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Home My WebLink About47625-Z �o��g11EF0L�cOG Town of Southold 11/16/2023 a y� P.O.Box 1179 H yrs 53095 Main Rd sfSSouthold,New York 11971 CERTIFICATE OF OCCUPANCY No: 44737 Date: 11/16/2023 THIS CERTIFIES that the building ADDITION/ALTERATION Location of Property: 1405 Terry Ln., Orient SCTM#: 473889 Sec/Block/Lot: 14.-3-2 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 2/15/2022 pursuant to which Building Permit No. 47625 dated 3/31/2022 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: sunroom addition to existing single-family dwelling as applied for. The certificate is issued to Smith,Michael&Teresa of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. PLUMBERS CERTIFICATION DATED 1 ut orize ignature 1;�SUFFQi` TOWN OF SOUTHOLD moo BUILDING DEPARTMENT N 2 TOWN CLERK'S OFFICE 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#: 47625 Date: 3/31/2022 Permission is hereby granted to: Smith, Michael 301 Franklin Ave Apt 318 Garden City, NY 11530 To: construct sunroom addition to existing single-family dwelling as applied for. At premises located at: 1405 Terry Ln., Orient SCTM #473889 Sec/Block/Lot# 14.-3-2 Pursuant to application dated 2/15/2022 and approved by the Building Inspector. To expire on 9/30/2023. Fees: SINGLE FAMILY DWELLING-ADDITION OR ALTERATION $251.60 CO-ADDITION TO DWELLING $50.00 Total: $301.60 Buildi nspector / SOF soGT # # TOWN OF SOUTHOLD BUILDING DEPT. `ycoulm, 631-765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] SULATION/CAULKING [ ] FRAMING /STRAPPING [ FINAL S vA((a*, [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: 6AXAW1/ N 6AIAL/6� S � i DATE a INSPECTOR A.S. Cg Q11� � - �d ��' :� 9P.C. {lf Fw• 1 New York lanQ4181a Florida 630 Fifth Avenue, Suite 2000 1 ffy u , uite 51040938 P.O. Box 210 New York, New York Hicksville, New York Terra Ceia, Florida r attaner�t 01 Sou a October 2 2023 F-i L Re: Sunroom Addition Smith Residence 1405 Terry Lane Orient, New York 11957 On behalf of the contractor, Four Seasons Holbrook, I hereby offer this structural certification to aide in the documentation and attestation of the foundation, framing and strapping performed at the above referenced project to date. I, Alexis Spyrou, PE, structural engineer for the above referenced project, have had the opportunity to review the applicable photographs and information provided by Four Seasons Holbrook in regard to the construction of the addition. The foundation and framing work has been installed and completed in substantial conformance with the Town approved plans prepared by this office on January 31, 2022 and approved by the Town, the 2020 Residential Code of New York State (RCNYS) and good construction standards and practices. This professional opinion is provided to you pursuant to your request and is not to be used by any third party for this or any other project. The Engineer's opinion is not to be construed as a guarantee or a warranty for contractor's work. This certification is based on non-forensic review of documentation provided and does not represent or predict future conditions. If you require any additional information, please contact my office. Respectfully Submitt OF NEW JI- 'S SP y0 r Cr n W m W Alexis Spyro 2359 President FESS10 New York Profession Engineer Number 082359 FIELD INSPECTION REPORT DATE COMMENTS b hn FOUNDATION (1ST) ------------------------------------ C FOUNDATION(2ND) z 0 ROUGH FRAMING& PLUMBING ^^1 Iv INSULATION PER N.Y. y STATE ENERGY CODE ZRA Ile& �5 FINAL V a ADDITIONAL COMMENTS 35 lX01.60 0 �b 2 z cb G y z x E� H x d m b_ H � 1 TOWN OF SOUTHOLD—BUILDING DEPARTMENT s Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY 11971-0959 Telephone(631) 765-1802 Fax (631) 765-9502 haps://www.southoldtowtiny_gov Date Received APPLICATION FOR BUILDING PERMIT For Office Use Only -- PERMIT NO. �� Building Inspector: FEB 15 2022 l Applications and;form's must tie,filled;out in their.entirety.Incomplete TOWN OF SOUTHOLD applications,w`ill'n`ot,be,accepted. W3'dre the App'l'icant is not the'owner,;an Owner's„Authorization.form(Page'2)shall be-.completed.. Date: -OWNERS)OF PROPERTY:=,' Name: t SCTM#1000- 77 Physical Address: DyilalrtPhone#: �tb �b Zq Z� Email: ✓�sa ,sY34t $ r Mailing Address: __.. ... c a1. Fr An—klc18 614VA”. 6.` q J /l1 i3� ` 'CO '5 N T AC7 PER6 N ` Name:1. MomnC Mailing Address: 2938 Hempstead Turnpike Phone#: LevittDwn,NY 11756 Email: DESIGN PROFES$IONML INFORMATION:: Name: Mailing Address: Los -M r �� nq H7 Phone# Email: �X 5 G .� J Q` Sa CONTRACTOR INFORMATION: Name: MailingAddress: - . ._. _ _ l 1 - .1111 Phone#:... ��" . DOJ-..Lldbd fix` ...I.�.�.g.. Email: ' qS DESCRIPTION;OF,PROP05ED:CONSTRUCTI,ON ,. . El New Structure�Addition ❑Alteration El Repair ❑Demolition Estimated Cost of Project: ❑Other '�A)' 1Y790YY1 $ ��C • Will the lot be re-graded? ❑Yes &QJJO Will excess fill be removed from premises? CV'es ❑No h � 1 PROPERTY INFORMATION. i Existing use of property: Intended use of property: Zone or use district in which premises is situated: Are there any covenants and restrictions with.respect to _......------ . .........,. .. this property? ❑Yes ONO IF YES, PROVIDE A COPY. __- -._._......_- Check BOX After.Reading:'The.owner/coritiactor/design professional It responsiblefor all drainage and storm water'issues es provided;by' Chapter 236 of the-Town Code. APPLICATION 15 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 Ygrk 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 code and regulations and to admit authorized inspectors on premises and In building(s)for necessary inspections.False statements made herein are punishable as a.Class A misdemeanor pursuant4o Section 210.45 of the New York State Penal Law. Application Submitted By(print nam �� Laps &) N ►uthorized Agent ❑Owner Signature of Applicant: I Date: a 110 I;L STATE OF NEW YORK) SS: COUNTY OF M4554u. ) being duly sworn, deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)he is the QLoI eI---, (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 d S+ day of Fe6rr,.t�.�y ,20_� ary Public MARYA N KHOURI Notary Public,State of Now York Reg.No.01 KH6368078 PROPERTY OWNER AUTHORIZATION Qualified in Nassau County Commission Expires December 4,2025 (Where the applicant is not the owner) I, /ej-eSse'r SmA residing at Sal F-mi ;, e;n Ave. A,ii -213 ��do hereby authorize Wra>tl.(, aeA na to apply on J my behalf to the Town of Southold Building Department for approval as described herein. A Z. 1 14.f1.2-- is Signature tate Print Owner's Name 2 Mejia, Evelin From: Mejia, Evelin Sent: Wednesday,August 9, 2023 11:04 AM To: 'moranoexpediting@yahoo.com'; 'teresa.smith8383@gmail.com' Subject: Open item on PB 47625 Attachments: ###47625tix_20230809105326.pdf Good morning, There is one remaining item needed in order to obtain a Certificate of Occupancy for the sunroom pb#47625 located at: 1405 Terry Ln,Orient NY The Engineer is required to Certify that footing(s), Framing and Strapping meets NYS code. Attached is the Final Inspection ticket. Thank you Evelin Mejia Town Of Southold Building Department Annex Building 54375 Main Road Southold, NY 11971 (631)765-1802 1 M UINUY'NI tNL/ MHN1I UI_t NFT ItJI I1ULt 't f'. A B EN1 1 ' INLET TREE I.F. N. SET f 'B"-f1JLET SHRUB 7 T AD NI-EI 0 BOLLARD J I?I I l y LE SO YARD INLET y WETLAND FLAG �,UY VAR" L1 ELECTRIC METER_" CAN I. CANTILEVER _ `---_-_ l! I cklfl.F N,.-ANT ly, .,AS METERFE c w ---'----- ---_.------x-- FNCE . v Cv a Hyl WATER METER MAS MASONRY - >,l ;AS JAI OF PLAT PLATFORM S� * --n- F TiCK�Rf IEN(( (c 1K) xv W.W. WINDOW WE o �� - SHD SHD 3 r„ S12 33 50 E �, � f1.D�� fD t1.rt � WATER VALVE , _ 0 H OVERHANG 90.13 -- - -- - -- ---- - C/I-Ce LARAY EN•r -X CHAIN Lr' _EN(L ''L.F')-/ - - - - --- -" - - - - - - - - - - - - - - - - - - �D Sf2.33'S0"E --w R o Roue OVER n.,c SNIT - REBAR 130 SHD� SHED 100.04 RE HYDRANT U C DEPRESSED CI1P.B SET _ III, '—__` . . 0/t- ON LINE 1 , o 10.5' ��_. +I PIPE 1 v - ^ O X CROSS CUT G.O.L. GENERALLY ON LINE n STAKE r--_- 175.0 --------------------- I /C�O�' o ! U I= i cli O AV< I - ^ I �, `q lEt oRrVrw- i�v w m c O ' 11065- DI' t a �. c COLA OVER GARAGE \ d: F'Ar;O z - -_ 10.9 00 TAX LOT 2 i �% \V A O V 144v �� o �� 5 I �> 2 STORY \ q I p "') I FRAME 1 A A\ LL! O N RESIDENCE I y lO �+ ED I V)r �.. #14051 L" S1400 00"E i v ► o ±177.0' \ !7 i� 37. � U -� ±113.1' '-L-2- - 27.4' \ FND3 m FPD -H FND I PIFE--- - -- --- > 1 LLJ \ \ PIPE „' PIPE I �-N �Iu�N I Nf 00.. 37I -- 1 50' p _- LJJ- o Cxa ±103.8'— ------- aA�1 �i . I --"i ou.�N co llq- -- co V I - __ E� o 173.0' - - .� - - ..�. - - llIII Ii �IIW IIIIII. � \III I I III I IiI IIII I I IIIII I I III� I\!I I � ' I I U(I II W SETOf REBAR 431.84' FND STK ±4.0 N14°05'00"W � Q0 TAX LOT f CD O>1> A o CD LOT AREA 58,195± S.F. O Li 1.34± AC. ON Q o U R.O.W. AREA INO 72,261± S.F. lN 1.66± AC. � Q 0o O XO o w 2149.17' Q S14.05'00"E N > ------- riq I PIPE ---/-- --------- ---- � ------- L� . L- -_p' n n , 2,171.21 II I I c, zO n mpUO 0 0Li ^2AV� ,RNEWAY - -- ----- m ------------------------------------------ D O- PFINDPSPKE E � 7f f LI E N14.05,001W oT03 � MON _ t 60, r• APPROVED AS NOTED DATE: 9) FEE: ..3D D BY: NOTIFY BUILDING DEPARTMENT AT RETAIN STORM WATER RUNOFF 765718021- :8 AM TO 4 PM FOR THE PURSUANT TO CHAPTER 236 FOLLOWING INSPECTIONS: OF THE TOWN CODE. 1. FOUNDATION.- TWO REQUIRED FOR POURED CONCRETE 2. ROUGH - FRAMING & PLUMBING 3. INSULATION 4. FINAL - CONSTRUCTION MUST BE COMPLETE FOR C.O. ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE CODES OF NEW YORK STATE. NOT RESPONSIBLE FOR DESIGN OR CONSTRUCTION ERRORS. ELECTRICAL INSpEC' 104 REQUI'RIED COMPLY WITH ALL CODES OF NEW YORK STATE AS RED D CONDITIONS OF 'S@ #6tB 36WN�9 — SOUfi ._ BOARD All exterior lighting SgdT TOWN TRUSTEES Installed,replaced or repaired shall conform _ CO to Chapter 172 of the Town Code OCCUPANCY OR USE, IS UNLAWFUL WITHOUT CERTIFICA7 OF OCCUPANCY i `0�10 rtl0ta h9EF r�n�f r c A.S. Engineering Services,P.C. Q. a `$ Long Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASES Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date ChWd by Date Sheet no./rev. AS 2-7-2022 1 of 26 ENGINEERING CALCULATIONS FOUR SEASONS ALL SEASONS SUN & STARS STRAIGHT EAVE MODEL 9'-8.125" PROJECTION BY 13'-6.125" FRONT WALL WITH 51-133 RAFTERS @ 30" O.C. MAX FOR THE SMITH RESIDENCE LOCATED AT: 1405 TERRY LANE ORIENT, NEW YORK 11957 DATE: February 7, 2022 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf EQUIVALENT UNIFORM ROOF LOAD Vult = 130 mph EXPOSURE B WIND LOAD AS PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE AND EITHER MEETS OR EXCEEDS THESE LOADINGS - 2AA _ WW R�FESSION¢v ' Office: 631-560-0259 Fax: 631-938-0784 www.asengineeringservices.com o0Pytot+meEr�pp� &S. Engineering Services,P.C. Long Island New York r„ 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date ChWd by Date Sheet no./rev. AS 2-7-2022 1 of 26 ENGINEERING CALCULATIONS FOUR SEASONS ALL SEASONS SUN & STARS STRAIGHT EAVE MODEL 9'-8.125" PROJECTION BY 13'-6.125" FRONT WALL WITH 51-133 RAFTERS @ 30" O.C. MAX FOR THE SMITH RESIDENCE LOCATED AT: 1405 TERRY LANE ORIENT, NEW YORK 11957 DATE: February 7, 2022 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf EQUIVALENT UNIFORM ROOF LOAD Vult = 130 mph EXPOSURE B WIND LOAD AS PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE AND EITHER MEETS OR EXCEEDS THESE LOADINGS f N: .w, eo t�0.:.`•.08235°',.:- ."�?' - -- A�F�'SSION�~, Office: 631-560-0259 Fax: 631-938-0784 www.asenaineerinaservices.com 't a�OWN Mcera a 11`�'a r A.S. EhIgineer' ing Services,P.C. Lona Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ABEBPort Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc,by Date ChWd by Date Sheet no./rev. AS 2-7-2022 1 of 26 ENGINEERING CALCULATIONS FOUR SEASONS ALL SEASONS SUN & STARS STRAIGHT EAVE MODEL 9'-8.125" PROJECTION BY 13'-6.125" FRONT WALL WITH 51-133 RAFTERS @ 30" O.C. MAX FOR THE SMITH RESIDENCE LOCATED AT: 1405 TERRY LANE ORIENT, NEW YORK 11957 DATE: February 7, 2022 THE ABOVE INDICATED PROJECT HAS BEEN EXAMINED FOR 20 psf EQUIVALENT UNIFORM ROOF LOAD Vult = 130 mph EXPOSURE B WIND LOAD AS PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE AND EITHER MEETS OR EXCEEDS THESE LOADINGS ik . ��. RpF�sS90NQ� ..;. Office: 631-560-0259 Fax: 631-938-0784 www.asen.gineerin.gservices.com 7 f OS¢3�O�d h18k►�n� 4��3 A.`1, Engineering P.C. �sv Long Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASEB Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date ChWd by Date Sheet no./rev. AS 2-7-2022 2 of 26 Table of Contents DETERMINE BASE SHEARS BASED ON WIND LOADS............................................................... 3 WINDSHEAR................................................................................................................................ 4 COMPONENTS AND CONNECTIONS............................................................................................ 7 GLAZINGBAR............................................................................................................................... 8 BEARINGWALL COLUMNS....................................................................................................... 10 GABLEWALL COLUMN.............................................................................................................. 12 EAVE ........................................................................................................................................... 13 SECTIONPROPERTIES............................................................................................................. 14 CONNECTIONDESIGN................................................................................................................. 15 Office: 631-560-0259 Fax: 631-938-0784 www.asengineerin-services.com r r S�oIU mgr-Ps, A 'S. Ehgineering Services,P.C. Lona Island New York u 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASs Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 3 of 26 DETERMINE BASE SHEARS BASED ON WIND LOADS Office: 631-560-0259 Fax: 631-938-0784 www.asenaineerinaservices.com i T 04 40 &S. Engheering Services,P.C. Long Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date ChWd by Date Sheet no./rev. AS 2-7-2022 4 of 26 WIND SHEAR FIRST CALCULATE WIND PRESSURES AND THEN BASE SHEARS AND LATERAL FORCE DISTRIBUTION ASCE 7 HAZARD TOOL IAD5T.n7La61.awd.;:kna57 tioa�� i ' � � �•�'• .Nlde�s irevmmh ' �GPaJ� �i �tlwnnl.lprtpryvn aTmxsn vsawr r 5- a;�� 9 •Delsn W,VSd,IIM1YD,Ba, .�l—.� .�"..�.. . ,.�, I s��` u5et:5El T.le � .tocyemiaD ....._....a_....... g,;zW;.m:ars�teaa...ga.`+ltr r J�. "r•. °"` u ..•��.e«eem>n.m..+r�md�.�ee�.marwiw.nmr.wx n'<.r f �.., .. .. � . J La::z+T _.__�_._._.__�___.._.. �• ieD::.a...waauox:,.,�otime..arerei,i�v.,.o.a ww�.k 4� : _;�� : SoilfS c re1�^di'�+pW'i^smtdY.TAT viv4a+v ols'�wtmca nid 7hre f � � �:�� J ; ' .. -_. _ .... ... �.,w4i daeea.-srru'waawrr•Dmral nmi�TMM.r _ 4 �' ,. ran D..`u„ilk I s.om.mmlK.�r�.�ma.n�MesceseriaT��,,wa I '�►' Iw+zed otr�ln�„1`Meed�at 4lNc[eCM ai.`+.I w�,Ft+:m?e JMa.....-»... ` IIAir•Ma ^� i ..4..i.: ...�,..»,",.: .. _ ._"'{ 141Vi•i�f :�•�'g Yt'. �iUsus�-- r F 1!a'oCC�50 Ft0.Ty.26.419.a'T34s D^a�l-CLai.,ACmna'TtrT� r _�'�`�'," ':`-T"J4`�.._ r � Ixr,t Lpa`I ASCE 7 gnline- ♦� ,s // A_Ic+Iv,taGuw'�,IDxak+llh4andvd AKET ` . _ •:o'ur T, .; ° �e f - T' ��['�"T�"_'�".9"— • fir. [RB]WINDBORNE DEBRIS REGION.Areas within hurricane-prone regions located in accordance with one of the following: 1.Within 1 mile(1.61 km)of the coastal mean high water line where the ultimate design wind speed,Vult, is 130 mph(58 m/s)or greater. 2. In areas where the ultimate design wind speed,Vult, is 140 mph(63.6 m/s)or greater; or Hawaii. NON-WINDBORNE DEBRIS REGION Office: 631-560-0259 Fax: 631-938-0784 www.asenaineerinaservices.com r i �o��y�ora wrccrd e A.S. Engineering Services,P.C. ruo- 4P: Long Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date ChWd by Date Sheet no./rev. AS 2-7-2022 5 of 26 Wind Pressure Calculations (Main Wind Force Resisting System) Design Wind Pressure p=gGCp-q;(GCpI) Where, q= 0.00256 KZ Kn Kd VZ 1 Velcity Pressure Exposure Coefficientfor 0.7 FOR EXP Where, Kz_ = 0.7 Exposure B B 0.85 FOR EXP Ke= Topographical Factor= 1.0 C Kd= Directionality factor= 0.85 Vult= Wind Speed= 130 mph I= Importance factor L—I.0 Therefore,q = 25.74 psf Design wind pressure, p= gGCp-gl(GCpI) Where, q 25.74 psf G= Gust Factor=0.85 + 0.55 FOR PARTIALLY EXPOSED L GCpI= E177-C, for STRUCTURE 0.18 FOR ENCLOSED CP= 0.8 Windward Wall STRUCTURE 0.5 Leeward Wall 0.7 Side Wall 0.9 Roof Therefore, p + 22.14 psf for Windward Wall 15.57 psf for Leeward Wall 19.95 psf for Side Wall 24.33 psf for Roof use 10psf Pressures based on Vasd-multiply by 0.6 min 13.28 psf for Windward Wall 10.00 psf for Leeward Wall 10.00 psf for Side Wall 14.60 psf for Roof Office: 631-560-0259 Fax: 631-938-0784 www.asen4ineerin4services.com aPt1ON MEC a ,kaac A.S. Engineering Services,P. yg� pf Long Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASES Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 6 of 26 ROOM INPUT PROJECTION ! 9.67 l FT FRONT WALL HEIGHT 7.67 FT RIDGE HEIGHT 10.00 FT FRONT WALL LENGTH 3 ,13.50,.E FT WIND PRESSURES 13.28 psf for Windward Wall 10.00 psf for Leeward Wall Side 10.00 psf for Wall 14.60 psf for Roof WIND BASE SHEAR CALCULATIONS X-Direction Surface Area= 85.43445 sq ft for peaked wall Y-Direction Survace Area= 103.545 sq ft for side wall Therefore, X-Direction Wind Shear,Vwx= 1989 lbs Y-Direction Wind Shear,Vwv= 1375 lbs LATERAL FORCE RESISTING SYSTEM LOAD 1/2 TO BASEWALL vx= 1989 = 995 995 1/2 TO HOUSE&1/2 TO FRONT WALL= 497 DIVIDED BY LENGTH OF FRONT WALL 497 = 37 PLF vy= 1375 1/2 TO FOUNDATION = 688 688 1/2 TO EACH SIDE WALL 344 344 DIVIDED BY LENGTH OF GABLE WALL= 36 PLF Office: 631-560-0259 Fax: 631-938-0784 wwvli.asengineeringservices.com r .SP��ea M4`ET«a A.S. Engineering Services, w' ?< Lona Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date ChWd by Date Sheet no./rev. AS 2-7-2022 7 of 26 COMPONENTS AND CONNECTIONS COMPONENTS TO BE SIZED INCLUDE: GLAZING BARS BEARING WALL COLUMNS EAVE CONNECTIONS TO BE SIZED INCLUDE: SILL TO WOOD GLAZING BAR CLIP TO EXISTING LAG WITHDRAWAL CAPACITY SUNROOM CONNECTION SUMMARY ROOF RIDGE TO EXISTING ROOF PANEL TO EAVE EAVE TO COLUMN COLUMN TO SILL SILL TO FOUNDATION Office: 631-560-0259 Fax: 631-938-0784 www.asenaineeringservices.com S .i P'��o�d MC-E►�p A.S. Engineering,Ser iP.C. 4 Long Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASE S PortJefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 8 of 26 GLAZING BAR REQUIRED BEAM SECTIONAL PROPERTIES-GRAVITY LOADS (FOR WALL DESIGNS) LENGTH: 9.670, ft 116.04 in <<(Eave Height) <<(Average <<(Average O.C.: 2.500 ft 30.00 in distance Distance DEFL. LIMIT L/ 120 = 0.967 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: 5 9 psf (Zero) LIVE LOAD: _ 20psf <<(Wind Pressure) TOT.w= 62.5 plf END REACTIONS= 302.1875 lbs ft- Moment= 731 Ib 8766.459 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES 6b: 24000 psi ab: 19000 psi ab: 1600 psi E: L29000000 psi E: L10100000 I psi E: 1600000 psi 6,,: 110 psi Sx>= 0.365 in3 Sx>= 0.46 in3 Sx>= 5.5 in3 IX>= 0.438 in4 IX>= 1.259 10 IX>= 7.9 in4 Ax>= 4.1 int C= 2.728663 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.61 DEPTH= 2.33 in minimum Office: 631-560-0259 Fax: 631-938-0784 www.asenoineerinaservices.com r t NQd,,t%pit Met,,aqA AX. Engineering Services,P.C. s R c4ri Long Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASES Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 9 of 26 REQUIRED BEAM SECTIONAL PROPERTIES-WIND LOADS (FOR WALL DESIGNS) LENGTH: 9.670 ft 116.04 in <<(Eave Height) «(Average «(Average O.C.: 2.500 ft 30.00 in distance Distance DEFL. LIMIT L/ 120 = 0.967 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: E-'l 0 psf (Zero) LIVE LOAD: .60 psf «(Wind Pressure) TOT.w= 28.9894 plf END REACTIONS= 140.1637 lbs ft- Moment= 339 Ib 4066.15 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES 6b: 24000 psi 6b: 19000 psi ab: 1600 psi E: 29000000 psi E: E10100000 psi E: 1600000 3 psi a": 110 } psi Sx>= 0.169 in3 Sx>= 0.21 in3 Sx>= 2.5 in3 IX>= 0.203 in4 IX>= 0.584 in4 IX>= 3.7 in4 Ax>= 1.9 int C= 2.728663 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.25 DEPTH= 1.81 in minimum GLAZING BAR DESIGN CONTROLLED BY GRAVITY LOADS AND 5LB3 OK Office: 631-560-0259 Fax: 631-938-0784 www.asengineerinaservices.com 1 t%Oro mit►$n�4e. A.S. Ehgineering Services, �< Lona Island New York t 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASE S. Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chled by Date Sheet no./rev. AS 2-7-2022 10 of 26 BEARING WALL COLUMNS REQUIRED BEAM SECTIONAL PROPERTIES-BEARING WALL COLUMN (FOR WALL DESIGNS) LENGTH: 7.670 ft92.04 in <<(Eave Height) <<(Average «(Average O.C.: 5.000 ft 60.00 in distance Distance DEFL. LIMIT L/ 120 = 0.767 in to each support) Between _ For ridge-WIDTH/2 Two Windows) DEAD LOAD: 0� psf (Zero) LIVE LOAD: 13.28 psf <<(Wind Pressure) TOT.w= 66.41457 plf END REACTIONS= 254.6999 lbs Moment= 488 ft-lb 5860.644 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES 6b: 24000,1 psi 6b: 19000 psi 6b: 1600 psi E: 29000000 psi E: LIP100000 psi E: 1600000 psi 6,,: 110 psi Sx>= 0.244 in3 Sx>= 0.31 in3 Sx>= 3.7 in3 IX>= 0.233 in4 IX>= 0.668 in° IX>= 4.2 10 Ax>= 3.5 int C= 2.164307 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.31 DEPTH= 1.89 in minimum Combined Ratio Check: Office: 631-560-0259 Fax: 631-938-0784 www.asengineerin,services.com r r ,PS\OM1t A1SC Y�� A.S. Engineering Services,P.Co Long Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 AS.E s Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date ChWd by Date Sheet no./rev. AS 2-7-2022 11 of 26 Member Force/stresses Member Properties Axial Force= 604.375 lbs Unsupported Length, Lx= 7.670 ft Max Bending Moment, Mz= 488 lbs-ft Unsupported Length, Ly= 1 ft Max Bending Moment, My= 0 lbs-ft Cross Section Area= 1.25 sq in Section Modulus, Sx Allowable Axial Stress, Fa= 4200 psi = 0.79 cu in Section Modulus, Sy Allowable Bending Stress, Fbx= 19000' psi = 0.33 cu in Allowale Bending Stress,Fby = 19000 psi Radius of Gyration,rx= 1 in Young's Modulus, E= 10100000 psi Radius of Gyration, = 0.695 in K= 1-.00 Cmx, Cm y= 0.85 fa= 604.375 / 1.25 = 483.50 psi fbx= 5860.644 / 0.79 = 7418.54 psi fby= 0 / 0.33 = 0.00 psi Fex=(7r)^2*E/(nu*(KLx/rx)^2) = 6034.39 psi Fey=(7C)^2*E/(nu*(KLy/ry)^2) = 171472.16 psi Is fa/Fa<0.15? YES fa/Fa= 483.5 / 4200 = 0.115 <= 0.15 Equations to be checked : 1.fa/Fa+fbx/Fbx+fby/Fby<= 1 0.115 + 0.390449 + 0.000 0.506 <= 1 (GOOD) LITE H MIN OKAY Office: 631-560-0259 Fax: 631-938-0784 www.asengineeringservices.com 1 l u��storo MCC►6,a? .�� A.S. Engi'neering Services,P.C. Long Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 QSE s Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 12 of 26 GABLE WALL COLUMN REQUIRED BEAM SECTIONAL PROPERTIES-GABLE WALL COLUMN (FOR WALL DESIGNS) LENGTH: E9..0500ft 108.00 in <<(Eave Height) <<(Average <<(Average O.C.: ft 54.00 in distance Distance DEFL. LIMIT L/ = 0.900 in to each support) Between For ridge-WIDTH/2 Two Windows) DEAD LOAD: 0� psf (Zero) LIVE LOAD: 13.28 psf <<(Wind Pressure) TOT.w= 59.77311 plf END REACTIONS= 268.979 lbs ft- Moment= 605 Ib 7262.433 in-Ib STEEL ALUMINUM WOOD REQUIRED PROPERTIES REQUIRED PROPERTIES REQUIRED PROPERTIES 6b: 24000 psi 6b: 19000 psi 6b: 1600J psi E: 29000000 psi E: 10100000 psi E: 1600000. psi a..: 110 psi Sx>= 0.303 in3 Sx>= 0.38 ins Sx>= 4.5 ins Ix>= 0.338 in° IX>= 0.971 in° IX>= 6.1 in4 Ax>= 3.7 int C= 2.539604 RECTANGULAR DIMENSIONS 1.25 WIDTH: 7.5 in 1.48 DEPTH= 2.14 in minimum Office: 631-560-0259 Fax: 631-938-0784 www.asengineeringservices.com t 1 °'6.0.%GM Mrtr,,a _ h° A.S. EhgineePing Services,P.C. Q ?