vert.Gable Connectors 2 x 4 SPF Rafter 2 x 4 SPF Top Plate. 2.x 4 SPF Over Door Cripplers- - - - (2)2 x 4 SPF#2 Laid on EDGE.Use(6). 0.131"x 3"nail end graln from wall stud to header each end.(3 halls per ply). 64"Opening '2 x 4 SPF Stud 80° stud 2. 70" R/O Bottom Plate to be removed Opening ' after wall is standing 2 x 4 SPF Bottom Plate f 2 x 4 Treated Floor Framing, G OF e thick ose O O Floor Decking 3/8"'Smarlside'Sheathing.-Fastened w/ - 6.131".x2.5"nails along endwalls: 12" 16" N 12"o.C.In field fastening Edge spacing as listed: 16" 12" 12',16"unit lengths:6°o.c. 20',24'unit lengths:4"C.C. 120° on 281,32'unit lengths:3"o.c. 0597 C�. Block all panel edges For endwall w/door Hold-down wall stud to ground for: O S3IONP�' 12'unit length=.963 Ibf 16 unit length=1,230 Ibf n 11)2,3 20'unit length=1;479 Ibf 24'unit length=1,712 Ibf. 28'unit length=1,9961bf 32'uhiflength='2, IIif' NTA ENGINEERING;P.C.,305 N Oakland Ave GABLE Nappanee,Indiana 46550 E WALL FRAMING These documentsEegapppcahan9N oA N mNsA nd load ngC le a .. _ N G W/ DOOR R - speUfiway providedherein.These documents shell not be construed in any SCALE:3/8°=1'-0° way to specify,certify or design any aspects or the building not contained _ herein.speeAied design criteria are based solely on infounalbn provided by the chant and must be vedlled and approved by the local aulh hating lunsdiclion.NTA ENGINEERING;P,C.a not responsible for faodry bdcatlon or 'ereabn,If II is suspected Ihat these not have been modil substituted or shared in any way,confect NTA ENGINEERING,P.C. at(574)773-7975 to obtain a rite copy, ITEM #.33072 . BACKYARD. i or Wide Hillsdale. PRODUcrs Ll_C, FRAMING.-GABLE w/:DOOR r A 2 x 4 Vert.Gable Connector 2 x'4 SPF Rafter'. . . .. 751 q 2 x 4 SPF Top Plate 2 x 4 SPF Stud: . 80' stud 12 -- -- 84° Siding 2 x 4 SPF Boftom Plate OF NS 2 x 4 Treated Floor Framing e'thick OSB Floor Decking w 24° 24° 24° 24• N� 24" 120° 6 09Q59� ZG2 For endwall w/door FESSIONP� Hold-down wall stud to ground for:. I 1 17 I L3 '3/8°Smartside sheathing 12'unit length=449bf 16'unit length=573 Ibf Fastened w/0.131°x2.5°nails, 20'unit length=686 Ibf . along endwalis:6°o.c. 24'unit length='798 Ibf _ edge,.12"o.c,field spacing 28'unit length=•922 Ibf for all unit lengths. 321 unit length=1,034 Ibf. NTA ENGINEERING,P.C.,305 N Oakland Ave Nappanee,Indiana 46550 Engineering COA No.N/A These documents are applicable only to the elements and loading adleria GABLE �� ���� spernlo s Provided herein.These documents shell not be mmtrued in any /`\ FRAMING 'way la specify,cenlfy or design any asPects of the building not contained herein.Spacified design criteria are,based solely an Infdrm.110 Provided by lha client and must be verified end approved by the local authodly having SCALE:3/8°=1'-0" - i�ddion.NTA EN91NEERING„P.C.is not responsble for fabd auan or erection.'fit is suspected Thal these drawings have been modified, substituted or altered in any way,conu,t NTA ENGINEERING,P.C. . - - - _ - at(574)773-7975 to abI.In a file copy! 10:Wide.Hillsdale ITEM # 33072 . BACI(YARp PRODUCTS;I Lc. FRAMING GABLE- . .. avr Moos camas one' iwrom., i7i n'r�6 PeC A Noruoe.MI IBrGY °Y.lori n... 4x4 P.T.Runners _To.nail floor joist to 2x4 P.T.BOND BOARD runners w/(3)-16d nails SECURE BOND @CORERS HERS at each joist/runner intersection W/3-16d NAILS 7/16"OSB.or 3/8"EZ PANEL Gusset 2 x.4 SPF Overhang GLUED&NAILED with (12)6d 2"Nails 2 x 4 SPF Crippler / I \ %. . 3/8 x 4-3/4" Gable Trim 2 x 4 SPF Rafter 2 x 4 SPF Top Plate .JOISTS @ 16"O.C.(TYP)... 2 x 4 SPF R \ % \ after,Spacer `\ 2x4 P:T I SECURE JOIST TO BOX SILL - W/3r16d NAILS @ EACH JOIST q \• � \:\ \ % 5/8"OSB OR CDX TREATED PLYWOOD SECURE FLOOR DECKING . TO FLOOR JOIST W/Bd NAILS @ 6°O.C. @ EDGES&12"O.C. — - \ ty @ INTERMEDIATE SUPPORTS 2 x 4 SPF Stud — @ 24"O.C. 3/8'No Groove Siding NOTES Secured With 6d Nails ryp. j' \ I. \ �48 11 1.WHEN'CONCRETE SLAB IS USED;THIS \'\ j i"�,\eo�dd t, FLOOR FRAMING IS NOT REQUIRED . 2. ALL MATERIALS AND LABOR SHALL M 16" A OR EXCEED APPLICABLE LOCAL CODES.EET WALL SECTION FRONT \ r -3. ALL LUMBER TO BE NO.2 GRADE SPRUCE SCALE:I"=1-4 12" 48". I PINE FIR OR EQUIVALENT. 48" 12" 4." THIS FLOOR FRA 117" BACKYARD PRODUCTS,S,L C. 10'WI1NO PLAN IS D R THE 120" HILLSDALE STYLE BUILDING . 5: IN THE EVENT OF A DIMENSIONAL OR "Tq E"�I"eERI"c,P.c.,305 N Oakland Ave WOOD FLOOR:FRAMING ��F N j,O ATERIAL DISCREPANCY, NOTIFY BACKYARD Engineering COA No.N/A SCALE:3/8"=1' ,r Iw- ODUCTS,LLC. These documents are applicable only to the elements and loading criteria �` ���• IY� specificeny provided herein.These documents shall not be construed in any L -Y way to specify,cerfiry or design any aspects of the building not contained -herein.Specified design criteria are based salelyan Inlarmation provided by .the cfient end must be verified and approved by the local authority having jurisdiction.NTA ENGINEERING;P.C.is not responsible for fabdratiori or 7- A W - - erection.If it is suspected that these drawings have Deer abricmodi ay,substituted or altered in any way,canto I NTA ENGINEERING,P•C. al(574)773-79751a obtain a Ne copy, r nrw .R w 1 Of Wide Hillsdale ITEM # 33072 . 9� �2 ���R�i� FLOOR FRAMING/FRONT WALL F� 0905 ' A loco Terne"orAe Novo",MI 40162 "rJ"f10iY N"m"'�•, 120" OpVing.. 161 12° NOTE FIBERGLASS SHINGLES TO BE SECURED " 1z° TO ROOF DECKING W/1 1/4°ROOF NAILS 2 x 4 SPF Cripplers Abv.Door - za° : 1 7/16"OSB Roof Decking . 2 TYP.. 24° 24° 2 x 4 SPF Birds Mouth Rafter _ 12" 3/8"NG Soffit _ 8 P4° 3/8"NG Fascia _ / 3 A // 2 x 4 SPF Top Plate 24° " _ - / 3/8"No Groove Siding g°. Secured With BidNails 2 x 4 SPF Stud @ 24"O.C. 3� T 2 YP 24° 24° �F N 0 12" 40 24° 24° LLJ WALL SECTION . . 24"- P4 2 SCALE:1,-7/Y=t'-0" x:1e� °� �� NTA ENGINEERING,P.C.,305 N Oakland Ave 090�j9�' Nappanee,Indiana46550 WALL FRAMING DOOR ON �,o NP`' Engineering COANo.N/A N GABLE-END oFESg�o These documents are !..Titble ohy to the elements and loading din criteria specfica0y provided herein.These dowmenls shall not be construed to any SINGLE DO-OR O N EAVE CENTERED I way to specify,certiry or design any aspects of the building I��{ ried herein.specified design criteria are based sbley on Into-Ion pro ailed by `�/ the client and must be vedged and approved by the local euihorify heving _SCALE:3/8°=1'•0° jurisdiction.NTA ENGINEERING,P,C.is not responsible for fabrication or erection.If it Is suspedetl Vial these drawings have been modNed, substituted or allered In any way,tonlacl N7A ENGINEERING,P.C. at(574)773-7975 to obtain a"IMP, 1O'Wid. e.Hillsdale ITEM # 33072 BACKYARD WALLS/SECTION PRODUCTS,LLC. . eatMr A i000 rma rnre" n �.°°,...., " Nore•e,Ni/Bt¢ ovo,Jett Oay Martl,l�,2016 NOTE: �E 0 .1.THIS ROOF PLAN IS GOOD FOR THE 10'x 12 WIDE. 5j�MEY HILLSDALE'ONLY.'ALL MATERIAL AND LABOR SHALL � 0/' MEET OR EXCEED APPLICABLE LOCAL CODES. n G _ Fasten root panels w/ad common P '• I nails spaced 6'o.c.at floor hound,as, 0s9 6"o.c.at 12°o edges, .c.fild e - 2 x Plk overhang 2 x 4 S Crippler SSIONAL (� I l 2-3, 7/16'OSB or 3/8'EZ PANEL Gusset —--— ---_ -----—_ GLUED&NAILED with ---- --- ---- (12)6d2"Nails /8°NG,Soffit Boad. I I 1 x 3 Pine Collar Tie ' I 2 x 4 STF Top Plate 124°O.C. I 3/8"NG Soffit i TYP• ' I I • I. , I I 2.x 4 SPF Top Plate /16"OSB ar 3%8' Z PANEL Gusset A I I I GLUED&NiLED WITH 3/8'NIP Fascia 6d 2°tIlAILS Truss to wad w(7)Simpson H2.5 I ' 13.16"2 x 4 SPF R�fter 7t16"OSB RO F PANEL j i I RAFTER SECTION " SCALE:1/2° 1 x 3 COLLAR TIE SECURE COLLAR TIES -——— ——— TO RAFTERS W/8.8d ———— ———— ——— —_-- NAILS(4 NAILS EACH RAFTER): j ' 1 NOTES: . Approved Shin gles,installed'per manufactures instructions with 4 nails per shingle ——— 2. If using dripedge, it must overlap 2""and be nailed every 12"max. 120" 134 6" NTA ENGINEERING,P.C.,305 N Oakland Ave Nappanee;Indiana 46550 ROOF F For 32'Length option,Block last 2 Englneering COA No.N/A FRAMING N LAN _ These documents are applicable only to the elements and loading aileaa �G..rr11 truss[lays from each 2ndwall speciriw0y provided herein.These documents shell not be construed in any SCALE:3/8°=1'-0° way to specify,certify or design any aspects of the building not conlained herein.specified design cdleda are based solely on infonnalion provided by the.client and must be verified antl approved by the local euthop having - jurisdiction.NTA ENGINEERING,P.C.is not responsible for fabdwllonor - .erection.If ft is suspecled that these drawings have been modified, substituted or allered Jr!any way,confect NTA ENGINEERING,P.C. el(574)773.79751*oblain a hie coPY• - .. .. - .. . . 