< Lona Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASES Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 13 of 26 EAVES BEAM POINT LOAD ON CENTER- E"E _ P= 604.375 LBS L= 1 5 FT E= 10100000 PSI 19000 10100000 DEFLECTION= L/ 120 0.5 inches 1.50E+06 I (REQUIRED)= 0.53855198 in^4 Sx,aluminum(required)= 0.477138158 in"3 ADJUSTABLE EAVE 1 = 2.03 S= 1.4 Fb= 19000 Office: 631,560-0259 Fax: 631-938-0784 www.asenaineerinaservices.com V,,%ON M1rE[rD,A��c� A.S. Enghlle&ing Services, P.C. Long Island New York ° 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 14 of 26 SECTION PROPERTIES BEAM Ixx Sxx Ax TOP BOTTOM COLUMNS LITE'H' 1.09 0.68 0.77 1.14 LITE'H'-4RSB 7.22 2.76 2.45 2.35 UTILITY'H' 1.65 0.93 1.32 1.58 UTILITY'H'-7BP 5.49 2.4 3.05 3.2 UT,ILITY'H'-7TB 32.63 7.8 9.2 4.16 CORNER COLUMN 3.1 1.38 1.58 1.87 45 DEGREES COLUMN 1.18 1.25 45 DEGREE WITH 2-3/16"PL 1.89 2.13 45 DEGREE WITH 2-1/4"PL 1.93 2.33 30 DEGREE COLUMN 1.09 1.19 SYS 8 CASE COLUMN 11.27 7.63 SYSTEM 8SC-8SC 0.7 0.705 BEAMS 4GMA 0.622 0.516 0.504 0.834 4GMA-4RSB 4.93 1.78 1 2.2 2.04 4GBA 0.78 0.6 0.67 1.08 4GBA-4RSB 5.44 2.1 2.23 2.28 4HBA 1.05 0.79 0.93 1.66 4HBA-4RSB 6.41 2.68 1.77 2.86 4HCX 6.27 2.717 3.05 2.648 4HCX-4RSB 17.03 5.09 4.82 3.85 5LB3 2.291.28 1.2 1.35 5LB3-4RSB 10.16 3.04 3.48 2.56 5HI33 4.41 2.29 2.5 2.18 5HB3-4RSB 13.1 4.29 4.09 3.39 5LB5 4.72 2 1.77 1.62 5LB5-4RSB 17 4.17 4.87 2.82 5CB5 8.9 3.48 3.65 2.65 5CB5-5CB1 11.74 4.52 4.88 3.94 5CB5-CHANNEL 13.47 5.2 5.63 4.49 5CB5-4RSB 22 5.85 5.79 3.86 7BP 2.88 1.64 1.64 1.61 7TB 25.4 7.12 7.12 3.31 7TB-STEEL 55 10.23 10.23 6.1 12LW 98.5 16.4 16.4 5.93 12LW-4RSB 154 21.2 21 7.14 4HCX 6.27 2.72 3.05 2.65 6NW 17.65 5.75 6 3.49 8VALLEY 46.62 11.6 11.7 5.57 8NW 44.23 10.72 11.63 5.22 Office: 631-560-0259 Fax: 631-938-0784 www.asen,gineeringservices.com t 00-411 vdMcerg aA � �C. 9t A.S. Engineering Services a . Lona Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASE s Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chled by Date Sheet no./rev. AS 2-7-2022 15 of 26 CONNECTION DESIGN Office: 631-560-0259 Fax: 631-938-0784 www.asenaineerinaservices.com BaP.s%Ord mr'ryb aA ,�a0� _ �qem, A.S. Bigineering Services,P.C. Long Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASE SPort Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc,by Date ChWd by Date Sheet no./rev. AS 2-7-2022 16 of 26 ALUMINUM GLAZING BAR CLIP TO WOOD CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Lag Screw Wood Screw Type= 3.50 in Wood Screw Length= Wood Screw 3.00 in Embedment= Wood Screw Thread 2.25 in Length= D= 0.375 in Dowel Diameter Dm= 0.265 in Dowel Diameter at max.stress in main member D,= 0.265 in Dowel Diameter at max.stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value: W= 351 lbs Penetration Factor: CP= 2.25 in (based on 1/2 screw length+.5) Duration Factor: CD Withdrawal Allowable(W')= 1263.0 lbs Office: 631-560-0259 Fax: 631-938-0784 www.asengineeringservices.com �owei rp'r � -0 A.S. Engineering Services,P.C. Long Island New York � 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ABESPort Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 17 of 26 Wood Screw Lateral Calculations Substrate(Main Douglas Fir-Larch Member): Frame(Side Aluminum 6005-T5 Member): Cantilever Distance: in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) = 3.000 in Main member dowel bearing length = 0.375 in Side member dowel bearing length F—= 3,646 psi ,Main member dowel bearing strength 13 38,000 psi Side member dowel bearing strength qm= 1,367 lbs/in Main member dowel bearing resistance=FQ.D q,= 14,250 lbs/in Side member dowel bearing resistance=Fe,D M.= 217.11 in-lbs Main member dowel moment resistance=Fb(Dm3/6) M,= 217.11 in-lbs Side member dowel moment resistance=Fb(Ds3/6) Maximum angle of load to grain(0°5 6<_90°)for any member in a 8= 90 degrees connection Ke= 1.258 Ko= 3.000 Single Shear Double Shear Office: 631-560-0259 Fax: 631-938-0784 www.asen.gineeringservices.com i%KSN Met. ru A.S. Engineering Services,P. $4 Lona Island New York A��r� 112 Wilson Drive 630 Fifth Avenue,Suite 2000 Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 1 18 of 26 Mode Main Member Im Zr 4101.79 lbs 4101.79 lbs Bearing ,Reduction 5.03 Term Mode Zi=_ 815_14__... ...lbs_._. ..815.14._ - lbs..,_ . Mode Side Member 6 Zr- 5343.75 lbs 10687.50 lbs Bearing ,Reduction 5.03 Term {' Mode Z!= 1061.95 ---,lbs_ .2123.91lbs - Side and Main Mode Member Bearing II Z11= 1754.39 lbs A= 0.0002 B= 1.688 C= 3577.32 Reduction 3.52 Term Mode lbs- Main Member Mode Bearing and Dowel Ill. Zur- 1750.45 lbs Yielding in the Side Member A= 0.0002 Office: 631-560-0259 Fax: 631-938-0784 www.asenaineerinaservices.com OtGN mccre A R� A.S. Engineering SerVices,P.C. Lonq Island New York ' 112 Wilson Drive 630 Fifth Avenue,Suite 2000 AS E S Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date ChWd by Date Sheet no./rev. AS 2-7-2022 19 of 26 B= 1.500 C= 3293.45 Reduction 3.52 Term Mode Zw=_... 496.95 lbs Side Member Bearing Mode and Dowel Yielding in IIIc Zur- 1145.91 lbs 2291.81 lbs the Main Member A= 0.0004 B= 0.188 C= -718.09 Reduction 3.52 Term Mode Ills Znr 325.32 lbs 650.64 lbs ,Dowel Yielding in the Mode Side and Main IV Z,v= 1040.89 lbs 2081.77 lbs Member A= 0.0004 B= 0.000 C= -434.22 Reduction 3.77 Term Office: 631-560-0259 Fax: 631-938-0784 www.asengineeringservices.com J�tfora M4k Y8 u A.S. Engheering Services,P C. yr s 1 Long Island New York { 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASES Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 20 of 26 Mode IV Zm= 275.80 lbs . .._ 551.61 lbs Cd= 1.15 Load Duration Cp= 1.000 Penetration Factor single Lateral Allowable(Z',)= 317.2 lbs Double Lateral Allowable(Z'd)= 634.4 lbs 2 BOLTS FOR 3"BAR,THEREFORE TOTAL CAPACITY CONNECTION=634 LBS/BAR>ACTUAL REACTION Office: 631-560-0259 Fax: 631-938-0784 www.asengineeringservices.com 3�=Iota mini,ax A.S. Ehigineering Services,P.C. 1 A Long Island New York ^� 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ABE Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 21 of 26 WOOD LEDGER TO EXISTING WOOD FRAMING CONNECTION 3/8" Lag Screw into Douglas Fir-Larch w/0 in. of Gap Space. Wood Screw Type= Lag Screw Wood Screw Length 6.00 in Wood Screw 3.00 in Embedment= Wood Screw Thread 3.50 in Length= D= 0.375 in Dowel Diameter D,,= 0.265 in Dowel Diameter at max.stress in main member D,= 0.265 in Dowel Diameter at max.stress in side member Fb= 70,000 psi Dowel bending strength Wood Screw Withdrawal Calculations Substrate: Mixed Maple-Southern Pine Tabulated withdrawal design value: W= 351 lbs Penetration Factor: CP= 3.50 in (based on 1/2 screw length+.5) Duration Factor: Co Withdrawal Allowable(W')= 1965.0 lbs Wood Screw Lateral Calculations Office: 631-560-0259 Fax: 631-938-0784 www.asengineerin.services.com o�rS�N MELie n� tyf mil," A.S. Engheering Services,P.C. Q � 9 Lona Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASE S Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date ChWd by Date Sheet no./rev. AS 2-7-2022 22 of 26 Substrate(Main Douglas Fir-Larch Member): Frame(Side Douglas Fir-Larch Member): Cantilever Distance: in Frame hollow space+shim g: 0 in Gap between members(if applicable cantilever/2) = 3.000 in Main member dowel bearing length = 3.000 in Side member dowel bearing length Fem= 3,646 psi Main member dowel bearing strength 13 3,646 psi Side member dowel bearing strength qm= 1,367 lbs/in Main member dowel bearing resistance=FemD qs= 1,367 lbs/in Side member dowel bearing resistance=FesD Mm= 217.11 in-lbs Main member dowel moment resistance=Fb(Dm3/6) M,= 217.11 in-lbs Side member dowel moment resistance=Fb(%1/6) Maximum angle of load to grain(0*:5 6:5 90°)for any member in a 9= 90 degrees connection Ke= 1.258 Ko= 3.000 Single Shear I Double Shear Mode Main Member Im Z,= 4101.79 lbs 4101.79 lbs Bearing ,Reduction 5.03 Term Office: 631-560-0259 Fax: 631-938-0784 www.asen.gineeringservices.com D J ��. cx,9 A.S. Engineering Services,P.C. a Long Island New York 3 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ABE s Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 23 of 26 Mode 815.14 _ ,-_lbs Mode Side Member 6 Zr 4101.79 lbs 8203.58 lbs Bearing ,Reduction 5.03 Term Mode . 3 I: ZI=. 815:14 lbs 1630.28 lbs I Side and Main Mode Member Bearing II Zir- 1699.02 lbs A= 0.0004 B= 3.000 C= 6152.68 Reduction 3.52 Term i i Mode II Zo= 482.35 lbs Mode Main Member Illm Zm= 1438.70 lbs Bearing and Dowel Yielding in the Side Member A= 0.0005 B= 1.500 C= 3293.45 Reduction 3.52 Term Office: 631-560-0259 Fax: 631-938-0784 www.asengineeringservices.com i L �r A.`S. EhIgineering Services,P.C. Long Island New York l 112 Wilson Drive 630 Fifth Avenue,Suite 2000 A!S E s Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 24 of 26 I Mode i IIIm -_-- - Zm= 408.44 lbs Side Member Mode Bearing and Dowel III, ZoP 1438.70 lbs 2877.40 lbs Yielding in the Main Member A= 0.0005 B= 1.500 C= 3293.45 Reduction 3.52 Term Mode III, Zm= 408.44 lbs 816.89 lbs Dowel Yielding in the Mode Side and Main IV 21v= 770.52 lbs 1541.04 lbs Member A= 0.0007 B= 0.000 C= -434.22 Reduction 3.77 Term Mode IV Ziv= _ _204.17 lbs_ 408.33 _ _ _ ._ ___ .lbs Cd= 1.15 Load Duration Cp= 1.000 Penetration Factor Office: 631-560-0259 Fax: 631-938-0784 www.asengineeringservices.com s ��,em naeer�„ p Y ry�6\�`,c A:S. Ehgineering Services,P.C. Lona Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 ASE-S Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chk'd by Date Sheet no./rev. AS 2-7-2022 25 of 26 Sinsle Lateral Allowable(Z':)= 234.8 lbs Double Lateral Allowable(Z'd)= 469.6 lbs (3)@ 16"OC MIN=530 PLF Office: 631-560-0259 Fax: 631-938-0784 www.asenaineerinaservices.com 419 Cy P9loW 419r,". AS'. Engineering Services,P.C. u Lona Island New York 112 Wilson Drive 630 Fifth Avenue,Suite 2000 QsELS Port Jefferson, New New York, New York Project Name Project Address 1405 TERRY LANE Smith Residence ORIENT, NEW YORK 11957 Calc.by Date Chled by, Date Sheet no./rev. AS 2-7-2022 26 of 26 CONNECTION SUMMARY 230 SUN&STARS STRAIGHT EAVE MAX ALLOWABLE BACK UP ACTUAL FORCE CONNECTION FORCE(LBS) CALC (LBS) GOOD(Y/N) TENSION SHEAR PAGE RAFTER TO RIDGE CLIP-3"BAR N/A 1964 21 302 RAFTER TO RIDGE CLIP-5"BAR N/A 2946 21 302 RIDGE CLIP TO EXISTING-3"BAR 1379 2397 22 302 RIDGE CLIP TO EXISTING-5"BAR 1379 3596 22 302 RAFTER TO EAVE CLIP-3"BAR N/A 1623 20 140 RAFTER TO EAVE CLIP-5"BAR N/A 2164 20 140 EAVE CLIP TO EAVE-3"BAR 832 1623 18 140 EAVE CLIP TO EAVE-5"BAR 1110 2164 18 140 EAVE TO COLUMN-LITE H 1110 N/A 15 280 EAVE TO COLUMN-UTILITY H 1110 N/A 16 280 SILL TO COLUMN-LITE H 1300 N/A 12 280 SILL TO COLUMN-UTILILTY H 1300 N/A 13 280 SILL TO FOUNDATION 1478 1786 10 280 NOTE-FORCES SHOWN AS APPLIED IN CONNECTION, IE UPLIFT FORCE ON COLUMN TO SILL CONNECTION RESULTS IN SHEAR FORCE ON SCREWS Office: 631-560-0259 Fax: 631-938-0784 www.asenaineerinaservices.com °.Y_... m BUILD the BEST a FOUR SEASONS . SUN ROOMS Made in N. America for Over 30 Year s 230 SUN AND STARS: STRAIGHT EAVE DESIGN ENGINEERING CALCULATIONS: ALLOWABLE MEMBER STRESSES AND CONNECTION LOADS. FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)5634000 Fax:(631)216-9076 Worth AmcrW%Pnnutr Sww om Manftwturtr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 1 OF: 22 - CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Lfving."IndoorSI)i ?N ULTRAPEAM■ ►LC F20 DEGREE CORNER COLUMN WITH WINDOW JAMBS(7C9-7NFJl ALLOY:6063-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 83.000 a= 9500 psi Radius of Gyration, r(in): 1.278 SPEC 3.4.2 2 EDGE Width of Section, b(in): 2.839 CF= 9500 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.7 SHEAR Height of Section,h(in): 3.571 a= 8.9-0.037(kUr) = 6498 psi Corresponding Thickness,t(in): 0.062 SPEC 3.4.9 Unbraced Length, Lb(in): 83.000 a= 10-0.071(b/t) = 6749 psi Radius of Gyration, ry(in): 1.278 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 3.072 a= 9500 = 9500 psi Moment of Inertia,Weak Axis(in4): 3.066 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side,1((in): 1.958 a= 11.8-0.083(b/t) = 7999 psi Torsional Constant,J(in4): 3.672 SPEC 3.4:18 a= 12500 = 12500 psi SPEC 3.4.20 MEMBER CONSTANTS a= 6.7-.027(h/t) = 5145 psi KUr= 64.93 i 2 EDGE b/t= 45.79 SHEAR h/t= 57.60 Lb/ry= 64.93 MAXIMUM ALLOWABLE STRESSES Lblx/(0.5*Y*(ly*J)"0.5)= 77.39 TENSION = 9500 psi N N COMPRESSION: = 6498 psi o BENDING: = 7999 psi SHEAR= 5145 psi n 0.078— ^ rci m m ALL BARS OKAY BY INSPECTION 1.984 1.590 3.574 I I N C9 O lD Let- t\ 0.078 U') m Ln m i — 1 .984 1 .590 i 3.574 ---------------- REGIONS ---------------- Area: 1.8762 Perimeter: 54.6695 Bounding box; X; -1,9836 -- 2,2152 Y: -1,9884 -- 2,2111 Centroid: X.- 0,0000 Y: 0,0000 Moments of inertia: X: 3,0723 Y-- 3,0661 Product of inertial XY: -0.6028 Radii of gyration: X: 1,2797 Y: 1,2783 Principal moments and X-Y directions about centroid: I; 2,4664 along [0,7053 -0,70891 J 3,6720 along 10,7089 0,70531 ALLOY NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6063-T5, 6005-T5 a 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.078, 0.062 HOLBROOK, NEW YORK 11741 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3 TITLE SECTION PROPERTIES DIE NO. 8562, 4582C 4 90 DEGREE CORNER PART NO- 7C9, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE I .,_ II DRAWN BY UD DWG. 6 TOLERANCES + N N APPROVED ,.. DATE 08-08-03 7C9-7NFJ No.th AvAO_X&r VA41&5..mOmPAP"fitarum JOB: 230 SUN AND STARS:STRAIGHT SAVE DESIGN +tyayY, i ' SHEET NO: 2 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...Indoors(Y Au Y.T AA PR AM■ !LC 4...!.!PA N,'�.`� 7jLjTEOLUMNS WITH WINDOW JAMBS(7111-7NFJOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 83.000 a= 19000 psi Radius of Gyration, r(in): 0.726 SPEC 3.4.2 2 EDGE Width of Section, b(in): 1.134 Cr= 19000 psi Corresponding Thickness,t(in): 0.050 SPEC 3.4.7 SHEAR Height of Section, h(in): 3.004 Cr= 51000/(k'Ur)^2 = 3902 psi Corresponding Thickness,t(in): 0.050 SPEC 3.4.9 Unbraced Length, Lb(in): 83.000 6= 23.1-0.25(b/t) = 17430 psi Radius of Gyration, ry(in): 0.726 SPEC 3.4.16 Moment of Inertia, Strong Axis(in4): 1.089 Cr= 27.3-0.29(blt) = 20723 psi Moment of Inertia,Weak Axis(in4): 0.601 SPEC 3.4.18 Centroid to Outer Fiber Comp.Side, ?(in): 1.596 Cr= 28000 = 28000 psi Torsional Constant,J(in4): 1.089 SPEC 3.4.20 6= 15.6-.099(h/t) = 9652 psi MEMBER CONSTANTS KUr= 114.33 2 EDGE bit= 22.68 SHEAR h/t= 60.08 Lb/ry 114.33 Lblx/(0:5"Y`(ly`J)^0.5)= 57.37 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi 0,050 COMPRESSION: = 3902 psi BENDING: = 19000 psi 0.062 m SHEAR= 9652 psi = o o m o ALL BARS OKAY BY INSPECTION 0.881 0. 9444 1.825 0.050 0.062 0 0 m 0 0.881 0.944 1 .825 ---------------- REGIONS ---------------- 3 Area: 1,1393 Perimeter: 40,4717 ` Bounding box: X: -1,5203 -- 1,5548 i Y: -1,4198 -- 1,6002 Centroid: X: 0,0000 Y: 0,0000 Moments of inertia: X: 1,0886 Y: 0,6005 Product of inertia: XY: -0,0021 Radii of gyration: X: 0,9775 Y: 0,7260 Principal moments and X-Y directions about centroid: I: 0,6005 along E0,0044 -1,00001 J: 1,0886 along [1,0000 0,00441 ALLOY NO. REVISION BYFOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6105-T5, 6005-T5 a 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.050, 0.062 HOLBROOK, NEW YORK 11741 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3TITLE SECTION PROPERTIES DIE NO. 53288, 4582 4 LITE H COLUMNS PART N0. 7*111,7NFJ 5 DO NOT SCALE DRAWINGS SCALE'l 11_1 11 DRAWN BY LJD DWG. s ITOLERANCES + N - N APPROVED ,. I DATE 08-08-03 7111 U-7NFJ NOk'M/},wlritA'S PYtitilr SKw'NJHt 1NANtl{au.cY JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 3 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...lndoorsl'i'; ELECTRIC H COLUMN WITH WINDOW JAMBS(7145 7NFJ) ALLOY: 6005-T5,6005-T5 INPUTS Allowable Stresses for Bulldino Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 108.000 6= 19000 psi Radius of Gyration, r(in): 1.035 SPEC 3.4.2 1 EDGE Width of Section, b(in): 0.612 Cr= 19000 psi Corresponding Thickness,t(in): 0.053 SPEC 3.4.7 2 EDGE Width of Section,b(in): 2.366 a= 51000/(k-Ur)"2 = 4687 psi Corresponding Thickness,t(in): 0.066 SPEC 3.4.8 SHEAR Height of Section, h (in):. 3.045 6= 154/(b/t) = 13307 psi Corresponding Thickness,t(in);.. 0.065 SPEC 3.4.9 Unbraced Length, Lb(in);: 108.000 6= 490/(b/t) = 13669 psi Radius of Gyration, ry(in): 1.640 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4):. 4.381 a= 21000 = 21000 psi Moment of Inertia,Weak Axis(in4): 1.747 SPEC 3.4.15 Centroid to x-axis,Y, comp. side(in): 1.796 6= 183/(b/t) = 15813 psi Torsional Constant,J (in4): 4.381 SPEC 3.4.16 6= 580/(b/t) = 16180 psi MEMBER CONSTANTS SPEC 3.4.17 KL/r= 104.32 a= 40.5-1.41(b/t) = 24182 psi 1 EDGE b/t= 11.57 SPEC 3.4.18 2 EDGE b/t= 35.85 6= 28000 = 28000 psi SHEAR h/t= 46.85 SPEC 3.4.20 Lb/ry= 65.87 6= 15.6-.099(h/t) = 10962 psi Lbl,/(0.5l(*(ly"J)^0.5)= 47.95 MAXIMUM ALLOWABLE STRESSES °.°62 0.066 � m n TENSION = 19000 psi - N 7 O COMPRESSION: = 4687 psi m BENDING: = 15813 psi N SHEAR = 10962 psi 2.056 2.058 ALL BARS OKAY BY INSPECTION A.I 14 r r 0.062 0.000 m r LO 0 ai m d- N 2.056 2.058 - 4. 114 .0584. 114 ---------------- REGIONS ---------------- Area: 1,6297 Perimeter: 50,9679 Bounding box: X. -2,6815 -- 2,6828 Y: -1,2666 -- 1,7956 Centroid; X: 0,0000 Y: 0,0000 Moments of inertia: X: 1,7468 Y: 4,3809 Product of inertia: XY: 0,0017 Radii of gyration: X: 1,0353 Y: 1,6396 Principal moments and X-Y directions about centroid: I: 1,7468 along E1,0000 0,00071 J: 4,3809 along 1-0,0007 1,00001 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5, 6005-T5 J 910 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.066, 0.062 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH - 3 TITLE SECTION PROPERTIES DIE NO. 5339C, 4582 4 ELECTRIC H COLUMN PART N0. 7*145, 7NFJ 5 DO NOT SCALE DRAWINGS SCALE) DRAWN BY WD DWG. 6 ITOLERANCES + N - N APPROVED DATE 08-08-03 7145-7NFJ rcrkkRxtrt=a'aPrenitrsunroaxManufacturtr SOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 4 OF: 22 .� CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...lndoord ljy� AN ULT RAFRAM■ PLG C.,;yr tr+Y�••,✓ ADJUSTABLE EAVE(7EB 7ET 7133) ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length,L(in): 48.000 a= 19000 psi Radius of Gyration,r(in): 1.093 SPEC 3.4.2 1 EDGE Width of Section, b(in): 0.584 6= 19000 psi Corresponding Thickness,t(in): 0.070 SPEC 3.4.7 2 EDGE Width of Section,b (in): 1.348 a= 20.2-0.126(kUr) = 14667 psi Corresponding Thickness,It(in): 0.060 SPEC 3.4.8 SHEAR Height of Section, h (in): 3.109 v= 23.1-0.79(b/t) = 16509 psi Corresponding Thickness,t(in): 0.060 SPEC 3.4.9 Unbraced Length, Lb(in):: 48.000 a= 23.1-0.25(b/t) = 17483 psi Radius of Gyration,ry(in): 1.177 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): 2.291 a= 21000 = 21000 psi Moment of Inertia,Weak Axis(in4): 1.974 SPEC 3.4.15 Centroid to Outer Fiber Comp.Side,Y(in): 1.632 6= 27.3-0.93(b/t) = 19541 psi Torsional Constant,J (in4): 2.451 SPEC 3.4.16 s a= 27.3-0.29(b/t) = 20785 psi MEMBER CONSTANTS SPEC 3.4.18 KUr= 43.92 a= 28000 = 28000 psi 1 EDGE b/t= 8.34 SPEC 3A.20 2 EDGE b/t= 22.47 a= 15.6-.099(h/t) = 10470 psi SHEAR h/t= 51.82 Lb/ry= 40.78 1-blx/(0.5*Y`(ly*J)^0.5)= 49.00 4.375 MAXIMUM ALLOWABLE STRESSES 2.382 1.993 TENSION = 19000 psi o m COMPRESSION:= 14667 psi g o BENDING: = 19000 psi o.oao 0 ru SHEAR= 10470 psi m P O ALL BARS OKAY BY INSPECTION 1.559 1.592 3,I51 A 4.375 - 2.382 ' 1 .993 N o m o t0 0 0.000 O Jul m t` N [� O --a- 1 .559 1 .592 3. 151 ---------------- REGIONS - -------------- Area: I .G53 Perimeter: 50.63 Bounding box: X: -2.370 -- 2.013 Y: -2. 102 - 1 .443 Centroid: X: 0.000 Y: 0.000 Moments of Inertia: X: 1 .974 Y: 2.29 1 Product of Inertia: XY: -0.277 Radu of gyration: X: 1 .093 Y: 1 . 177 Principal moments and X-Y directions about centroid: I: 1 .814 along [O.8G5 -0.502] J: 2.45 1 al ng [0.502 0.865] NO. REVISION BY FOUR SEASONS SO PRODUCTS CORP. TEMPER 600rA 6105-15,wra 1 it 5005 VETERANS MEMO HIGHIPAY TYPICAL 0.070, 0.062 HOLBROOK, NEW YO K 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPEFTIES DIE NO.6258,6259,4582 4 ADJUSTABLE EAVE PART NO.7EB,7ET,7133 5 DO NOT SCALE DRAWINGS SCA i .I_1 DRAWN BY WD DWG. 6 TOLERANCES + — — N APPF OVED - DATE 08-08-03 7EB-7133 NO.th An 640'x VW-i&--"KVDO-MOV-(AdItM JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN ZOi r ` SHEET NO: 5 OF: 22 .E .� CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 A MMECHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living..Indoorq'i AN ULTRAFRAM* Plc 5LB3 LITE RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for BUilding Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 a= 19000 psi Radius of Gyration, r(in): 0.850 SPEC 3.4.2 2 EDGE Width of Section, b(in): 3.485 a= 19000 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.7 SHEAR Height of Section, h (in): 3.685 a= 51000/(k*Ur)^2 = 696 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.9 Unbraced Length, Lb(in): 63.000 a= 490/(b/t) = 14060 psi Radius of Gyration,ry(in): 0.850 SPEC 3.4.14 Moment of Inertia,Strong Axis(in4): :. 2.289 Cy= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 0.980 SPEC 3.4.18 Centroid to Outer Fiber Comp.Side,Y(in): 1.909 a= 28000 = 28000 psi Torsional Constant,J (in4): 2.289 SPEC 3.4.20 a= 15.6-.099(h/t) = 11952 psi MEMBER CONSTANTS t KUr= 270.68 2 EDGE b/t= 34.85 SHEAR h/t= 36.85 Lb/ry 74.14 MAXIMUM ALLOWABLE STRESSES Lblx/(0.5*Y*(ly*J)^0.5)= 28.24 TENSION = 19000 psi 1.0001 COMPRESSION:= 696 psi 0.9999 BENDING: = 19000 psi SHEAR= 11952 psi LnLn 0.1000 n 0 N m ALL BARS OKAY BY INSPECTION 0 m 1.3119 1 .0001 0.9999 Ln 0. 1000 1 0 Ln m m 0 m 1 .3119 i ---------------- REGI❑NS ---------------- Area; 1,3568 Perimeter: 28,4715 Bounding box; X= -1.3119 - 1,3121 Y; -1.9094 -- 1,7756 Centrold: X: 0,0000 Y 0,0000 Moments of inertia: X; 2.2886 Y; 0,9795 Product of Inertia; XY; -0,0003 Radli of gyration; X. 1.2987 Y; 0,8497 Principal moments and X-Y directions about centroid; I; 0.9795 Cdong 10,0002 -1,00001 J• 2.2886 aLong [1,0000 0,00021 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. ALLOY Q R 6005-T5 1 5005 VETERANS MEMOR A HIGHWAY WPI AL 0.010 HOLBROOK, NEW YORK 11741 2 DESIGNERS AND MANUFACTURES 0 FOUR SEASONS SUNROOMS LL FINISH 3 TITLE SECTION PROPERTIES DIE NO. N 4 3-1/2" LITE BAR PART NO. N 5 DO NOT SCALE DRAWINGS SCAL, 1 59=1 DRAWN BY WD DWG. 6 TOLERANCES + N - N APPR VED DATE 09-18-03 51-83 Math A-CILaxT"tK4.S. Mmraa.�{dWV SOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN - SHEET NO: 6 OF: 22 I CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal —.;—, DATE: 10/16/2003 Outdoor Living..Indoors tj'i .N YLilalRAM■ ILC i. u:•ANv� - 5H 33 HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for BUildlM Effective Length Factor,k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 6= 19000 psi Radius of Gyration, r(in): 0.751 SPEC 3.4.2 2 EDGE Width of Section,b (in): 2.935 6= 19000 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.7 SHEAR Height of Section, h(in): 3.684 6= 51000/(k*Ur)^2 = 544 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.9 Unbraced Length, Lb(in): 63.000 6= 23.1-0.25(b/t) = 17230 psi Radius of Gyration,ry(in): 0.751 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 4.550 6= 21000 = 21000 psi Moment of Inertia,Weak Axis(in4): 1.328 SPEC 3.4.16 Centroid to Outer Fiber Comp.Side,Y(in): 1.902 6= 27.3-0.29(b/t) = 20491 psi Torsional Constant,J (in4): 4.550 SPEC 3.4.18 6= 28000 = 28000 psi SPEC 3.4.20 MEMBER CONSTANTS 6= 11000 = 11000 psi KUr= 306.26 2 EDGE b/t= 23.48 SHEAR h/t= 29.47 i Lb/ry= 83.89 i Lbl,./(0.5*Y*(ly*J)"0.5)= 19.33 MAXIMUM ALLOWABLE STRESSES 2.0000--I TENSION= 19000 psi COMPRESSION:= 544 psi N BENDING:= 19000 psi 0 0.1250 SHEAR= 11000 psi m r ALL BARS OKAY BY INSPECTION 0.9995 1.3118- 2.0000 N N O 0. 1 250 Ln m co U ai t\ 0.9995 1 .31 18 ———————————————— REGIONS ---------------- Area: 2.354 sq in Perimeter: 26.845 in Bounding box: X: —1 .312 — 1 .312 in Y: —1 .781 -- 1 .904 in Centroid: X: 0.000 in Y: 0.000 in Moments of inertia: X: 4.550 sq in sq in Y: 1 .328 sq in sq in Product of inertia: XY: 0.000 sq in s in Radii of gyration: X: 1 .390 in Y: 0.751 in Principal moments (sq in sq in) and —Y directions about centroid: I: 1 .328 along [0.000 —1 .000] J: 4.550 along [1 .000 0.000] NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5 5005 VETERANS MEMORML HIGHWAY TYPICAL 125 HOLBROOK, NEW YO 11741 LL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 4 3-1/2" HEAVY BAR PART N0. 5HB3 5 DO NOT SCALE DRAWINGS scALE 1 „_l ., DRAWN BY LD DWG. [6-1 TOLERANCES + N - N APPROVED - DATE 09-18-03 5HB3 ' North RntGA'd PrLvaitv5w+'GOx MANLcfAGLURY JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 7 OF: 22 10/ v: CALCULATED BY: Lawrence Duffy DATE. 16/2003 v ""' "• " ' CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor L1lving...Indoors 1)' a„y .,,. PRA FAN PLC i_i..,.. 5L 55 LITE RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Buildinn Effective Length Factor,k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 a= 19000 psi Radius of Gyration, r(in): 0.868 SPEC 3.4.2 2 EDGE Width of Section, b(in): 2.151 a= 19000 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.7 SHEAR Height of Section, h(in): 5.000 a= 51000/(k*L/r)^2 = 726 psi Corresponding Thickness,t(in): 0.100 SPEC 3.4.9 Unbraced Length, Lb(in): 63.000 a= 23.1-0.25(b/t) = 17724 psi Radius of Gyration, ry(in): 0.868 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4):.;'° 4.729 a= 21000 = 21000 psi Moment of Inertia,Weak Axis(in4): 1.219 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side,Y(in):' 2.659 a= 21000 = 21000 psi Torsional Constant,J (in4): 4.729 SPEC 3.4.18 MEMBER CONSTANTS a= 28000 = 28000 psi KL/r= 265.10 SPEC 3.4.20 2 EDGE b/t= 21.51 6= 15.6-.099(h/t) = 10650 psi SHEAR h/t= 50.00 Lb/ry= 72.61 LbIX/(0.5*Y*(ly*J)^0.5)= 12.22 1.0000 1.0000 MAXIMUM ALLOWABLE STRESSES TENSION= 19000 psi COMPRESSION: = 726 psi 0.1000-- BENDING: .1000—BENDING:= 19000 psi SHEAR= 10650 psi 0 N ALL BARS OKAY BY INSPECTION 1.3120 1.0000 1.0000 m O 0.1000 m N O O O O to O N I 1 .3120 ---------------- REGIONS --------------- Area, 1.6198 Perimeter, 33.9256 Bounding box, Xi -1.3120 - 1.3120 Yi -2.6591 -- 2.3409 Centroid: X1 0.0000 Yl 0.0000 Moments of Inertial Xs 4.7287 Y, 1.2192 Product of inertial XYt 0.0001 Radii of gyrations Xi 1.7086 Yi 0.8676 Principal moments and X-Y direct) ns about centroid, I1 1.2192 along C0.0000 1.00001 J, 4.7287 along 1-1.0000 0.00003 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 Q 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.010 HOLBROOK, NEW YORk 11741 WALL 2 DESIGNERS AND MANUFACTURES 0 F FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 7767 4 5" LITE BAR PART NO. 51-65 5 DO NOT SCALE DRAWINGS SCA1- 3/4"=l"I DRAWN BY WD DWG. 6 TOLERANCES + N - N APPR VED ,., DATE 09-18-03 5LB5 r t NChil.4txtri.ea2 DrerAierSwwcox MAwu{Aeturtr JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 8 OF: 22 y l CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 '� - - - •• CHECKED BY: Surya Lamsal DATE: 10/16/2043 Outdoor Living...lndoorsl)'' 4N Yti RAIRARIt PLC ti U }. VAY� 5CB5 HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for BuildiM Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 6= 19000 psi Radius of Gyration,r(in): 0.792 SPEC 3.4.2 2 EDGE Width of Section, b(in): 1.947 a= 19000 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.7 SHEAR Height of Section, h (in): 5.000 6= 51000/(k"Ur)^2 = 605 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.9 Unbraced Length, Lb(in): 63.000 6= 23.1-0.25(b/t) = 19207 psi Radius of Gyration,ry(in): 0.792 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 8.900 6= 21000 = 21000 psi Moment of Inertia,Weak Axis(in4): 1.664 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side,Y(in): 2.558 6= 21000 = 21000 psi Torsional Constant,J (in4): 8.900 SPEC 3.4.18 6= 28000 = 28000 psi SPEC 3.4.20 MEMBER CONSTANTS 6= 15.6-.099(h/t) = 11640 psi KUr= 290.40 2 EDGE b/t= 15.57 SHEAR h/t= 40.00 Lb/ry= 79.55 LbIX/(0.5*1("(ly*J)^0.5)= 9.21 MAXIMUM ALLOWABLE STRESSES TENSION= 19000 psi COMPRESSION:= 605 psi 01250— BENDING: 1250 BENDING: = 19000 psi IV SHEAR= 11640 psi 8 8 If1 O P ALL BARS OKAY BY INSPECTION " 1.3121 1.3119 2.6240 0.1250 NCO Ln Lq N O O O — O so d Nt N 1.3 12 1 1.3119 2.6240 ---------------- REGI❑NS ---------------- Areas 2.650 sq In Perimeter, 32.658 In Bounding box, Xs —1.312 -- 1.312 In Ys —2.442 -- 2.558 in Centrolds Xs 0.000 In Y, 0.000 in Moments of inertias Xs 8.900 sq in sq in Ys 1.664 sq in sq in Product of Inertias XYs 0.000 sq In sq in Radii of gyrations Xs 1.833 In Ys 0.792 In Principal moments (sq- In sq In) and X—Y directions about centrolds Is 1.664 along [0,000 1.0003 Js 8.900 along C-1.000 0.0003 Section Modulus; Sx Tops 3.48 In^3 Sx Bots 3.65 In^3 Sy Lefts 1.27 In^3 Sy Rights 1.27 In^3 NO. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005—T5 0 1 5005 VETERANS MEMORIAL HIGHWAY TYPICAL 0.125 HOLBROOK, NEW YORK 11741 WALL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS FINISH 3 TITLE SECTION PROPERTIES DIE NO. 6890 4 5" HEAVY BAR PART N0. 5CB5 5 DO NOT SCALE DRAWINGS SCALE3/4"=1" DRAWN BY LSD DWG. 6 TOLERANCES + — APPROVED DATE 08-12-03 5CB5 M .68 ,414' 2.609' ,12 ' 5' 4,016' 2,392' .304 .438' i 1.203'- 1,412' 2.615' , ---------------- REGIONS ---------------- I Area, 4,489 sq In Perimeter, 46.021 In Bounding boxy Xt -1,203 -- 1,421 In Yi -2.392 -- 2,608 In j Centrold, X1 0,000 In i Yi 0,000 In Moments of Inertial Xi 13,473 sq In sq In Yi 2,146 sq In sq In Product of Inertial XYi 0,035 sq In sq In Radii of gyration, Xi 1.732 In Yi 0,691 In Principal moments (sq In sq In) and X-Y directions about centroid I1 2,146 along C0,003 1,0003 Ji 13,473 along 1-1,000 0,0031 N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T51 6061-T6 1 Q 5005 VETERANS MEMORIAL HIGHWAY AI A PL 0,125 HOISROOK, NEW YORK 11741 FINISH LL 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOMS ^' 3 TITLE- SECTION PROPERTIES DIE NO. 6890 4 SYSTEM 5 CURVED BAR WITH CHANNEL INSERT PART No. 5CB5 5 DO NOT SCALE DRAWINGS SCALE 3/4"=1y DRAWN BY RPL DWG. s TOLERANCES + N — N APPROVED N DATE 04-08-98 505—CHAN JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 9 OF: 22 r CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 NOR - CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...Indoors - AN ULfRRlRIM■ !LC 5C135 HEAVY RAFTER BAR ALLOY:6005-T5 INPUTS Allowable Stresses for Building Effective Length Factor, k: 1.000 SPEC 3.4.1 Length, L(in): 230.000 Cr= 19000 psi Radius of Gyration, r(in): 0.763 SPEC 3.4.2 2 EDGE Width of Section, b(in): 1.947 6= 19000 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.7 SHEAR Height of Section, h(in): 7.563 a= 51000/(k*Ur)^2 = 561 psi Corresponding Thickness,t(in): 0.125 SPEC 3.4.9 Unbraced Length, Lb(in): 230.000 a= 23.1-0.25(b/t) = 19207 psi Radius of Gyration, ry(in): 0.763 SPEC 3.4.14 Moment of Inertia, Strong Axis(in4): 22.018 a= 21000 = 21000 psi Moment of Inertia,Weak Axis (in4): 2.245 SPEC 3.4.16 Centroid to Outer Fiber Comp. Side,Y(in): 3.803 6= 21000 = 21000 psi Torsional Constant,J (in4): 22.018 SPEC 3.4.18 Cr= 28000 = 28000 psi SPEC 3.4.20 MEMBER CONSTANTS a= 15.6-.099(h/t) = 9611 psi KUr= 301.44 2 EDGE b/t= 15.57 SHEAR h/t= 60.50 Lb/ry= 301.44 LbIX/(0.5*Y*(ly*J)^0.5)= 12.33 MAXIMUM ALLOWABLE STRESSES TENSION = 19000 psi COMPRESSION: = 561 psi BENDING:= 19000 psi SHEAR= 9611 psi 0 1.0009 0.9997 2.0000 :n m r ai ---------------- REGIONS ---------------- Area: 3.858 sq In Perimeter. 48.056 in Bounding box: X: —1.312 —_-1.312 in N Y: —3.803 3.760 In,:, 0 Centrold: X: 0.000 In Y: 0.000 In Moments of inertia: X: 22.018 sq In sq In Y: 2.245 sq In aq In Product of Inertia: XY: 0.000 aq In sq in Radii of gyration: X: 2.389 in Y: 0.763 in Principal moments (sq in sq In) and X—Y directions about centrold: 1: 2.245 along [0.000 1.0001 J:.22.018 along [-1.000 0:0001 o o c i 1 .0003 -- 0.9997 2.0000 N0. REVISION BY FOUR SEASONS SOLAR PRODUCTS CORP. TEMPER 6005-T5, 6005-T5 1 Q 5005 VETERANS MEMORIAL HIGHWAY APICAL 0.125 HOLBROOK, NEW YORK 11741 FINISH 2 DESIGNERS AND MANUFACTURES OF FOUR SEASONS SUNROOKS 3 TITLE SECTION PROPERTIES DIE NO. 6890 4 5" HEAVY BAR WITH RAFTER STIFFENER PART N0.5CB5, 4RSB 5 DO NOT SCALE DRAWINGS SCALES/4"=1" DRAWN BY LJD DWG. s TOLERANCES + N — APPROVED DATE 08-12-03 5CB5-4RSB Nftth Aw"EWS Pa..Ur SUM..COYN.Ma—fa t-v JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN , . SHEET NO: 10 OF: 22 x <a CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Livsng...Indoorsil'I a4 YLTUAFRAM■ PLC C... SILL(7CS)TO FOUNDATION FASTENERS: 2 0.500 "X 3.000 " LAG BOLTS DETAIL ON AND 16"O.C. E uation In Uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Fa,tyn„ T1:Thickness of Piece 1 (in): .055 _( .500 )( .055 )( 38 )2/2.34= 893.2# Fastener Type: LAG BOLTS Pas =Ns*Pnsn,In Thread Type: SPACED THREADS _( 2 )( 893.2 )= 1786.3 # Crown(C)or Valley(V)Fastening: C D2:Diameter of Head/Washer(in): 1.5 D1:Nominal Diameter of Fastener(in): 0.500 L:Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Sctews: 2 Pnov =(D2-D1)(T1)(Fti1)(Cyns _( 1.5 - 0.5 )( .055 X 38 )( 1 )/3= 696.7# Pat =Ns*Pnn,,n Aluminum Alloy Structural Values _( 2 )( 696.7 ) = 1393.3# Ftu1:Ultimate Tension of Piece 1 (ksi): 38 F1y1:Yield Tension of Piece 1 (ksi): 35 WASHER OF 1.5" 16"O.C.WILL CONTIBUTE A MAXIMUM OF 85#BASED ON A 0.1"DEFLECTION OF SILL. MAXIMUM ALLOWABLE LOADS SHEAR: 1786.3# TENSION 1478.3# NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT EVISI ON DATE 10-01-2003(1-113) Calculations Conform to(AA)ADM2000 OUT5IDE IN51DE OF OF ROOM ROOM EXfRD ALUMINUM CL05ED 51LL(A'7C5) FOUNDATION (BY OTHER5) //M/W MINIMUM OF(2) 1/2"FASTENER w/1 1/2"WA5HER AT EACH COLUMN AND EVERY I G"O.C. ACTUAL DE51GN OF THE5E CONNECTIONS MUST BE DETERMINED BY OTHERS. i 51DE VIEW T V DRAWN BY:JP DESCRIPTION:SILL TO FOUNDATION DWG.#:O6 DATE:10/20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: I Narth Anttr(o lPwIutr zkwr m MaWfllmau JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN ' SHEET NO: 11 OF: 22 " CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living..lndoorsi)' aK ULTRA/EAMS •LC.0 „nve„ SILL TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(Dl)(T1)(Ft1)/nt, T1:Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6063-T5 Pns =2(D1)(T2)(Ft„2)In. T2:Thickness of Piece 2(in): .062 _( .164 )( .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(Dl))E0.5*4.2(15a2)for 72<=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.164 ))E0.5*4.2( 22000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pn,%in D2:Diameter of Head/Washer(in): .322 _( 8 )( 191,2 )= 1529.5 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per.lnch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(F4i1)(Cyq, tc,Thread Engagement Depth: 0.062 _( .322 - 0.164 x .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2yns = 54.8# Pat =NS*Pr6ln _( 8 )( 54.8 ) = 438.2# Aluminum Alloy Structural Values F11,:Ultimate Tension of Piece 1 (ksi): 38 F,yt:Yield Tension of Piece 1 (ksi): 35 Fti2:Ultimate Tension of Piece 2(ksi): 22 Fty2:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1529.54 Coeffiecient,Ks= 1.01 TENSION 438.2# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculatlons Conform to(AA)ADM2000 CONT. EXTR'D ALUMINUM CL05ED 51LL(A'7C5)BELOW EXTR'D ALUMINUM WINDOW JAMB(A7'131 U) #8 x 1/2"TEK 5CREW(1-17'150) EIGHT AT EACH CORNER MRD ALUMINUM CORNER COLUMN (A'7C9) PLAN VIEW TN T/V DRAWNBY:JP DESCRIPTION:SILL TO CORNER COLUMN DWG.#:09 DATE:10/20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.G.O,#: Malin AMp{aa'L AYw.(KSuwaaw Maw.afaaturer JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 12 OF: 22 .X r CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 fi CHECKED BY: Surya Lamsal DATE: 10/16/20D3 Oat400r Living...ln400rspi)s, An YLTRAPRAM■ PLC •`„ - SILL TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ft„1)/n„ T1:Thickness of Piece 1(in): .055 =( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6005-T5 Pm =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .05 =( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5"4.2(Ft„2)for T2<=T1 Thread Type: SPACED THREADS =(( .05 )( .05 )( .05 )( 0.164 ))E0.5.4.2( 38000 )=722.6 Crown(C)or Valley(V)Fastening: C Pas =Ns'Pnsnm D2:Diameter of Head/Washer(in): .322 _( 6 )( 266.3 )= 1597.9 # D1:Nominal Diameter of Fastener-(in): 0.164 L.Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread(Per<inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 i Pnov =(D2-D1)(T1)(Ft„1)(C)/r6 tc,Thread Engagement Depth: 0.05 _{ .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2yns = 96.6# Pat =Ns'Prinin _( 6 )( 96.6 ) = 579.7# Aluminum Alloy Structural Values Ftil:Ultimate Tension of Piece 1 (ksi): 38 Ftyl:Yield Tension of Piece 1 (ksi): 35 F1a2:Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 579.7# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(UD) Calculations Conform to(AA)ADM2000 CONT, EXfR'D ALUMINUM CL05ED 51LL(A'7C5) BELOW #8 x 1/2"TEK SCREW(H7'150) 51X AT EACH COLUMN EX KD ALUMINUM WINDOW JAMB(AT 131 U) EXfR'D ALUMINUM I H-CHANNEL(AT I 1 1) PLAN VIEW i T V DRAWNBY:JP DESCR►PMMSILL TO LITE H COLUMN DWG.#1:07 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: I , WIN,A.M.41 TW-J&5NW[d*4 MfIW4{ACCttw.Y JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 13 OF: 22 :.,. CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 IL CHECKED BY: Surya Lamsai DATE: 10/16/2003 Outdoor Living`Indoors ; C C SILL TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uation In uts: ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Ftut)/nu T1:Thickness of Piece 1 (in): .055 =( .164 )( .055 )( 38 )2/2.34= 293.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2)/nu T2:Thickness of Piece 2(in): .066 =( .164 )( .066 )( 38 )212.34= 351.5# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(qu2)for T2<=T1 Thread Type: SPACED THREADS =(( .066 )( .066 )( .066 )( 0.164 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsmt„ D2:Diameter of Head/Washer(in): .322 _( 6 )( 293.0 )= 1757.7 # D1:Nominal Diameter of Fastener,(in): 0.164 L:Length of Fasteners(in): 0.500 #8 FASTENER MAXIMUM SHEAR IS 216.5# Asn:Thread Stripping Area of Internal Thread(Per:lhch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 P,bv =(D2-D1)(T1)(Ftut)(C)/ns tc,Thread Engagement Depth: 0.066 _( .322 - 0.164 )( .055 )( 38 )( 1 )/3= 110.1 # Ns:Number of Screws: 6 P.t = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns = 137.7# Pat =Ns*Pn,w„ _( 6 x 110.1 ) = 660.4# Aluminum Alloy Structural Values Ft,,,:Ultimate Tension of Piece 1 (ksi): 38 F1y1:Yield Tension of Piece 1 (ksi): 35 Ftu2:Ultimate Tension of Piece 2(ksi): 38 FW:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffleclents: SHEAR: 1299.0# Coeffiecient,Ks= 1.01 TENSION 660A# Coefflecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(UD) Calculations Conform to(AA)ADM2000 #8 x 112°TEK 5CREW(H7'150) 51X AT EACH COLUMN EXTR'D ALUMINUM ELECTRIC H-CHANNEL(A7'145) EXTR'D ALUMINUM WINDOW JAMB(A7'131 U) PLAN VIEW CONT. EXTR'D ALUMINUM CL05ED SILL(A'7C5) BELOW i T V DRAWNBY:JP DESCRIP„OWSILL TO ELECTRIC H COLUMN DWG.#:08 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: NawAm&Ua'sp+�;erSumtewtMna%ufpwrer JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 14 OF: 22 Y ^ o o CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...lndoors il" AN YLT.AVRAJA9 ILC l;;•vrAn•.t`-,� EAVE TO CORNER COLUMN FASTENERS: 8 0.164 "X 0.500 " TEK SCREWS DETAIL ON E uati n Inputs ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ft j)/no T1:Thickness of Piece 1 (in): .06 _( .164 )( .06 )( 22 )2/2.34= 185.0# A2:Alloy of Piece 2: 6063-T5 P. =2(D1)(T2XFhi2)/n„ T2:Thickness of Piece 2(in): .062 _( .164 x .062 )( 22 )2/2.34= 191.2# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5.4.2(k2)for T2<=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.164 ))E0.5`4.2( 22000 )= NIA Crown(C)or Valley(V)Fastening: C Pas =Ns"Pnsn„n D2:Diameter of Head/Washer(in): .322 _( 8 )( 185.0 )= 1480.2 # D1: Nominal Diameter of Fastener(In): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per-Inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ft„1)(C)/ns tc,Thread Engagement Depth: 0.062 _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# Ns:Number of Screws: 8 Pnot = (Ks)(D1)(tc)(Fty2)/ns 54.8# Pat =Ns Pnntn _( 8 )( 54.8 ) = 438.2# Aluminum Alloy Structural Values Ft„{Ultimate Tension of Piece 1 (ksi): 22 Fty1:Yield Tension of Piece 1 (ksi): 16 Ftu2:Ultimate Tension of Piece 2(ksi): 22 Fty2:Yield Bearing of Piece 2(ksi): 16 MAXIMUM ALLOWABLE LOADS Coeffiecients SHEAR: 1480.2# Coeffiecient,Ks= 1.01 TENSION 438.2# Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 EXTRD ALUMINUM ADJU5TABLE SAVE (A'7EB/A'7ETB) EXTRI)ALUMINUM WINDOW JAMB(A7'131 U) #8 x 112"TEK SCREW(H7-150) EIGHT AT EACH CORNER EXTR'D ALUMINUM CORNER COLUMN(A'7C9) i i � I .I t PLAN VIEW i TN TN DRAWNBY:JP DESCRIPMON:EAVE TO CORNER COLUMN DWG.#i2 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: f Wmtk Anwiea`s f PvnvWMwt M%MQN OLhIIGY JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 15 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 ..... . CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Lilving...Indoors i?'� EAVE TO LITE H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEK SCREWS DETAIL ON Equation In ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pm =2(D1)(T1)(Ft„1)/n„ T1:Thickness of Piece 1 (in): .06 =( .164 )( .06 )( 22 )2/2.34= 185.0# A2:Alloy of Piece 2: 6005-T5 P"s =2(D1 T2)(Ftii2)/n„ T2:Thickness of Piece 2(in): .05 =( .164 )( .05 )( 38 )2/2.34= 266.3# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(11u2)for T2 t=T1 Thread Type: SPACED THREADS =(( .05 )( .05 )( .05 )( 0.164 ))E0.5*4.2( 38000 )= 722.6 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns,nln D2:Diameter of Head/Washer(in): .322 _( 6 )( 185.0 )= 1110.2 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(Per inch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Fti1)(Cyns tc,Thread Engagement Depth: 0.05 _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# Ns:Number of Screws: 6 Pnot = (Ks)(D1)(tc)(Fty2yns 96.6# Pat =Ns*Prlmn _( 6 )( 69.5 ) = 417.1 # Aluminum Alloy Structural Values Ft„l:Ultimate Tension of Piece 1 (ksi): 22 Fly,:Yield Tension of Piece 1 (ksi): 16 Fti2.Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 1110.2# Coeffiecient,Ks= 1.01 TENSION 417.1 # Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(UD) Calculations Conform to(AA)ADM20 0D EXTRD ALUMINUM ADJUSTABLE SAVE (A'7E6/A'7ET5) #8 x 1/2"TEK SCREW(H7'150) SIX AT EACH COLUMN EXTR'D ALUMINUM WINDOW JAMB(AT 131 U) DITKD ALUMINUM H-CHANNEL(AT I 1 1) I PLAN VIEW f T V DRAWNBY:JP DESCRIPTIOWEAVE TO LITE H COLUMN DWG.#:10 DATE:10l20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: Nrnu,nne.cas»n 4te.s �caw Mo..{eax.r JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 16 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16!2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Mving...Indoors E"E TO ELECTRIC H COLUMN FASTENERS: 6 0.164 "X 0.500 " TEKSCREWS DETAIL ON E uation In utE. ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Ps =2(D1)(T1)(Fhi1yn„ T1:Thickness of Piece 1 (in): .06 =( .164 )( .06 )( 22 )2/2.34= 185.0# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fi„2)/n„ T2:Thickness of Piece 2(in): .066 =( .164 )( .066 )( 38 )2/2.34= 351.5# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5'4.2(Fia)for T2<=T4 Thread Type: SPACED THREADS _(( .066 )( .066 )( .066 )( 0.164 ))E0.5'4.2( 38000 )= NIA Crown(C)or Valley(V)Fastening: C Pas =Ns'Pns,,,in D2:Diameter of Head/Washer(in): .322 _( 6 )( 185.0 )= 1110.2 # D1:Nominal Diameter of Fastener(in): 0.164 L:Length of Fasteners(in): 0.500 Asn:Thread Stripping Area of Internal Thread(PeMnch): 0.014 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnov =(D2-D1)(T1)(Ftj)(C)/N tc,Thread Engagement Depth: 0.066 _( .322 - 0.164 )( .06 )( 22 )( 1 )/3= 69.5# Ns: Number of Screws: 6 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns 137.7# Pal =NsPr61n _( 6 )( 69.5 ) = 417.1 # Aluminum Alloy Structural Values F,",:Ultimate Tension of Piece 1 (ksi): 22 F1y1:Yield Tension of Piece 1 (ksi): 16 Fta:Ultimate Tension of Piece 2(ksi): 38 FW:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Cooffiecients: SHEAR: 1110.2# Coeffiecient,Ks= 1.01 TENSION 417.1 # Coeffiec(ent 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS: Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT [REVISION DATE 10-01-2003(LJD) Calculatlons Conform to(AA)ADM2000 ol #8 x 1/2"TEK SCREW(117'150) 51X AT EACH COLUMN EXTR'D ALUMINUM ELECTRIC H-CHANNEL(A7'145) EXTR'D ALUMINUM WINDOW JAMB(A7'131 U) I i i i i PLAN VIEW EXTR'D ALUMINUM ADJUSTABLE SAVE (A'7E5/A'7ETB) T V DRAWNBY:JP DESCRIPTIOWEAVE TO ELECTRIC H COLUMN DWG. 11 DATE:10/20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: 4 ��rts.tmertaastKnvtcrsunuxMaw.{at..a JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 17 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Lining...lndoors i)i AN UN'TRAPEAmo P&G r. 1/8" EAVE CORNER SPLICE PLATE TO EAVE FASTENERS: 8 0.190 "X 0.500 " TEK SCREWS DETAIL ON Equation Inauts: ALLOWABLE CONNECTION BEARING A1:Alloy of Piece 1: 5052-H32 Pns =2(D1)(T1)(Fti1)/nu Ti:Thickness of Piece 1 (in): .125 =( .190 )( .125 )( 31 )2/2.34= 629.3 # A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ftu2)/n„ T2:Thickness of Piece 2(in): .062 _( .190 )( .062 )( 38 )2/2.34= 382.6# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(F{2)for T2<=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.19 ))E0.5*42( 38000 )= 1074.0 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn,in D2:Diameter of Head/Washer(in): .364 _( 8 X 382.6 )= 3060.8 # D1:Nominal Diameter of Fastener(in): 0.190 L:Length of Fasteners(in): 0.500 #10 FASTENER MAXIMUM SHEAR IS 270.5# Asn:Thread Stripping Area of Internal Thread(Per.Inch): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pno„ =(D2-D1)(T1)(Fhi1)(Cyns tc,Thread Engagement Depth: 0.062 _( .384 - 0.19 )( .125 )( 31 )( 1 )/3= 250.6# Ns:Number of Screws: 8 Pnot = (Ks)(Dl)(tcX y2yns 138.8# Pat =Ns*Pr6n _( 8 )( 138.8 ) = 1110.5# Aluminum Alloy Structural Values Fa,t:Ultimate Tension of Piece 1 (ksi): 31 Fty1:Yield Tension of Piece 1 (ksi): 23 Fw2:Ultimate Tension of Piece 2(ksi): 38 Fty2:Yield Bearing of Piece 2(ksi): 35 MAXIMUM ALLOWABLE LOADS Coeffiecients: SHEAR: 2164.0# Coeffiecient,Ks= 1.01 TENSION 1110.5# Coeffiecient 2/n= 0.0625 Coefflecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(UD) Calculations Conform to(AA)ADM200 North Arvtr3caY Prn Ue Stwru-MR—f=6.a JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 18 OF: 22 gin ' CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 ,. CHECKED BY: 5urya Lamsal DATE: 10/16/2003 Outdoor Living.Indoors.,( AN U LTRAVRAMS PLC f, 1/8" EAVE CLIP ANGLE TO EAVE* FASTENERS: 6 0.190 "X 1.250 " TEKSCREWS DETAIL ON Equation Inl2uIts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Fti1)/n„ T1:Thickness of Piece 1 (in): .125 =( .190 )( .125 )( 22 W2.34= 446.