10 W)de BAC /�� Hillsdale ITEM #'33072 : PR�oo����p�;y�uy�c. ROOF/SECTION. c�D67p>ml. - .��.7�• � roc Nwvoe.Ml dgt6t �ryJell Oiy March",,)me , 5/8'OSB OR COX TREATED PLYWOOD - SHEATHING PANEL SECURE FLOOR DECKING TO FLOOR JOIST BOARD NAILED WIT H - WITH 0.131 x 2.5'long ad NAILS @.6'O.C. 0.131 dia.x 2.5'long nails @ EDGES 8 12'O.C. . . . .@ INTERMEDIATE SUPPORTS 2 X 4 SPF STUD @ 24'O.C. - 2 X 4 SPF BOTTOM PLATE - 2x4 P.T.JOISTS @ 16'O.C.(TYP)... Attach Bottom plate to rim joist .- SECURE JOIST TO BOX SILL @ EACH JOIST WITH _ w/(3)0.131'x3°nails per stud bay. .. (3)0.162 dia.x 3.5'long led NAILS - . - (3)0.162,41.5-NAILS INTO. EACH FLOOR JOISTS 2 x 4 P.T.BOND BOARD 4X4 P.T.RUNNERS(TYP),.. TOE NAIL FLOOR JOIST TO RUNNERS WITH(3)0.162x3.5'TOENAILS 8°Min. @ EACH JOIST/RUNNER INTERSECTION t0 Sheathing - PRESSURE TREATED WOOD SHIMS 30USINGLE HELIX ANCHOR FOR LEVELING WHEN NECESSARY MODEL�MTE;30 ASIMFD. - BY4TIEDOWNiENGINEER.ATLANTA - — WITHIINi2axOF1CORNERS�&72" , A ORjAS EQUIREOJBBY LOCAL�CDOE - A AC H TO FtOOP US 1 X -11y1AG SCREW "4'X 12'X 12'SOLID CONC.BLOCK" !�'X2. 6'FENDER` A HER @ 40'O.C.(TYP)@ EACH RUNNER Anchor inimum on each si a o} oor opemng - - SHEATHING GRADE 3/15'EZ PANEL BOARD NAILED WITH _ 0.131 dia,x 2.5'long nails 4'CONCRErE - _ 2X4 SPF STUD Q24.O.C. _ 112'WEDGE ANCHOR BOLT 30'O.C.0-1/21 LONG (...or other approved fastener WOODFLOOR FRAMING DETAIL . OR FIBERMESH - 2 X 4 SPF BOTTOMPLATE SCALE:3/4'=1'-0' 4'COMPACTED '2 X 4 P.T.SILL PLATE - NOTES: SAND OR GRAVEL 2'NAILS EVERY 3' SEE NOTE 4 ANGLED INTO FLOOR 1.WHEN MONOLITHIC SLAB IS USED,THIS _ FRAME,1/2'FROM EDGE FLOOR FRAMING IS NOT REQUIRED _ —Tp----o — 8"'Min.'to Sheathing NOTES: ; 2.ALL MATERIALS AND LABOR SHALL MEET OR — — 1 _ ' EXCEED APPLICABLE LOCAL CODES. 1.WHEN FLOOR FRAMING IS USED.THIS •\ V MONOLITHIC SLAB IS NOT REQUIRED 3.ALL LUMBER TO BE NO.2 GRADE SPRUCE ,y'1;'"!";..+c:.c =?7%"- ' PINE FIR OR EQUIVALENT \•.: 1 2.-ALL MATERIALS AND LABOR SHALL MEET OR \• ? ) EXCEED APPLICABLE LOCAL CODES. 4.THIS FLOOR FRAMING PLAN IS FOR THE. .. : _ p •)] BACKYARD PRODUCTS,LLC 10'WIDE GABLE *** }y* ( D 18"Mlnirnium 3.UNLESS OTHERWISE SPECIFIED OR SURPERSEDED ANY DEVIATION OR MODIFICATION - - (1)Anchor Minimum OT7 .` - BY APPLICABLE LOCACCODES,MATERIALTO BE IS STRICTLY PROHIBITED. - EaCh.Side Of Door Opening I• •D .• 3000 PSI CONCRETE,F4(0.5 dia.)REBAR ] SPACED'10'o.c. S.IN THE EVENT OF A DIMENSIONAL OR i� .MATERIAL ISCREPANCY,NOTIFY BACKYARD 4.THIS MONOLITHIC SLAG IS DESIGNED FOR THE -- - ���� OC���. PRODU S.LLC - - 12„ ANY DEVABACKYAROTIONOAND MODIFICATION DUCTS,LUC E.GABLE f _ IS STRICTLY PROHIBITED. MONOLITHLIC CONCRETE SLAB DETAIL SCALE:3/4'=1'-0'. NTA ENGINEERING,P.C.,305 N Oakland Ave * Nappanee,Indiana 46550 . . Engintlering COA No.N/A • //,�,,, These documents are applicable only to the elements and loading criteria '�4A �^eJ - - 'specifically provided herein.These documents shall not be construed In any ' ay to specify,certify or design any aspects of the building not contained f herein.Specified design criteria'are based solely on Information provided by ^^ 59 7 the client and must be verified and approved by the local authority having �,✓/�� jurisdiction.NTA ENGINEERING,P.C.is not responsible for fabrimbon or IONAL 11I�� �� erection.If it is suspected that these drawings have been modified, substituted or altered in any way,contact NTA ENGINEERING,P.C. at(574)773-7975 to obtain a fie copy. FOUNDATION DETAILS SBAC cTAM . MODUM.LLC, ITEM # 33072 : ^ y15.ve Novee:Nl�otex Kan Suer July lS,20x1 sw° As Noted !soot xxt-tas _-12of12 ENGINEERING, P.C. .305 N.OAKLAND AVE. •NAPPANEE,INDIANA46550- _ - PHONE:.574-773-7975 CLIENT: Backyard Products, LLC. DATE:' October 23, 2023 JOB No: HHP101323-:16 PROJECT: 32'x10' Hillsdale BUILDING CODE: ASCE7-16 WIND SPEED VULTt' 130mph MODULE DIMENSIONS: 32'X10' (MAX) WIND SPEED VASD: 101mph ROOF SLOPE/TRUSS TYPE:. ,6/12 Gable - WIND EXPOSURE CATEGORY: C GROUND SNOW LOAD: 20psf. SEISMIC DESIGN-CATEGORY: B CALCULATION INDEX .Page :.Description 1.1-1.6 Design criteria and load combinations 2.1-2.2 Roof framing 3'.1=3.4 Headers, . 4.1-4.3 Columns : 5.1--5.3. _. Connections . of N y . 6.17-6.2 Floor joists T 1-7.2. Diaphragin'design 8.1-8:3 Shearwall design cn. w w ' NOTE:.These calculations are applicable only to the structural,elements and loading criteria specifically noted herein.. These calculations shall not be construed in anyway to, specify, certify, or design any aspects of the structure not contained herein. Structural elements.not contained herein are to be constructed in accordance with the prescriptive requirements of the adopted building code or designed by other registered design professionals, 'as applicable: Specified design criteria are based solely on-information provided by the client and must be verified and.approved by. . the local authority having jurisdiction. NTA Engineering, P.C,-is not responsible for fabrication or erection. If it is suspected that the calculations listed in this index have been modified,substituted,or altered in any way,contact NTA Engineering,P.C.directly to obtain a file copy. NTA'Engineering, P.C. holds the following Certificates of Authorization'to offer engineering services under the nine of a corporation:Georgia PEF008049,Connecticut PEC.0002036,Indiana PC80900108,Michigan,North Carolina C-4764. . . 16.1000 2018 IBC Criteria 2018-1.0-30(1) 10/23/2023 5:02 PM Input Page 160 "1 ASCE 7-16 Design-Criteria Summary" Client: Backyard Products,LLC. Job.Number: HHP101323-16 Description: 1002 Hillsdale Location(s): SOUTHOLD,NY Substructure: Plan Dimensions:. Vertical Dimensions: Roof Configuration: . Ridge Length,B= 32.00 ft Stories Above Grade,n= 1 Framing Type: Rafter Gable Width,L= 10.00 ft Max.Blocking Height,hb= 18 in. Roof'Slope,a= 6.00/12 pitch' Module Width,L.= 10.00 It SidewalVEave Height,h0= 88 in. Sidewall Overhang,LOH ' =, 12 in. Min.Mean Roof Height,h= 15 ft Endwall Overhang,BoH= 12 in. Roof Cavity Insulation,R= 30 Gable or Hip= Gable Uniformly Distributed Design Loads: Ground Floor .. Roof Floor Live,L= 50 psf Top Chord Load= 20.0 psf Floor Dead,D= 10 psf Roof Dead Load= 10 psf Wall Dead Load,D.= 5 psf Wall Height,h„,= 64.5 in. . Misc.Design Parameters: Seismic Loads: Risk Category: Ii Seismic Importance Factor,IE 1.00" Mapped Coefficients: " Ss=. 0.178 g Roof/Snow Load: . S,_ 0.056 g . Ground Snow Load,P.