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Ft„2)/n„ T2:Thickness of Piece 2(in): .062 =( .190 )( .062 )( 38 )2/2.34= 382.6# Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2XD1))E0.5*4.2(1(j for T2-c=T1 Thread Type: SPACED THREADS =(( .062 )( .062 )( .062 )( 0.19 ))E0.5*4.2( 38000 )= 1074.0 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsn,in 132:Diameter of HeadMlasher(in): .384 _( 6 )( 382.6 )= 2295.6 # D1:Nominal Diameter of Fastener(in): 0.190 L:Length of Fasteners(in): 1.250 #10 FASTENER MAXIMUM SHEAR IS 270.5# Asn:Thread Stripping Area of Internal Thread(Per lnph): 0.018 ALLOWABLE CONNECTION TENSION n,Threads Per Inch: 32 Pnav =(D2-D1)(T1)(F1i1)(C)/ns tc,Thread Engagement Depth: 0.062 i _( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# Ns:Number of Screws: 6 j Pnot = (Ks)(D1)(tc)(Fty2)/ns 138.8# Pat =NS*Pnmin i _( 6 )( 138.8 ) = 832.8# Aluminum Alloy Structural Values I Ftu1:Ultimate Tension of Piece 1 (ksi): 22 Fry,:Yield Tension of Piece 1 (ksi): 16 MAXIMUM ALLOWABLE LOADS Ft,2:Ultimate Tension of Piece 2(ksi): 38 5LB3/5HB3* SHEAR: 1623.0# Ftyl:Yield Bearing of Piece 2(ksi): 35 TENSION 832.8# 5LB5/5CB5 SHEAR: 2164.0# TENSION 1110.5# Coeffiecients: t8 SCREWS Coefflecient,Ks= 1.01 Coeffiecient 2/n= 0.0625 Coeffiecient,4/n= 0.125 UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 1001-2003(UD) Calculations Conform to(AA)ADM2000 t i I SAVE CLIP MKI)ALUMINUM (CN 13004) SAVE TOP(A'7ET13) (2 PER RAFTER) '• r 1 #10 x 1 1/4"TEK SCREW-J(J( F (Ht2026)(3 PER CUP) j (6 TOTAL) ' i I T V DRAWNBY:JP DESCRIPMWEAVE CLIP TO EAVE DWG.#:SBSTRSS-03 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: e ---------------- x X x --------------- EXTRI)ALUMINUM SAVE TOP(A'7ET5) SAVE CLIP (CN 13004) -------- (2 PER RAFTER) j #10 x 1 1/4"TEK SCREW (11'2026) (4 PER CLIP) (8 TOTAL) T V DRAWN BY:JP DESCRIPTION:EAVE CLIP TO EAVE DWG.#.SBSTRSS-06 DATE:10/20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.# F f North A,wd"'L JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 19 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 ... ' CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Lioing...leldooriii)' - VLTIATlAN. •LL l;;•x YAtl'4,. EAVE TO RAFTER BAR* (CONNECTS FROM UNDERNEATH) FASTENERS: 1 0.190 "X 1.250 " TEK SCREWS DETAIL ON E uatlon In uts• ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6005-T5 Pns =2(D1)(T1)(Fiii1)/n„ T1:Thickness of Piece 1 (in): .062 =( .190 )( .062 )( 38 )2/2.34= 382.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fw2)/n„ T2:Thickness of Piece 2(in): .1 =( .190 )( .1 )( 38 )2/2.34= 617.1 # Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(Fi"2)for T2<=T1 Thread Type: SPACED THREADS =(( .1 )( 1 )( .1 )( 0.19 ))E0.5*4.2( 38000 )= N/A Crown(C)or Valley(V)Fastening: C Pas =Ns*Pn-%In D2:Diameter of Head/Washer(in): .384 _( 1 )( 382.6 )= 382.6 # D1:Nominal Diameter of Fastener(in): 0.190 #10 FASTENER MAXIMUM SHEAR IS 270.5# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per:inch): 0.018 P"at, =(D2-D1)(T1)(F1i1)(C)/ns n,Threads Per Inch: 32 _( .384 - 0.19 )( .062 )( 38 )( 1 )/3= 152.4# tc,Thread Engagement Depth: 0.1 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n))/ns Ns:Number of Screws: 1 i = 360.7# I Pet =Ns*Pr6n _( 1 )( 152.4 ) = 152.40 Aluminum Alloy Structural Values MAXIMUM ALLOWABLE LOADS Ft„{Ultimate Tension of Piece 1 (ksi): 38 51-133* Ftyt:Yield Tension of Piece 1 (ksi): 35 SHEAR: 270.50 Ftu2:Ultimate Tension of Piece 2(ksi): 38 TENSION 152.4# Fty2:Yield Bearing of Piece 2(ksi): 35 5LB5 SHEAR: 270.5# TENSION 152.40 5HB3 Coefflecients: SHEAR: 270.59 Coeffiecient,Ks= 1.2 TENSION 152.4# Coeffiecient 2/n= 0.0625 5CB5 Coeffiecient,4/n= 0.125 SHEAR: 270.5# TENSION 152.4# UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 ------------------------- ------- #10 x 1 1/4"TEK SCREW (H-2026)(1)AT EACH _ - RAFTER ----------------- EXTR'D ALUMINUM � 3"RAFTER BAR. 9 (A'5L63)(SHOWN) ---- -- 3"HEAVY RAFTER BAR - -------------- - - (A'5HB3) i i EXTR'D ALUMINUM ro SAVE TOP(A'7ETB) T V DRAWN BY:JP DESCRIPTION:RAFTE R TO EAVE DWG.#:S&STRSS-01 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: r • ------ #10 x I 1/4°TEK SCREW - - -- (H'2026) I AT EACH ------------ ---- RAFTER ft X EXTRI)ALUMINUM 5"RAFTER BAR'. x (A'505)(5HOWN)' ___-- -------------- 5"HEAVY RAFTER BAR ----�--- (A'5C55) EXTRI)ALUMINUM EAVE TOP(A'7ETB) ------ OPTIONAL RAFTER STIFFENER T V DRAWNBY:JP DESCRIPTION:RAFTER TO EAVE DWG.#:S&STRSS-04 DATEM20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: r Mwth ArA&ioat JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN f �► 1 SHEET NO: 20 OF: 22 ' CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 - o s CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...Indoor ',' - - YLTIArlAM■ PLC e• f AY'• EAVE CLIP ANGLE TO RAFTER BAR* (CONNECTS FROM SIDE) FASTENERS: 6 0.190 "X 1.250 " TEK SCREWS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(Dl)(T1)(Ft„1)/n„ T1:Thickness of Piece 1 (in): .125 =( .190 )( .125 )( 22 )2/2.34= 446.6# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(F4i2)/n„ T2:Thickness of Piece 2(in): .1 =( .190 )( .1 )( 38 )2/2.34= 617.1 # Fastener Type: TEK SCREWS Pns =((T2)(T2)(T2)(D1))E0.5*4.2(FW2)for T2<=T1 Thread Type: SPACED THREADS =(( .1 )( .1 )( .1 )( 0.19 ))E0.5*4.2( 38000 )=2199.9 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pnsl,,;n D2:Diameter of Head/Washer(in): .384 _( 6 )( 446.6 )= 2679.5 # D1:Nominal Diameter of Fastener(in): 0.190 #10 FASTENER MAXIMUM SHEAR IS 270.5# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per-Inch): 0.018 Pnov =(D2-D1)(T1)(Ftuj)(C)/ns n,Threads Per Inch: 32 _( .384 - 0.19 )( .125 )( 22 )( 1 )/3= 177.8# tc,Thread Engagement Depth: 0.1 Pnot = ((Ks)(D1)(Fty2)(4/n-tc)+3.26(D1)(Ftu2)(tc-2/n)yns Ns:Number of Screws: 6 = 360.7# Pat =Ns*Pnh,tn _( 6 )( 177.8 ) = 1067.0# Aluminum Alloy Structural Values MAXIMUM ALLOWABLE LOADS Ftu1:Ultimate Tension of Piece 1 (ksi): 22 5LB3* Fy1:Yield Tension of Piece 1 (ksi): 16 SHEAR: 1623.0# Fhi2:Ultimate Tension of Piece 2(ksi): 38 TENSION 1067.0# Fty2:Yield Bearing of Piece 2(ksi): 35 5LB5 8 SCREWS SHEAR: 2164.0# TENSION 1422.7# 5HB3 Coeffleclents: SHEAR: 1623.0# CoefFledent,Ks= 1.2 TENSION 1067.0# Coeffieclent 2/n= 0.0625 5CB5 8 SCREWS Coeffiecient,4/n= 0.125 SHEAR: 2164.0# TENSION 1422.7# UNC THREADS:Types C,D,F,G,T SPACED THREADS: Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM2000 #10 x 1 1/4"TEK SCREW (H"2026)(3 PER CUP) (6 TOTAL) EXTR'D ALUMINUM EAVE CUP(CN 13004) ---------------- WKD ALUMINUM ----------------- 3"RAFTER BAR u (A•5L63)(5HOWN) - --- ------------ -- 3"HEAVY RAFTER B R -- ------------ --- (A'5HB3) U V T DRAWNBY:JP DESCRIPnON:EAVE CLIP TO RAFTER DWG.#:SBSTRSS-02 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#. e #10 x 1 1/4"TEK SCREW (H'2026)(4 PER CLIP) (5 TOTAL) EXTKD ALUMINUM ----------- SAVE CLIP(CN 13004) ----------------- 3t EXTRD ALUMINUM 5"RAFTER BAR` 9 X (A'51-65) (SHOWN):' ----------------- _ _ 5"HEAVY RAFTER BAR ------------ (A'5C65) f I j f I h OPTIONAL RAFTER 5TIFFENER V V T DRAWN BY:JP DESCR�PMON:EAVE CLIP TO RAFTER LREEV.DATE' #SaSTRSS-05 DATE-.10/20/03FOUR SEASONS SOLAR PRODUCTS, LLC. E.C.O.#: .tmth AmerW's Frc uurswuzax MaWt{daGrp' JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 21 OF: 22 CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 *.. CHECKED BY: Surya Lamsal DATE: 10/16/2003 Outdoor Living...Indoors ..n YLTLATA AMC LC'.,.,,. RIDGE CLIP TO RAFTER BAR* (CONNECTS FROM SIDE) FASTENERS: 4 0.250 "X 1.250 " SELF-TAPPING SCREW DETAIL ON Equation In uts: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pns =2(D1)(T1)(Ft„jYne T1:Thickness of Piece 1 (in): .25 =( .250 X .25 )( 22 )2/2.34= 1175.2# A2:Alloy of Piece 2: 6005-T5 Pns =2(D1)(T2)(Fti2)1n„ T2:Thickness of Piece 2(in): .1 =( .250 )( .1 )( 38 )2/2.34= 812.0# Fastener Type: SELF-TAPPING SCREW Pns =((T2)(T2)(T2)(D1))E0.5*4.2(FW2)for T2<=T1 Thread Type: SPACED THREADS =(( .1 )( .1 )( .1 )( 0.25 ))E0.5*4.2( 38000 )=2523.5 Crown(C)or Valley(V)Fastening: C Pas =Ns*Pns j,, D2:Diameter of Head/Washer(in): .480 _( 4 )( 812.0 )= 3247.9 # Di:Nominal Diameter of Fastener(in): 0.250 1/4"FASTENER MAXIMUM SHEAR IS 491# L:Length of Fasteners(in): 1.250 ALLOWABLE CONNECTION TENSION Asn:Thread Stripping Area of Internal Thread(Per.Inch): 0.032 P"oT =(D2-D1)(T1)(Fn,f)(C)/ns n,Threads Per Inch: 20 _( .480 - 0.25 )( .25 )( 22 )( 1 )/3= 421.7# tc,Thread Engagement Depth: 0.1 Pnot = (Ks)(D1)(tcX y2yns Ns:Number of Screws: 4 = 350.0# Pet =Ns*Pr6n _( 4 )( 350.0 ) = 1400-00 Aluminum Alloy Structural Values MAXIMUM ALLOWABLE LOADS Ft„,:Ultimate Tension of Piece 1 (ksi): 22 5LB3* Ftyt:Yield Tension of Piece 1 (ksi): 16 SHEAR: 1964.09 Fta2:Ultimate Tension of Piece 2(ksi): 38 TENSION 1400.0# Fty2:Yield Bearing of Piece 2(ksi): 35 51.65 6 SCREWS SHEAR: 2946.0# TENSION 2100.09 5H63 CoefFlecients• SHEAR: 1964.0# Coeffiecient,Ks= 1.2 TENSION 1400.0# Coeffiecient 2/n= 0.1 5C65 6 SCREWS Coeffiecient,4/n= 0.2 SHEAR: 2946.0# TENSION 2100.0# UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE U-N-2003(UD) Calculatlons Conform to(AA)ADM2000 -------------- ------------- -------------------------------- ------------;------___-__ J -------------'-- r'- rr 1/4"x 1 1/4"SELPTHREAOING (off 1 SCREW(11'2080) I - (TWO ON EACH SIDE C3!P'RAFTER BAR) O tit _ _ _ (4 TOTAL) I � RIDGE CLIP J-- (CN42101) i EXTR'D ALUMINUM 3"RAFTER BAR 1 (A'51-133)(SHOWN) 3"HEAVY RAFTER BAR (A'5HB3) V U T DRAWNBY:JP DESCRIPTION:RIDGE CLIP TO RAFTER DWG.#:SESTRSS-07 DATE:10/20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: _____________� i 1 i ------------ -- I _ . I � I I I 1 { 1/4"x 1 1/4"SELF THREADING ��- - --- 5CREW(H'2080) (3 ON EACH 51DE Of RAFTER BAR) (G TOTAL) 1 RIDGE CLIP �- - - -- BAR 51-55-(CN42'1 1 L) BAR 5CB5-(CN4211) EXTR'D ALUMINUM '- WITH SHIM PLATE 5"RAFTER BAR - (CN4212) (A'5LB5)(5HOWN) ------------------------------------ -------- 5"HEAVY RAFTER BAR I (A'5CB5) { I { I I i OPTIONAL RAFTER -------------------____-� 5TIFFENER V V T DRAWNBY:JP DESCRIPTION:RIDGE CLIP TO RAFTER DWG.#:SBSTRSS-09 DATE:10/20/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: Natn AWAM's PlvwLef SkKrmw Ma"ft Atx.q' JOB: 230 SUN AND STARS:STRAIGHT EAVE DESIGN SHEET NO: 22 OF: 22 # L s CALCULATED BY: Lawrence Duffy DATE: 10/16/2003 CHECKED BY: Surya Lannsal DATE: 10/16/2003 Outdoor Living...lndoori l)l ..p• AN ULTRA/EAM■ PLC C.u. .4 RIDGE CLIP TO EXISTING STRUCTURE* FASTENERS: 2 0.375 "X 3.000 " LAG BOLTS DETAIL ON Equation Inputs: ALLOWABLE CONNECTION BEARING Al:Alloy of Piece 1: 6063-T5 Pm =2(D1)(T1)(F,uj)/n„ T1:Thickness of Piece 1 (in): .25 =( .375 )( .25 )( 22 )2/2.34= 1762.8# Fastener Type: LAG BOLTS Pas =Ns*Pns,,,;,, Thread Type: SPACED THREADS _( 2 )( 1762.8 )= 3525.6 # Crown(C)or Valley(V)Fastening: C D2:Diameter of HeadMlasher(in): .563 3/8"FASTENER MAXIMUM SHEAR IS 1198.5# D1:Nominal Diameter of Fastener(in): 0.375 L:Length of Fasteners(in): 3.000 ALLOWABLE CONNECTION TENSION Ns:Number of Screws: 2 Pnov =(D2-D1)(T1)(Ftu1)(CyN _( .563 - 0.375 )( .25 )( 22 )( 1 )/3= 344.7# Pat =Ns*P►lnln Aluminum Alloy Structural Values _( 2 )( 344.7 ) = 689.3# Flu1:Ultimate Tension of Piece 1 (ksi): 22 Fty1:Yield Tension of Piece 1 (ksi): 16 i MAXIMUM ALLOWABLE LOADS 5LB3/5HB3* SHEAR: 2397.0# TENSION 689.3# 5LB5/5CB5 SHEAR: 3595.5# TENSION 1034.0# 3 SCREWS NOTE: THESE CALCULATIONS PERTAIN TO THE CONNECTIONS UP TO,BUT NOT INCLUDING, THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION. THE CONNECTIONS TO THE EXISTING STRUCTURE AND/OR ANY NEW CONSTRUCTION MUST BE ANALYZED ACCORDING TO CONDITIONS SPECIFIC TO EACH JOB BY OTHERS. UNC THREADS:Types C,D,F,G,T SPACED THREADS:Types AB,B,BP,BF,BT REVISION DATE 10-01-2003(LJD) Calculations Conform to(AA)ADM200 EX15TING ADEQUATE STRUCTURAL FRAMING ------------ I I 1 ------------ MINIMUM OF(2)3/8"FA5TENER5 AT EACH RAFTER BAR ===T= ACTUAL DE51GN OF THESE CONNECTION5 ---------------------- _ MUST BE DETERMINED BY OTHER5 I y 1 I 1 1 1 1 I 1 � I I - I RIDGE CLIP -}- (CN42IOL) ---------------------------------- V T DRAWN BY:JP DESCRIPTiON:RIDGE CLIP TO EXISTING STRUCTURE DWG.#:S&STRSS-08 DATE:10/20103 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: EXISTING ADEQUATE STRUCTURAL FRAMING ------------- ------------- ---------- ----- - MINIMUM OF(3)3/8"FASTENERS AT EACH RAFTER BAR -- --------------- ACTUAL DESIGN OF THESE CONNECTIONS ------------------------------ ��- - -'-' MUST BE DETERMINED 13Y OTHERS I M C I (A 1 , 1 I I 1 I I i I I I F RIDGE CUP I I BAR 51-135-(CN421 I L) O ta- - ---- BAR 5CB5 -(CN421 1) _ _ -- WITH SHIM PLATE --- (CN42 12) --------------- --------- i -------------------------- I I I I I I I ---------------------------J V T DRAMBY:JP DESCRIPTION:RIDGE CLIP TO EXISTING STRUCTURE DWG.#:S&STRSS-10 DATE:10120/03 FOUR SEASONS SOLAR PRODUCTS, LLC. REV.DATE: E.C.O.#: Nortli America's Prem er SL-twroom MavucfAat"rer �^s r , s�•4� outdoor Living..+ Indoot"S i j' U LT R A F RAM E PLC COMPAN `Y ✓ ALUMINUM DESIGN MANUAL REFERENCES FOUR SEASONS SOLAR PRODUCTS 5005 Veterans Memorial Highway Holbrook,New York 11741 (631)563-4000 Fax:(631)218-9076 t Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR COMPRESSIVE ALLOY THICKNESS MODULUS OF AND PRODUCT RANGE Fmt 7FVt Ft F,,, F,! ELASTICITY$ TEMPER IN• ksi ksi ksi ksi E ksf 1100-1-112 Sheet,Plate All 14 11 10 9 6.5 10,100 13 10 8 10,100 -H14 Rolled Rod&Bar) All 16 14 2014-T6 Sheet 0.040-0.249 66 58 59 40 33 10,900 -T651 Plate 0.250-2.000 67 59 58 40 34 10,900 -T6,T6510,T6511 Extrusions All 60 53 52 35 31 10,900 -T6,T651 Cold Finished Rod All 65 55 53 38 32 10,900 &Bar,Drawn Tube Alclad 2014-T6 Sheet 0.025-0.039 63 55 56 38 32 10,800 T6 Sheet 0.040-0.249 64 57 58 39 33 10,800 -T651 Plate 0.250-0.499 64 57 56 39 33 10,800 3003-H12 Sheet&Plate 0.017-2.000 17 12 10 11 7 10,100 -H14 Sheet&Plate 0.009-1.000 20 17 14 12 10 10,100 H16 Sheet 0.005-0.162 24 21 18 14 12 10,100 -Hi 8 Sheet 0.006-0.128 27 24 20 15 14 10,100 -1-112 Drawn Tube All 17 12 11 11 7 10,100 -1-114 Drawn Tube All 20 17 16 12 10 10,100 -1-116 Drawn Tube All 24 21 19 14 12 10,100 H18 Drawn Tube All 27 24 21 15 14 10,100 Alclad 3003-H12 Sheet&Plate 0.017-2.000 16 11 9 10 6.5 10,100 -H14, Sheet&Plate 0.009-1.000 19 16 13 12 9 10,100 1-116 Sheet 0.006-0.162 23 20 17 14 12 10,100 H1B Sheet 0.006-0.128 26 23 19 15 13 10,100 ; Alclad 3003-H14 Drawn Tube 0.025-0.259 19 16 15 12 9 10,100 H18 Drawn Tube 0.010-0.500 26 23 20 15 13 10,100 3004-1-132 Sheet&Plate 0.017-2.000 28 21 18 17 12 10,100 -1-134 Sheet&Plate 0.009-1.000 32 25 22 19 14 10,100 -H36 Sheet 0.006-0.162 35 28 25 20 16 10,100 -H38 Sheet 0.006-0.128 38 31 29 21 18 10,100 3004-H34 Drawn Tube ().018-0.450 32 25 24 19 14 10,100 H36 Drawn Tube 0.018-0.450 35 28 27 20 16 10,100 Alclad 3004-H32 Sheet 0.017-0.249 27 20 17 16 12 10,100 -H34 Sheet 0.009-0.249 31 24 21 18 14 10,100 -H36 Sheet 0.006-0.162 34 27 24 19 16 10,100 -H36 Sheet 0.006-0.128 37 30 28 21 17 10,100 -H131,H241,H341 Sheet 0.024-0.050 31 26 22 18 15 10,100 -1-1151,H261,H361 Sheet 0.024-0.050 34 30 28 19 17 10,100 3005-1-125 Sheet 0.013-0.050 26 22 20 15 13 10,100 -1-128 Sheet 0.006-0.080 31 27 25 17 16 10,100 3105-1-125 Sheet 0.013-0.080 23 19 17 14 11' 10,100 5005-1-112 Sheet&Plate 0.017-2.000 18 14 13 11 8 10,100 -1-114 Sheet&Plate 0.009-1.000 21 17 15 12 10 10,100 -1-116 Sheet 0.006-0.162 24 20 18 14 12 10,100 -1-132 Sheet&Plate 0.017-2.000 17 12 11 11 7 10,100 -1-134 Sheet&Plate 0.009-1.000 20 15 14 12 8.5 10,100 -1-136 Sheet 0.006-0.162 23 18 16 13 11 10,100 5050-H32 Sheet 0.017-0.249 22 16 14 14 9 10,100 -1-134 Sheet 0.009-0.249 25 20 18 15 12 10,100 -1-132 Cold Fn.Rod&Bart All 22 16 15 13 9 10,100 Drawn Tube -1-134 Cold Fin.Rod&Bart All 25 20 19 15 12 10,100 Drawn Tube For all footnotes,see last page of this Table Ir I-A-15 January 2000 a Table 3.3-1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS TENSION COMPRESSION SHEAR COMPRESSIVE ALLOY THICKNESS MODULUS OF AND PRODUCT RANGE Fwt F,,t F.y F,,, F., ELASTICITY* TEMPER IN• ksi ksi ksi ksi ksi E ksi 5052-0 Sheet&Plate 0.006-3.000 25 9.5 9.5 16 5.5 10,200 -H32 Sheet&Plate All 31 23 21 19 13 10,200 -H34 Cold Fin.Rod&Bar All 34 26 24 20 15 10,200 \Drawn Tube 11 -H36 Sheet O.OD6-0.162 37 29 26 22 17 10,200 5083-0 Extrusions up thru 5.000 39 16 16 24 9 10,400 -H111 Extrusions up thru 0.500 4D 24 21 24 14 10,400 -H111 Extrusions 0.501-5.000 4D 24 21 23 14 10,400 -O Sheet&Plate 0.051-1.500 4D 18 18 25 10 10,400 -H116 Sheet&Plate 0.188-1.500 44 31 26 26 18 10,400 -H321 Sheet&Plate 0.188-1.500 44 31 26 26 18 10,400 -H116 Plate 1.501-3.000 41 29 24 24 17 10,400 -H321 Plate 1.501-3.000 41 29 24 24 17 10,400 5086-0 Extrusions up thru 5.000 35 14 14 21 8 10,400 -H111 Extrusions up thru D.500 36 21 18 21 12 10,400 -H111 Extrusions 0.501-5.000 36 21 18 21 12 10,400 -O Sheet&Plate 0.020-2.000 35 14 14 21 8 10,40D -H112 Plate 0.250-0.499 36 18 17 22 10 10,400 -H112 Plate 0.500-1-ODD 35 16 16 21 9 10,400 -H112 Plate 1.001-2.000 35 14 15 21 8 10,400 -H112 Plate 2.001-3.000 34 14 15 21 8 10,400 -Hi 16 Sheet&Plate All 40 28 26 24 16 10,400 -H32 Sheet&Plate All 40 28 26 24 16 10,400 i Drawn Tube -H34 Sheet&Plate All 44 34 32 26 20 10,400 Drawn Tube 5154-H38 Sheet 0.006-0.128 45 35 33 24 20 10,300 5454-0 Extrusions up thru 5.000 31 12 12 19 7 10,400 -H111 Extrusions up thru 0.500 33 19 16 20 11 1 D,400 -H111 Extrusions 0.501-5.000 33 19 16 19 11 10,400 -H112 Extrusions up thru 5.000 31 12 13 19 7 10,400 -O Sheet&Plate 0.02D-3.000 31 12 12 19 7 10,400 -H32 Sheet&Plate 0.02D-2.000 36 26 24 21 15 10,400 -H34 Sheet&Plate 0.02D-1.000 39 29 27 23 17 10,400 5456.0 Sheet&Plate 0.051-1.500 42 19 19 26 11 10,400 -H116 Sheet&Plate 0.188-1.250 46 33 27 27 19 10,400 -H321 Sheet&Plate 0.188-1.250 46 33 27 27 19 10,400 -H116 Plate 1.251-1.500 44 31 25 25 18 10,400 -H321 Plate 1.251-1.500 44 31 25 25 18 10,400 -H116 Plate 1.501-3.000 41 29 25 25 17 10,400 -H321 Plate 1.501-3.000 41 29 25 25 17 10,400 6005-T5 Extrusions up thru 1.000 38 35 35 24 20 10,100 6061-T6,T651 Sheet&Plate 0.010-4.D00 42 35 35 27 20 10,1 DO -T6,T6510,T6511 Extrusions All 38 35 35 24 20 10,100 -T6,T651 Cold Fin.Rod&Bar up thru 8.000 42 35 35 25 20 10,100 -T6 Drawn Tube 0.025-0.500 42 35 35 27 20 10,100 -T6 Pipe All 38 35 35 24 20 10,100 6063-T5 Extrusions up thru 0.50D 22 16 16 13 9 10,100 T5 Extrusions 0.500-1.000 21 15 15 12 8.5 10,100 -T6 Extrusions&Pipe All 30 25 25 19 14 10,100 6066-T6,T6510,T6511 Extrusions All 50 45 45 27 26 10,100 6070-T6,T62 Extrusions up thru 2.999 48 45 45 29 26 10,100 6105-T5 Extrusions up thru 0.500 38 35 35 24 20 10,100 6351-T5 Extrusions up thru 1.000 36 35 35 24 20 10,100 6463-T6 Extrusions up thru 0.500 30 25 25 19 14 10,100 t F,,and Fry are minimum specified values(except Fy for 11 i]0-H12,-H14 Cold Finished Rod and Bar and Drawn Tube,Alclad 3003-H18 Sheet and 5050-H32,-1,134 Cold Finished Rod and Bar which are minimum expected values);other strength properties are corresponding minimum expected values. *Typical values.For deflection calculations an average modulus of elasticity is used;this is 100 ksi lower than values in this column. I-A-16 January 2000 For angles,the gross width shall be the sum of the widths 5.1.10 Spacing of Stitch Rivets,Screws and Bolts of the legs less the thickness.The gage for holes in opposite in Webs legs shall be the sum of the gages from the back of the Where two or more web plates are in contact,there shall angles,less the thickness. be stitch rivets,screws or bolts to make them act in unison. For splice members,the thickness shall be only that part In compression members,the pitch and gage of such rivets of the thickness of the member that has been developed by or bolts shall be determined as outlined in Section 5.1.9.In rivets or bolts,beyond the section considered. tension members,the maximum pitch or gage of such rivets, 5.1.7 Effective Sections of Angles screws or bolts shall not exceed a distance,in inches,equal to 3+20t,(in mm,76+20t)in which tis the thickness of the If a discontinuous angle(single or paired)in tension is outside plates. connected to one side of a gusset plate, the effective net section shall be the net section of the connected leg plus 5.1.11 Edge Distance of Rivets,Screws or Bolts one-third of the section of the outstanding leg unless the The minimum distance from the center of rivet,screw or outstanding leg is connected by a lug angle. In the latter bolt under computed stress to the edge of the sheet or shape case,the effective net section shall be the entire net section toward which the pressure is directed shall be twice the of the angle.The lug angle shall be designed to develop at nominal diameter of the rivet,screw or bolt when using the least one-half the total load in the member and shall be allowable bearing stress shown in Tables 5.1.1.3-1 and-2. connected to the main member by at least two fasteners. When a shorter edge distance is used,the allowable bearing For double angles placed back-to-back and connected to stress shall be reduced by the ratio: actual edge dis- both sides of a gusset plate,the effective net section shall be tante/twice the fastener diameter(See Section 3.4.5). The the net section of the connected legs plus two-thirds of the edge distance shall not be less than 1.5 times the fastener section of the outstanding legs. diameter to extruded, sheared, sawed, rolled or planed For intermediate joints of continuous angles,the effec- edges. tive net area shall be the gross sectional area less deductions for holes. 5.1.12 Blind Rivets 5.1.8 Grip of Rivets,Screws and Bolts Blind rivets shall not be used unless the grip lengths and If the grip (total thickness of metal being fastened) of rivet-hole tolerances are as recommended by the respective ` M, manufacturers. rivets, screws or bolts carrying calculated stress exceeds i four and one-half times the diameter,the allowable load per 5.1.13 Hollow-End(Semi-tubular)Rivets rivet,screw or bolt shall be reduced.The reduced allowable load shall be the normal allowable load divided by If hollow-end rivets with solid cross sections for a [1/2+Gf1(9D)]in which Gf is the grip and D is the nominal portion of the length are used,the strength of these rivets diameter of the rivet or bolt.If the grip of the rivet exceeds shall not be taken equal to the strength of solid rivets of the six times the diameter,special care shall be taken to insure same material,unless the bottom of the cavity is at least 25 that holes will be filled completely. percent of the rivet diameter from the plane of shear, as measured toward the hollow-end,and further provided that 5.1.9 Spacing of Rivets,Screws and Bolts they are used in locations where they will not be subjected Minimum distance between rivet centers shall be 3 times to appreciable tensile stresses. the nominal rivet diameter; minimum distance of bolt or 5.1.14 Steel Rivets screw centers shall be 211/z times the nominal diameter. In built-up compression members the pitch in the direction of Steel rivets shall not be used in aluminum structures stress shall be such that the allowable stress on the individ- unless the aluminum is to be joined to steel or where ual outside sheets and shapes,treated as columns having an corrosion resistance of the structure is not a requirement,or effective length equal to one half the rivet, screw or bolt where the structure is to be protected against corrosion(See pitch exceeds the calculated stress.The gage at right angles Section 6.6.1). to the direction of stress shall be such that the allowable stress in the outside sheets, calculated from Section 3.4.9 5.1.15 Lockbolts exceeds the calculated stress. In this case the width b in Lockbolts shall only be used when installed in confor- Section 3.4.9 shall be permitted to be taken as 0.8g where g mance with the loekbolt manufacturer's specifications and is the gage. when the body diameter and bearing areas under the head and nut, or their equivalent, are not less than those of a conventional nut and bolt. January 2000 I-A-59 5.1.16 Steel Bolts In addition to the requirements of Section 5.1.17.4,bolts When steel bolts are used they shall be hot-dip galea- shall be proportioned so that the allowable slip load per unit of bolt area determined from the following table is not nized,mechanically galvanized,zinc electro-plated,alumi- exceeded.The nominal diameter of the bolt shall be used to nized, or 300 series stainless steel. When other platings calculate its area. - and/or coatings are to be used,evidence shall be submitted Hole Type and Direction of Load to substantiate the corrosion resistance of these products. Any Direction ransverse Parallel 5.1.17 Slip-Critical Connections contact Surface oversize of Bolted Parts Standard &Short Long Slots Long 5.1.17.1 General Slots slots Slip-critical connections between aluminum members or (k;.7) MP.)