= 20.0 psf Response Coefficients: Sos= 0.18 g . . Ground Snow Load NY',.P9Ny= ' 22:0 psf Spi= 0.08 g Min.Design Load,Lr= 18:0 psf Site Class=. D Flat-Roof Snow Load,Pr= 15.4 psf. IBC"Design Category= B Sloped Roof Snow Load=' 15.4 psf IRC Design Category= B Max.Unbalanced Load,P b= 2060 psf Basic Seismic-Farce-Resisting System: Snow Exposure Factor,CB= 1.0. A15 Light-frame walls with wood shear panels Snow Load Importance Factor,Is= 1.00 Response Modification Factor R= 6.5 Thermal Factor,Ci= 1.1 Design Base Shear Cs= 0.03 W. Ground Elevation= 0.0 It Analysis Procedure:" Wind.Loads: A15 Light-frame walls with wood shear panels Ultimate Wind Speed,Vult= 130 mph Wind Exposure C'; Flood Loads: Internal Pressure Coefficient +/-0.18 Site Specific flood loads have not been assessed in this Mean Roof Height= 15.0 ft. analysis. For Buildings located in flood hazard areas, as established in Section 1612.3 of the IBC,-floods loads must be considered as required by Section 1612 of the IBC. Components and Cladding Loads: - Furthermore,when.required the design information End Zone Interior Zone" , required by IBC section 1603.1.6 must be provided on the" Component (psf) (psf) construction documents. Window +22.1/-29.6 +22.1/-24 Door +18.8/-23 +18.8/-20.7 Roof Cladding +16.5%-70.9 +16.5/-3.1.5 Overhang -88.1 -56:3 NOTES: 1.'Equivalent ground snow load at a thermal factor of 1.0 for use with the NYBC/NYRC ground snow load map. 1:1 16.1000 2018 IBG Criteria 201840-30(1) 10/23/2023 5:02 PM Wind Page t.of 1 ASCE 746 Wind Load Calculation Client:.Backyard Products,LLC. Job Number: HHP1 01 323-1 6 Description: 1 Ox32 Hillsdale Building Geometry: Loading Conditions: Height Above Grade: Ridge Length,B= 32.0 it Ultimate Wind Speed,Vult=. 130 mph • Sidewall Eave,z= 8.8 it Total Width,L'= 10.0 it Exposure Category: C Roof Peak,z= 11.8 it Blocking Height,hb= 18 in: Topographic Factor,Kr= 1.0 Mean Roof Height,h= 15.0 it Sidewall/Eve Height,he= 88'in. Height&Exposure,Kh= 0.85 Roof Slope,a= 6.0/12 pitch Directionality,Kd= 0.85 Component Dimensions: Roof slope,a= 26.6 deg. Ground Elevation,KB= 1 Stud Height,hs= 84.5 in Sidewall Overhang,LOH= 12 in. Wind Pressure,qh=• 18.8 psi Truss Span,s,= 60 in Endwall Overhang,BoH=. 12 in. Internal Pressure,GcP;= 0.18 -0.18 Main Windforce-Resisting System Loads(MWFRS): Normal to Surface 1 . . . '2 3 4- 5 6 tE 2E 3E 4E Trans +GCP; 6.9' -5.2 -11.8 -10.7 -11.8 -11.8 10.3 -6.9 -14.3 -13.4 . -GCpi 13.7 1.5 -5.0 -3.9 -5.1 -5.1 17.0 -0:2. -7.6 -6.7 Max 13.7 -5.2 -11.8 -10.7 . -11.8 -11.8 17.0 -6.9 714.3 -13.4 Long +GCP; 4.1 16.3 -10.3 -8.8 -11.8 -11.8 8.1 -23.4 -13.3 -11.4 -GCpi 10.9 -9.6 . -3.6 -2.1 =5.1 -5.1 14.8 -16.7 -6.6 -4.7 Max 10.9 -16.3 -10.3 -8.8 41.8 -11.8 14.8 -23.4 -13.3 -11.4 Summed and Projected HORIZONTAL LOADS VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADS ' End Zone Interior Zone End Zone Interior Zone Windward Overhang Zone Wall. Roof .Wall Roof WW Roof LW Roof WW Roof .LW Roof End. Interior 1 E 4E: - 1 4 Trans 23.7 7.4 17.6 6.5 -6.9 -14.3 -5.2 -11.8 -18.6 -16.9 17.0. -13.4 13.7 -10.7 Long 19.5 7.4 12.9 6.5 -23.4 -13.3 -16.3 -10.3 -35.1 -27.9 17.0 -13:4 10.9 -8.8 Comoonents'and Cladding Loads(C&C): C&C End Zone Distance,a=' 3.0 it Area Pressure(psi) Area Pressure(psi) Roof Components: (it`). Pas Neg Wall Components: (ft2) Pos , Neg. Zone 1:- Maximum 2 16.5 '-31.5 Zone 4: Maximum 10 22.1 -24.0 . - Minimum 100 10.0 -24.0 Minimum 100 18.8 -20.7 Truss/Rafter 8.3 16.5 -31.5 Door' 100.0 ' 18.8,- -20.7 Overhang' 1.0 n/a -56.3 Stud 16.5. 21.4 -23.3 Zone 2: Maximum 2 16.5 ..-50.3 Zone 5: Maximum- 10 22.1 -29.6 . . Minimum 100 10.0 -29.6 Minimum 100.0 18.8 -23.0 Truss/Rafter 8.3. .16.5 -50..3 Door 100.0 18.8 .23.0 Overhang 1.0 n/a -56.3 Stud 16:5 1 21.4 -28.2• Zone 3: Maximum 2 16.5 -70.9 Minimum 100 - 10.0 -37.1 Truss/Rafter 8.3 16.5 -70.9 Overhang 1,.0 1 n/a '-88.1 1.2 16.1060 2618 IBC Criteria 2018-10-30(1) 10/29/2023 5:02 PM snow Page 1 of 1 ASCE 7-16 Snow Load Assessment Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 10x32 Hillsdale Design,Parameters: Sloped Roof Snow Loads: Eave to ridge Distance,W= .6 ft Ground Snow Load,pg= 20 psf a CS p, Exposure Factor,CB= 1.0 (deg) C,=1.0 Ct=1.1 Ct=1.2 (psf) Thermal Factor,Ct= 1.1 26.6. 1.00 1.00 1.00 15.4. Impdrtance,Factor,Is= 1.0 Framing Type:-Simple Prismatic/Rafters Snow Density(y): Ice Dams Along Eves1: q=0.13p g +14= 16.6 pcf p, =2 p f = 15.4 psf but not more than 30 pcf Flat-Roof Snow Load(pr): Minimum Roof Live Load(Lr): p f=0.7CIC IPx= . . 15.4.psf R,= 1.0 R,= 0.9 Rain on Snow Surcharge:. F= 6.0 amax= 0.12 deg, L,'=20 R,R, = 18.0 psf pg<=20 psf prss= 0.0 psf 12_<L,<_20 . pf= 15.4 psf Minimum Values for Low-Slope Roofs:. Applicable to roof slopes less than 'Monoslope roofs= 15.0 deg or u =70/w+0.5= . 12.2 deg 2.38 deg amin= 15.0 deg p9 <=20 psf p f =1,P11 =. 20.0 psf pg>20 psf p) =201..= 20.0 psf pfmin= 20.0 psf p f= 15.4 psf Unbalanced Snow Loads: Applicable to roof slopes between: . . a max = 70.00 deg am;,,=70/W+0.5= 12.17 deg . . amin= 2.38 deg governing a min = 2.38 deg Unbalanced Loads: pr.w S= 2.00/1 p ww Ridge Length Eave W=1� _. 20.0 ft (psf) (psf) (g) (psf)" hd= 1.23 it 0.0 20.0 n/a 20.0 Notes:1. Higher loads may apply where sliding snow or drifting.occurs due to aerodynamic shade from higher protions of the'building. 2:Applies only to unventilated roofs with less than R-30,and ventilated roofs with less-than R-20.No other loads,except dead loads shall be present on the roof when.this uniformly distributed load is applied. 1.3 16.1000 2018 IBC-Criteria 2018-10-30(1) 10/23/2023 5:02 PM Seismic Page 1 of 1 ASCE 7-16 Seismic Load Calculation Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 10x32 Hillsdale, Locatiow.SOUTHOLD,NY Design Classification: Response Acceleration- Risk Categoy:tl Short Period(S.)_' 17.8%g Importance Category,IE:1.00 1-Second Period(SI)= 5.558%g Site Class:D ASCE 7 Design Category:'B IRC Design Category:B Seismic Resisting System:A15 Light-frame walls with wood shear panels Response Factor,R:6.5 System Overstrength Factor,.Qa:3.0 Deflection Amplification Fctor,Cd:4.0 Spectral Response Acceleration_: Mapped . I Site Coeff.. I Maximum I Design Ss .S, Fe Fv sus Sns SDI 0.18 '0.06 1.60 . .2.40. 0.28 0.13 0.19 0.09 Fundamental Period:(ASCE 7) Period Coefficient,CT= 0.020 Height to Highest Level.,h = 7.3 it Ta=CTh r'= 0.089 sec Seismic Response Coefficient:(Lateral Force Procedure,ASCE 7) C;n,;,=0.044 S,,S(F.=11.008 Min.For SDC E of F. C,= SDS =0.029 Rltt. . C,�� = O.SS� =0.004 C.—=�R��(� =0.15 R1 ft Design CS= 0.029 Seismic Response Coefficient:(Simplified Analysis) F= 1.2S„s='0035 Design Cs= 0.035 R . . . Seismic Base Shear: Base Shear Coefficient,Cs= 0.029 W Minimum Interconnection Force: . 0.133 x Sos= 0.025 W Min.= 0.050 W CScxN 7 0.050 W 1.4 16.2003 Vertical Load Cases Transverse Roof Truss,by NTA 2017-04-12 10/23/2023 5:02 PM Roof LCs Page 1 of 1 Allowable Stress Design(ASD)Load Combinations Supporting Roof and Ceiling Only-End Zone Wind Loads. Client: Backyard Products,LLC. Job Number: HHP1.01323-16 Description:.10x32 Hillsdale Location: SOUTHOLD,NY Unit Geometry: Unit Wdith(B)= 120 in. Roof,&Ceiling Only Sidewall Overhang(BOH)= 12.0 in. 120-in.Unit Width Endwall-Overhang(BoHE)_. 12.0 in. 130 mph(Exp C/End Zone) Roof Pitch= 6/12 20 psf Ground Snow,6/12 Pitch Max.Truss Spacing,s= 24 in.oc Roof Loads: Truss Component Reactions: Snow Load(S)= 15.4 psf.' Truss Spacing= 24.0 in.oc Unbalanced Snow(S)= 20.0 psf Roof Live Load(Lr)= 18.0 psf Max.Matewall TC Dead Load(TCDL)= 10.0 psf Sidewall Left Right BC Live Load(L)= 0.0 psf. Dead,D 125 BC Dead Load(BCDL)= 0.0 psf Snow,S 172 Unbal:Snow,Su 174 Wind Loads(Vertical-End Zone): Roof Live;Lr 225 Positive Pressure(Wp),= 0.0 psf. Live,L 0 Negative Pressure(Wn)=. -23.4 psf Pos.Wind,Wp 0 WW Overhang(WHO)= -35.1 psf Neg.Wind,Wn -264 Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 62 0 20 pit. 6:90 Load Combination Sidewall Matewall Endwall 2 S 86 0 31 pif 1.15 1 D 62 0 20 plf 3 S� 87 0 40 pit 1.15 2 D+Wp 62 n/a 20 pit 4 Lr 112 0 36 plf 1.25 Maximum Down 62 '6 20 pit 5 L 0 0 0 plf. .1.00 Lateral Pressure 17.0 5.0 17.0 psf 6 Wp 0 0 0 pit 1.60 NDS LDF= 1.6 7 Wn. -132 0 -82 pit. 1.60 8 0.75(L+Lr) 84 0 27 pit 1;25 Maximum Axial Load Case: 9 0.75(L+S) 65 0. . 23 pif' 1.15 Load Combination Sidewall Matewall' 'Endwall 10 0.75(L+Su) 65 0- 30 plf 1.15 1 D+0.75(L+Lr) 147 0 47 pit 11 0.75(L+S+Wp) 65 0 23 pit 1.60 2 D+.0.75(L+S) .127 0• . . 43 pit, 12 D+L 62 0 . 20 pit 1.00 3 D+'0.75(L+Su) 128 0 50 pit 13 D+Lr 175. 0 56 pit 1.25 4 D+0.75(L+S+Wp) 127 0 43.pit 14 D+S 149 0 51 pit. 1.15' Maximum Down 147 0. ' 50 pit 15 D+Su 150 0 ' 60 pit 1.15 Lateral'Pressure. 12.8 3.75 12.8 post 16. D+0.75(L+Lr) 147 0. 47 plf 1.25 NDS LDF= 1.6 17 D+0.75(1_+S) 127 0 43 pit 1.15 18 D+0.75(L+Su) 128 0 50 plf 1.15 19 D+0.75(L+S+Wp) 127 0 43 pif 1.60 20 0.0+016. ' .94 0 .70 pit 1.60 Governing Uniform Loads at Wails:(Vertical only) Sidewall: Matewall:(load each side or mateline) Endwall: Uplift Load= -94 plf(0.6D+Wn) Uplift Load= '0 pit(0.61)+Wn) Uplift Load -70 pif(0.6D+Wn) Dead Load= 62.pit(D) Dead Load= .0 PUP) " Dead.Load=' 20 pit(D)' Live Load= 112 pif(Lr) :Live Load= 0 pit(S) Live Load= 40 pit(Su) . Total Load= 175 plf(D+Lr) Total Load, 0 pit(D) Total Load= 60 pit(D+Su) NDS Design Load= 175 pif(D+Lr) NDS Design Load'= 0 pit(D) NDS Design Load'= 60 pit(D+Su) NDS LDF 1.25'- NDS LDF= 0.90 NDS LDF_- 1.15 . . Notes: 1.Load combination which produces the worst effect considering NDS load duration factors. ' 2.Mateline members designed for unbalanced loads at this level. 1-.5 16;2t01 Vertical Load Cases ASD 1 Story 2014-03-21 10/23/2023 5:02 PM 1st of 1 Page 1 of 1 Allowable Stress Design(ASD).Load Combinations Supporting f Floor Roof and Ceiling Only-End Zone Wind Loads Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 10x32 Hillsdale Location: SOUTHOLD,NY Unit.Geometry: Unit Wdith(B)= 120 in. One Floor,Roof&Ceiling Only Max.Joist Spacing,s= 24 in.oc 120-in.Unit Width Ground Floor Loads: 130 mph(Exp C/End Zone) Floor Live Load(L)=' 50.psf 20 psf Ground Snow,6/12 Pitch Floor Dead Load(D)= 10 psf Wall Dead Load(Ow)= 35 pit Vertical Load Cases: Combined Lateral&Vertical- Load Combination Sidewall Matewall Endwall'. NDS LDF Maximum Bending Case: 1 D 148 0 65 plf 0.90 Load Combination Sidewall Matewall Endwall 2 S 86 0 . 31 pit 1.15 1 D 148 0 65 plf 3 Su 87. 0 .40 pit 1.15 2 D+Wp 148 n/a -43 plf 4 Lr 112 0-. 36 plf' 1.25 Maximum Down 148 0 65 plf 5 L 250 0 50 pit 1.00 Lateral Pressure 17.0 5.0 17.0 psf 6 Wp 0, 0 0 pit 1.60 NDS LDF= 1.6. 7 Wn -132 0 -82 plf 1,60- 8 0.75(L+Lr) 272 0 65 plf 1.25 Maximum Axial Load Case: 9 0,75(L+S) 252 0 61 plf 1.15, Load Combination Sidewall Matewall Endwall 10' 0.75(L+Su) 253 . 0 68 plf 1.15 1,D+0.75(L+Lr) 420 0 130 plf -11 0.75(L+S+Wp) 252 0 61 plf 1.60 2 D+0.75(L+S) 400 0 126 pit. 12 D+L 398 0 115 pit. 1.00 3 D+6.75(L+Su) 401 0 133 plf 13 D+Lr 260 0 101 plt 1.25 4 D+0.75(L+S+Wp) 400 .0. 126 plf -14 .D+S 23.4 0 96 plf 1.15 Maximum Down 420 0. 133 plf 15 D+Su 235 0 105 pit 1.15 Lateral Pressure 12.8 3.75 12.8 psf 16 D+0.75(L+Lr) 420 0 130 pit 1.25 NDS LDF= 1.6 17 D+0.75(L+S), 400 0 126 plf 1.15 Ground Floor Load Only(at maitellne): 18 D+0.75(L+Su). 401 0 133 plf 1.15 Dead Load= 50 plf(D). ' 19 0+0.75(L+S+Wp) 400 0 126 plf. 1.60 Live Load= 250 plf(L) 20 0.6D+Wn -43 0 43 plf 1.60 Total Load=. 300 pif(D+L) Governing.Uniform Loads it Walls:(Vertical only) Sidewall: Matewall:(load each side of mateline) Endwall: Uplift Load= -43 plf.(0.6D+Wn) Uplift Load= 0 plf(0.6D+Wn) Uplift Load= -43 plf(0.6D+Wn) Dead Load= 148'plf(D) Dead Load= 0.plf(D) Dead Load= 65 pff(D) Live Load=' 272 pit(0.75(L+Lr)) Live Load= 0 pli(S). Live Load= 68 plf(0.75(L+Su)) Total Load= 420 plf(D+0.75(L+Lr)) Total Load= 0 pit(D) Total Load= 133 plf(D+0.75(L+Su)) NDS Design Load'= 398 plf(D+L) NDS.Design Load'= 0 plf(D) NDS Design Load'= 133 plf(D+0.75(L+Su)) NDS LDF=' 1.00 NDS LDF= 0.60 NDS LDF= 1.15 . Notes: 1'. Load combination which produces the worst effect considering NDS load duration factors. 2. Mateline members designed for unbalanced loads at this level. .1.6 23.01,05 Design-Truss Gable Rafter 2008-06-03 10/23/2023 5:02 PM Typical Tied Gable Truss Design Pager of z Client: Backyard Products,LLC: Job Number: HHP101'323-16 Description- 20 psf Ground Snow,1.20-in.Unit width,•6/12 pitch Truss,24-in.oc 130 mph,exposure C,End Zone pressures 0 s 5 7 4 8 3 9. 10 . 1 11 Truss Geometry: Design Parameters: Overall Width,B= 120.0 Spacing: 24.0 in.oc 'Pitch,S 6/12 Wind Zone: End CT Height,HcT= 8.0 in.(clear height) BC Exposed.to Wind: No Overhang= 7.0 in. Truss Design Loads: Windward Top-Chord Leeward Top-Chord Snow Load,S= 15.4 psf. Snow Load,S= 15.4 psf Unbalanced Snow,Su= 0.0 psf Unbalanced Snow;Su= 20.0 psf Roof Live Load,Lr=. 18.0 psf -Dead Load,D= 10.0 psf Roof Live Load,Lr= 18.0 psf Dead Load,D= 10.0.psf Transverse Wind:.(MWFRS) Horizontal,WT= 7.4 psf Vertical,WT= -6.9 psf Vertical,WT= 14.3 psf Overhang,WT= -18.6 psf , Overhang,WT= -14.3 psf BC Wind,Uplift;WT=. 0.0 psf.(if exposed) BC Wind Uplift,WT= 0.0 psf(if exposed) Longitudinal Wind: (MWFRS) Vertical,WL= -23.4 psf Vertical,WL= -23.4 psf Overhang,W L= . -35.1 .psf Overhang,W L= -35:1 psf BC Wind Uplift,WL= 0.0 psf(if exposed) BC Wind Uplift,WL= 0.0 psf(if exposed) Components&Cladding Wind: . Negative Wind Load,WN= -70.9 psf Positive Wind Load,WP=. 16.5 psf Overhang,WT= -88.1 psf Bottom Chord: Construction Load,.0= 10 psf Btwn Knee Wall Live,L 0 psf. Outside Knee Wall Live,L= 20 psf Dead Load,D= 0 psf. 2.1 23.0105 Design-Truss Gable Rafter 2008-06-03 10/23/2023 5:02 PM Typical Page'2 of 2 Tied Gable Truss Design Client: Backyard Products,LLC. Job Number: HHP10.1323-16 . Description: 20 psf Ground Snow,120-in.Unit width,6/12 pitch Truss,24-in:o0 130 mph,exposure.C,End Zone pressures. Member Sizes/Properties: Weak-Axis Element CSI Member . '_ CITY. b d Grade Species Bracing " Stress Deflection. Result Top Chord 1 1.5 3.5 #2 SPF Full 0.24 0.10 OK Collar.Tie 1 0:75 2.5' #2 SPF : . 1/2 0.96 0.14 OK Correction Factors Tabulated,Material Properties Member CFb CR CFI Fb Ft F, F, FcL E Emig Top Chord 1.5 1.5 1.15 875 " 450 1150 135 425' 1400000 510000: Collar Tie 1.5 1:5 1.15 '875 450 1150 135 425 1400000 510000 . Reactions: Truss Spacing 24.0 in.oc Sidewall Component Reactions (Ibf) Sidewall : . Dead,D 125 Overall Maximum Reactions (Ibf) Snow,S 172 Downward,R 350 Unbalanced Snow,Su 174 Upward(C&C),U -341 Roof.Live,Lr 225 Upward(MWFRS),,U -189 - Live,L 0 Positive Wind,Wp 0 Negative Wind,Wn -264. Connection Forces: (all connection forces normalized to LDF=1.00). Shear Tension Comp. . Bearing Moment Location. . ."' (Ibf). . (Ibf) (Ibf) (Ibf) -(in.-Ibf) TC=to-TC at Ridge : 69 134 138 173 Collar•Tie-to-Top Chord 0 .292 299 374 " NOTES:.1:Connection forces'are provided in local coordinates(i.e.tension/compression/bearing are parallel to member length,shear is perpendicular to member length axis):.Forces may need to be resolved depending on joint configuration. 2. All load's are normalized to LDF=1.00(i.e.the load is divided by the LDF for the load case producing the reaction),except for bearing,Which.is the.compressive force without LDF reduction: . 3. Balanced and unbalanced snow loads and wind.loads are considered for both directions. Bottom.chord construction load is considered nonconcurrent with all other loads Connections:'Sidewall uplift=,1891b.Use'Simpson;H2.5A Gusset Nails=581bf At ridge gusset:Glued W/(6)nails each side. Collar tie to top chord w/(4)8d nails each end. 2.2 23.0202.1 Desigq Wood Headers Sidewall Dropped 2008-02-13 10/23/2023 5:02 PM Typical Page 2 of 6 Sidewall Header Spans Unbraced Dropped Header Analysis Details Client: Backyard Products,LLC. Job Number: HHP101323-16 . Description:120-in. Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,0 psf Attic Live Load Rafter,20 Roof Pitch Roof&Ceiling Only 120-in.Unit Width 130 mph(Exp C/End Zone) 20 psf Ground Snow,6112 Pitch Gravity Load Conditions: Stress Adjustment Factors: Uniform Uplift(w6j= -94 plf (0.6D+Wn) Load Duration Factor(CD)=1.25 Uniform Dead Load(wok= 62 plf (D) Repetitive Member Factor(Cr)=1.15 Uniform Live Load(wLL). 