(ksi) MPa) (ksi) (MPa) (ksi) (MPa) between aluminum and steel members shall comply with the Class B(Slip 28 195 24 165 20 140 17 115 Research Council on Structural Connections (RCSC) Coefficient 0.50) Specification for Structural Joints Using ASTM A325 or A490 Bolts, Allowable Stress Design, except as modified Bolts shall be installed to develop the minimum bolt here.The shear on a bolt in a slip-critical connection shall tension specified in Section 5.1.17.7. not exceed the allowable shear for the bolt (Section The effect on slip resistance of temperature changes from 5.1.17.4),the allowable bearing for the connected members the installation temperature and the difference in coeffi- (Section 3.4.5),or the allowable slip load(Section 5.1.17.5). cients of thermal expansion of aluminum and steel shall be addressed. 5.1.17.2 Material 5.1.17.6 Washers Aluminum used in slip-critical connections shall have a tensile yield strength of at least 15 ksi (105 MPa). Bolts a) Washers shall be used under bolt heads and under shall comply with ASTM A325, nuts shall comply with nuts. ASTM A563 Grade DH or ASTM A194 Grade 2H, and b) At a long slotted hole in an outer ply, a galvanized washers shall comply with ASTM F436. Bolts,nuts, and steel plate washer or bar at least 5/16 in. (8 mm)thick with washers shall be zinc coated by the hot-dip or mechanically standard holes,shall be used. The plate washer or bar shall deposited processes as specified in ASTM A325. completely cover the slot but need not be hardened. c) Where the outer face of the bolted parts has a slope 5.1.17.3 Holes greater than 1:20 with respect to a plane normal to the bolt axis,a beveled washer shall be used. Holes shall be standard holes, oversize holes, short slotted holes,or long slotted holes.The nominal dimensions 5.1.17.7 Installation for each hole type shall not exceed those shown in the RCSC Specification Table 1. Bolts shall be tightened in accordance with the RCSC Specification. 5.1.17.4 Design for Strength 5.2 Metal Stitching Staples The shear stress on a bolt shall not exceed 21 ksi (145 MPa)for bolts with threads in the shear plane and 30 ksi Allowable strength values for metal stitches in joints (205 MPa)for bolts without threads in the shear plane. Bolt carrying calculated loads shall be established on the basis of shear stresses are based on the nominal cross sectional area tests in accordance with Section 8. (unthreaded body area)of a bolt. The bearing stress on the connected parts shall not exceed the allowable bearing stress 5.3 Tapping Screw Connections specified in Section 3.4.5. The following notation applies to this section: 5.1.17.5 Design for Slip Resistance A,, = thread stripping area of internal thread per Aluminum surfaces abrasion blasted with coal slag to unit length of engagement SSPC SP-5 to an average substrate profile of 2.0 mils(0.05 C = coefficient which depends on screw location mm) in contact with similar aluminum surfaces or zinc painted steel surfaces with amaximum dry film thickness of D — — nominal screw diameter 4 mils(0.1 mm)are Class B surfaces. Slip coefficients for Dh = nominal hole diameter Other surfaces shall be determined in accordance with the RCSC Specification Appendix A. D„, = nominal washer diameter I-A-60 January 2000 r D, = larger of the nominal washer diameter and Pns shall be the lesser of the screw head F = tensile ultimate strength of member in n, 2F,m)Dt�— (Eq. 5.3.1.1-2) contact with the screw head n„ F,, = tensile ultimate strength of member not in contact with the screw head n, P = 2F Dt2— (Eq.5.3.1.1-3) ns tui n Ffj2 = tensile yield strength of member not in contact with the screw head For tz/t� <_ 1.0,Pn,shall not also exceed K, = coefficient which depends on member 3 112 P. = 4.2(tzD) Ftu2 (Eq.5.3.1.1-4) thickness P n = number of threads per unit length for a screw n, _ factor of safety=3.0 5.3.1.2 Shear in Screws Pa, = allowable shear force per screw The ultimate shear capacity of the screw shall be deter- mined by multiplying the allowable shear capacity deter- Pn, = nominal shear strength per screw mined according to Section 5.1.1 by the factor of safety P. = allowable tensile force per screw used or by test according to Section 8.The ultimate shear Pn, = nominal tensile strength per screw capacity of the screw shall not be less than 1.25 Pnb. nominal pull-out strength per screw 5.3.2 Tension pno = nominal pull-over strength per screw For screws which carry tensile loads, the head of the t, = thickness of member in contact with the screw or washer, if a washer is provided; shall have a diameter DN,not less than 5/16 in.(8 mm).Washers shallbe. screw head e at least 0.050 in.(1.3 mm)thick. t, = thickness of member not in contact with the The tension force shall not exceed Pa, calculated as screw head follows: Ilk t� = depth of full thread engagement of screw par = P.,/ns (Eq. 5.3.2-1) into t,not including tapping or drilling point Pn,shall be taken as the lesser of Pna,and Pna,.determined All the requirements of this section shall apply to tapping below in Sections 5.3.2.1 and 5.3.2.2. screws with diameter D=0.164 in. (4.2 mm)through 0.25 in. (6.3 mm). The screws shall be thread-forming or 5.3.2.1 Pull-Out thread-cutting,with or without aself-drilling point.Alterna- The nominal pull-out strength,P.,for pulling a screw tively, design values for a particular application shall be permitted to be based on tests according to Section 8. out of a threaded part,is: Screws shall be installed and tightened in accordance 1)for UNC threads(screw thread types C,D,F,G,and T) with the manufacturer's specifications. The tensile stress on the net section of each member a)for 0.060 in. s t<<_ 0.125 in. (1.5 mm s t,< 3 mm) joined by a screw connection shall not exceed the allowable pnai=Kr D tc Fry2 (Eq.5.3.2.1-1) stress from Sections 3.4.1 through 3.4.4. The net section where KS=1.01 for 0.060 in. s t<<0.080 in. shall be determined according to Section 5.1.6. (1.5 mm<_ t<<2 mm) 5.3.1 Shear K,=1.20 for 0.080 in. <- t,:5 0.125 in. (2 mm<- t,s 3 mm) The shear force shall not exceed the allowable bearing b for 0.125 in.<t<<0.25 in. (3 mm<t,<6.3 mm) force for a screw according to Section 3.4.5 nor the allow- abler according to subsections of this section. pnn,=1.2D F,),2.(0.25 - t,)+ 1.16A,n F,.,(t, -0.125) (Eq. 5.3.2.1-2) 5.3.1.1 Connection Shear The shear force per screw shall not exceed P.calculated c)for 0.25 in. -< t�-< 0.375 in. (6.3 mm s t,s 10 mm) as follows: Pna,=0.58A,a t�Ftuz (Eq.5.3.2.1-3) Ilk Pas = Pns �./n (Eq.5.3.1.1-1) where I-A-61 January 2000 2) for spaced threads(screw thread types AB,B, BP, BF, The block shear rupture allowable force P,.,of welded and BT) connections on a failure path with shear on some segments and tension on the other segments is: a)for 0.038 in. s t,<- 2/n (1 mm <- t�s 2/n) forF,uAg, s FSuAsv P =K D t F (Eq. 5.3.2.1-4) "°, � r ryz psr——(F ,Ag,,+F,u A b,i)lnu (Eq. 5.4-3) s� where K,=1.01 for 0.038 in. s t,<0.080 in. (1 mm s t�<2 mm) otherwise K,.=1.20 for 0.080 in. s t,s 2/n p — (F A +F�,A8�)lnu (Eq. 5.4-4) sr—" su 8Y (2 mm:< t,s 2/n) where b)for 2hn<t,<4/n A =gross area in shear P = 1.2D F,,,(4/n- t )+3.26D F`u2(t - 2/n) As,=gross area in tension "°` "z A,=net area in shear (Eq.5.3.2.1-5) A",=net area in tension c)for 4/n<_ t,<— 0.375 in. (4/n < t,s 8 mm) "° 5.5 Laps in Building Sheathing P = 1.63D t,F,iiz (Eq 5.3.2.1-6) 5.5.1 Endlaps 5.3.2.2 Pull-Over Minimum endlaps shall be those expressed in Table The nominal pull-over strength, P ,, for pulling con- nected material over the head of a screw or washer, if present,is: 5.5.2 Sidelaps P"ov = Ci]Frut(Dws-Dh) nu(Eq. 5.3.2.2-1) For a sinusoidal corrugated sheet,the minimum sidelap where C is a coefficient that depends on screw location(1.0 for roofing shall have a width equal to the pitch of the cor- for valley fastening and 0.7 for crown fastening),DWS is the rugations,and the minimum sidelap for siding shall have a larger of the screw head diameter or the washer diameter, width equal to half the pitch. and shall be taken not larger than 1/2 in.(13 mm). For a trapezoidal sheet of a depth greater than 1 in.(25 mm)the minimum sidelap for both roofing and siding shall 5.3.2.3 Tension in Screws have a developed width equal to the width of the narrowest flat plus 2 in.(50 mm)A trapezoidal sheet with a depth of The. ultimate tensile capacity of the screw shall be 1 in.(25 mm)or less shall have an overlap of proven design determined by multiplying the allowable tensile capacity including an antisiphoning feature. determined according to Section 5.1.1 by the factor of safety used or by tests according to Section 8.The ultimate 5;5.3 Fasteners in Laps tensile capacity of the screw shall not be less than 1.25 P",. Minimum size of#12 screws or 3/16 in.(5 mm)diameter 5.4 Block Shear Rupture rivets shall be used in end laps and side laps. Maximum spacing for required sidelap fasteners shall be 12 in. (300 The block shear rupture allowable force PS, of bolted mm).Endlap fasteners added for the purpose of improving connections on a failure path with shear on some segments closure shall be located not more than 2 in. (50 mm)from and tension on the other segments is: the end of the overlapping sheet.. for F,,,A", _> FSNA"� 5.6 Flashings and Closures P =(F A +F.A"�)lrt�� (Eq.5.4-1) ar ar sV Flashings shall be formed from aluminum alloy sheet of otherwise approximately the same thickness as the roofing or siding PS,_ (FS„A +F,,,AB,)In° (Eq.5.4-2) sheet. Unless engineering computations determine other- wise,use minimum#12 screws or 3/16 in.(5 mm)diameter rivets to secure flashings to the roofing or siding. I-A-62 January 2000 r w Table 5.5.1-1 MINIMUM END LAPS Minimum End Laps Depth of section Roofing,slope greater than 2 on Roofing slope 3 on 12 or more Siding 12,less than 3 on 12 1 in.or less 6 in. 4 in. (25 mm or less) (150 mm) (100 mm) Greater than 1 in., less than 2 in. 9 in. 6 in. 4 in. (greater than 25 mm, (230 mm) (150 mm) (100 mm) less than 50 mm) 2 in.or more 9 in. 6 in. 6 in (50 mm or more) (230 mm) (150 mm) (150 mm) i i i i C January 2000 I-A-63 Section 6. Fabrication 6.1 Laying Out c. Some elevated temperature processes, such as factory paint curing or firing of porcelain enamel coatings,can a. Hole centers shall be center punched and cutoff lines reduce the mechanical properties of the metal.Since the shall be punched or scribed.Center punching and scrib- amount of the reduction will vary with the alloy and ing shall not be used where such marks would remain on temper used, as well as with the elevated temperature fabricated material. exposure,the supplier shall be consulted for mechanical b. A temperature correction shall be applied where property specifications for the processed material. necessary in the layout of critical dimensions. The coefficient of expansion shall be taken as 0.000013 per 6.4 Punching, Drilling, and Reaming degree Fahrenheit(0.000023 per degree Centigrade). The following rules for punching,drilling,and reaming shall be observed: 6.2 Cutting a. Rivet or bolt holes shall be either punched or drilled. a. Material shall be sheared, sawed, cut with a router,or Punching shall not be used if the metal thickness is arc cut. All edges which have been cut by the arc greater than the diameter of the hole. The amount by process shall be planed to remove edge cracks. which the diameter of a sub-punched hole is less than b. Cut edges shall be true and smooth, and free from that of the finished hole shall be at least 1/4 the excessive burrs or ragged breaks. thickness of the piece and in no case less than 1/32 in. (0.8 mm). c. Re-entrant cuts shall be filleted by drilling prior to cutting. b. The finished diameter of holes for cold-driven rivets shall be not more than 4% greater than the nominal d. Oxygen cutting shall not be used on aluminum alloys. diameter of the rivet. 6.3 Heating c. The finished diameter of holes for hot-driven rivets shall be not more than 7%greater than the nominal diameter Structural material shall not be heated,with the follow- of the rivet ing exceptions: d. The finished diameter of holes for bolts shall be not a. Material shall be permitted to be heated to a temperature more than 1/16 in.(1.6 mm)larger than the nominal bolt not exceeding 400°F (200 °C) for a period not diameter,unless slip-critical connections are used. exceeding 30 minutes.Such heating shall be done only a If any holes must be enlarged to admit the rivets or when proper temperature controls and supervision are bolts,they shall be reamed.Poor matching ofholes shall provided to insure that the limitations on temperature because for rejection.Holes shall not be drifted in such and time are carefully observed.If structural material is a manner as to distort the metal. All chips lodged subjected to elevated temperatures or times in excess of between contacting surfaces shall be removed before the foregoing, the allowable stresses shall be reduced assembly. consistent with mechanical properties specified for the material after the heating process. 6.5 Riveting b. For 5XXX series alloys with magnesium contents greater than 3 percent,holding within the temperature 6.5.1 Driven Head range from 150 (66 °C) to 450 OF (230 °C) must be The driven head of aluminum alloy rivets shall be of the avoided in order to minimize the possibility of flat or the cone-point type,with dimensions as follows: sensitization to exfoliation and stress corrosion cracking. The length of time at temperature is a critical factor in a. Flat heads shall have a diameter not less than 1.4 times determining the degree of sensitization. Hot forming the nominal rivet diameter and a height not less than 0.4 techniques must include quick heat up to a temperature times the nominal rivet diameter. not to exceed 550'F (290 °C) to minimize loss of b. Cone-point heads shall have a diameter not less than 1.4 mechanical properties. Forming must be completed times the nominal rivet diameter and a height to the before the metal cools below 450°F(230°C).The metal apex of the cone not less than 0.65 times the nominal shall then be fan cooled,to drop the metal temperature rivet diameter. The included angle at the apex of the from 450°F(230'C)to 150 OF (66°C)in the minimum cone shall be approximately 127°. time possible to prevent sensitization. I-A-64 January 2000 r 6.5.2 Hole Filling surfaces shall be given a heavy coat of alkali resistant bituminous paint or other coating providing equivalent Rivets shall fill the holes completely.Rivet heads shall protection before installation.Aluminum in contact with be concentric with the rivet holes and shall be in proper concrete or masonry shall be similarly protected in cases contact with the surface of the metal. where moisture is present and corrodents will be entrapped between the surfaces. 6.5.3 Defective Rivets c. Aluminum surfaces to be embedded in concrete Defective rivets shall be removed by drilling. ordinarily need not be painted, unless corrosive components are added to the concrete or unless the 6.6 Painting assembly is subjected for extended periods to extremely corrosive conditions.In such cases,aluminum surfaces Structures of the alloys covered by this Specification are shall be given one coat of suitable quality paint,such as not ordinarily painted.Surfaces shall be painted where: zinc molybdate primer conforming to Federal Speci- a. 2014-T6 alloys are exposed to corrosive environments, fication TT-P-64513 or equivalent,or a heavy coating of alkali resistant bituminous paint, or shall be wrapped b. aluminum alloy parts are in contact with,or are fastened with a suitable plastic tape applied in such a manner as to,uncoated steel members or other dissimilar materials, to provide adequate protection at the overlaps.Alumi- c. exposed to extremely corrosive conditions, num shall not be embedded in concrete to which cor- d. required by the designer for reason of appearace. rosive components such as chlorides have been added if the aluminum will be electrically connected to steel. Painting procedure is covered in the following Sections 6.6.1 and 6.6.2, and methods of cleaning and preparation d. Aluminum shall not be exposed to water that has come in contact with a heavy metal such as copper as such are found in Section 6.7. (Treatment and painting of the metals can cause corrosion of aluminum. The heavy structure in accordance with United States Military Specification MIL-T-704 is also acceptable.) metal shall be painted or coated with plastic or the drainage from the metal diverted away from the 6.6.1 Contact with Dissimilar Materials aluminum. e. Prepainted aluminum only requires additional protection Where the aluminum alloy parts are in contact with, or when specified by the designer to abate extremely are fastened to,steel members or other dissimilar materials, corrosive conditions. the aluminum shall be kept from direct contact with the steel or other dissimilar material by painting as follows: 6.6.2 Over-All Painting a Steel surfaces to be placed in contact with uncoated Structures of the alloys covered by this Specification are aluminum shall be painted with good quality non lead either not ordinarily painted for surface protection(with the containing priming paint,such as zinc molybdate,alkyd type primer in accordance with Federal Specification exception of 2014-T6 when exposed to corrosive environ- TT-P-645B,followed by two coats of paint consisting of ments)or are made of prepainted aluminum components. 2 lb.of aluminum paste pigment(ASTM Specification Where structures are to be exposed to extremely corrosive D962-81, Type 2, Class B) per gallon of varnish conditions over-all painting shall be specified. meeting Federal Specification TT-V-81,Type II,or the 6.7 Cleaning and Treatment of Metal equivalent. Where severe corrosion conditions are expected, additional protection can be obtained by Surfaces applying a suitable sealant to the faying surfaces, Prior to field painting of structures, all surfaces to be capable of excluding moisture from the joint during painted shall be cleaned immediately before painting,by a prolonged service in addition to the zinc molybdate, method that will remove all dirt,oil,grease,chips,and other alkyd type primer. Aluminized,hot-dip galvanized or foreign substances. electro-galvanized steel placed in contact with alumi- Exposed metal surfaces shall be cleaned with a suitable num need not be painted. Stainless steel (300 series) chemical cleaner such as a solution of phosphoric acid and placed in contact with aluminum is not required to be organic solvents meeting United States Military Specifica- painted except in high chloride containing tion MIL-M-1 Abrasion-blasting shall not be used on environments. aluminum less than or equal to 1/8 in.(3 mm)thick. b. Aluminum shall not be placed in direct contact with wood, fiberboard or other porous material that absorbs water and causes corrosion.When such contacts cannot be avoided,an insulating barrier between the aluminum and the porous material shall be installed. Aluminum January 2000 I-A-65 Y Section 7. Welded Construction 7.1 Allowable Stresses for Welded 7.1.2 Members with Part of the Cross Section Members Weld-Affected For members with part of the cross section weld-af- 7.1.1 General fected,the allowable stress is The weld-affected zone shall be taken to extend 1 in.(25 _ A„, E 7.1.2-] mm) to each side of the center of a weld. Mechanical Fp. - F,� A (F„ - F"') ( q. ) properties for weld-affected metal shall be taken from Table where 3.3-2 except that F,,,„, values shall be multiplied by 0.9. The modulus of elasticity for weld-affected metal is the same as FpM,= allowable stress on the cross section,part of for non-welded metal. which is weld-affected. F„ = allowable stress if no part of the cross section Allowable stresses calculated in accordance with Section were weld-affected.Use buckling constants for 7.1.1;apply to: unwelded metal from Table 3.3-3 or 3.3-4 and 1) Members in axial tension with transverse welds mechanical properties from Table 3.3-1. affecting their entire cross section, 2)Bearing stresses at weld-affected metal, F,,, = allowable stress if the entire cross sectional area 3) Columns or beams supported at both ends with were weld-affected.Use buckling constants for transverse welds affecting their entire cross section and no annealed material(Table 3.3-3)regardless of the farther than 0.05L from the ends, temper before welding,and mechanical proper- 4) Columns or beams of tubes or curved components ties from Table 3.3-2 except that for longitudinal with transverse welds affecting their entire cross section, welds values for Fn,,,, and Fn,„, from Table 3.3-2 and shall be multiplied by 0.75. 5)Flat components of columns or beams with welds at the supported edges only. A = net cross sectional area of a tension member or tension flange of a beam; gross cross sectional Allowable stresses for these welded members shall be area of a column or compression flange of a calculated from the same formulas as for non-welded beam. Abeam flange shall consist of the portion of the section farther than 2c/3 from the neutral members with the following adjustments. 1) Allowable stresses for axial or flexura] tension axis,where c is the distance from the neutral axis (Sections 3.4.1 through 3.4.4),bearing(Sections 3.4.5 and to the extreme fiber. 3.4.6),and axial or flexural compression or shear(Sections A = weld-affected cross sectional area. 3.4.7 through 3.4.21)with slenderness less than S, shall be If AW<0.15A,A„,shall be taken as zero. calculated using welded mechanical properties from Table 3.3-2. 7.1.3 Columns or Beams with Transverse 2)Allowable stresses for tubes and curved components Welds Away From Supports and in axial or flexural compression or shear(Sections 3.4.10, Cantilevers with Transverse Welds 3.4.12,and 3.4.16.1)with slenderness greater than S, shall be calculated using welded mechanical properties from For columns or beams supported at both ends with Table 3.3-2 and buckling constants from Table 3.3-3 transverse welds farther than 0.05L from the member ends regardless of temper before welding. and cantilever columns or cantilever beams with transverse 3)Allowable stresses for all other members and compo- welds,allowable stresses shall be calculated in accordance nents in axial or flexural compression or shear (Sections with Section 7.1.2 as if the entire cross sectional area were 3.4.7 through 3.4.21)with slenderness greater than S, shall weld-affected. be calculated using non-welded mechanical properties from Table 3.3-1 and buckling constants from Table 3.3-3 or 3.3- 7.2 Filler Wire 4 as appropriate for the temper before welding; however, Filler alloys shall be selected from Table 7.2-1. The the allowable stress at the weld shall not exceed the allow- able stress calculated in accordance with(])above. allowable shear stress in fillet welds shall be taken from Table 7.2-2 or 7.2-3 For filler wires not shown in Table 7.2-2 or 7.2-3 minimum mechanical properties shall be determined by testing in accordance with Section 8. I-A-66 January 2000 Y Seo. Table 2-20 Ty, f Stress Type of Member or Component —awable Stress 3.4. Allowable Stresses for BUILDING ' ~= and Similar Type Structures TENSION,axial An tension member '''" Y 1 19 ' a f 6005—T5 Extrusions N $H: Rectangular tubes,structural ;?' y Thicknesses Up Through 1.00 in. 2 19 g13n shapes bent around strong axis ` TENSION IN 6105—T5 Extrusions i ��::Ys BEAMS extreme fiber,, ,,..,_ r.'xrrx y�< Round or oval tubes !10_ 3 24 ..