112 plf (Lr) NDS Design Load(wNps)_ 175 plf. (D+Lr) Deflection Limits: L Deflection Limit:L/240 L+0.5D Deflection Limit:L/180 Header Configurations(Downward Loading): Tabulated Allowable CITY b d Grade Species Orient. Cf. CFb Fb- F� Fc.L E Fb F;' ' 1 2 1.5 3.5 #2 SPF Edge 1.00 1.5 .875 135 425 1400000 1641 169 2 2 1.5 5.5 #2 SPF Edge 1.00 1.3 875 135 425 1400000 1422 -169 3 2 .1.5 '_ 7.25 #2 SPF Edge 1.00: 1.2 875 . 135 425 1.400000 1313 A69 4 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 1203 169 5 1 1.5 3.5 #2 SPF Flat 1.10 1.5 875 135 425 1400000 1805 169 6 2 1.5 3.5 42 SPF Flat 1.10 1.5 875 135 425 1400000 1805- 169 7 8' g .10 Design Limit States. A Sxx I;; Emin FbE CL Bending Shear. AL AL+4.5D Max.SPan (2)2x4#2 SPF On Edge 10.50 6.13 10.72 510000 3061 0.95 72.4 169.0 _ 80.0 81.2 _ 724n.(6-ft 0-in.) (2)2x6 42 SPF On Edge 16.50- 15.13 41.59. :510000 1419 0.82 98.2 265.6. 125.71 .127.5 89-in.(7-ft 5-In.r (2)2x8#2 SPF On Edge 21.75.• •26.28 95.27- 510000 936 0.65 111.1 350.2 165.8 168A, 98-in.(8-ft 2-'in.)' (2)2x10#2 SPF On Edge 27.75 42.78 197.86 510000 660 0.52 121.3 446.8- 211.5 214.5 106-in.(8-ft 10-in.)'. (1)2x4#2 SPF Laid Flat .5:25. 1.31 0.98 510000. 5680 1.00 36.1 . 84..0 36.1 36.6 34-in.(2-ft 10-in-r (2)2x4#2 SPF Laid Flat 10.50 2.63 1..97- 510000 4203 1.00 51.0- 165.0 45.5 46.1. 45-in.(3-ft 9-1n.) Jamb Stud Minimum Bearing Length: Configuration RTC- ROB Bearing Configuration RTL RUB Bearing , (2)2x4#2 SPF On Edge 528, -285 0.41 (2)2x4#2 SPF Laid Flat 3.32 -179, 0.26 (2)2x6#2 SPF On.Edge 652 -351 0.51 (2).2x8#2 SPF On Edge 715 -385 0.56 (2)2x10#2 SPF On Edge 775. -418 0.61 (1)2x4#2 SPF Laid Flat 248 -134 0.39 3.1 23.0202.1 Design Wood Headers Sidewall Dropped 2008-02-13 10/23/2023 5:02 PM Typical Page 3 of 6 Sidewall Header Spans Unbraced Dropped Header Analysis Details Client: Backyard Products,LLC. Job Number: HHP101323-16 Roof&Ceiling Only Description: 120-in. Unit Width, 12-in.Sidewall Overhang 120-in.Unit Width Sidewall,20 psf Ground Snow,0 psf Attic Live Load 130 mph(Exp C/End Zone) Rafter,20 Roof Pitch 20 psf Ground Snow,6/12 Pitch Lateral Load Conditions: Maximum Wall Height= 84.5 in. Lateral Load Only Minimum Sill Height= 18 in. Lateral Load(W1a1)= 66.5 plf(C&C) Combined Vertical&Lateral(Max Lateral): Vertical Load(WB)= 94 plf(0.6D+Wn) Load Duration Factor(Co)= 1.6 Lateral Load(Wiwi)= 47.2 plf(W) Lateral Deflection Limit:L/120 Combined Vertical&Lateral(Max Vertical): Vertical Load(Wc)= 147 plf(D) Lateral Load NO= 35.4 plf(0.75W) Header Configurations(Loaded Lateraly): Tab. Allowable QTY3 b d Grade Species Orient. Cf. C, Fb FbVERr' FbLAT A Syy lyy 1 2 1.5 3.5 #2 SPF Flat 1.10 1.5 875 2100 2310 10.50 2.63 1.97 2 2 1.5 5.5 #2 SPF Flat 1.15 1.3 875 1820 2093 16.50 4.13 3.09 3 2 1.5 7.25 #2 SPF Flat 1.15 1.2 875 1680 1932 21.75 5.44 4.08 4 2 1.5 9.25 #2 SPF Flat 1.20 1.1 875 1540 1848 27.75 6.94 5.20 5 1 1.5 3.5 #2 SPF Edge 1.00 1.5 875 1444 2100 5.25 3.06 5.36 6 2 1.5 3.5 #2 SPF Edge 1.00 1.5 875 1444 2100 10.50 6.13 10.72 7 8 9 10 Lateral Only Max Lateral Max Vertical Design Limit States Bending Shear oo.n,,, FbE CL Bending Shear FbE CL Bending Shear RLAT' (2)2x4#2 SPF Laid Flat 93.5 344.0 76.9 2863 0.91 77.9 163.2 3054 0.92 72.6 127.5 201 (2)2x6#2 SPF Laid Flat 111.6 538.8 89.4 1441 0.71 96.5 254.8 1507 0.73 91.8 198.6 254 (2)2x8#2 SPF Laid Flat 123.1 709.3 98.0 970 0.54 106.8 334.9 1011 0.57 101.9 260.8 282 (2)2x10#2 SPF Laid Flat 136.0 904.1 106.3 682 0.43 116.8 426.5 712 0.44 111.2 332.0 308 (1)2x4#2 SPF On Edge 96.3 177.5 107.4 5084 1.00 41.0 83.1 5964 1.00 34.0 65.2 94 (2)2x4#2 SPF On Edge 136.2 348.0 135.3 3744 1.00 58.0 163.2 4423 1.00 48.1 127.5 126 3.2 23.0202.1 Design Wood Headers Sidewall Dropped 2008-02-13 10/23/2023 5:02 PM Typical(2) Page 5 of 6 Endwall Header Spans Unbraced Dropped Header Analysis Details Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 120-in.Unit Width,12-in. Endwall Overhang Endwall,20 psf Ground Snow,0 psf Attic Live Load Rafter, Roof Pitch Roof&Ceiling Only 120-in.Unit Width 130 mph(Exp C/End Zone) 20 psf Ground Snow,6/12 Pitch Gravity Load Conditions: Stress Adjustment Factors: Uniform Uplift(wuj_ -70 plf (0.6D+Wn) Load Duration Factor(CD)= 1.15 Uniform Dead Load(wDL)= 20 plf (D) Repetitive Member Factor(Cr)= 1.15 Uniform Live Load(wLL)= 40 plf (Su) NDS Design Load(wNDs)= 60 plf (D+Su) Deflection Limits: L Deflection Limit:L/240 L+0.51)Deflection Limit:L/180 Header Configurations(Downward Loading): Tabulated Allowable CITY b d Grade Species Orient. C1 CFb Fb F� F.L E Fe F, 1 2 1.5 3.5 #2 SPF Edge 1.00 1.5 875 135 425 1400000 1509 155 2 2 1.5 5.5 #2 SPF Edge 1.00 1.3 875 135 425 1400000 1308 155 3 2 1.5 7.25 #2 SPF Edge 1.00 1.2 875 135 425 1400000 1208 155 4 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 1107 155 5 1 1.5 3.5 #2 SPF Flat 1.10 1.5 875 135 425 1400000 1660 155 6 2 1.5 3.5 #2 SPF Flat 1.10 1.5 875 135 425 1400000 1660 155 7 8 9 10 Design Limit States A Sxx I,x Emin FbE CL Bending Shear AL AL.o.5D Max.Span (2)2x4#2 SPF On Edge 10.50 6.13 10.72 510000 1980 0.90 115.5 441.7 112.9 115.4 76-in.(6-ft 4-in.p (2)2x6#2 SPF On Edge 16.50 15.13 41.59 510000 981 0.68 146.5 694.1 177.5 181.3 89-in.(7-ft 5-in.)' (2)2x8#2 SPF On Edge 21.75 26.28 95.27 510000 662 0.52 162.6 915.0 233.9 239.0 98-in.(8-ft 2-in.)` (2)2x10#2 SPF On Edge 27.75 42.78 197.86 510000 472 0.41 176.6 1167.4 298.5 305.0 106-in.(8-ft 10-in.)' (1)20#2 SPF Laid Flat 5.25 1.31 0.98 510000 3686 1.00 59.0 220.4 51.0 52.1 46-in.(3-ft 10-in.)* (2)2x4#2 SPF Laid Flat 10.50 2.63 1.97 510000 2683 1.00 83.5 437.7 64.2 65.6 64-in.(5-ft 4-in.) Jamb Stud Minimum Bearing Length: Configuration RTL RUL Bearing Configuration RTL RUL Bearing (2)2x4#2 SPF On Edge 192 -224 0.15 (2)2x4#2 SPF Laid Flat 160 -187 0.13 (2)2x6#2 SPF On Edge 223 -261 0.18 (2)2x8#2 SPF On Edge 245 -286 0.19 (2)2x10#2 SPF On Edge 266 -310 0.21 (1)2x4#2 SPF Laid Flat 116 -136 0.18 3.3 23.0202.1 Design Wood Headers Sidewall Dropped 2008-02-13 10/23/2023 5:02 PM Typical(2) Page 6 of 6 Endwall Header Spans Unbraced Dropped Header Analysis Details Client: Backyard Products,LLC. Job Number: HHP101323-16 Roof&Ceiling Only Description: 120-in. Unit Width, 12-in. Endwall Overhang 120•in.Unit width Endwall,20 psf Ground Snow,0 psf Attic Live Load 130 mph(Exp C/End zone) Rafter, Roof Pitch 20 psf Ground Snow,6/12 Pitch Lateral Load Conditions: Maximum Wall Height= 84.5 in. Lateral Load Only Minimum Sill Height= 18 in. Lateral Load(Wiat)= 66.5 plf(C&C) Combined Vertical&Lateral(Max Lateral): Vertical Load(Wa)= 70 plf(0.6D+Wn) Load Duration Factor(CD)= 1.6 Lateral Load(Wiai)= 47.2 plf(M Lateral Deflection Limit:L/ 120 Combined Vertical&Lateral(Max Vertical): Vertical Load(Wc)= 50 plf(D) Lateral Load(Wiai)= 35.4 plf(0.75W) Header Configurations(Loaded Lateraly): Tab. Allowable QTy3 b d Grade Species Orient. Cf CFb Fb FbVERr FbLAr A Sy,, IYY 1 2 1.5 3.5 #2 SPF Flat 1.10 1.5 875 2100 2310 10.50 2.63 1.97 2 2 1.5 5.5 #2 SPF Flat 1.15 1.3 875 1820 2093 16.50 4.13 3.09 3 2 1.5 7.25 #2 SPF Flat 1.15 1.2 875 1680 1932 21.75 5.44 4.08 4 2 1.5 9.25 #2 SPF Flat 1.20 1.1 875 1540 1848 27.75 6.94 5.20 5 1 1.5 3.5 #2 SPF Edge 1.00 1.5 875 1444 2100 5.25 3.06 5.36 6 2 1.5 3.5 #2 SPF Edge 1.00 1.5 875 1444 2100 10.50 6.13 10.72 7 8 9 10 Lateral Only Max Lateral Max Vertical Design Limit States Bending Shear Ao,7W FbE C' Bending Shear FbE CL Bending Shear Ru,T' (2)2x4#2 SPF Laid Flat 93.5 344.0 76.9 2691 0.90 83.3 196.6 2350 0.86 96.3 268.6 231 (2)2x6#2 SPF Laid Flat 111.6 538.8 89.4 1368 0.68 102.2 307.3 1211 0.62 116.7 420.4 283 (2)2x8#2 SPF Laid Flat 123.1 709.3 98.0 923 0.52 112.9 404.1 820 0.47 128.8 553.2 313 (2)2x10#2 SPF Laid Flat 136.0 904.1 106.3 649 0.41 123.6 514.7 578 0.37 140.9 705.0 343 (1)2x4#2 SPF On Edge 96.3 177.5 107.4 4558 1.00 46.5 99.8 3932 1.00 54.9 135.8 129 (2)2x4#2 SPF On Edge 136.2 348.0 135.3 3342 1.00 65.8 196.6 2869 1.00 77.7 268.6 178 3.4 23.0302 Design Wood Columns Sidewall 2008-09-17(3) 10/23/2023 4:59 PM Stud Page 1 of 3 Sidewall Column Calculation Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 120-in.Unit Width,12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,0 psf Attic Live Load Rafter,20 Roof Pitch Roof&Ceiling Only Header 120-in.Unit Width ` 130 mph(Exp C/End Zone) Side Column 20 psf Ground Snow,6/12 Pitch Tabulated Span 83-in.Wall Height Wall Jamb Studs 24-In.oc,2x4#2 SPF Height (full height) Typical Spacing II Jack Studs Sill Max.Stud Length=80-in. Top/Bottom Plate Thickness=3-in. Side Column Span Side Column Span Side Column Span Built-Up Columns: 1.5-in.Wide Header 3.0-in.Wide Header 4.5-in.Wide Header (1 Jamb/1 Jack)2x4#2 SPF 152-in.