� Thicknesses Up Through 0.50 in. MN lI �. s'Jg net section R?. WHITE BARS Shapes bent about weak axis, ''<`' apply to nonwelded members and to welded 1 — H PP Y bars,plates 4 213 :&' members at locations farther than 1.0 in.from a weld. apply within 1.0 In.of a weld. On rivets and bolts 5 39gh Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted = "For tubes with circumferential welds,equations of Sections 3.4.10, 6 26 holes 3.4.12,and 3,4.16.1 apply for Rb/t<; 20. Allowable Allowable Stress Sec. Slenderness Type of Stress Type of Member or Component 3.4 mit S Stress LiSlenderness Slenderness Allowable Stress Limit S Slenderness z S Slendemess s S, , Between S,and S, z 2 COMPRESSION IN COLUMNS, — Wr = - r= 0/(kUr-)2 0 20 2 126(kUr) All columns 7 axis gross -<>.... , .,:.:.... � ; o' - - section .�iY >rJ yp}� ry•a .r'<,: .[.¢• x•;x,:'a .:r': '.t" or. Ym�,.: r.,u". �;�;, >w�..➢ % •r' c:s�'"�"s;�., .'y.:.,m....,;fir..'•,.:rs, :>he.. :�`; �.a;%:"% ?i. .. ",.s r✓,�`d::kra.sc'<u'>pr:r.»,e,sv;+;z<J<.;s�ar��%^z"':i>.�;3��'>.;>j➢',.> �;,�.. `<n;a arii•` Flat plates supported along one 21 6/t=2.7 - _ 10 1541(bli) edge-columns bucklingabout a ---- -- 0 �{ 9 , �> <,...�,„••' symmetry axis Flat plates supported along one 21 6/t=2.7 23. - _ buckling-columns not edge 9 about - ..,., , .< <x c a s mmet axis . .,.. �"...,�....,�;��::,.....,,, J a- _ >". r... ,... S ..e......,5b ..e•nE < ..,.� vs+..,,> r.uhA:w,>;�,.. .. ..,.a.., ` .>?y �97t1F(fi�t): �:•ai•};, rx,./ :F�: .�:3.��.:�`-.:9.<<'a'.. <SRF,<r.,i, -:s••.. ^;<< kl..s_ ,;�.Yia,4 <'.�., ,✓.�.:�lr.:^' ✓<t rr,..iMv.. b H 21 - - - b/�-8.4 2 COMPRESSION Flat plates with both --Crb 3.1 0.25(6h) b/t-33 4901(h/r) IN edges supported orted a •<r: •� <�9. Vis; :•r:: y�, ?'"(�' e> rye " Y'i- .. 1..: COMPONENTS ` •' r` - OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener C- ID Flat plates with both m w edges supported and with I I 9,2 See Section 3.4,9.2 an intermediate stiffener N ' oCurved plates supported Rb R Rb 21 Rb 2.2 22.2— Rh/t Rh It=141 on both edges,walls of 1�* W ,_.,,..,....w... .....,..,..::<..r;>,.w:.:,.:,.,;,..- g m:x :<,x:.,.x.,,... :,. ..,,:<<.:..,, s. .. :...,.,,.u,:y.,;. .-." ...,..•>J!:ika:t:,s,'.'.�fir, 32(10 ..ry..,;< .,„. fir..... .< ......+:,.Y ,.• f:, ' { e�x:�,, i R It t 35 ,�jp 1 / / round or oval tubes R t s Siys�.' �.:''ra ,,qq ^c';' r..�-r;'%g. F✓:'�'s�'$<:,. v'r;'`T�>,.s'�' „%i:.::.'t:' `',w'. -twx>' %:�j;{�;tt,,.>>,.v<,..;:•..;.,.s^:.s:, >( ...+r�-„�Y:'M",'lK,.S v.>u='F':�,x:,">c:�s)�'-';Y��^' zr'< >,v."mjf �';"`��..�N'•,.Y:...fit •,✓.,.^ n -. ...F�...-.M"a:':aa., :¢'i.o'�n'.3:.�s.w�;,'L•<.:........... .'�:�.sn, .-_.<;:''<_"'”R'a;'.:v.._",,,.."S;x3.o.::.x.! - 411 C Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress Type of Stress Type of Member or Component 3 A Stress Slenderness i lenderness s S Limit 9, Between S,and S. Limit Sz Slenderness SZ No Single web beams bent about _ _ _ _ 11 21 L✓r,=23 23.9-0.124L✓r, L,(r,•=79 87,000 fie'.- r L lr 2 1 strop axis :, y �-- qa -: G :>•." �3 4 ..:� <:;�z'�..��• .'�,�� •ate•' �a�iz":�.�`�„ <F h. COMPRESSION Ry R, Rb 25 RJt=28 39.3-2.70P,—/r R,/t=81 >< •.e,: »: .a, •� 4:�:.�s� r .,:,;•er•,<. �.a` ':><,�: '<, Same asRound or oval tubes 12* YR.»,< t°'fid rgv�i Section 3.4. 10IN BEAMS, extreme fiber d/t �L—1 dd=13 40.5-0.93 d/t F,—Id dlt Laml dd -29 gross Solid rectangular and 1S 28 V 6 Y 6 V r, - 11,400 d s '� wkz r r Y 2 section round section beams — - Y m :oma _ "".5 ! - �xi (illi) (L ld) x '• x ' Rectangular tubes and �_- 14 21 LyS�1.5 I�,J =146 23.9-0.24 L,S� .5 t,J LyS,1.5r =1700 24,000 box sections S. -r s � �? a µ k � .� xv lap yy -, #« 7' Skc+3?':`dtir,. .�a,.•a'> ;�+_. ) s, , (LbS�I.S IyJ Flat plates supported on b1 f--1 1-b b e2K"1 x.. ab/i�•t2�o=6.�>8zlcx,�.`•,;�.-a��-k•7;;''�,^<,'�x�,:� 27;er:r.'3;w•"-0.93 0n•'<Sr.:93 k,b/aEtrp3�Af,^'�z°y,6�i�„s f',��;-'^:✓o;"",>.,.`X.}s'.:z.i,�-:.x�£.�b/1/.i•?.+r=r1`,=+a0�7r,4•�,.<n�i'�v-�'":z.'te^.�h�;>r:Ku>;3g�K.#:r'•µg?,��.eC;i:aF(3=;'F:v`,.';:.,:.,?uS•ia.w„.t„h”.3`?-s.{ma<-�,.,•;'..yx;1� -;�83a7e,/(♦♦♦>.'6V,��mtw/rr)15NE, y v 1�4one edge ��;", e,oa, NEI- COMPRESSION � COMPRESSION Flat plates with both b h/1 22 27.3-0.29 b/t bit=33 580/(b/t)16 am.edges supported Z COMPONENTS ^ " <M OF BEAMS, Curved plates supported Rb 161* 25 RJt=1.6 26.2-0.94 Rblt R,Jt=141 3800 e 'c . , �` x`"'..� •o*5xr. .,mr.,s�„<>-.< ^.•wrs+�w:,,"s'3'n rv. -'> '�;sn NLxvzx e<. �rre•.r,..p... M?.' A'" F...Q�` <:».<y _.;; . <,%� (compon nt on both edges < "fr:a. '�':r ::>' �, .`<;"� + z under uniform ��_. �:•<,, � � «� b Rblt/3 ) compression), Flat plates with one edge supported and the other 16,2 See Section 3.4.16.2 gross section edge with stiffener Flat plates with both edges supported and with 16,5 See Section 3.4.16.3 an Intermediate stiffener Flat plates with 28 b/t-8.9 40.5-1.11.l b/r b/t=19 4,9 COMPRESSION — - 00/{b/t)Z compression edge b 17 ;_. .. ;� g x :. 3 1"-.-1—:. =�x;:r.,<wM:s �a< y �._<.Hit.,�:.,ft'�� ;e::..9.�s�..•�r:.Ss��.,w'�:`�r.s#o�,•..,�;+�%�e.3r• •;' .$e 3 1— tensionedge supported � a''S' _ COMPONENTS 9 PP �.� _,<: OF BEAMS, Flat plate with both edges IL 2<8a;y.:y<�>.^a,3u: .:":.• �v<.?sF•,,:..z'h/�::t=4xi6'�,d"<.;'?°`"K.,<f.,.risT"✓l"gv�y.',.°��,r40.5 0.5>x n-0..2^s•ys7;..yb/°t rylilt =r 7.`5�.^.%.=-:+,.->;t,.,.k:o<wiL:.,'':r•:^r�?`,�,:,.:'^LK',?kHt''�..;fi:,:Wx..-' 152x0./(W:.)Ih h 18 (component supported K : under bending in : _"s?.s.'i¢h:, < -+ own lane) Flat plate with horizontal I-E0,411 �28 9? h.:!t=.10+37 40d_.5'-0.11.7:<h/mt h"./tt=1•»7h{3pv,<w..r><"y•<';v Ma•st...;,?<;��`,3o<i 3..�5,<.00/ •,((..i✓t)T stiffener,both edges 19 ; gql � h�:9rosssectionsupported Unstiffened 12 h/t=36 15.6-0.099 h/t lilt=65 39,000/(h/t)z < SHEAR n 20 "^r:fit %:&":. '^• kr. ;xF :.: ::' T {�' 7.<t• �c5 .e,. ',^l Tri>;< ;`t: ,— flat webs , J ...? ''stiff .:..`+='*`K x ,J6r" :�t%'?;fi;°{'�3' 3Y,:.-.�'', p:F�"p°r%gM�"x r¢; u.;+3.�;.�ahq%:>t�vz rn IN WEBS, , � _ .; .. '- grOSS _ Stiffened flat webs _1a,• a, 12 12 a,/t=66 53,000/(a,/r)2 section21 :,,,,�.;. ,masy�,R.s�S x�.x�a`d'r:W:'.•;w r: r°; ✓fir F•x«r 'k ; w.�<k� e:.:Z•xj:-. ,,,r,." ':�,.ti.�::..3,.t. ;;>a:.. ae-ail 1 0.7(alla2) � , :�' � � ::wx.�'x � 1 _.;nu�,K:::_ "'=.. „::y :..^<>."�';^�<`'�`,::%:�;i;xsi:�,"';,:�,<•<. sec• Table 2-21 7 of Stress Type of Member or Component owable Stress 3.4. Allowable Stresses for BUILDING a y< and Similar Type Structures TENSION,axial Any tension member 1 19 6061-T6, -T651, -T6510, -T6511 Rectangular tubes,structural shapes bent around strong axis 1-0-T--VN 2 19 Extrusions up thru 1 in.,Sheet&Plate, Pipe, 1��,' TENSION IN Standard Structural Shapes, Drawn Tube, BEAMS, Round Round or oval tubes y/�) _ _ 3 24 Rolled Rod and Bar,6351-T5 Extrusions extreme V O k net section '' WHITE BARS Shapes bent about weak axis, I �t-•-r : . apply to nonwelded members and to welded bars,plates 4 28 = members at locations farther than 1.0 In.from a weld. �hXOn rivets and bolts 5 39 Sol apply within 1.01n,of a weld. Equat/ons that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts In slotted 6 26 *For tubes with circumferential welds,equations of Sections 3.4.10, holes >•' . 3.4,12,and 3.4.16.1 apply for R.It s 20. Allowable Allowable Stress Slenderness Allowable Stress Sec. Slenderness Type of Stress Type of Member or Component Stress Slenderness 3.4. Slendemess s S, Limit S, Between S,and S, Limit S2 Slendemess a S2 COMPRESSION IN COLUMNS, /:=^..w?nnr.=-Y'..-0.? 2,rf0..y..2%>�-st...x..'0.;y'.:1a;2?,+6..�(�'.U�< r)s<�a^'%;'rr".v.•„srK:'nN>3:;.s.,...'.�<>,>;.x'<.r.:Y,�.C�;;�&,;f�<�:.%:r/•.:l;r`'asC-?`{ a`66>:,:�~•: 5;.13....`,.0'0..s.. i0/.�(�.�ki.e.,3l2rJrF:3)% 2 axial,gross All columns 7 : ' z . .5.tsection iy•` •.�<:, Flat plates supported along one 21 .,..n:�:`.<''`•yf:,%Az.�»r°>'1a:,•a;ta�.XRtfS.,.:23Y;F,T,.,�,,:�.'��„.h.>v-$r'�?Sy��"s"„,5,�:,,'•a:�>-v;b/'.w'r=2.7 .,7 ..,*KK9>-,�^�<'r'.;w:g• 23C^.,h1: -s:•07„'x:�,(m9�iS,(.b/xawtu✓.) b'z/Y,t< 1;:a�0,:;;sz•YF�s+rr:•,&;.,r:��R',Eirt�.•",.::n�•t,.,!%'.ftdaz•�.t�;SF.`3,�,:�wS`:'�.xti.�v�'s;.:n.<^a:�-.x•�r'��»:x8>:'.1n^`5i4�a/'e(w�b/y"r•�fi}K) edge-columns buckling about a $ :.;Wy 11 >.1 symmetry ryaX13 ,+c .Yx rJ�;s ;;xy'>��e•;><w`T>k,''�y`;�'v>'3.piv,".:z',<;. .. � 's�'2�.�...Y�? " '¢ "”` �, _":>:`Erx�°�,, �" ��' +^yrs �r�::i.„'•:�'..., Flat plates supported along one 21 b/t=2.7 23.1-0.79(b/t) bh=12 1970/(b/r)2 edge-columns not buckling about1. $ - -- --- F e £? : irkI.Em- COMPRESSION .a.i'? rs-xot. <x.,,a s mme x w a.,s X y try a is �•�; �� x•F ��. *tet y'�.t.-..<Flat plates with both ~ 21 b/r=8.4 ., ... .p ✓Yv" �,,r.�FTi..Y F';ss-w^f-";�" 2?.'.r 1-0,.2y!5.r rr(��b/>„wta)y b/t=.,.:3^w1�aY3 Mxr•;i�>Y',y�''.�,°R<,:�p,r�e;' 8�°`a'i�V`,W.„sa4s";;9./>.0.•/e<( >:by`/r) : IN edges supported _ '.�'a., ' < ram COMPONENTS . OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener Flat plates with both ID edges support ID and with I I I I 9.2 See Section 3.4.9.2 11 Q an Intermediate stiffener N o Curved plates supported R6 R, R, 2 21 R,A=2.2 22.2-0.80 Rb/r Rb/t=141 3200 on both edges,walls of 10* m , '��,�".�'' ...w.EtE<,:.""�`'!,eta''�x'w`'%:'x.3'ra%%r,`µ:Nx?'s*.:?>.' ""x':»k"R<.',�'�:... :r�<a.r..�.�<aig;-•;�.:e� ,r�.- 'r.� 'z;,ye`w^:.:'�"'°-,::.ti' -''s' .sEn �r'. ..�;'<. R:i•.z.�<+x�'` ',a�'` z;.;tiF' ' ;y,;,::::,1:..<::k,mar'�5;:..,.:r + round or oval tubes r A'W C- 511 Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress � Type of Stress Type of Member or Component Stress Slenderness SU3.4. tenderness s S, Limit S� Between S,and S= Limit SZ Slenderness i S, C Single web beams bent about -ITE 1 1 21 L�Jr.=23 23.9- 4L,/r, L,/rr= 7,000 0 12 79 $ — I E : <, strop i :a•' s' :�•q r��<: _,sr: -,_...�>� b ,•) ti r9," �:'�"G.::'�>�:%:m_r" r:z' i n ss..r,<., d Y:' �Y1 ,<';,.: qx•,>., COMPRESSION Rb Rb Rb * 25 Rdt=2 39.3-2.70 R6/t _ Round or oval tubes 12 �_,r_ s .; :> r„N R,/r-81 Same as r ^:k<;Zi;:�:,.�..wjE�Lx,4Ai:$ i`.:L:S>,Sri,,}`?;, <':'zv IN BEAMS, .M�: ” Sectlon 3.4.10 extreme fiber . 7k -' � " ..,.,. t_.. r gross Solid rectangular an d i 28 d/tL�ld13 ? 40.5-0.9`3`d1t�Lh�ld d/r` L�bld - 400 .�.,.^.>)..;f�;.ri.=:.'`�G�. a irjaT=•<<'�:rri «'�f..•'''',�"-'��>s:�s2�t-....f.°:�.��1^*.:.-c"«�x`"..�;.r.•.1.}.'�'i°��;��tu{s+�'<,��<ti.�tiri:;raA��vG;�{?l.,��.;i.,f,` "�T��'„kzi,,t,i:�Y�1s�=. 2.9 section round section bems ��§ dLh ) LS .51./ = 4 - Rectangular tubes and �- 14 21 h �� 1 6 23.9-0.24 LnS��.S I,•J Lt,S,,1.5 1,•J -1700 24,000 •.. ox sections .; :. b g � .:�;" a ,>>'. �'�,•' -4�< .::�.: xw:L"-S�';�'d'J'::='2000 (L h S -sar��:sY''.E•L>:'> `"�e"'? Vii.' ,:�a,,<•�„ «:}..�k^. r:Y...+..,<'�<>,� ..>b•~;.3;7'.; .•,.s;<f>�..�.�!'' ..7:•,v�a' :at, ��? ..;<i" `u.:zi" _�:. 7>;Y^,^:.v..s..e<,�raa' Flat plates supported on b1 r-1 t--b 21 b/t=6.8 - - 10 1 1 15 �.,.ate•; ',:,':.,,_",,,K M Y >' '82/lilt t t_ e• one edgea:. .-. .,<�..,.. � <::� .,<<. .....,... .:;:•:;:�.:. �:;x::�.:. IC k � ...1� ..- ,,;.•'(,ije^/ �''.,..:o-.re.,w a.„�.n,.�r, ..<+„ zt•.,a,•� x�,::.:;"a,'r i°i!>'+ "',>:i"`;ori':r y:':13.> .,4��,��',','z:<�� ::•f"�"'..�;a COMPRESSION Flat plates with both N 1 b f' 21 b/t=22 27.3-0.29 b/r blr=33 5801(h/r) 16 IN edges supported �. ...>,,,.......„ ... .. COMPONENTS a:�•. ,•i'>'?.w ii:'x:;:moi;".:r` .t;,:u N OF BEAMS, Curved plates supported Rb �.;..��2'<^'5� ',_<,�.>. z�n�•;w:.2: R.t.:b/.r..;=1 .6 26.2-0.M9<4 Y Rlt R/t=1..<4:.1.. 3800 (component on both edges ) 1 VR nIt J 3 -.4'under uniform 4 ' compression), Flat plates with one edge gross section supported and the other 16,2 See Section 3.4.16.2 edge with stiffener Flat plates with both F edges supported and with I 16,3 See Section 3,4,16.3 an intermediate stiffener COMPRESSION Flat plates with b 28 bit=8,9 40.5-1.41 blit b/t=19 4.9001(b/t)Z compression edge free, - 17 ...,,�>... tension e supportedCOMPONENTS <x..,�':,•�:. �> :b g' s • 0 �-r OF BEAMS, Flat plate with both edgesh �h 28 lilt=46 40.5-0.27 lilt lilt=75 1520/(10) 18r component( su orted ,:.: .,,. �," >:..,,.. _. ,u:.=�.,>,;x...�.<.:• ..,..�..-.:,.. �:�:� P r s. ,<z., t:� s :?C fes: ;==4�. w. <�:.,:-f:n .,s' under bendingin ,�,...,� "<.H �4�.{' . « .x :<�:�.'^...';.<•1<:, �s. ..;; f.= _:�:;�:,< •f.,>;: ;r;:�N. Flat plate with horizontal own plane) TId 28 /r/i=107 40.5-0.137 rr= 35001(lilt) stiffener,both edges r, _ 1 ;., -=:z:,.. _. toss section 9 g r +: <-x..: �v,......,.._..y.�......, supported , .:s.,PY::;6.w.,..,.R'.t.i>':,y.<•«„,_^,...�..,a..:c.....xr'::...G:..f,v;. ..r.>t.„, > .: B •.,. .:S9J•.• •:��!l,�=,�C,r�:':>,'�;.y. SHEAR Unstiffened 12 lilt=36 1 =65 0/(It/t) I f t webs I y k� '.yy. rn IN WEBS ��., � .:.«� .,:�� -isk•• �=''', ,.•<. �s> '��''. 9,• .(!r!t ,ra:.;. _ >. .. �;i:✓r vt'J.`' ,�:! .. .�u (`:�" .'r. •'�Y�” .V{:�:•::?i :`0.:< ,,1. _� a:' .a:. V '•�5;. e C' .�kt':'.ye•.:t � T� lcn:eC;; vs<T '%'4',<k" ��.:n:<Sii;`i4.�,.?fi4<= >.,.!"uq.a gross Stiffened flat webs _tea 1- -4 a• 12 — 12 a,It=66 53.0 � section a 21 ,>,.,�,...:...,.... .<x.: :<,;,..„..•x:37=�,.<:<.:,.<,�'>r.<:<, <,.',,.,;�w;:,,?_ _ I 1 ..Ya•..•. ��YY...••n., ..#<<,r>.:«.0 � Jx_ �4«<q•!y �'. S Sec. Table 2-22 a-Ty, A Stress Type of Member or Component 3 4 ...,owable Stress 1 Allowable Stresses for BUILDING co s" ' rFk and Similar Type Structures TENSION,axial Any tension member 1 9.5 6063-T5 Rectangular tubes,structural <�+°» (} � 5 a Extrusions shapes bent around strong axis 2 9, w'�`"P"+: TENSION IN .,y.'` t (Thickness up thru 0.500 in.) BEAMS, 's `s extreme fiber, Round or oval tubes fl _ 3 11.54<3Sfl net section "> Y WHITE BARS Shapes bent about weak axis, I _ t--i bars,plates apply to nonwelded members and to welded • 4 12.5 r,; , . members at locations farther than 1.0 in.from a weld. apply within 1,0 in:of a weld. On rivets and bolts 5 23 w 5 �;•i.,-rte, Equations that straddle the shaded and unshaded areas apply to both. BEARING <a K? ? On flat surfaces and pins and on bolts in slotted 'For tubes with circumferential welds,equations of Sections 3.4.10, holes 6 i5 '- 5k 3.4.12,and 3:4.16.1'a apply R I for !t s 20. �s� .�, R, ,It Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3.4. Stress Limit S Slenderness Limit S Slenderness z S Slenderness s S, Between S,and S, x x COMPRESSION — kUr =0 8.9–0.037(Wr) Wr=99 51,0001(kUr)x IN COLUMNS, All columns 7 .f .,G...,.....,., axialgross ,-..... :.<.~,., .�>,,.. ..•.�. _.,., -.......,.::>:...;:; section ::�.~ .•€,:s. �, �r ��, r;Y: ;' .,� J 3�G�: .;T«"•;v$S h. .;�' `,ts.•C!::;,, ..t.t.,:i.a..!v;', a`.;'�'&` a 1;;F;., r:rs:�',"4;,�..><,>,' � .•r,.E?:::. <.,2:is »,.,.�'I,».:�;i ,r�.:.:�:S.Tn> :<:-,.t..,�,.,,.ur"•<�w'%u`"`:�iF;,H.:�,:%:#rF:...�i+"di:x.,. Y�z;>,.�,:ssasr a. Flat plates supported along one 9,5 b/t=2.3 10-0,22(b/t) b/r-16 101/(b/i) edge-columns buckling' about a bou ---- -- u 8 k.a bl1 symmetry axis y ry .s- .:sY y>:<>%a's�w"'Y<y%e... s.x;, ,:.sem "4i':::t,a;,•':.»h,.ti.,af�.,�;, a:.;^<+:a,�i"�.<%:�.-• '�?u:..x. :rxHzX�::>^.<.' u'�»�:f��.' .,t..,7�.'�: Flat plates supported along one 9.5 b/t=2.3 - b/�_ x 10 0 22 b/t 18 1970!h/t edge-columns not buckling about 8.1 ,.�..f ,..,,,.,, „.... . �;�, r. .,"«•-••.-•-•:-.�-,.a.:"„:-:., - .. .s..,... -r..,,.r. , a symmetry axis '� >y„` ,a'~. ,<X,-. ..�.> .,.SY, z:h,. "'o�:<.-ri;.a., isa<:.•<:'..'9t.:f`<:%.:.�;';;�tg<a :%",€''<. E ~„;Y,�.i"•�^` •� ,ss�x, -'g:M.s�=:•, ^,.k�,a.`N�H�.,�i�.a;.,- d;Y`�z. :'«,<:,,szaf,-,.,�.�?.:s, �<::'�`:<:,�z's,t `:r"> �:�-.,:. b i--� COMPRESSION Flat plates with both 9.5 b/t=7.0 10.0-0.071 h/f b/t=50 320/b/t b >..., J :Y edges supported :„.^.�..„......�.<„>...„,;..,...•,>.:<,.�ex. ,,...b.--:.:,. .".,> ....:._.,. ::... H IN � b ::.n+e,. : ..,,,.r..:<.f.,"r.ia, x.A> .',�.,h•t,.^.a.<. 1. y. 1 R " nr - w: COMPONENTS .. -�:<x�r:,,,~,:....,.<.. ,�:,..,,, .. •.. .,sr.�. ��" `:>> >.:. OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener Flat plates with both m w edges supported and with I I 9.2 See Section 3.4.9.2 an Intermediate stiffener N o Curved plates supported R, R, R� 9.5 R,A=1.2 9.8-0.27 Rh/t Rb It=270 200 on both edges,walls of 10 ✓ .. ..,,.„< _�. », .�>�:.s.'.,,..,:`,...t..ate..:, ._;,r<: .'-'.,.,.,,..�-....,.:.�: _ + ., xt t'. R lr 1 R /r/35 J- Y.> ?Y'• 'F� ( y.:.a .r' round or oval tubs ;•G;S-- "Y; ��• �Z" ��it`It�53t}%I��la - W..,a-;^.`';e:%.;;^<,r;g. r. ..c5,. ::.d;;a ..Y„ r`,>sr.„• �; :'•:; ;t ',tE:}`:' ..h> ,a... 14 s>r•.:,'.z<.�.•:<.'� s <>„a•>�. ..,. .,::,,:::::,.."�-+ ��i�i�'rn'�.sd"w>:t�ii' Al C- Allowable Allowable Slenderness Allowable Stress Slenderness Allowable Stress R1 Slenderness c Type of Stress Type of Member or Component 3 4, Stress Limit S, Between Sand SLimit S2 Slenderness i S2 tenderness s S, , S. N 9 87.000 ,5 Dirt=28 10.5-0.036L�/r = I web beams bent about - _ _ Single 19mm 0 11 r:t: is',~ h , xZ-s - :a�,'i� '"`� Q strong axis ? t�.r ext.h.. ... :.,:.. Rb R„ R, 11,5 Ri/t=43 17.5-0.92 R,/t R,lt=140 Sameas COMPRE551ON ::::,r'•�" .z..<..,n. �u^.�:. . ` Round or oval tubes s, Section 34.10 aY".: .«+.<. r,+1 SY ;e' .>,�,..<��,: '1'2:'13. -�'iJ�, :S).'.1'Jr"�'�y,.i:+ei'`:�<'•:'y::v-� .�r�•'.,.""U�aifr.`3':::sN f. IN BEAMS, ,.w.,;as^...�;;,�ax a�::„.�5.'rn.��' ..n;,,,. _�~`;,>��c�F�"�k.'h':'': ::if:, :..°.st_2..ri�<, ? 'A:v�'ri'::'-.>•..y;v �>z.'.; extreme fiber ,-�I- 12.5 d/t VE6 1d =18 17.2-0.26d/r Lb/d dlr qLbla =45 11,400 �. �r �ltL�...::,x;3 ( /t)Solid rectangular and 13 �gss :-[d „ ( hId ) section round section beams .:. •.z. yre c<i c�.+'�;";>^>.`�;s�%?;;a <;.,:...s,:i�'r..u, ? ..:z:; 5;'� _� 1./ 830 9-9 LbS��.S I�.J=204 10.5-0.070 Lr,S� .5 I�,J 24,000 Rectangular tubes and14 . :<: ::I l ,380;''µ ✓) box sections r ., xTa;<::F.x,: � I... �)7] :1C�3; .Q3ti Ls,s .r%{ ' I,• 5{ jJ :L't'�"'r,�.," S'.<; "' .:.' :€" u orted on bi r-1 1-b 9.5 bit=8.5 11.8-0.27 b/r bit=16 120/(b/r) Flatplates s _,: :::,•k`.:>:;....,.> :::,•,.:,:-<,,:-t.._" ;at; t .,.... .. �•.,,.,:,,.,.:_,.. ..>.,. u .:_...,.._.;:. .. ,! e-. ::;s: one edge Vx'.:`? I y.:,.��°��:"`n'S.<.T:•<'^s�--� :iR>":4,..y-+`Sri"inn r,::l�.::�« `+>�A";«4 y:Fi: yam';.,."!.. %C:� %�Sr`"^^Y.<s.+-.•...::-rx..A><:.v,.E::, -i b I- b r 9.5 bli=28 11.8-0.083 b/t lilt=50 COMPRESSION Flat plates with both :.,..<,:.,..:,..,�r..•. ;,..,r.-,,..,,...-...,,.:. <...:....:...,:.::. :.c IN edges supportedT `•R;?;�GF`'.�<iYz;t,S;,},,%:-lX,_>,r,�;�+• .<3 �r•.::>b.,.:1w,..K..�.J..,ew:,,'<c.;x+r...�,.,r`H^>1,o,,.>,+1,K,:.,,.......,.'^;....,�,..,.uy.:;.o.r•': i"k�:'„+b:�1-.�<'�.'S�'=p'��.:8Qy..o.'z°Cc,a�.;�3.:`„;.0.:�>.eS<',,cn:Y.%.C.,(:�,_"a <.:,`5.:Y.<ih[%.^a.:x:..`•`-�-::.tW< 'S:..L°.f•'F'„:w.'., cxi1:•: ry�. COMPONENTS R Rjt=0.1 '6- r -270 3800 Rb 11:5 ]1 0 32 Rh/ Rh/r OFBEAMS, Curved plates supported � * .Sgi Ui37,' a16.1 ti )(1 + R h 35) W. (component on both edges ,a<:•��'.'N+ a,o: ''`P ,ro' 1:..y�'&':°�ty�.x<xt�= :+. �'S•o�^.E2.>�.,: under uniform Flat plates with one edge compression), supported and the other 16.2 See Section 3.4.16.2 gross section edge with stiffener Flat plates with both m I 116.3 See Section 3.4.16.3 edges supported and with an intermediate stiffener Flat plates with _ - -1 12.5 b/r=12 17.2-0.3915/1 b/r=29 4,900/(b/t)z PRESSION _ Yom..,�:�..,. .�a,..z_ .. .,v>+•rr.:°..,,,:':.::c:.,�:� ...,-. ..:.. COM <><r.....>r. ,:..::,....,:.:.,.:-,': 7 �... 1 F. free, `�: re ,•:,f n ed e < sio - com - ,<. <,v '�,. w x,<»1 .2. 0.99 bI •<;t,> �r°�'� ,�':�• ,r�v.. IN � ^°zl..rx$"��?:cYn•i<'>`°�am,T."sw-"<'.)�;.i»;� ..u�; o:+:<'i.;':; '= k?.ts, o<t.>.;• si... :<a`.' .3<�d'`s:::.,�:,:,..<..,w-r.•s.% �v.�:<',:L`� ,s,.,.>,�Ma,. .u,:fc.,::a,-r^°;;:«".X.,<. ::>4.:";w:..• tension edge supported COMPONENTSlilt=115 9901(11/n12.5 hit=64 17.2-0.0741>/t OF BEAMS Flat late with both edges ITT h (component supported ,<....",f+Fz:�L'`a;h:.;,�r:>'..K.�..#...�.:..�. .,,✓:�'m.s.;': , ��'�.x. ;.vwr�..:o..�.,.:,�.,.<fi.:..J_;.:..,t:..� .`l:_<.:.>:..�;w>W";�.... , <.„....�,: > Y-+=t:"r.? '(;:y1t �^U�.:„ ti;*,inrFr,�;':h'�',^.'.:.'6'.:'i:..j.�<C.ef,.fi�•e:•::�e"Ill�ry„,<�3.�,r„,.'• n°>7•°.iSe_'. aF. �i:�•; 3 / 'n 2.00 Idr under bending I Flat plate with horizontal 1p-4d� !r/t-270 ( ) 12.5 lilt=147 17.2-0.032 I✓r own Ian „>k z„>...,... .....:..... ... _..> ....r :' stiffener,both edges •:':_ a• .<.,.>... ....,..;G-::e-r:*e;r.sc5:•=t:>F<? .:s ,.,k,.d.. ..t; rd;:,C,, -;.Zy.,.,o>,a.7,.„ •.°ry="'aG,z: g„i'.; ,,�' x„ria": toss section II1r g supported ,,r,ht,.M rte,,.^i r.z;,'.<�'?>,`m..S>..°.x,.y may. aha,'wf �4k,:• ".?. -` «a ri1+=+6'.: v' :�',±. k�,<' z •<r"::vin, ..:�.s• :.."e.•.r,:..'^ .,..«," 5.5 hit=44 6.7-0.027 TO hit=99 39,000/(Ir/t)z ed SHEAR ,.. UnsUffen ,.«....., ,.�<:,s>;,,;.:.�•,r�:x,,,> <' .a..:..,,x;,,..., .>� sc:: ...1.'f.., « x .'t,,,E .,r. ,,.;•.. ..,4::-:..3..-n .. ..4.... ,...>:.,.£,<.: ..,: 'rf`::^:,r .:P:t,. .<....<.,... »fid,r .•,..,>,.<;..,,.. .,.r. ......: .... .x.. : ...,,,: ,G, •'r.-�; t:;< :'�3.9bQ0�IJL .< .a.. � . .. .�• kms:;-c , .. .>�r ;tt/t'=z1flQ'"%<: >::-�'<' 1{ ` :e:: .5;» {:.d'+ i..ro.,»?:.4 �.9��',: •x%;�? „,..rz»;y<!;., :::<R<}p.:...�::a'r, ).r::;Y::.:a,-:.t'�:. - flat webs � �� rt,��:`. :>�,t{� �:•�:;.> �F.�-.:„ �`��, ,;ay:<;ax�: �r�<. .�,:Y<.r� ~~c`°�'?1 �;:<... :.�.;�„ � '�£;�^`:.� < ,', ..rtr�» ,,HYY•.�) „.i.s �,^,s1+ rn IN WEBS, <:.,,°.,r •.<:*: 5.5 5.5 a = 001(a/t)2z 5 gross Stiffened flat webs "''' a ) _ .Ir 98 3 sectionZU-111t r M,, - �0.7 a7a,)? a<�,v; °, . p•..na' ,:s„ s,f..r «K:z"'r4`=, .>a+':'s::+.z;>°i21 %<i�a?e. ae-ar 1 1 \ 1 's�{,�y+-t'4:?',kr%'z'��v,^^y.rs�lcar:grs.".s<�>�d�,zy,!?`;��,`.r�.uat>":%,..'�,.x�.xs°,f"�<i,.,�z'.t.:.a�i<`�xeziks`.'-.r;.45�:':azE• _:.•r,,�,,.n<rtr`:;'^c. at"•'m. °t 's i See. Table 2-23 Ty, .if Stress Type of Member or Component .,Towable Stress � o 34 Allowable Stresses for BUILDING and Similar Type Structures TENSION,axial Any tension member 1 15 6063-T6 Rectangular tubes,structural r_ g Extrusions Pipe TENSION IN shapes bent around strong axisBEAMS extreme fiber, Round or oval tubes �-0 O_ 3 18 rs. net sectionSha es bent about weak axis, nQ` WHITE BARS apply to nonwelded members and to welded bars,plates • 4 20 _ _;; members at locations farther than 1.0 in.from a weld. apply within 1.0 in.of a weld. On rivets and bolts 55 31 rnu Equations that straddle the shaded and unshaded areas apply to both. BEARING On flat surfaces and pins and on bolts in slotted *For*For tubes with circumferential welds,equations of Sections 3.4.10, 6 21 :=: holes o.x:M 3.4,12,and 3.4.16.1 apply for Rb/t s 20, Allowable Allowable Stress Sec. Slenderness Slenderness Allowable Stress Type of Stress Type of Member or Component 3 4. Stress Limit S Slenderness Limit S Slenderness z S Slenderness s S, Between S,and S. z z COMPRESSION z IN COLUMNS, — kUr =0 14.2-0.074(kUr) kI/r=78 51,000/(kUr) All columns 7 :.:, axialgrossFA '....,>. ,..,,•,.:.:,,.<:,. ..,..e.. ..,>...:...�. ,., .. .. .... <....r.. ,.t.. ..,z . .y Y .,<„Z.:,,.;,;tsyfs"t7,v„,v, ,.m...'.,:•"'<';.� section ,,,r' � ds.. _.`,�” .fr�<>s.��+> '`-k -..r ;z�te7 c. r. :';�T, ;�.�y'�ut>;;•."Y&.., < ......., ase'. ..r,,,.:..,..• ,.,::•<. ...,a..•.:":.x�>< Flat plates supported along one 15 /'..Y=2�n,,.:i4. v..,<..1,�v,;,,.<6;p> .1s�0:x•Tt.t ..4..6 a,(,,,';b:<!n./...a:t�.).'.:aY>�.xwt..$<,r".<':�c:<::.:v.;!•,,£.i,�^.�:b/1>>; t�- 12 a :hr•,.�1s'r29::arn/ s^(::! b:s>/rt�) edge columns buckling about a wwa;' . « y , .. � 1 $ M ` Y symmetry ryaxIS . Y. ,l :p4M^4 v it.. Flat plates supported along one 15 b/t=2.4 16.1-0.46(b/t) b/t=15 1970/(b/r)' edge columns not buckling about 81 . Nk, ...<A,. aa... .;S...u,. r„n<:,•..tr........,.....,..,.<.•.. .<., ..,. .,t,...�..>:..x... `.Y_^' ..Y.6a$ comet ryaxis .tS,U<...�.ta.R.<....x.n<.,+Y•Sw<l<i,..r,.,-<....,...,...J,f.,J e_...v,.a...,;,,.[r<,.r'✓,>,<.u.:•<x.�^. ��,.,e......p.-.3.,a..^./.Y.:.,.i.x.boi,...v...r..';:..:•.a.a<'`a%2w.S.5,.:`0::::-'��;./.1 wiisf�x'\K'3:�,9yW..;(}• )at':"• >8 `» � <:x•,»_. «:�.., „fi' ,.,t=.: c�:;.::z• COMPRESSION Flat plates with both b ]5 h/t-7.6 16.1 0.144(b/r) b/r _9 ( ) edges supported oed � bi- Sw:Lx.�4x...K.gw,.. y�.,s.�:Y- b is �>r s.o.'f.<<P3...,..fra;^e��bs'F...e'l":Y:f•?-�e.:fa:'.n•w...v ,nN^:.5,...:nH`<jf',cu wt.S...,�4.>y:�<'1'�.:,.i:......nw`.:,x:...rvs...a.:I:=:S'��✓.s.,i,.Y:_....., �:K^•.,v;�iY'i:Y .n 4 COMPONENTS OF COLUMNS Flat plates with one edge gross supported and other edge with 9.1 See Section 3.4.9.1 section stiffener C_ Flat plates with both "7m w edges supported and with I I 9,2 See Section 3.4.9.2 an intermediate stiffener rV CD Curved plates supported R, Rb R 15 Rb It=1.4 15.6-0.50 Rh/r RF/r=188 3200 on both edges,walls of 10* <.. ,, �,."x,,.:.,.,,.r,..f-.,;><.:,..�� ;xl;X;:•.._d;li iiw`yC: R /r 5 1 /3 /t rs: ) u:• h ams;<6:5 ' :1t,. , 'f 2.132 :" fh':*i3:,.... round or oval tubes �<,<�, #� f'� .;.s ��E., f1�r <. �< W�,sr� :;>�:,.�,sLs`:,a'�:F�<s2>,x ..,�a.�.�.�n`,^.}.m�'..E`�'a:•x:= 15 4W 1 C- Sec. Allowable Slenderness Allowable Stress Slenderness Allowable Stress Stress Slenderness Limit S Slenderness z S2 c T e ai Stress Type of Member or Component 3 4 Limit S, Between s,end s, 2 Type tenderness s S, ry 1 , 87,00 0 `z 15 L/r.=23 16.7-0.073L,Jr, LIr,=94 2 Single web beams bent about l ,r: �,#,,:< Y O strong axis r,��;`�, <�; ;s�' /°�"�`; <.,?�,�<~�;�:•�<� '§��,�Y. �;��:1<#�';�a;.a <->s,,.,-4�:✓*�:'�•<�, „"��N,.H:,:,.. :ice:%F Y•',..,S3a ° RR° 18 RVt=33 27.7-1.70 R,,l t Rlf=102 Same as R° * •>w^< 3.4.10 COMPRESSION f] "<> 'r '>+:>„s:,y 1x r . Round or oval tubes ,.< a :x•, IN BEAMS, s.¢;�' •y�:'�?'�:s.: �'°`° xt'c;: � �:,.>�:;:i<: > extreme fiber , 20 d/t L6/d =15 27.9–0.53d1t L�1 d d/t Lhld =35 11,400 Solid rectangular and ..,: >.: ,...:.,,.: mss.;:>< 'iu d/t L 1 d gross 9 13 s:,F:r.. ' v .x::.d, •: . ::::a3ht '??a: EiY:= :, ;: r ..- ::' =ye:` ( )Z( b ) 9 — — d ;d;”' <n, A;�.>�.:i':i's<J,- y, s=a Y. -s.<;. G„c..: ,-` < ,. ;wS,,,L111` `t3d,"=';37: z:z”%:'•"`L `�L� a,., .'>�..v.<,y',`'kz' 'orreti t,"',`9s:Y.?5 ^`;:•c =" :'' :"r ,�'b—''' round ' ut#r '" :, °' .: '� .. ar •'ti': ms: ''.F ::urt°„Yx .rt:-:� section ro � 's: LxrSr:c�.,5s ly.cw 145 16.7=><.:r-a0.141 .141,�"L,iS.a� ..: 24,000 15 n , Z:Rectangular tubes and hc box sections 1.5p) 152/ /t b - 4 b/t bit- ]2 ) bi I rb 15 bit 7.4 19.0 0.5 r- - latessu ort b Flat s?'n .,,aa. c.w:J:�.",'i ra,:;C•>:': f,VY, S:'r,'S.. ��rr H*rs. Y4i'<:I� .Y... J.lY.rat, .�' v f`xn t one edge ,..:�e , .rx:t, ,>:.,;:,,,;.� ..�^%�<.. .:�a.z��.;, ;« ,.�m.i..,.f, .S.<j„5;,::%^2�.5.,!� �K:Y •wry..>i:...�.'T:i.:N:�:%�:i -ibr"-jb15 bit=24 19.0-0.170 bli bit=39 0/(b/t) Fiat plates with both ” V j'%:?tT W." �I•, �r uk;,.n'x.fix•«,t.: 5 COMPRESSION edgessupportedIN T ,.. k"... :•�: ..rr- <.�;�:��:��_'` -G�,, �>"•��:.��f�sx.�.,�:,_�. COMPONENTS R 18 RJt=0.7 18.5-0.59 Rr,/t R°/t=188OF 3800 es supported b - :, z d tat Cury + AMS PP •�-,,:. <.� _::�;,�.� r;.�:: _;�� If / l.>.. ,+,•..uC..>y-<. �`4C2' ,>Y'l1 e.�.':1:'. �-�`� ,f-'-„i_Xa:•t�i!>'`,,�,'::yti (component on both edges - 1$(:,' :., S Tt�lt s . . '>0 7 ;'Li,nK� under uniform Flat plates with one edge See Section 3,4.16.2 compression), supported and the other 16.2 gross section edge with stiffener Flat plates with both See Section 3.4.16.3 edges supported and with 16.3 an Intermediate stiffener Flat plates with — J 20 bit=9.8 27.9-0.81 bitCOMPRESSIbit=23 4,900/(h/r)= ON compression edge free 1 ,�te'<..:,a.:„":,,: �•ea:..<.u....��#„,.>�<,>.>%�r, 2°t'4? ):: •,:.�.".�°:; IN tension edge supported COMPONENTS L 20 hit=51 27.9-0.155 h/r hit=90 01(10) OFBEAMS Flat plate with bot 9 T,L 1 �(component supported w.._..,,x,..,...<:,..>....�:..�J..,'..i.,....s._.<::_::.#,.':r>':.,'..k,:..>.."sY.,,<_.„r<...r<,,:rt.,;;•..<.>.._,..,,....,y.<•.a^..,.,<.:...w.„.:a.r,..a",...:..:...:.....a...fi.,., ..,..,".<,,..,a.�,,,,,,,,.._...<...,.,..:g..,..:,x::_:,:s.,._.:..•.:,c,,',:p:,, _. ,•t: „L l„7+'::ftt !,'j.S:..s,,Z,>�?.:aiw ;'jS�: •A�.v�.+"' ,:%^?"`.`.t-b;�`C,S:. .v:4'�, <:hr��1'' ��;..)w�:. under bending in Flat plate with horizontal 20 hit 119 27.9-0.067 I/t lilt 209 2900/(17/t) •Y d» ,SE X ,F., L lane own P jh 1 ,...st+ffener both ed esgross section � supported ��'S ..r:-::�-:":�•.:�cn��3::' .,x>, ,'.:<�<,,_,.;�•. s:� �?` ,�: s.� �:'.;;<.,. hit t.�e=s3��9;k10.7 0:..,,,.7-<S.0.,>fn0 ;".5)�^,6�.=�10 Itsttlftt'=r.�,1..7.,0s�81 8.5 :.s'.; 0I:.J >039 Unstlffd � 2U SHEAR 9�flat webs �I IN WEBS, 53.0001(a,/t)';QF00p((> tA)> 2.i.• 1 9rOSS � I � 8�.:5� •�,;:��; •.°.�Y�;:"xa.fF�.,_.rty. 8�r.;.�5. r�%z•.x�s?i',�,,.c.;tar:. 7+4v -Y" P. t webs 2 section 8e-az)z . iS1 -0.7(atJa <' t<:•r ; , r TABLE 6. NOMINAL SHEAR AND TENSILE STRESSES FOR STAINLESS STEEL STEEL BOLTS NAMEJ TYPE DIAMETER AREA DIA. HEAD Fns Fn, P„ P, in in` in, ksi ksi lbs lbs j #6 S.S. 0.138 0.015 0.262 33.7 56.0 295 565 #8 S.S. 0.164 0.021 0.312 33.7 56.0 416 798 # 10 S.S. .0.190 0.028 0.361 33.7 56.0 559 1071 # 14 S.S. 0.242 0.046 0.480 33.7 56,0 906 1738 1/4 " S.S. 0.250 0.049 0.48D 33.7 56.0 967 1855 # 17 S.S. 0.285 0,064 0.500 33.7 56.0 1257 2410 3/8 " S.S. 0.375 0.110 0.625 33.7 56.0 2176 4173 1/2 " S.S. 0.500 0.196 0.750 33.7 56.0 3869 7418 3/4 " S.S. 1 0.750 0.442 1.000 33.7 56.0 8705 16691 i REFERENCE: ASCE STANDARD: Specification for the design of Cold-Formed Stainless Steel Structural Members i ASCE-8-90 page 29 I 1 1 i SWILD f)theEs T FOUR SEASONS 230 SUN & STARS ROOMS: STRAIGHT EAVE FO S U N R O O M S (2 in 12 ROOF PITCH) ,.±o:1i.,•11.1 .�i,1tt':fi,;.Ii Ll.�.t;.D trill) ENGINEERING AND STRUCTURAL LOADING INFORMATION EFFECTIVE DATE 12-04 LD REVISION:A ROOM GLAZING B AR RAFTER ROOF LIVE EXPOSURE B ROOM GLAZING B AR RAFTER ROOF LIVE EXPOSURE B MODEL O.C.SPACING TYPE LOAD WINDLOAD MODEL O.C.SPACING TYPE LOAD WIND LOAD s (mph) (ps (mph) S'M-6DH T-65/8" 5LB3 150 140 S'M-15DH 2'-65/8" 5HB3 25 115 5'-53/4" 3-05/8" 5LB3 130 125 (14'-91/4") 3-05/8" 5HB3 21 115 S'M-7DH 2'-65/8" 5LB3 105 140 2'-65/8" 5LB5 26 115 6'51/2° 3-05/8" 5LB3 90 125 3-0518" 5LB5 23 115 S'M-9DH 2'-6518" 5LB3 65 140 2'-65/8" 5CB5 49 115 (8'-71/0) 3-05/8" 5LB3 54 125 3-05/8" 5CB5 1 41 115 2'-65/8" 5HB3 87 140 S'M-16DH 2'-6518" 5HB3 20 115 3-05/8" 5HB3 73 125 (16-11112') 3-05/8" 5HB3 16 115 S'M-10DH 2'-6518" 5LB3 47 140 2'-6518" 5LB5 21 115 (9'-81/8") 3-05/8" 5LB3 39 125 3-05/8" 5LB5 17 115 2'-6518" SH83 88 140 2'-6518" 5CB5 39 115 3-05/8" 5HB3 74 1 125 3-0518" 5CB5 32 115 SIM-11DH 2'-65/8" 5LB3 33 140 7-6 SO" 5HB7 48 115 (1(Y-B 5/8") 3-0 518" 5LB3 29 125 3-0 5/8" 5HB7 38 115 7-65/8' 5HB3 67 140 S'M-17DH 255/8" 5LB5 18 105 3-0518" 5HB3 67 125 (16'-10114") 3-05/8" 5LB5 15 105 S'M-12DH 2-65/8" 5LB3 24 125 2'-6518" 5CB5 33 105 (11'-101/8") 3-05/8" 5LB3 21 119 3-05/8" 5CB5 28 105 Z-6 518" SHB3 50 135 2'-6 WEI" 5HB7 45 105 3-05/8" SHB3 42 125 3-05/8"' 5HB7 36 105 SIM-13DH 2'•65/8" 5LB3 20 119 S'M-1BDH 2'-6518" 5CB5 28 100 (12-8314") 3-0518" 5LB3 16 119 (17'-10') 3-05/8" 5CB5 23 100 Z-65/8" 5HB3 39 125 2'55/8" 5HB7 42 100 3-05/8" SHB3 32 125 3.0518" 5HB7 34 100 2'-65/8' 5LB5 41 125 S'M-19DH T55/8" 5CB5 23 100 3-0 5/8" 5LB5 34 125 (18'-10") 2-0 518" 5CB5 20 100 P-6518" 5CB5 60 125 2'-65/R" 5HB7 40 100 3-0518" 5CB5 50 125 1 3.05/8" 5HB7 32 100 'WIND LOADS ARE BASED ON ACTUAL CONDITIONS, 120 MPH AND OVER ARE BASED ON A PARTIALLY ENCLOSED DESIGN. THERE IS NO NEED TO"SUBTRACT"OVER 120 MPH `x-71, i •.ic`.` rr�-y`t.� j � i;:'ii":yam..- .i''- �� : s y 1 T"•.l"+�.'•t;. Al ��rte.•: ..--`�''�` •m"ra•'�'"kli' � Lsslss••' ,t r,::,. �Y�l:',,.�,. .i':: �: '11iC.:m'k^'' ',3.," ,jr iF+n..a'sY•. s•.,�a��— ',• _;%%%%%/ _.NI,R' - (LlL�" il(1�• 1-11.'4'/ uif ALABAMA ARIZONA ARKANSAS CALIFORNIA COLORADO CONNECTICUT DELAWARE FLORIDA GEORGIA IDAHO ILLINOIS Ail -,j:,: C}R: .. yN•ip ....,,.,.., � :L(✓...Y F,.Y r�"`. ver T+� -T'��,o {v.v'ir'ec��; ,:•.'�� ':I �,� �• !` .r •li:r�aT". '3'.l�d�rn(71' ��La`'�'.',�� 'L..w',e�' �, �. •. "s ,•i .. d it •R:' err.- - a•" M. ,1 INDIANA IOWA KANSAS KENTUCKY LOUISIANA MAINE MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSISSIPPI "'' 8&Y.Qf µ� J''•.• aW ti'u",. fJ-' r.}.r as 3!cp ��c°ea:1'. � � }fi�) _ °y'"'. -';�/ •c�"ate.�1 ;1��1�.'y''' f•�,%'t, 'f°a��- �. �•y�!^'`��lr ,�r�t(;,,�_ \�i. �fdJ `�a9�1"�� i`"a' `�'yti �•1l'e�` �''a-.:> '°^f��"''f \�h,uae°' -«a�� MISSOURI MONTANA NEBRASKA NEVADA NEW HAMPSHIRE NEW JERSEY NEW MEXICO NEW YORK NORTH CAROLINA NORTH DAKOTA OHIO ...rf �'��im:4�'l� ,fll••'Si .. "7�"4 1 �t :" NOTES: 1)5LB3=3-LITE BAR,5HB3=3-HEAVY BAR.5LB5=5'LITE BAR 5C35=5'HEAVY BAR.5HB7=7'HEAVY BAR 2)ALUMINUM ALLOY FOR GLAZING BARS IS 6005-T5. OREGON 3 DEAD LOAD OF ROOF SYSTEM IS 5 PSF. OKLAHOMA OREGON PENNSYLVANIA PUERTO RICO RHODE ISLAND SOUTH CAROLINA ) 4)ALL ROOMS ARE ACCEPTABLE FOR CONSTRUCTION IN SEISMIC AREAS WITH •ate r �� mm. SPECTRAL RESPONSE ACCELERATION,Ss.LESS THAN OR EQUAL TO 141%g. OTHER SEISMIC LOADS MUST BE EVALUATED ON AN INDIVIDUAL BASIS• 5)DEFLECTION ARE BASED ON U120 DEAD+LIVE CRITERIA. 6 WINDS ARE BASED ON AN ENCLOSED STRUCTURE,EXCEPT WHEN 120 MPH) AND GREATER,THEN WINDS ARE BASED ON AN PARTIALLY ENCLOSED STRUCTURE. SOUTH DAKOTA TENNESSEE TEXAS UTAH VERMONT VIRGINIA 7)LOADING IS BASED ON 2003 INTERNATIONAL BUILDING CODE 8)LOADS REPRESENT ALLOWABLE VALUES UP TO A 8--0-EAVE HEIGHT,AND A 15' I ! ROOM WIDTH.OTHER CONFIGURATIONS MUST BE EVALUATED ON AN ." ... INDIVIDUAL BASIS. 4�t� s:F i •-� '�7`' 'fj `'101 �` - , t 9)THIS SUMMARY PERTAINS TO THE STRUCTURAL INTEGRITY OF OUR UNIT UP TO, �. "•• '•,•yy'.''.,.i"S` i\g'S: ',a '� BUT NOT INCLUDING,THE CONNECTIONS TOTHE EXISTING STRUCTUREANDIOR WASHINGTON WEST VIRGINIA WISCONSIN WYOMING D.C. ANY NEW CONSTRUCTION.ALL SUBSTRUCTURE DESIGN REQUIREMENTS AND CONNECTIONS TO THE EXISTING STRUCTURE ARE NOT INCLUDED IN THE SCOPE OF WORK FOR THE FOUR SEASONS PRODUCT,AND MUST BE EVALUATED BY OTHERS. 10))THE ENGINEERING DESIGN SCOPE FOR THE FOUR SEASONS PRODUCT bOES NOT ACCOUNT FOR SPECIAL LOAD CONDITIONS CREATED BY ATTACHMENT TO THE EXISTING STRUCTURE.THESE MAY INCLUDE SNOW DRIFTING OR UNBALANCE SNOW LOADING.ANY SPECIAL LOADING CONDITIONS MUST BE EVALUATED BY OTHERS. 11)ENG NEERS CERTIFICATION:I CERTIFY THAT THESE ENGINEERING SPECIFICATIONS HAVE BEEN PREPARED UNDER MY DIRECT SUPERVISION REFERENCE NUMBER 1200_120 AND THAT I AM A REGISTERED PROFESSIONAL ENGINEER IN THE STATES A.S. Engineering Services, P.C. 5MITH RE51DENCE NEW YORK CITY: 630 FIFTH AVE.,SUITE 2000 NEW YORK,NY 1405 TERRY LN . , ORIENT, NY 1 1957 LONG ISLAND: DRAWING INDEX 112 WILSON DRIVE PLOT PLAN PORT JEFFERSON,NY 11777 S 1 - PLOT PLAN PHONE: 259 52 - GEN. NOTES FAX:(631)9 9 38 00784 53 - FOUNDATION PLAN 54 - ROOF FRAMING PLAN FOUR SEASONS SUNROOMS 55 - STRUCTURAL DETAILS 5005 VETERANS MEMORIAL HIGHWAY SG - STRUCTURAL DETAILS HOLBROOK,NY 11741 57 - STRUCTURAL DETAILS S 1203350" E 390. 13' (Office)631-563-3381 58 - STRU CTU RAL DETAILS __ __ __ __ __ _ __ __ __ __ THE DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY SHED RAMP THE ENGINEERING FOR THIS PROJECT ARE INSTRUMENTS OF THE WF SNED d ENGINEERS SERVICES FOR USE 50LELY WITH RESPECT TO THIS PROJECT 59 - STRU CTU RAL DETAILS p,3 20.3' AND THE ENGINEER SHALL BE DEEMED THE AUTHOR OF THESE 3m ¢ 1 DOCUMENTS AND SHALL RETAIN ALL COMMONLAW,STATUTORY AND 510 - STRU CTU RAL DETAILS 0 I 2 � P7µ E 1 > OTHER RESERVED RIGHTS INCLUDING THE COPYRIGHT. THE ENGINEER5 SII - STRU CTU RAL DETAILS O 1 O _ DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENTS SHALL BE USED BY GEN. A/C THE OWNER OR OTHERS ON OTHER PROJECTS,FOR ADDITIONS TO THE Ln S 12 - STRU CTU RAL DETAILS u 1 82.4 1 7G.O O � PROJECT OR FOR COMPLETION OF THI5 PROJECT BY OR FOR OTHERS 22.5' -7 A I - PARTIAL FLOOR PLAN I 1�o.o P40 WET L GAR. - GRAVEL PERGOLA R°5. Ln c\I 1 6'a DRIVEWAYCUPw/ P TIOwl J 0 O REV. DESCRIPTION DATE WALL R I - SUNROOM PLAN * ELEV. PROPOSED SUNROOM / 0.9' R2 - S U N ROO M DETAILS 1 78.8' 13'-G 1/8"x 9'-8 1/8" 2 STORY? 03 103.8' FRAME m Surf 1 02 DECK RESIDENCE I S 14°05'00" E R3 - SUNROOM DETAILS w I PAT L�SFwATE MOT No. 1405 37.50' 01 DIM. FROM ROOM TO BLUFF 03/23/22 R4 - SUNROOM DETAILS 1 nD 2'.4' �� > R5 - S U N ROO M DETAILS �" I � MAS. —1 m 1 77 3 N IN-POOLND Mas.co. 0 SEAL RG - SUNROOM DETAILS o I 2B' ❑O DOXES Ei ELEC. GRA%BLD.CURBAY MAS.COL. Lf� C) �j 1_ MAS.WALL CQUIP. O Ln 0 "J �V 11-1 � N E z — -- -- —— -- -- -- -- Lo ,�P �%ssPy O,p � cn N 1400500" W N 43 1 .84' cl: Lu m 2 2� 082359 Q, FASTENER SCHEDULE FOR 230 SUN STARS A PLOT PLAN A9oFEssloNP� TO EXISTING STRUCTURES * FOUNDATIONS S 1 SCALE: I"= 50' NORTIy COMPONENT FA5TENER NO./SPACING (MIN.) FASTENERS 3/8"OHILTI KWIK 2(MIN.)@ EACH COLUMN NOTE: COLUMN15ILL BOLT III w/WA5HER AND 24"O.C.(MAX.) 1 . THIS PLOT PLAN IS FOR REFERENCE ONLY, FOR SMITH RESIDENCE 2X8 RIDGE 3/8,10 ADDITIONAL INFORMATION SEE SURVEY PROVIDED BY A LICEN5ED LAND SURVEYOR. BOARD (z)Rows @ 16^O.C. 1405 TERRY LN. W/WASHER TO EXISTING 2. LOT COVERAGE CALCS (FOOT PRINT ONLY) ORIENT,NY 11957 WALL COLUMN 3/8"O 2 IN TOP 6"(3°APART) W/WASHER 30"O.C.(MAX.)VERTICALLY LOT AREA: = 58, 195 5Q.FT. ALUM.RIDGE 3/8"O BOLT w/ (2)ROWS @ I G"O.C. EXIST. HOUSE: = 1 ,586 SQ.FT. Sl @ LEDGER WASHER EXIST. DECKS: = 483 SQ.FT. INTERNAL RAFTER 3/8"O BOLT w/ EXIST. POOL: = 336 SQ.FT. COVER SHEET CLIP WA5HER (3)PER CLIP EXIST. SHEDS: = 330 SQ.FT. PROPOSED: = 130 SQ.FT. prof.# 2022-020 Drawn by: GWN NOTE: TOTAL: = 2,8G5 SQ.FT. 1. ALL FASTENERS CONNECTING ALUM.TO ALUM.5HALL BE Date: 01/31/22 Checked by: AS STAINLE55 STEEL. 2. ALL FASTENERS CONNECTING ALUMINUM COMPONENTS TO LOT COVERAGE = 4.92% Scale: AS NOTED page: 1 of 19 5TRUCTURAL FRAMING OR FOUNDATION SHALL BE HOT DIPPED GALVANIZED. 3.ALL FASTENERS SHALL HAVE A MINIMUM OF 3"EMBEDMENT UON. A.S. Engineering Services, P.C. GENERAL NOTES NEW YORK CITY: 630 FIFTH AVE.,SUITE 2000 NEW YORK,NY A.FOUNDATIONS H.GLA55 N.DE51GN LIVE LOADS LONG ISLAND: I.MAXIMUM PRESUMPTIVE ALLOWABLE SOIL BEARING PRESSURE FOR I.GLA55 UNITS CONSISTS OF TWO PANES OF 1/8"THICK TEMPERED GLASS NEW FOOTINGS=3000 PSF. STRUCTURAL MEMBERS HAVE BEEN DESIGNED FOR FULL DEAD LOADS AND THE 2.FOOTING EXCAVATIONS AND FORMS SHALL BE REVIEWED BY LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. WITH A 5/8"STAINLESS STEEL SPACER BETWEEN PANES WITH AN ARGON FILL. FOLLOWING LIVE LOADS IN ACCORDANCE W TH THE 2020 RESIDENTIAL CODE 112 WILSON DRIVE 3.FOOTING ELEVATIONS SHALL NOT BE RAISED OR LOWERED WITHOUT APPROVAL OF THE ENGINEER. 2.ALL CONFORMS 8)ASTM E 1300. OF NEW YORK STATE: PORT JEFFERSON,NY 11777 3.ALL MG-16(CODE 78)CLEAR ARGON ROOF GLA55 HAS THE FOLLOWING B.CONCRETE MINIMUM PROPERTIES: 1.GROUND SNOW LOAD:20 P5F PHONE: 1.ALL CONCRETE SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 3,000 PSI. VISIBIUTY TRANSMITTANCE = I G% 2.ALL CONCRETE WORK SHALL CONFORM TO ACI 318. SOLAR TRANSMITTANCE = 10% 2.WIND LOAD: CELL:(631)560-0259 3.PLACE J"EXPANSION JOINT MATERIAL BETWEEN EDGES OF SLABS AND VERTICAL SURFACES UNLESS OTHERWISE NOTED. ULTRAVIOLET TRAN5MITANCE =7% BASK WIND SPEED: 130 MPH FAX:(631)938-0784 VISIBLE OUTSIDE REFLECTIVITY = I I% WIND EXPOSURE:B C.REINFORCING STEEL VISIBLE IN51DE REFLECTIVITY =25% VELOCITY PRESSURE EXPOSURE COEFFICIENT,Kz:0.85 1.BARS SHALL BE ROLLED FROM NEW BILLET-STEEL CONFORMING TO A5TM AG 15,GRADE G0. SHADING COEFFICIENT =.18 DIRECTIONALITY FACTOR,K&0.85 FOUR SEASONS SUNROOMS 2.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A 185 OR ASTM A497. SOLAR HEAT GAIN COEFFICIENT =.15 GUST EFFECT FACTOR,G:0.85 3.DETAIL AND FABRICATE REINFORCING STEEL IN ACCORDANCE WITH"ACI DETAILING MANUAL",PUBLICATION 5P-GG. RELATIVE HEAT GAIN =39 IMPORTANCE FACTOR,I: 1.0 4.REINFORCING STEEL SHALL BE REVIEWED BY THE LOCAL BUILDING OFFICIAL PRIOR TO PLACING CONCRETE. A5HRAE WINTER U VALUE =.25 INTERNAL PRESSURE COEFFICIENT,GCpl:±0.18 5005 VETERANS MEMORIAL HIGHWAY 5.PROVIDE BARS AT CORNERS AND INTERSECTIONS OF THE SAME NUMBER AND S1ZE AS LONGITUDINAL BARS IN FOOTINGS A5HRAE WINTER R VALUE =4.0 WALLS. 4.ALL MC-5G(CODE 74)CLEAR ARGON WALL GLA55 HAS THE FOLLOWING 3.LATERAL DESIGN CONTROLLED BY WIND. HOLBROOK,NY 11741 MINIMUM PROPERTIES: (Office)631-563-3381 VISIBILITY TRANSMITTANCE =5G 4.FLOOR LIVE LOAD=40 PSF. D.STRUCTURAL LUMBER SOLAR TRANSMITTANCE =29 THE DRAWING5,5PECIFICATION5 AND OTHER DOCUMENT5 PREPARED BY 1.STRUCTURAL LUMBER SHALL BE GREEN DOUGLAS FIR LARCH NO.2,OR BETTER,UNLESS OTHERWISE NOTED ULTRAVIOLET TRAN5MITANCE = 13 THE ENGINEERING FORTHI5 PROJECT ARE IN5TRUMENT50FTHE ON THE PLANS WITH THE FOLLOWING MINIMUM PROPERTIES: VISIBLE OUTSIDE REFLECTIVITY = 10 O.COORDINATION a. FL,=850 PSI 1.THE CONTRACTOR SHALL VERIFY CONDITIONS IN THE FIELD AND IMMEDIATELY ENGINEERS SERVICES FOR USE SOLELY W TH RESPECT TO T115 PROJECT VHADINI COEFFICIENGTI=. = 17 AND THE ENGINEER SHALL BE DEEMED THE ALITHOR OFTHE5E b. Fc(PERPENDICULAR)=625 P51 SHADING COEFFICIENT =.38 NOTIFY THE ENGINEER OF ANY CONDITION NOT AS ASSUMED. HE SHALL TAKE FIELD C. Fv=95 PSI MEASUREMENTS AND BE RESPONSIBLE FOR THE SAME. DOCUMENT5 AND SHALL RETAIN ALLCOMMONIAW,5TATILTORYAND d. E= I,600,000 P51 SOLAR HEAT GAIN COEFFICIENT =.33 RELATIVE HEAT GAIN =79 OTHER RESERVED RGHTS INCLUDING THE COPYRIGHT.THE ENG L15FD 2.ALL PRESSURE TREATED LUMBER SHALL BE No.2 SOUTHERN YELLOW PINE,OR BETTER,WITH P.ABBREVIATIONS DRAW NGS,SPECIFICATIONS AND OTHER DOGUMEMS SHALLBE USED BY ACQ(ALKALINE COPPER QUATERNARY)TREATMENT. ASHRAE WINTER U VALUE =.25 THE FOLLOWING LI5T OF ABBREVIATIONS 15 NOT INTENDED TO REPRESENT THE OWNER OR OTHER5 ON OTHER PROJECTS,FORADDITION5 TOTHE 3.PROVIDE WASHERS BETWEEN ALL THE BOLT HEADS AND WOOD AND BETWEEN ALL NUTS ASHRAE WINTER RVALUE =4.0 ALL TH05E USED ON THESE DRAWINGS,BUT TO SUPPLEMENT THE MORE PROJECT OR FOR COMPLETION OF THI5 PROJECT BY OR FOR OTHERS AND WOOD. COMMON ABBREVIATIONS USED: 4.LAG BOLTS AND SCREWS SHALL BE PROVIDED WITH LEAD HOLES HAVING A DIAMETER NOT I.SEALANT I. GREATER THAN 70 PERCENT OF THE THREAD DIAMETER OF THE BOLT OR SCREW. ALL LAG BOLTS ALL SEALANT CONFORMS TO TT-5-001 543-A,TT-5-002306, 1.TYP.-TYPICAL AND SCREWS SHALL BE INSERTED IN LEAD HOLES 15YTUPNING AND UNDER NO CIRCUMSTANCES ASTM G-920 TYPE S,GRADE N5,GLASS 25. 2.SIM.-51MIUAR REV. DESCRIPTION DATE BY DRIVING WITH A HAMMER. J GASKETS 3.LION-UNLESS OTHERWISE NOTED 5.THROUGH BOLTS SHALL BE PROVIDED WITH BOLT HOLES WHICH ARE 3-TO Tg INCH LARGER THAN I.ALL GASKETS ARE CO-EXTRUDED AND ARE NON-MIGRATORY. 4.CONT.-CONTINUOUS 03 THE BOLTS. G.STEEL FOR ALL ACCESSORIES SHALL CONFORM TO A5TM A3G. K.ROOM SPECIFICS Q.CONSTRUCTION SAFETY 02 7.PLYWOOD SHALL BE C-C EXTERIOR,DFPA GRADE MARKED OR EQUIVALENT,OF THE THICKNESS 1.THESE DRAWINGS DO NOT CONTAIN NECESSARY COMPONENTS FOR SAFETY SHOWN ON THE DRAWINGS. 1.ROOM DEAD LOADS DURING CONSTRUCTION. 01 8.PROVIDE OTHER MANUFACTURED ACCESSORIES AS REQUIRED AND AS SPECIFIED. ROOF:7 PSF 2.THE INSTALLER SHALL PROVIDE ADEQUATE TEMPORARY BRACING,SHORING 8 9.ALL FABRICATED STEEL ASSEMBLIES EXPOSED TO WEATHER AND ALL STEEL FASTENERS,INCLUDING WALLS:5 PSF GUYING OF FRAMING AGAINST WIND,CONSTRUCTION LOADS+f OTHER BUT NOT LIMITED TO NAILS,ANCHOR BOLTS,CONNECTION BOLTS,NUTS,WASHERS,LAG BOLTS FLOOR: 10 P5F TEMPORARY FORCES UNTIL NO LONGER REQUIRED POR THE SUPPORT OF SEAL OR SCREWS SHALL BE GALVANIZED IN ACCORDANCE WITH THE A5TM STANDARD FOR THAT ACCE550RY, THE FRAMING. A5TM A213,Al 53 OR OTHER. REFERENCE STANDARDS; 10.FABRICATED ITEMS INDICATED ON THE PLANS ARE DESIGNATED AS PRODUCTS PRODUCED BY THE A5TM E 1 19 R.MISCELLANEOUS 51MP5ON STRONG TIE COMPANY. PROVIDE ITEMS NOTED OR EQUIVALENT PRODUCTS. A5TM E 1300 1.ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OF THE 2020 RESIDENTIAL CODE F NE 1 1.ALL LAMINATED VENEER LUMBER(LVL)SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: A5CE 7-1 G Of NEW ZOO K ESTAT ,INTEAND NATIONALREULATIENERGY CONSERVATION CODE,AND THE 0 y a. FL,=2,600 P5I a)ROOF GLASS CODE 78,R-VALUE=4.0 P \S SP y I,. Fv=285 P51 WALL GLASS CODE 74,R-VALUE=4.0 2.NO NOTE OR LACK THERE OF SHALL BE CONSTRUED AS RELIEVING THE CGS C. Fc(PERPENDICULAR)=750 P51 W WALL PANELS TO BE 3"INSULATED,R=13.4 CONTRACTOR FROM EXECUTING ALL THE WORK IN ACCORDANCE WITH APPLICABLE d. E= 1,900,000 P5I BUILDING CODE AND ALL LOCAL REGULATIONS HAVING JURISDICTION. L.DEFLECTION CRITERIA 3.THE ENGINEER SHALL NOT BE RESPONSIBLE FOR ACTS OF OMISSION OF E.STRUCTURAL STEEL 1.ALL MEMBERS MEET OR EXCEEDS THE FOLLOWING MINIMUM THE CONTRACTOR OR ANY SUBCONTRACTOR OR AGENTS OR ANY OTHER t- tY I.ALL STRUCTURAL STEEL CONFORMS TO A5TM A3G OR A5TM A572 GRADE 50. DEFLECTION LIMITS: PERSONS PERFORMING THE WORK. n I W LL DL+LL 4.THE ENGINEER 15 NOT RESPONSIBLE FOR OBTAINING ANY BUILDING PERMITS (C1 F.ALUMINUM a.STRUCTURAL ALUMINUM: -- UGO AND/OR VARIANCE APPROVAL. 1.ALL STRUCTURAL ALUMINUM CONFORMS TO THE MINIMUM REQUIREMENTS OF 6005-T5 FOR ALLOY AND TEMPER b.GLA55: U175 ------ EXCEPT AS NOTED BELOW: c.FLOORS: U3GO U240 2359 ski= CORNER COLUMN...............................6063-T5 H-COLUMN........................................6063-T5 M.ENERGY INFORMATION FESSION UTILITY'H'COLUMN.............................6063-TG 1. PER SECTION R301.2.1.1.1 -CATEGORY III 5UNROOM AND COMPLIANCE WITH 2015 IECC NOT REQUIRED 2.ALL STRUCTURAL ALUMINUM WORK CONFORMS TO"PART I-A-SPECIFICATIONS FOR ALUMINUM STRUCTURES- ALLOWABLE 5TRE55 DESIGN"OR"PART 1-13-SPECIFICATIONS FOR ALUMINUM STRUCTURES-BUILDING LOAD AND R-VALUE 3"SOLID ROOF PANEL: 13.4 RESISTANCE FACTOR DESIGN"OF THE ALUMINUM ASSOCIATION,INC.SEVENTH EDITION,EFFECTIVE JANUARY 2000. R-VALUE 4.25°SOLID ROOF PANEL: 18.G 1 3.IN ALL INSTANCES WHERE ALUMINUM COMES INTO CONTACT WITH STEEL,PROVIDE DIELECTRIC SEPARATION. R-VALUE 7/8"ROOF GLA55 PANEL:4.0 SMITH RESIDENCE 4.ALL EXFOSEWITH D ALUMINUM RECEIVES ONE COAT OF PAINT. COLOR TO I5 COORDINATED MODEL AVAILABILITY. R-VALUE 3"50LID WALL PANEL: 13.4 5.ALL FASTENERS CONNECTING ALUMINUM COMPONENTS ARE STAINLESS STEEL TYPE 300 18-8 UNLESS OTHERWISE R-VALUE 7/8"WALL GLA55 PANEL:4.0 NOTED ON PLANS. 1405 TERRY LN. G.STAIRS 2020 RESIDENTIAL CODE OF NEW YORK STATE ORIENT,NY 11957 S2 CLIMATIC GEOGRAPf1iC DESIGN CRITERIA GENERAL STRUCTURAL NOTES GROUND WIND DESIGN SEISMIC SUBJECT TO DAMAGE FROM WINTER ICE BARRIER FLOOD AIR MEAN prof.# 2022-020 Drawn by: GWN SNOW SPEED TEMPERATURE SPECIAL DESIGN FROST LINE I DESIGN UNDERLAYMENT FREEZING ANNUAL Date: 01/31/22 Checked by: AS LOAD (PSF) (MPH) EFFECTS WIND REGION CATEGORY WEATHERING DEPTH TERMITES TEMP. REQUIREMENT HAZARD INDEX TEMP. Scale: AS NOTED page: 2 of 19 20 130 NO YES 13 SEVERE 36" MOD. TO HEAVY 15 YES NO 452 57.2 A.S. Engineering Services, P.C. • NEW YORK CITY: DENOTES SMARTDECK PANEL AND OUTSIDE FACE EXISTING WALL 630 FIFTH AVE.,SUITE 2000 cuTYPE. SEE DETAILS FOR SPLICE (@ STRUCTURAL FRAMING) TYP. NEW YORK,NY AND CONNECTION REQUIREMENTS LONG ISLAND: 112 WILSON DRIVE PORT JEFFERSON,NY 11777 PHONE: CONT. 2x 10 LEDGER CELL:(631)560-0259 FAX:(631)938-0784 1 I I I 3'-4"x 3'-8"± LANDING I ' FOUR SEASONS SUNROOMS STEPS, CONSTRUCT IN I z Z U U 5005 VETERANS MEMORIAL HIGHWAY ACCORDANCE TO 2020 NEW QI p Z HOLBROOK,NY 11741 YORK STATE RESIDENTAIL �p 40- BUILDING CODE. SEE: ^ 1 (Office)631-563-3381 �l`` xy J THE DRAWING5,SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY A A U N I W lLl W N I I x l THE ENGINEERING FOR THIS PROJECT ARE INSTRUMENTS OF THE LLLuI ENGINEER5 SERVICES FOR USE 50LELY WITH RESPECT TO THIS PROJECT 51 O S I I = J = J = Z = v l l C\1 Q_ AND THE ENGINEER SHALL BE DEEMED THE AUTHOR OF THESE QIL C) DOCUMENTS AND SHALL RETAIN ALL COMMONLAW,5TAMORY AND � , OTHER RESERVED RIGHTS INCLUDING THE COPYRIGHT. THE ENGINEERS vJ �l/ VJ DCIST. DROPPED GIRDER DRAWING5,SPECIFICATIONS AND OTHER DOCUMENTS SHALL BE USED BY (� I — —� I — � = THE OWNER OR OTHERS ON OTHER PROJECTS,FOR ADDIT10N5 TO THE _ X X X PROJECT OR FOR COMPLETION OF THI5 PROJECT BY OR FOR OTHERS j 2x8 N N N B I t11 `J"G 1^3 REV. DESCRIPTION DATE N N 55 S7 03 I I N 2x6 N I I I I B 02 m I!I KB (2) 2x I 0 DROPPED GIRDER KB I S7 01 � 1 (2) 2x6 -------- --- - - - --- -------- --- --- --- --- ------- SEAL - r- -- - - _ _ ---(2) 2x I 0 ----- - - - DROPPED GIRDER I- - --- --- ; --- --- ----- � 2 SOF E Y IEX15T. DROPPED GIRDERS S SP O T - T UIUT - - - - II — r W I WIZ I I I - - - - — - — - - - 0 W _ EXIST. WOOD STEPS m LL- 2359 x l Ww PESSION S5 NOTE: TYP I 1 . FOR INFORMATION NOT SHOWN SEE SMITH RESIDENCE SUNROOM DRAWINGS. 4x4 POST ON 2. DECK HEIGHT 15 32"± ABOVE FIN15H 1405 TERRY LN. 12"0 FOOTING GRADE ORIENT,NY 11957 6" 6-3 I/16" 6-3 I/11 G6" 6 TUON 3. 5EE GENERAL NOTES FOR MINIMUM " CONCRETE REQUIREMENTS S3 3'-4"± 13'-6 1/8" 4. MAXIMUM ALLOWABLE CANTILEVER EQUALS d WHERE d 15 DEPTH OF FOUND. & FRAMING PLAN A B C CANTILEVERED MEMBER A5 MEASURED pro;.