(12-ft 8-in.) 184-in.(15-ft 4-in.) 184-in.(15-ft 4-in.) (1 Jamb/2 Jack)2x4#2 SPF 281-in.(23-ft 5-in.) 288-in.(24-ft 0-in.) 288-in.(24-ft 0-in.) (1 Jamb/3 Jack)2x4#2 SPF 289-in.(24-ft 1-in.) 289-in.(24-ft 1-in.) 289-in.(24-ft 1-in.) (2 Jamb/4 Jack)2x4#2 SPF 539-in.(44-ft 11-in.) 601-in.(50-ft 1-in.) 601-in.(50-ft 1-in.) (2 Jamb/5 Jack)2x4#2 SPF 604-in.(50-ft 4-in.) 604-in.(50-ft 4-in.) 604-in.(50-ft 4-in.) (3 Jamb/6 Jack)2x4#2 SPF 797-in.(66-ft 5-in.) 914-in.(76-ft 2-in.) 914-in.(76-11 2-in.) (3 Jamb/7 Jack)2x4#2 SPF 920-in.(76-ft 8-in.) 920-in.(76-ft 8-in.) 920-in.(76-ft 8-in.) (4 Jamb/8 Jack)2x4#2 SPF 1055-in.(87-ft 11-in.) 1227-in.(102-ft 3-in.) 1227-in.(102-ft 3-in.) (4 Jamb/9 Jack)2x4#2 SPF 1185-in.(98-ft 9-in.) 1235-in.(102-ft 11-in.) 1235-in.(102-ft 11-in.) Top or bottom plate to stud(face nail) Fastener Minimum (minimum length and Quantity per diameter or staple size) Connection or 3"x 0.131"PD nail 3 2.5"x 15 Ga.Staple 4 �c^ �c^ Notes:1. All stud configurations are assumed to be braced against weak axis buckling by sheathing or gypsum fastened in place on at least one side. Wall engaging column is not to be less than 16-in.long. 2.Studs in columns may be considered as maintaining regular stud spacing(i.e.typical stud may be placed up to 24-in.from closest built-up column stud). 3.Clear span between columns. 4.1 23.0302 Design Wood Columns Sidewall 2008-09-17(3) 10/23/2023 4:59 PM Stud Page 2 of 3 Sidewall Column Calculation(continued) Client: Backyard Products,LLC. Date: HHP101323-16 Description: 120-in.Unit Width,12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,0 psf Attic Live Load Rafter,20 Roof Pitch Stud Configuration: Grade: #2 Wall Height(h)= 83.0 in. Species: SPF Top/Bottom Plate Thick(T)= 3 in. width(b)= 1.5 in. Typical Spacing(s)= 24.0 in. depth(d)= 3.5 in. Deflection Limit:H/180 Header Configurations:(for bearing consideration) Load Equiv. Grade Species MOE Fci Share Fci 1 #2 SPF 425 100% 425 2 #2 SP 565 100% 565 3 LVL Microllam 2000000 750 100% 750 4 Min.Fc1= 425 Loading Conditions: Axial Load Only Combined Axial&Lateral(Max Bending): Axial Only Load(WNDS)= 175 plf(D+Lr) Axial Load(We)= 62 pit(0) Bearing/Total Load(WT)= 175 pit(D+Lr) Lateral Load(WIJ= 17.0 psf(w) Lateral Load Only Combined Axial&Lateral(Max Axial): Lateral Load(WI,J= 28.2 psf(C&C) Axial Load(Wc)= 147 pit(D) Combined Lateral&Uplift: Lateral Load(W1,1)= 12.8 psf(0.75W) Uniform Uplift(WUL)= -94.4 plf(0.6D+Wn) Lateral Load(Wiai)= 17.0 psf(MWFRS) Stud Material Properties: Tabulated Stress Adjustment Factors Allowable Grade: #2 Stress CF CD C, Cp Stress Species: SPF Fb= 875 1.50 1.60 1.15 -- 2415 psi width(b)= 1.5 in. Fc= 1150 1.15 1.25 -- 0.42 700 psi(gravity only) depth(d)= 3.5 in. Fc= 1150 1.15 1.60 0.34 726 psi(combined) c= 0.8 Ft= 450 1.50 1.60 -- 1080 psi IB/d= 22.9 F = 135 -- 1.60 -- 216 psi FcE= 802 pSi F,= 425 -- -- -- -- 425 psi E= 1400000 1400000 psi Emin= 510000 -- -- -- -- 510000 psi Plate-to-Stud Connection: Typical Stud: Connection Force,F,= 187.9 Ibf Shear Code Caldd Req'd Strength Min. Min. Min. Fastener (Ibf) Oty oty Oty 3"x 0.131"PD nail 88.0 3 3 3 2.5"x 15 Ga.Staple 56.3 4 4 4 4.2 23.0302 Design Wood Columns Sidewall 2008-09-17(3) 10/23/2023 4:59 PM Stud Page 3 of 3 Sidewall Column Calculation(continued) Client: Backyard Products,LLC. Date: HHP1 01 323-1 6 Description: 120-in.Unit Width,12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,0 psf Attic Live Load Rafter,20 Roof Pitch Configurations/Section Properties: Jamb Studs(full height) 1 1 1 1 2 2 3 3 4 4 Jack Studs In Column 0 1 2 3 4 5 6 7 8 9 y Area(in?) 5.3 5.3 5.3 5.3 10.5 10.5 15.8 15.8 21.0 21.0 a m Ix(in.4) 5.4 5.4 5.4 5.4 10.7 10.7 16.1 16.1 21.4 21.4 Sx(in.3) 3.1 3.1 3.1 3.1 6.1 6.1 9.2 9.2 12.3 12.3 N Area(in.2) 0.0 5.3 10.5 15.8 21.0 26.3 31.5 36.8 42.0 47.3 Ix(in°) 0.0 5.4 10.7 16.1 21.4 26.8 32.2 37.5 42.9 48.2 Sx(in 3) 0.0 3.1 6.1 9.2 12.3 15.3 18.4 21.4 24.5 27.6 Maximum Tributary Spans(Axial Loads): Jamb Stud Axial Compression 252 252 252 252 504 504 756 756 1008 1008 Jack Stud Axial Compression N/A 276 528 780 1033 1285 1539 1791 2044 2296 Stud Plate Perp.Compression 153 177 330 483 638 791 945 1098 1253 1406 Header Bearing 1.5-in.Wide n/a 90 155 221 286 352 418 483 549 614 Header Bearing 3.0-in.Wide n/a 155 286 418 549 680 811 942 1073 1205 Header Bearing 4.5-in.Wide n/a 177 330 483 636 789 942 1095 1248 1401 Maximum Tributary Spans(Lateral Loads): Jack+Jamb Bending 47 156 235 313 469 547 704 782 938 1017 Jack+Jamb Deflection 46 106 159 212 317 370 476 529 635 687 Jamb Stud Shear 97 160 160 160 320 320 480 480 639 639 Maximum Tributary Spans(Combined Loads): Jamb Stud Tension/Bending 71 129 177 218 354 397 531 574 708 752 Jack Stud Tension/Bending N/A 153 226 297 429 501 632 704 836 907 Comp./Bending(Max.Bending) 71 132 205 275 408 480 606 681 809 881 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Comp./Bending(Max.Comp.) 76 128 209 286 409 486 609 689 807 889 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1:00 1.00 1.00 1.00 1.00 1.00 Result: Maximum Trib Span,1.5-in wide header(in.) 46 90 155 160 286 320 418 480 549 614 Max.Side Column Opening(in.) 66 152 282 290 540 605 798 920 1055 1185 Maximum Trib Span,3.0-in wide header(in.) 46 106 159 160 317 320 476 480 635 639 Max.Side Column Opening(in.) 66 185 289 290 602 605 914 920 1227 1235 Maximum Trib Span,4.5-in wide header(in.; 46 106 159 160 317 320 476 480 635 639 Max.Side Column Opening(in.) 66 185 289 290 602 605 914 920 1227 1235 4.3 23.0610 Design Wall Connections 2008-06-18(3) 10/23/2023 4:59 PM Wall Connections Page 1 of 3 Sidewall Wall Connections Client: Backyard Products,LLC. 120-in.Unit width Job Number: HHP101323-16 130 mph(Exp C/End Zone) 6/12 Pitch Loading Conditions: Vertical Loads: Module Width(B)= 120.0 in. Uplift= -94 plf(0.6D+W) Sidewall Overhang(BoH)= 12.0 in. Dead= 62 plf(D) Maximum Wall Height(h)= 85 in. Lumber Species Min.SG: SPF Lateral Loads: Weal= 17.0 psf(MWFRS) Wiat= 28.2 psf(C&C) Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters diameter or staple size) Spacing Top or bottom plate to stud(face nail) Stud Spacing= 16 in.oc 0.131"x3"Nail 3 F,= 132 Ibf 7/16"x2.5"x15 Ga.Staple 4 C � C N Stud Spacing= 24 in.oc 0.131"x3"Nail 3 W F,= 198 Ibf 7/16"x2.5x15 Ga.Staple 5 4 4� Double top plate F,= 99 plf 0.131"x3"Nail 12-in.oc c_ 7/16"x2.5"xl5 Ga.Staple 8-in.oc C c N W F� Bottom plate to rim joist or blocking Stud Spacing= 16 in.oc #8 x 3"Screw 2 per bay F,= 132 Ibf 0.131"x3"Nail 2 per bay N 7/16"x2.5"xl5 Ga.Staple 3 per bay -o 3 Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 198 Ibf 0.131"x3"Nail 3 per bay W 7/16"x2.5"xl5 Ga.Staple 4 per bay e� 5.1 23.0610 Design Wall Connections 2008-06.18(3) 10/23/2023 4:59 PM Wall Connections Page 2 of 3 Connection Fastener (fastener size and position exaggerated QTY Maximum Header Span for illustration purposes) Parameters Per End 0.131"x3"Nail 7/16"x2.5x15 Ga.Staple Header-to-Stud(end nail in header only) Zone: End 6 113-in.(9-ft 5-in.) 62-in.(5-ft 2-in.) F,= 94 plf 8 151-in.(12-ft Tin.) 82-in.(6-ft 10-in.) R1 FZ= 60 pif 10 188-in.(15-ft 8-in.) 103-in.(8-ft Tin.) 99 plf(C&C) 12 226-in.(18-ft 10-in.) 124-in.(10-ft 4-in.) FR= 112 plf 14 264-in.(22-ft 0-in.) 145-in.(12-ft 1-in.) 16 302-in.(25-ft 2-in.) 165-in.(13-ft 9-in.) • Distribute total fastener qualtity equally among all header members at each end Header-to-Stud(alt.,lateral only) Zone:End 6 127-in.(10-ft Tin.) 70-in.(5-ft 10-in.) F2= 80 plf 8 170-in.(14-ft 2-in.) 93-in.(7-ft 9-in.) 99 plf(C&C) 10 212-in.(17-ft 8-in.) 116-in.(9-ft 8-in.) 12 255-in.(21-ft 3-in.) 140-in.(11-ft 8-in.) 14 297-in.(24-ft 9-in.) 163-in.(13-ft Tin.) 16 340-in.(28-ft 4-in.) 186-in.(15-ft 6-in.) Distribute total fastener qualtity equally among all header members at each end Cripple-to-Stud(alt.,uplift only) Zone: End 6 201-in.(16-ft 9-in.) 109-in.(9-ft 1-in.) F,= 94 plf 8 268-in.(22-ft 4-in.) 146-in.(12-ft 2-in.) 10 335-in.(27-ft 11-in.) 183-in.(15-ft3-in.) Ft 12 402-in.(33-ft 6-in.) 219-in.(18-ft 3-in.) • 14 470-in.(39-ft 2-in.) 256-in.(21-ft 4-in.) • 16 537-in.(44-ft 9-in.) 292-in.(24-ft 4-in.) • Distribute total fastener qualtity equally among all header members at each end Sill Plate-to-Stud(end nail in sill only) Zone: End 6 127-in.(10-ft Tin.) 70-in.(5-ft 10-in.) F2= 60 plf 8 170-in.(14-ft 2-in.) 93-in.(7-ft 9-in.) 99 plf(C&C) 10 212-in.(17-ft 8-in.) 116-in.(9-ft 8-in.) 12 255-in.(21-ft 3-in.) 140-in.(11-ft 8-in.) 14 297-in.(24-ft 9-in.) 163-in.(13-ft Tin.) 16 340-in.(28-ft 4-in.) 186-in.(15-ft 6-in.) I � Distribute total fastener qualtity equally among all header members at each end 5.2 23.0610 Design Wall Connections 2008-06-18(3) 10/23/2023 4:59 PM Wall Connections Page 3 of 3 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustrationpurposes) Parameters diameter or staple size) Spacing Corner Studs 0.131"x3"Nail 16-in.oc Sidewall/Endwall Intersection 7/16"x2.5"x15 Ga.Staple 10-in.oc All Locations Interior Wall Intersection 0.131"x3"Nail 16-in.oc 7/16"x2.5"xl5 Ga.Staple 10-in.oc All Locations Double Studs or Jack to Jamb Studs 0.131"x3"Nail 8-in.oc 7/16"x2.5"x15 Ga.Staple 5-in.oc All Locations Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters diameter or staple size) Spacing Top plate intersections 0.131"x3"Nail 3 7/16"x2.5"x15 Ga.Staple 5 All Locations Top plate intersections(alternate) 0.131"x3"Nail 6 per side All Locations 5.3 z � Floor Joist Design Timber Beam Analysis 10/23/2023 4:59 PM Dim Output Page 1 of 1 Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 120"Unit Width Floor Joists 16"O.C. Member Properties: Material Properties: Grade: #2 plies= 1 Tabulated Co Crb C, Allowable Species: SYP A= 5.3 in 2 Fb= 1100 1.00 1.00 1.15 1265 psi b= 1.5 in. Ix= 5.4 in.° Fv= 175 1.00 -- -- 175 psi d= 3.5 in. Sx= 3.1 in.' F�,= 565 -- 565 psi E= 1400000 -- 1400000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 112 Ibf 01-0" LL 66.7 plf Full Length DL 129 Ibf 0.-0" DL 13.3 plf Full Length LL 112 Ibf 10'-0" DL 129 Ibf 10'-0" L Deflection Limit:L/360 L+0.51)Deflection Limit:L 1240 Beam Diagram- 0..01. 10'-0" LL,DL LL,DL Load Case 1'-0" 5'-0" 9'-0" DL+LL -546 -189 -546 LL -333 -224 -333 Flexural Strength: Shear Strength: Unsupported Length,lu= 12 in. Vu= 321 Ibs Effective Length Factor= 2.06 Vn= 613 Ibs Effective Length,le= 24.72 in. Vu/Vn= 0.52 OK Slenderness Ratio,Rb= 6.20 Fe= 1265 psi Minimum Bearing at Supports: Fbr= 36408 psi FbE/Fe= 28.8 Pu= 546 Ibs Stability Factor,CL= 1.00 Bearing Width,b= 1.5 in. Min.Length= 0.6 in. Mu= 3369 in.-Ibs Mn= 3867 in.-Ibs Deflection Limits: Mu/Mn= 0.87 OK LL Deflection:U 1021 OK LL+0.5DL Deflection:U 569 OK Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. 6.1 Runner Design Timber Beam Analysis 10/23/2023 4:59 PM Dim Output Page 1 of 1 Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 120-in Unit Width Runners Member Properties: Material Properties: Grade: #2 plies= 1 Tabulated Co CFb C, Allowable Species: SYP A= 12.3 in 2 Fb= 1100 1.00 1.00 1.00 1100 psi b= 3.5 in. Ix= 12.5 in° F = 175 1.00 -- -- 175 psi d= 3.5 in. Sx= 7.1 in' Fc,= 565 -- 565 psi E= 1400000 1400000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 250 pit Full Length DL 160 plf Full Length L Deflection Limit:L/360 L+0.51D Deflection Limit:L/240 Beam Diagram: Load Case 0'-0" X-C DL+LL -683 -683 LL -416 -416 Flexural Strength: Shear Strength: Unsupported Length,lu= 48 in. Vu= 683 Ibs Effective Length Factor= 2.06 Vn= 1429 Ibs Effective Length,le= 12.13 in. Vu/Vn= 0.48 OK Slenderness Ratio,Rb= 1.86 Fb.= 1100 psi Minimum Bearing at Supports: FbE= 403957 psi FbE/Fb'= 367.2 Pu= 683 Ibs Stability Factor,CL= 1.00 Bearing Width,b= 3.5 in. Min.Length= 0.3 in. Mu= 6824 in.-Ibs Mn=, 7860 in.-Ibs Deflection Limits: Mu/Mn= 0.87 OK LL Deflection:U 1010 OK LL+0.5DL Deflection:U 765 OK Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. 6.2 23.07,28 Design-Transverse Shearwall Systems 2009-06-01 (6) 10/23/2023 4:58 PM Diaphragms Page 1 of 2 Transverse Diaphragm Design Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 10x32 Hillsdale Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 10.0 ft Wind Speed= 130 mph Stories Above Grade= 1.0 Blocking Height,hb= 18.0 in. Exposure Category: C Sidewall Eave(z)= 8.8 ft Sidewall/Eve Height,he= 88.0 in. End Zone Length,2a= 6.00 ft Roof Peak(z)= 11.8 ft Roof Slope,a= 6.0/12 pitch Mean Roof Height(h)= 15.0 ft Roof slope,a= 26.6 deg. Sidewall Overhang,LOH= 12.0 in. Endwall Overhang,BoH= 12.0 in. Vertical Roof Projection= 3.0 ft Wall Height= 7.0 ft(max.) Misc.Framing Height= 0.3 ft/level Seismic Design Parameters: Seismic Use Group: II Ground Other Roof Importance Category,IE: 1.00 Wall Height,h,y(in.) 84.5 0 n/a Site Class: D Wall Dead Weight(psf) 5 0 n/a Seismic Resisting System:A15 Light-frame walls with wood shear panels Floor/Level Dead Weight(psf) 10 0 10 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 0 Overstrength Factor,520:3.0 Deflection Amp.Factor,Cd:4.0 Analysis Procedure:ASCE 7,Section 12.8 Simplified Analysis ASD Adjustment Factor=0.7 Seismic Design Cat.: B IRC Seismic Design Cat.: B Effective Seismic Weight at Roof Level= 153 plf Sos=0.19 Effective Seismic Weight at Floor Level= 206 plf Cs=0.035 Additional Endwall Dead Weight= 352 Ibm NET Horizontal Wind Loads(MWFRS) Diaphgram Loads 0 Wall End Zone 23.7 Zone Wind Seismic Interior 17.6 Roof Diaphgram End(pit) 109 y Roof End Zone 7.4 Interior(plf) 84 4 A Interior 6.5 Endwall Surcharge(Ibf) -- 9 Wall End Zone 19.5 Above Ground End Zone(plf) 174 Interior, 12.9 Floor Diaphgram Interior(plf) 129 5 . Roof End Zone Endwall Surcharge(Ibf) 9 -' Interior Ground Level End Zone(plf) 87 Floor Diaphgram Interior(plf) 65 3 Endwall Surcharge(Ibf) -- 4 Transverse Diaphragm Design Roof Diaphragm Sheathing Configuration: 7/16"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species:SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5"Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 296 212 30 Blocked 4 6 6 12 328 235 40 Blocked 4 4 6 12 438 313 40 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 30 Blocked 3 6 6 6 270 193 30 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 30 Blocked 4 6 6 12 333 238 40 7.1 23.0728 Design'Transverse Shearwall Systems 2009-06-01 (6) 10/23/2023 4:58 PM Diaphragms Page 2 of 2 Transverse Diaphragm Design Above Grade Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 30 Blocked 4 6 6 12 348 248 40 Blocked 4 4 6 12 464 331 40 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 23 Blocked 3 6 6 6 270 193 30 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 30 Blocked 4 6 6 12 333 238 40 Grade Level Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species:SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 30 Blocked 4 6 6 12 348 248 40 Blocked 4 4 6 12 464 331 40 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 30 Blocked 3 6 6 6 270 193 30 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 30 Blocked 4 6 6 12 333 238 40 Connection Module Chord Quantity Each Side of Joint (fastener size and position exaggerated Length Force(F,) Fastener: Fastener: for illustration purposes) (ft) (lbf) 0.131"x 3"Nails 2.5"x 15 Ga Staples Double top plate 40 1736 14 25 45 2197 17 31 50 2712 21 38 60 3905 30 55 70 5315 41 74 80 6942 53 97 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart Rim Joist Splice 40 2664 21 38 45 3372 26 47 50 4163 32 58 • 60 5995 46 84 • i 70 8159 62 114 • F� 80 10657 81 149 • 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart 7.2 1 23.0128 Design Transverse Shearwall Systems 2009-06-01 (6) 10/23/2023 6:54 PM Shearwalls Page 1 of 1 Shearwall Design Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 10x32 Hillsdale Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 10.0 ft Wind Speed= 130 mph Stories Above Grade= 1.0 Blocking Height,hb= 18.0 in. Exposure Category: C Sidewall Eave(z)= 8.8 ft Sidewall/Eve Height,he= 88.0 in. Roof Peak(z)= 11.8 ft Roof Slope,a= 6.0/12 pitch Mean Roof Height(h)= 10.3 ft Roof slope,a= 26.6 deg. Sidewall Overhang,LOH= 12.0 in. Endwall Overhang,BoH= 12.0 in. Vertical Roof Projection= 3.0 ft 1 Wall Height= 7.0 ft(max.) Misc.Framing Height= 0.3 ft/level Seismic Design Parameters: Seismic Use Group:II Ground Other Roof Importance Category,IE: 1.00 Wall Height,h„,(in.) 84.5 0 n/a Site Class: D Wall Dead Weight(psf) 5 0 n/a Seismic Resisting System:A15Light-frame walls with wood shearpanels Floor/Level Dead Weight(psf) 10 0 10 Response Factor,R:6.5 Seismic Live Load(psf) 0 0 0 Overstrength Factor,D.:3.0 Deflection Amp.Factor,Cd:4.0 Analysis Procedure:ASCE 7,Section 12.8 Simplified Analysis ASD Adjustment Factor=0.7 Seismic Design Cat.: B Effective Seismic Weight at Roof Level= 153 plf IRC Seismic Design Cat.: B Effective Seismic Weight at Floor Level= 206 plf Sps= 0.19 Additional Endwall Dead Weight= 352 Ibm Cs=0.035 NET Horizontal Wind Loads MWFRS) Diaphgram Loads Wall End Zone 23.7 Zone Wind Seismic H Interior 17.6 Roof Diaphgram End(pI0 109 -- Roof End Zone 7.4 Interior(plf) 84 4 A Interior 6.5 Endwall Surcharge Ibf) -- 9 Wall End Zone 19.5 Above Ground End Zone(plf) 174 -- Interior 12.9 Floor Diaphgram Interior(pit) 129 5 . Roof End Zone -- Endwall Surcharge(Ibf) -- 9 Interior Ground Level End Zone(pIf) 87 -- Floor Diaphgram Interior Of) 65 3 Endwall Surcharge(Ibf) -- 4 Unit Length(it) 12 16 20 24 28 32 End Zone(ft) 6.0 6.0 6.0 6.0 6.0 6.0 Bracing Roof Only Min.Framing SG: SPF Front Panel:3/8"LP Smartside Panel,0.131"x2.5"Nails Back Panel: none Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc studs or other panel thicknesses,space fasteners at 12"oc. Edge Unit Length(ft) Fastener Strength(plf) 3"Edge 12 16 20 24 28 32 Spacing Wind Seismic Framing Minimum Cumulative Segmented Shearwall Length(ft) 6 180 180 3.6 4.6 5.5 6.4 7.4 8.3 6 180 180 3.6 4.6 5.5 6.4 7.4 8.3 6 180 180 3.6 4.6 5.5 6.4 7.4 8.3 4 262 262 2.5 3.1 3.8 4.4 5.1 5.7 3 336 336 1.9 2.4 3.0 3.5 4.0 4.5 2 435 435 ✓ 1.5 1.9 2.3 2.7 3.1 3.4 8.1 23.0729 Design Longitudinal Shearwall and Diaphragm Systems 2007-10-04 10/23/2023 4:57 PM Segmented Long Bracing Page 1 of 2 Longitudinal Lateral Force Analysis Client: Backyard Products,LLC. Job Number: HHP1 01 323-1 6 Description: 10x32 Hillsdale Building Geometry: Loading Conditions: Height Above Grade: Min.Length,B= 32 ft Wind Speed= 130 mph Stories Above Grade= 1 Total Width,L= 10.0 It Sidewall Eave(z)= 8.8 ft Blocking Height,hb= 18.0 in. Exposure Category: C Roof Peak(z)= 11.8 ft Sidewall/Eve Height,he= 88.0 in. Topographic Factor(Ki1)= 1.0 Mean Roof Height(h)= 15.0 ft Roof Slope,a= 6.0/12 pitch Height&Exposure(Kh)= 0.85 Roof slope,a= 26.6 deg. Directionality(Kd)= 0.85 MWFRS End Zone,2a= 6.0 ft Sidewall Overhang,LOH= 12.0 in. Internal Pressure(GcP;)= 0.18 Endwall Overhang,BDH= 12.0 in. -0.18 Vertical Roof Projection= 3.0 ft Wind Pressure(qh)= 18.8 psf Wall Height= 7.0 ft(max.) Misc.Framing Height= 0.3 ft/level Seismic Design Parameters: Seismic Use Group: II Ground Other Roof Importance Category,IE: 1.00 Wall Height,hW(in.) 84.5 0 n/a Site Class: D Wall Dead Weight(psf) 5 0 n/a Seismic Resisting System:A15Light-frame walls with wood shearpanels Floor/Level Dead Weight(psf) 10 0 10 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 0 Overstrength Factor,K2.: 3.0 Deflection Amp.Factor,Cd: 4.0 Analysis Procedure:ASCE 7,Section 12.8 Simplified Analysis ASD Adjustment Factor= 0.7 Seismic Design Cat.: B IRC Seismic Design Cat.: B SDs=0.19 Cs= 0.04 Design Wind Pressures(psf) Endwall Force Net Wall End 19.5 (plf) Interior 12.9 NET MAX Net Roof End -- Roof+Ceiling Diaphgram(Total) End Max 130 99 Interior -- Min 72 54 Windward Wall Max End 14.8 Interior Max 86 73 Interior 10.9 Min 86 73 Leeward Wall Max End 11.4 Ceiling Diaphgram Only End Max 101 77 Interior -10.0 Min 72 54 Interior Max 67 56 Min 67 56 Floor Diaphgram End Zone 143 109 Interior 95 80 Sidewall Load Due to Wind Sidewall Loads Due to Seismic Seismic Seismic NET MAX Weight Load Roof+Ceiling(Total)(Ibf) 518 387 Roof+Ceiling Total(plf) 120 1 Ceiling(Ibf) 450 336 Ceiling(plf) 53 1 Floor Level(Ibf) 763 572 Floor Diaphragm(plf) 206 3 Additional Floor Dead(Ibf) 352 4 8.2 f ! 23.0729 Design Longitudinal Shearwall and Diaphragm Systems 2007-10-04 10/23/2023 4:57 PM Segmented Long Bracing Page 2 of 2 Bracing Roof Only Min.Framing SG:SPF Front Panel:3/8"Smartside Panel,0.131"x2.5"Nail Back Panel: none Edge Unit Width(ft) Fastener Strength(plf) 3"Edge 10.0 Spacing Wind Seismic Framing Minimum Cumulative Segmented Shearwall Length(ft) 6 180 180 2.9 6 180 180 2.9 6 180 180 2.9 4 262 262 2.0 3 336 336 1.5 2 435 435 ✓ 1.2 8.3 23.0729 Design.Longitudinal Shearwall and Diaphragm Systems 2007-10-04 10/23/2023 7:02 PM Segmented Long Bracing(2) Page 1 of 1 Longitudinal Lateral Force Analysis Client: Backyard Products,LLC. Job Number: HHP1 01 323-1 6 Description: 10x32 Hillsdale Sidewall no openings min 12'provided Use 0.131"x2.5"nails 6/12 holddown= 180 plf(2.9/12)(6.92 ft) =301 Ibf Sidewall with openings min 40"=3.33'provided Use 0.131"x2.5"nails 6/12 holddown= 180 plf(2.9/3.3)(6.92 ft) =1085 Ibf Endwall no openings Endwall with openings 10'provided 56"=4.66'provided 12'unit length 12'unit length Use 0.131"x2.5"nails 6/12 Use 0.131"x2.5"nails 6/12 holddown= 180 plf(3.6/10)(6.92 ft) =449 Ibf holddown= 180 plf(3.6/4.66)(6.92 ft)=963 Ibf 16'unit length 16'unit length Use 0.131"x2.5"nails 6/12 Use 0.131"x2.5"nails 6/12 holddown= 180 plf(4.6/10)(6.92 ft) =573 Ibf holddown= 180 plf(4.6/4.66)(6.92 ft) = 1230 Ibf 20'unit length 20'unit length Use 0.131"x2.5"nails 6/12 Use 0.131"x2.5"nails 4/12 holddown= 180 plf(5.5/10)(6.92 ft) =686 Ibf holddown=262 plf(3.8/4.66)(6.92 ft)= 14791bf 24'unit length 24'unit length Use 0.131"x2.5"nails 6/12 Use 0.131"x2.5"nails 4/12 holddown= 180 plf(6.4/10)(6.92 ft) =798 Ibf holddown=262 plf(4.4/4.66)(6.92 ft)= 1712 Ibf 28'unit length 28'unit length Use 0.131"x2.5"nails 6/12 Use 0.131"x2.5"nails 3/12 holddown= 180 plf(7.4/10)(6.92 ft) =922 Ibf holddown=336 plf(4.0/4.66)(6.92 ft)= 1996 Ibf 32'unit length 32'unit length Use 0.131"x2.5"nails 6/12 Use 0.131 N2.5"nails 3/12 holddown= 180 plf(8.3/10)(6.92 ft) = 1034 Ibf holddown=336 plf(4.5/4.66)(6.92 ft)=2246 Ibf Corner stud connection 0.131 NT nails 6"o.c.for entire height of wall 6.92ft x 132 Ibf/nail/(6"/nail) x12"/ft= 1827 Ibf 8.4