# 2022-020 Drawn by. GWN FROM EDGE OF SUPPORT. 5. ALL GIRDER 5PLICE5 5HALL OCCUR Date: 01/31/22 Checked by: AS A FOUNDATION CONSERVADECK PLAN OVER5UPPORT. sale: AS NOTED page: 3 Of 19 G. "KBIT DENOTES KNEEBRACE. FOR MORE 53 3/5" = 1'-0" ° INFO. 5EE DETAIL A/5-8 • A.S. Engineering Services, P.C. NEW YORK CITY: 630 FIFTH AVE.,SUITE 2000 I I NEW YORK,NY I I I I I i LONG ISLAND: LL 112 WILSON DRIVE I O C9 PORT JEFFERSON,NY 11777 I I I I I I I I I I I OIZ I I I ! I I ! I OL PHONE: f j FAX:(631)938-0784560-0259 380 849 I I f I I I LL- FOUR I SEASONS SUNROOMS i I i I I jm IT:l IZ III 5005 VETERANS MEMORIAL HIGHWAY 11HOLBROOK,NY 11741 EV� OVE F (LE I (Office)631-563-3381 i THE DRAWING5,5FECIFICATION5 AND OTHER DOCUMENT5 PREPARED BY I I I I I I I I I THE ENGINEERING FOR THIS PROJECT ARE INSTRUMENTS OF THE I I I I I I i ENGINEERS 5ERVICE5 FOR U5E SOLELY WITH RESPECT TO THI5 PROJECT LU I AND THE ENGINEER 5HALL BE DEEMED THE AUTHOR OF THE5E z DOCUMENT5 AND 5HALL RETAIN ALL COMMONLAW,5TATUTORY AND 2X8 LEDGER OTHER RE5ERVE0 RIGHT5INCLUDING THE COPYRIGHT.THE ENGINEER5 Q — DRAWING5,5PECIFICATION5 AND OTHER DOCUMENT5 5HALL BE U5ED BY THE OWNER OR OTHERS ON OTHER FROJECT5,FOR ADDITION5 TO THE PROJECT OR FOR COMPLETION OF TH15 FROJECT BY OR FOR OTHERS LL- d) O REV. DESCRIPTION DATE I i I wlO I I I I I 03 B 02 01 ` 1,L(5 I SEAL I I I I I I I I .� %s SP spy r Cc `Q n lL m - M ui C? 2359 FESS1oNP SUNROOM ROOF SYSTEM BY FOUR SMITH RESIDENCE SEASONS 5UNROOM5, 1405 TERRY LN. REFER TO 'IR" SHEETS ORIENT,NY 11957 13'-6 10' S4 ROOF FRAMING PLAN prof.# 2022-020 Drawn by: GWN A ROOF FRAMING PLAN Date: 01/31/22 Checked by: AS 3/8" = 1'-O" p scale: AS NOTED page: 4 Of 19 S4 A.S. Engineering Services, P.C. NEW YORK CITY: 630 FIFTH AVE.,SUITE 2000 NEW YORK,NY LONG ISLAND: 112 WILSON DRIVE PORT JEFFERSON,NY 11777 PHONE: CELL:(631)560-0259 FAX:(631)938-0784 WOOD POST FOUR SEASONS SUNROOMS (SEE PLAN) 5005 VETERANS MEMORIAL HIGHWAY HOLBROOK,NY 11741 SIMPSON STRONG (Office)631-563-3381 TIE PB POST BASE THE DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY THE ENGINEERING FOR TH15 PROJECT ARE I1,15TRUMENT5 OF THE ENGINEER5 5ERVICE5 FOR U5E 50LELY WITH RE5PECr TO TH15 PROJECT CONCRETE FOOTING, AND THE ENGINEER 5HALL BE DEEMED THE AUTHOR OF THE5E SEE PLAN ON SHEET 53 DOCUMENT5 AND SHALL RETAIN ALL COMMONLAW,STATUTORY AND FOR LOCATIONS OTHER RE5ERVED RIGHTS INCLUDING THE COPYRIGHT.THE ENGINEER5 DRAWINGS.SPECIFICATIONS AND OTHER DOCUMENT5 5HALL BE U5ED BY THE OWNER OR OTHER5 ON OTHER PROJECTS,FOR ADDITION5 TO THE 3/4" LIP AS PROVIDED PROJECT OR FOR COMPLETION OF TH15 PROJECT BY OR FOR OTHER5 N FINISHED BY FACTORY GRADE REV. DESCRIPTION DATE r; '\\�j\\�/ a \�/\\x02 03 44 ol � VA APPLY SEALANT PRIOR TO SEAL INSTALLATION OF SPLINE • 8d NAILS @ 8" O.C. STEP I pF NEW Y Q STAGGERED EACH PS SP O,p� a m SIDE OF SPLINE 2 X G SPLINE CONSERVADECK _r cc uj :..}.• t.. PANEL (� \X/ Lu \\/ d + L //, / 235a 2 NOTE: FESSIONP FASTEN PANELS TO APPLY SEALANT EDGE Of AT SIM. SECTION DROP GIRDER IN ACCORDANCE OSB PANEL NCEOFIIRST PANEL TO DETAIL D STEP 2 HAS BEEN INSTALLED BUT SG PRIOR TO INSTALLATION OF SMITH RESIDENCE SEE PLAN SECOND PANEL. 1405 TERRY LN. ORIENT,NY 11957 rAA TYP. P05T FOUNDATION B TYP CONSERVADECK CONNECTION AT SPLINE NOT TO SCALE �� NOT TO 5CALE S5 STRUCTURAL DETAILS proj.# 2022-020 Drawn by: GWN Date: 01/31/22 Checked by: AS seat.: AS NOTED page: 5 of 19 SUNROOM WALL A.S. Engineering Services, P.C. ' - NEW YORK CITY: 3/8" 0 LAG BOLTS TRUFA5T SIPLD8000 630 FIFTH AVE.,SUITE 2000 WITH 3" MIN. EMBED. i i SCREW @ I G"O.C. FLASHING A5 NEW YORK,NY SEE SHEET 51 FOR I I (P/N: HN8000) REQUIRED LONG ISLAND: I I MIN. CONNECTIONS I EXI5TING112 WILSON DRIVE STRUCTURE - Sd NAILS @ 8" O.C. CON5ERVADECK �--v r PORT JEFFERSON,NY 11777 PANEL i PHONE: I I I I CELL:(631)560-0259 -i CON5ERVADECK FAX:(631)938-0784 ':I V FOUR SEASONS SUNROOMS 11 r � > 5005 VETERANS MEMORIAL HIGHWAY (2) 2x 6 CONTINUOUS �� ::` _ ;': HOLBROOK,NY 11741 BAND AROUND ENTIRE I '..:=,;.~': / .•�'•t=•�•'''�• �'� ' 1 (Office)631-563-3381 FLOOR PERIMETER d1I ISOLATOR TAPE I I 4 / (P/N: H N3 130) L__ __ J THE DRAWINGS,SPECIFlCATIONS AND OTHER DOCUMENTS PREPARED BY / I --_ ISOLATOR TAPE THE ENGINEERING FOR TH15 PROJECT ARE IN5TRUMENT5 OF THE ENGINEER5 5ERVICF5 FOR U5E SOLELY WITH RE5PECT TO TH15 PROJECT / I AND THE ENGINEER 5HALL BE DEEMED THE AUTHOR OF THE5E / FOR INFO. NOT DOCUMENT5 AND 5HALL RETAIN ALL COMMONLAW,STATUTORY AND / SHOWN SEE I 2X4 LEDGER ATTACHED OTHER RE5ERVED PJGMS INCLUDING THE COPYRIGHT.THE ENGINEER5 r I Wl 3/8" 0 LAG BOLTS DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENT5 SMALL BE U5ED BY D EXI5TI NG HOUSE BANDI THE OWNER OR OTHER5 ON OTHER PROJECTS,FOR ADDITION5 TO THE @ 12"O.C. PROJECT OR FOR COMPLETION OF TH15 PROJECT BY OR FOR OTHERS DROP GIRDER SG IF EXIST FLOOR FRAMING 15 I SEE PLANS PARALLEL PROVIDE i 2x LEDGER(SEE PLAN). FASTEN TO EXISTING • SOLID BLOCKING A5 REQ'D - - -L----��-- STRUCTURE (3) ROWS 3/8"0 LAG BOLTS REV. DESCRIPTION DATE FOR ADEQUATE CONNECTION W/MIN 3" EMBEDMENT @ 12" O.C., BOLTS -sem- -- NO CL05ERTHAN 2" FROM TOP * BOTTOM 03 AND NO CLOSER THAN 5" FROM ENDS. 02 A TYP FRAMING CONNECTION AT EXTERIOR DROPPED GIRDER C TYP FRAMING CONNECTION AT LEDGER TO EXISTING STRUCTURE o1 S C NOT TO SCALE G 6 NOT TO 5CALE SEAL of NE►vY �P s SP co TRUFA5T 51PLD8000 5CREW @ I G"O.C. (P/N: HN8000) CON5ERVADECK PANEL n I I (CONTINUOUS OVER m DROPPED GIRDER). C? 2359 �� T- "—T 5UNROOM WALL ly:. ::l> FESSI0 I I I I CON5ERVADECK i 3/8" 0 LAG BOLT7774 PANEL I WITH 3" MIN. EMBED. 4 SMITH RESIDENCE SEE SHEET 51 FOR ISOLATOR TAPE 44 MIN. CONNECTIONS (P/N: HN3 130) �4 DROP GIRDER 1405 TERRY LN. i;'`.'"} :`•4 4� 44 SEE PLANS ORIENT,NY 11957 4 �. • 44 8d NAILS @ I G'I O.C. POST SEE PLANS 4 °• (2) 2xG CONTINUOUS S6 BAND AROUND ENTIRESTRUCTURAL DETAILS FLOOR PERIMETER •O• 51MP50N STRONG (MIN fb=850) TIE BC4 POST GAP proj.# 2022-020 Drawn by: GWN Date: 01/31/22 Checked by: AS B TYP CON5ERVADECK CONNECTION AT GABLE WALL D TYP CONSERVADECK CONNECTION TO INTERIOR DROPPED GIRDER scale: AS NOTED page: 6 of 19 S6 NOT TO SCALE �� NOT TO 5CALE 3/8"O LAG BOLTS WITH 3" 5UNROOM WALL A.S. Engineering Services, P.C. MIN. EMBED. SEE SHEET 51 NEW YORK CITY: EXIST. 2x STUD WALL FOR MIN. CONNECTIONS T J r TRUFA5T SIPLD8000 I I I 630 FIFTH AVE.,SUITE 2000 (2) 2x 6 CONTINUOUS BAND SCREW @ I G"O.C. I 8d NAILS @ 8 O.C. NEW YORK,NY AROUND ENTIRE FLOOR PERIMETER (P/N: HN8000) I I I I x DECKING LONG ISLAND: EXIST. 2ND FLOOR FRAMING I I 112 WILSON DRIVE PORTION OF EXIST. DECK I I I I I I I l PORT JEFFERSON,NY 11777 TO REMAIN, SEE PLAN I I I I = PHONE: F------------- ----- CELL:(631)560-0259 ----------------------- r---------- ----------T t r t r ::'::::.:t:.- ' .;;;';`•;I FOR INFO. NOT I It r1 FAX:(631)938-0784 VR tt l l z z v ;.:... :i:: "' SHOWN SEE I atm>s>t r �� •� �• ;,h,I FOUR SEASONS SUNROOMS I I rt I S6 I I •°• I! to t r i u t1 5005 VETERANS MEMORIAL HIGHWAY __ ISOLATOR TAPE ------------ HOLBROOK,NY 11741 t r 1/2" tt (P/N: HN3130) - I (Office)631-563-3381 EXIST.WOOD t r x N t r d' EXISTING HOUSE BAND I I LANDING DECK FRAMING THE DRAW NGS,SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY DECK JOISTSt r tt DROP GIRDER IF EXIST FLOOR FRAMING IS (SEE FRAMING PLAN) THE ENGINEERING FOR THIS PROJECT ARE INSTRUMEMS OF THE 51MP5ON H2.5 EA. SEE PLANS I I ENGINEER5 5ERVICE5 FOR U5E SOLELY WITH RE5PECT TO TH15 PROJECT rt t t PARALLEL PROVIDE I 5IMP50N LU52G-2 HANGER AND THE ENGINEER SHALL BE DEEMED THE AUTHOR OF THESE J015T TO GIRDER t t 50LID 13LOCDAVID50N AS REQ'Vill, I DOCUMENTS AND SHALL RETAIN ALL COMMONLAW,STAMORY AND DROP GIRDER t t FOR ADEQUATE CONNECTIOI 2x8 LEDGER FASTEN TO EXISTING OTHER RESERVED RIGHT5 INCLUDING THE COPYRIGHT.THE ENGINEERS • • SEE PLANSI STRUCTURE w/(2)ROWS 3/8"0 LAG DRAW NGS,SPECIFICATIONS AND OTHER DOCUMENTS SHALL BE USED BY EXIST. FOUND. I THEOWNER OR OTHER5 ON OTHER PROJECT5,FOR ADDITION5 TO THE • • • _L___�ti___1_ BOLTS w/MIN. 3"EMBEDMENT INTO PROJECT OR FOR COMPLETION OF TH15 PROJECT BY OR FOR OTHERS 0 EXIST. FLOOR JOISTS @ I G"O.C. REV. DESCRIPTION DATE A TYP FRAMING CONNECTION AT EXTERIOR DROPPED GIRDER C WOOD LANDING FRAMING AND LEDGER TO EXISTING 5TRUCTURE 03 S7 NOT TO 5CALE 57 NOT TO 5CALE 02 01 3/8"0 LAG BOLT T 5UNROOM WALL SEAL WITH 3"MIN. EMBED. I I� SEE SHEET SI FOR I I FLASHING MIN. CONNECTIONS I I I i EXIST. WOOD DECK ,`�QF NE y CON5ERVADECK I Z ,s PANEL I � P �~ sP y EXISTWOOD FOR INFO. NOT 5UNROOM DOOR - . DECK JOISTS * yt SHOWN SEE: --- --- ------ -----------I B FLASHING llLu 0l I I LuSG EXIST. WOOD DECK I tur i i tti CONSERVADECK Z I All tl 235 9 =� Inl Ini i Q, OF PANEL Ir tl Ir tl - Iru uu ESS1 r r r I (2) 2xG CONTINUOUS ------------------4 BAND AROUND ENTIRE . F- •:::: FLOOR PERIMETER j (MIN fb=850) SMITH RESIDENCE Inl Irtl I • i Ir tl Ir tl I 1405 TERRY LN. L-L----------------J -----7 I ORIENT,NY 11957 (2) 2xG CONTINUOUS—/ EXIST. DECK GIRDER, CUT AS BAND AROUND ENTIRE EXIST. WOOD REQ'D. AT NEW 5UNROOM DECK FLOOR PERIMETER DECK JOISTS O4 POST S7 .. (MIN fb=850) I/2CAP EA.SIDE STRUCTURAL DETAILS NEW WOOD P05T 112" G" (SEE PLAN 5HT. 53) proj.# 2022-020 Drawn by: GWN Date: 01/31/22 Checked by: AS B EX15T. DECK ADJACENT TO 5UNROOM D EXIST. DECK ADJACENT TO 5UNROOM Scale: AS NOTED page: 7 Of 19 S� NOT TO 5CALE S7 NOT TO 5CALE A.S. Engineering Services, P.C. NEW YORK CITY: 630 FIFTH AVE.,SUITE 2000 NEW YORK,NY LONG ISLAND: 112 WILSON DRIVE PORT JEFFERSON,NY 11777 PHONE: CELL:(631)560-0259 FAX:(631)938-0784 SUNROOM ROOF BY FOUR SEASONS SUNROOMS FOUR SEASONS 5005 VETERANS MEMORIAL HIGHWAY HOLBROOK,NY 11741 DROP GIRDER SEE PLANS 2'-0" (Office)631-563-3381 TYP THE DRAWING5,5PECIFICATION5 AND OTHER DOCUMENT5 PREPARED BY THE ENGINEERING FOR TH15 PROJECT ARE IN5TRUMENT5 OF THE ! ENGINEER5 5ERVICE5 FOR U5E SOLELY WITH RESPECT TO TH15 PROJECT = SOLID FILL PANEL ' AND THE ENGINEER SHALL BE DEEMED THE AUTHOR OF THESE X U DOCUMENT5 AND 5HALL RETAIN ALL COMMON AW,5TATUTORY AND LLI F- OTHER RE5ERVED RIGHT5 INCLUDING THE COPYRIGHT.THE ENGINEER5 3 3/8"0 LAG BOLTS DRAWINGS,SPECIFICATIONS AND OTHER OOCUMENT5 5HALL BE U5ED BY W p WITH 3"MIN. EMBED. THE OWNER OR OTHERS ON OTHER PROJECT5,FOR ADDITIONS TO THE SEE SHEET 51 FOR PROJECT OR FOR COMPLETION OF TH15 PROJECT BY OR FOR OTHERS j MIN. CONNECTIONS EXTRUDED ALUMINUM RAFTER BAR BY FOUR SEASONS ! REV. DESCRIPTION DATE 03 � � 1111 � � 1111X1 IXI �� IXC 02 Il 11 Il 11 l o1 ---�- -- r-- - - - - - - - - 1-2 i SEAL EXIST. OF f NFRAMING I I I OF NE I W S sP y yO,p II II C-D II II r CC 4x4 DIAGONAL POST I n DENOTED"KB"ON PLANS EXIST. 2x STUDS @ 16"O.C. mom) II II 2359 3/8"0 LAG BOLTS I I FESSIONP w/MIN.3" 4x4PO5T EMBEDMENT TYP. —--f--- -- CFYP? SMITH RESIDENCE A TYP IIKBII KNEE6RACE DETAIL 6 5UNROOM ROOF (GABLE END) TO EXIST. STRUCTURE rJ8 NOT TO SCALE S8 NOT TO 5CALE 1405 TERRY LN. ORIENT,NY 11957 SS STRUCTURAL DETAILS prof.# 2022-020 Drawn by: GWN Date: 01/31/22 Checked by: AS scale: AS NOTED page: 8 Of 19 A.S. Engineering Services, P.C. NEW YORK CITY: 2x RIPPER5 @ I G"O.C., ATTACH w/ 1/4"0 TIMBERLOK 630 FIFTH AVE.,SUITE 2000 SCREWS @ 12"O.C. THRU EX15T. SHEATHING INTO 12 NEW YORK,NY EX15T. RAFTERS w/MIN. 3" EMBED.TYP. LONG ISLAND: NEW 1/2"CDX PLYWOOD. ATTACH w/8d NAILS EX15T. ROOF FRAMING 5 i 112 WILSON DRIVE @ G"O.C. @ PERIMETER AND 12" O.C. IN FIELD PORT JEFFERSON,NY 11777 NEW SHINGLES * ROOFING / / PHONE: TO MATCH EX15T. / I CELL:(631)560-0259 NEW 2x8 12 LEDGER. FASTEN THRU SHEATHING AND FAX:(631)938-0784 TO NEW 2x RIPPERS w/(3) 3/8'0 LAG BOLT @ I G" 3 O.C. w/MIN 3" EMBEDMENT. COUNTERSINK BOLTS i / I FOUR SEASONS SUNROOMS A5 RECIV TO INSTALL 5UNROOM RIDGE. J FLASHING AND 5EALANT // / / I 5005 VETERANS MEMORIAL HIGHWAY / HOLBROOK,NY 11741 (BY CONTRACTOR) / i (Office)631-563-3381 5UNROOM ROOF BY FOU RSEASONS / / // I THE DRAWINGS,5PECIFICATION5 AND OTHER DOCUMENT5 PREPARED BY THE ENGINEERING FOR TH15 PROJECT ARE I1,15TRUMENT5 OF THE EXTRUDED ALUMINUM / / / / / I ENGINEER55ERVICE5 FOR U5E 5OLFLYWITH RESPECT TO TH15 PROJECT RAFTER BAR BY FOUR SEASONS /- / / AND THE ENGINEER SHALL BE DEEMED THE AUTHOR OF THE5E / J DOCUMENT5 AND 5HALL RETAIN ALL COMMONLAW,STATUTORY AND OTHER RESERVED RIGHTS INCLUDING THE COPYRIGHT.THE ENGINEER5 / / I DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENTS SHALL BE USED BY THE OWNER OR OTHER5 ON OTHER PROJECT5,FOR ADDTnON5 TO THE PROJECT OR FOR COMPLETION OF TH15 PROJECT BY OR FOR OTHERS REV. DESCRIPTION DATE / N NEW FOUR SEASONS RIDGE. FASTEN I I TO 2x8 LEDGER w/(3) 3/5"0 LAG / / I 02 BOLTS w/MIN.3" EMBEDMENT PER CLIP, I I / / / I 01 (1) CLIPS PER BAR. NEW 5HEATHING TO MATCH CE NEW EXISTING SHEATHING TO EXTEND TO I I �� Y TOP OFANM INw/Sd AILS @ 8" OC I I I EX15T. CEILING FRAMING SO Py ALONG PERIMETER FRAMING 4; 12" I I 1 EXIST. (2) 2x TOP PLATE OC AT ALL INTERMEDIATE FRAMING I I I c: ¢ m � PORTION OF EX15T. ROOF I I I C? FRAMING TO BE REMOVED FES SIONP II I II I �_ SMITH RESIDENCE 1 I I EX15T. 2x STUDS @ I G" O.C. 1405 TERRY LN. ORIENT,NY 11957 II I I I I S9 II I 1 L STRUCTURAL DETAILS proj.# 2022-020 Drawn by: GWN Date: 01/31/22 Checked by: AS A TYP. STRAIGHT SAVE CONNECTION OVERTRAMING AT EXIST STRUCTURE Scale: AS NOTED page: 9 of 19 SQ NOT TO SCALE A.S. Engineering Services, P.C. 4x4 WOOD P05T @ NEW YORK CITY: LANDING CORNERS 630 FIFTH AVE.,SUITE 2000 CONT. (2) 2xG RIM J015T NEW YORK,NY xi'll (SEE FRAMING PLAN) LONG ISLAND: 112 WILSON DRIVE PORT JEFFERSON,NY 11777 NOTE: PHONE: SEE STRUCTURAL NOTES SHEET 9 SECTION A-A 5 I/211 53 FOR CODE COMPLIANCE FAX:(631)938-0784 2x2 WOOD BALUSTERS I/411- I/41 FOUR SEASONS SUNROOMS @ 5"O.C. MAX. I xG CONTINUOUS TOP RAIL. I xG CONTINUOUS TOP 5005 VETERANS MEMORIAL HIGHWAY CIDr ` ATTACH TO TOP PLATE WITH RAIL. SLOPE TOP TO DRAIN HOLBROOK,NY 11741 (2)5D8x 1.25 WOOD (Office)631-563-3381 N SCREWS @ 12"O.C. , SLOPE TOP TO DRAIN THE DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY / THE ENGINEERING FOR THIS PROJECT ARE INSTRUMENTS OF THE ENGINEERS 5ERVICE5 FOR USE SOLELY WITH RESPECT TO THIS PROJECT UI AND THE ENGINEER SHALL BE DEEMED THE AUTHOR OF THESE CONT. 2x4 RAIL,ATTACH TO DOCUMENTS AND SHALL RETAIN ALL COMMONIAW STATUTORY AND CONT. 2x4 RAIL OTHER RESERVED RIGHTS INCWDING THE COPYRIGHT.THE ENGINEERS POSTS�TOP PLATE WITH (2) DRAWINGS.SPECIFICATIONS AND OTHER DOCUMENTS SHALL BE USED BY 114"WOOD SCREWS WITH THE OWNER OR OTHERS ON OTHER PROJECTS,FOR ADDrTION5 TO THE MIN. I"EMBED. PROJECT OR FOR COMPLETION OF TH15 PROJECT BY OR FOR OTHERS CONT. 2x4 TOP PLATE, ATTACH TO POSTS WITH REV. DESCRIPTION DATE (2) 1 GdHDG SINKERS 2x2 WOOD BALUSTERS @ 03 5"O.C., ATTACH TO TOP BOTTOM RAILS WITH 1/4" 02 U WOOD SCREWS WITH MIN. 01 Lu I"EMBED. uj > m SEAL 0cc O Q m N 4x4 WOOD P05T LANDING OF NE CORNERS TYP. (SEE PLAN) SP yO,p 4x4 WOOD P05T BEYOND r M n W CONT. W 2x4 BOTTOM R► RAIL, ATTACH TO CONT. 2x4 POSTS WITH (2) 1/4" BOTTOM RAIL WOOD SCREWS WITH MIN. I"EMBED. FFSS�ONP A -AlI x DECKING I x DECKING m -- Ix --� SMITH RESIDENCE 4x4 P05T @ 72' O.C. Op Z i I i MAX. -ATTACH POSTS ___ i 1405 TERRY LN. I 00 TO(2) 2xG RIM J015T w/ — —_— (3) 1/2"0 THRU BOLTS ORIENT,NY 11957 (COUNTERBORE) CONT. (2) 2x8 LANDING FRAMING LANDING FRAMING RIM J015T CONT. (2) 2x8 5f SHEET 53 FOR SEE SHEET 53 FOR S 1 O . RIM J015T - _ SIZE It SPACING. —'� SIZE 4-SPACING. 4x4 WOOD POST @ STRUCTURAL DETAILS LANDING CORNERS w U CONT. (2)RIM J015T (SEE PLAN) (SEE FRAMING PLAN) proj.# 2022-020 Drawn by: GWN NOTE:ALL WOOD SHALL BE SECTION B-B SECTION C-C Date: 01/31/22 checked by: AS WEATHER SEALED. Scale: AS NOTED page: 10 of 19 A TYP. WOOD GUARD RAIL EDGE OF WOOD LANDING SIO NOT TO 5CALE A.S. Engineering Services, P.C. NEW YORK CITY: 630 FIFTH AVE.,SUITE 2000 NEW YORK,NY LONG ISLAND: 112 WILSON DRIVE PORT JEFFERSON,NY 11777 PHONE: CELL:(631)560-0259 NOTE: FAX:(631)938-0784 SEE STRUCTURAL NOTES SHEET 5IMP50N A35 ANGLE EA. TOP DI O DECK 53 FOR CODE COMPLIANCE I Ix WOOD DECKING SIDE w/(G)8d TO HEADEROR FOUR SEASONS SUNROOMS (G)8d TO STRINGER SIMPSON A35 ANGLE EA. SIDE w/(G)8d TO HEADER* 5005 VETERANS MEMORIAL HIGHWAY (G)8d TO STRINGER I HOLBROOK,NY 11741 (Office)631-563-3381 I • e• I I I •• THE DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY WOOD STAIR TREADS THE ENGINEERING FOR TH15 PROJECT ARE INSTRUMENTS OF THE AND R15ER5. ENGINEERS 5ERVICE5 FOR USE SOLELY WITH RESPECT TO TH15 PROJECT AND THE ENGINEER SHALL BE DEEMED THE AUTHOR OF THESE DOCUMENTS AND SHALL RETAIN ALL COMMONLAW,5TATUTORY AND OTHER RESERVED RIGHTS INCLUDING THE COPYRIGHT. THE ENGINEERS 0 o DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENTS SHALL BE USED BY 0 0 o THE OWNER OR OTHERS ON OTHER PROJECTS,FOR ADDITIONS TO THE CLOSED RISER TYP. PROJECT OR FOR COMPLETION OF TH15 PROJECT BY OR FOR OTHERS (2) 1/2"0 x 4 1/4"HILIT KWIK REV. DESCRIPTION DATE w BOLT 3 EXPANSION ANCHORS WOOD DECK OR I I I I OR APPROVED EQUAL o o 5TAIR HEADER LANDING(SEE PLAN) 03 I I I DECK FRAMING(PLAN) 02 3" 3" CONT. 2x4 PLATE, PRESSURE TREATED 01 2x 12 STRINGER @ 12"O.C. SEAL FIN15H GRADE 51MP50N TA I OZ STAIR ANGLE TYP. 00 00 1 F ME aa - a - ° QSSP y0 ° ° ° a ° i // // // '°// // // ° // // ° \/\\/\\/\\/ \/\/ 12"WIDE x 12"DEEP x 45" Lu /\\\ 4 ° ° Lu a° ° ° ' °j\\/j\\/ \\/j\\/\\\/j\d a° d a \ LONG CONCRETE FOOTING m C?Lu ° ° \ \\ NOTE5: 2359 v� 1. ALL WOOD SHALL BE WEATHER SEALED °FESS104 2. RISE RUN SHALL CONFORM APPLICABLE (5 BUILDING CODES(SEE G.S.N.) \\\\\%\\\\\\\\\\\\\\\\\\\\/\\\ //X 3. HANDRAIL AND GUARDRAIL NOT 5HOWN /,./� // //i/,./ ,/ ,. FOR CLARITY. SMITH RESIDENCE (2)#5 BARS CONTINUOUS 1405 TERRY LN. ORIENT,NY 11957 3" 30"MIN. —3"- 45" S 11 A TYP. WOOD STAIR CONSTRUCTION STRUCTURAL DETAILS S I I NOT TO 5CALE prof.# 2022-020 Drawn by: GWN Date: 01/31/22 Checked by: AS scale: AS NOTED page: 11 Of 19 A.S. Engineering Services, P.C. NEW YORK CITY: 2x2 WOOD BALUSTERS @ 5" 630 FIFTH AVE.,SUITE 2000 O.C., ATTACH TO TOP*BOTTOM NOTE: NEW YORK,NY RAILS WITH 1/4"WOOD SCREWS SEE STRUCTURAL NOTES 5HEET LONG ISLAND: WITH MIN. I"EMBED. 53 FOR CODE COMPLIANCE 112 WILSON DRIVE PORT JEFFERSON,NY 11777 QPHONE: 5 11211 5 1/2" CELL:(631)560-0259 FAX:(631)938-0784 I/2" I I/2" I/2" I I!2" Ix5 coNTlNuous TOP RAIL. FOUR SEASONS SUNROOMS ATTACH TO TOP PLATE WITH 1 1/2"CLR. (2)5D8x 1.25 WOOD 5005 VETERANS MEMORIAL HIGHWAY SCREWS @ 12"O.C. ,SLOPE HOLBROOK,NY 11741 TOP TO DRAIN HANDRAIL HANDRAIL (Office)631-563-3381 THE DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY MAI THE ENGINEERING FOR THIS PROJECT ARE INSTRUMENTS OF THE ENGINEERS SERVICES FOR USE SOLELY WITH RESPECT TO TH15 PROJECT If AND THE ENGINEER SHALL BE DEEMED THE AUR10R OF THESE N DOCUMENTS AND SHALL RETAIN ALL COMMONLAW,STATUTORY AND OTHER RESERVED RIGHTS INCLUDING THE COPYRIGHT. THE ENGINEERS DRAWINGS,51ECIFICATION5 AND OTHER DOCUMENTS SHALL BE USED BY 4 1/2n MA)(, W THE OWNER OR OTHERS ON OTHER PROJECT5,FOR ADDITIONS TO THE 0 PROJECT OR FOR COMPLETION OF THIS PROJECT BY OR FOR OTHERS O 0 CONTINUOUS 2x4 Z z PLATE-ATTACH WITH Q REV. DESCRIPTION DATE Q (2) 16dHDG SINKERS EA. P05T � 03 F > tu 02 0Q Q 4x4 POST @ 48"O.C. 01 MAX. -ATTACH TO 2x2 WOOD BALUSTERS @ C\jSTRINGER w/(2) 1/2"0 = 5"O.C., ATTACH TO TOP# SEAL THRU BOLTS m BOTTOM RAILS WITH 1/4" z (COUNTERBORE) WOOD SCREWS WITH MIN. z I"EMBED. of NS �/Y m 2 �Q� �SSPy O,A 2x 12 STAIR TREAD w/SIMP5ON TAI OZ ANGLE EA. SIDE r C7 W m w Oo 2359 �� I OFES SI ONP SMITH RESIDENCE 1405 TERRY LN. 5"TYP. ORIENT,NY 11957 2x 12 STRINGER Q S 12 SECTION A-A SECTION [3-5 4x4 POST @ 48"O.C. MAX. STRUCTURAL DETAILS -ATTACH TO STRINGER w/(2) 112'0 THRU BOLTS prof.# 2022-020 Drawn by: GWN (COUNTERBORE) Date: 01/31/22 Checked by: AS scale: AS NOTED page: 12 of 19 A TYP. WOOD STAIR GUARD RAIL AND HANDRAIL DETAIL 5 I •� NOT TO 5CALE A.S. Engineering Services, P.C. NEW YORK CITY: 630 FIFTH AVE.,SUITE 2000 NEW YORK,NY LONG ISLAND: 112 WILSON DRIVE PORT JEFFERSON,NY 11777 PHONE: CELL:(631)560-0259 EX 1ST. h O U 5 E FAX:(631)938-0784 FOUR SEASONS SUNROOMS GARAGE 5005 VETERANS MEMORIAL HIGHWAY HOLBROOK,NY 11741 (Office)631-563-3381 THE DRAWING5,5PECIFICATION5 AND OTHER DOCUMENT5 PREPARED BY THE ENGINEERING FOR TH15 PROJECT ARE I1,15TRUMENT5 OF THE ENGINEERS 5ERVICE5 FOR U5E SOLELY WITH RE5PECT TO TH15 PROJECT AND THE ENGINEER 5HALL BE DEEMED THE AUTHOR OF THESE EX15T. 12068 DOCUMENT5 AND 5HALL RETAIN ALL COMMONLAW,5TATUTORY AND OTHER RE5ERVED RIGHT51NCLUDING THE COPYRIGHT.THE ENGINEERS QUAD DOOR DRAWINGS,SPECIFICATIONS AND OTHER DOCUIVIENT5 5HALL BE U5ED BY THE OWNER OR OTHER5 ON OTHER PROJECT5,FOR ADDITION5 TO THE PROJECT OR FOR COMPLETION OF TH15 PROJECT BY OR FOR OTHERS PROPOSED SUNROOM REV. DESCRIPTION DATE 13'-G 1/8" x 9'-9 1/5" 03 EXIST. o 02 REMOVE EXIST. DECK AT WOOD N 01 I NEW SUNROOM LOCATION DECK SEAL I I I I m ��of NS I �P SS P y 0,9 EXIST. WOOD DECK I �� I W/ ROOF OVER I I w I I � I I 2359 I I OFFS SloNP I- - - - - - - - - - - - - - - -� 13,_618 SMITH RESIDENCE 1405 TERRY LN. ORIENT,NY 11957 SECTION AH 103.2 LIGHT, VENTILATION, AND EMERGENCY EGRESS EXTERIOR OPENINGS REQUIRED FOR LIGHT AND VENTILATION INTO Al A PATIO STRUCTURE CONFORMING TO SECTION AH 101 SHALL BE PARTIAL FLOOR PLAN UNENCLOSED WHERE SUCH OPENINGS SERVE AS EMERGENCY prof.# 2022-020 Drawn by: GWN EGRESS OR RESCUE OPENINGS FROM SLEEPING ROOMS. WHERE A PARTIAL FLOOR PLAN r SUCH EXTERIOR OPENINGS SERVE AS AN EXIT FROM THEA I Date: 01/31/22 Checked by: AS SCALE: 1/4 = P-O' p DWELLING UNIT, THE PATIO STRUCTURE, UNLESS UNENCLOSED, scale: AS NOTED page: 13 of 19 SHALL BE PROVIDED WITH EXITS CONFORMING TO THE PROVISIONS OF SECTION R3 I I OF THIS CODE. A.S. Engineering Services, P.C. NEW YORK CITY: NOTE! 630 FIFTH AVE.,SUITE 2000 NEW YORK,NY LONG ISLAND: LAMINATED ROOF GLASS REQUIRED 112 WILSON DRIVE 8c IMPACT GLAZING REQUIRED IN PORT JEFFERSON,NY 11777 ALL VERTICAL WALLS PHONE: CELL:(631)560-0259 FAX:(631)938-0784 FOUR SEASONS SUNROOMS 12 5005 VETERANS MEMORIAL HIGHWAY C 2 HOLBROOK,NY 11741 34 34 34 R4 34 34 j CUSTOM (Office)631-563-3381 / 3FT VGT THE DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY THE ENGINEERING FOR TH15 PROJECT ARE INSTRUMENTS Of THE ID ENGINEERS 5ERVICES FOR USE 50LELY WITH RESPECT TO THIS PROJECT / B B C AND THE ENGINEER SHALL BE DEEMED THE AUTHOR OF THESE 31 RS 31 3 R4 31 R5 \ / B / W m F- DOCUMENTS AND SHALL RETAIN ALL COMMONLAW,5TAMORY AND HOUSE 31 WALL RGA Q OTHER RESERVED RIGHTS INCLUDING THE COP'MGHT.THE ENGINEERS 00 LU DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENTS SHALL BE USED BY Co \LO I THE OWNER OR OTHERS ON OTHER PROJECTS.FOR ADDITIONS TO THE 0_ / 3FT 7 C PROJECT OR FOR COMPLETION OF THIS PROJECT BY OR FOR OTHERS O w D A p / OUTSWING n S R4 R5 w / \DOOR C z REV. DESCRIPTION DATE 00 A Ld R6 46 46 46 R4 46 46 v, A 03 RG \ 02 01 4 1/2" 2'-6 5/8" 2'-6 5/8" SEAL 2'-6 5/8" 2'-6 5/8" 2'-6 5/B7---4 1/2" 6'-0" 3'-8 1/8"- 13'-6 /8"13'-6 1/8" 9'-8 1/8" OF NEW (DPLAN VIEW � LEFT ELEVATIONsSP y0,p SCALE: 1/4"=1'-0" SCALE: 1/4"=1'-0" Cq Qy r pC n I u m KR2 2 2 / 2359 5AT2R 4CT2R FESSIONP 5FT VGT -6" VG 5FT VGT 5FT VGT 4FT VGT F w 5FT 2,-6" 5FT 00� w 5FT 4FT \_ > VINYL C VINYL \= > P VINYL / a VINYL In VINYL �'w w DUAL R2 DUAL w w R2 DUAL SMITH RESIDENCE 0= FIXED =cD= SLIDER _o Li SLIDER SLIDER o�Li SLIDER rn It M o WINDOW WINDOW WINDOW � Of'o� DOOR INDOW / Co o CO 0 1405 TERRY LN. IEnn B B B p Jin D C r` o R2 R3 R3 R3 o R3 R3 ORIENT,NY 11957 z z = 5FT VINYL 2'-6" 5FT VINYL R2 4FT VINYL / GLASS KICK VGK GLASS KICK GLASS KICK R1 SUNROOM PLAN & ELEV. A A R3 pro).# 2022-020 Drawn by: GWN 13'-61/8" 9'-81/8" Date: 01/31/22 Checked by: AS a FRONT ELEVATION p RIGHT ELEVATION scale: AS NOTED page: 14 of 19 SCALE: 1/4"=l'-O" EVIRD A.S. Engineering Services, P.C. SAVE TOP(OM(A-) SAVE BOTTOM(A•7EB) (2/12 MIN.-5.012 MA%. STANDARD GLA55rRAPs NEW YORKCITY: FOR?JI 5LOPE5"SLOPE ONLY.ALL AP 630 FIFTH AVE.,SUITE 2000 SLOPES 2 SL BE CUSTOM TRAP". NEW YORK,NY LONG ISLAND: .e A 12•TEI.SCREw (7•150)AT®12.O.C. 112 WILSON DRIVE PORT JEFFERSON,NY 11777 PHONE: CELL:(631)560-0259 D EAV E FAX:(631)938-0784 R2 SCALE:G"=1'-0" FOUR SEASONS SUNROOMS I 5005 VETERANS MEMORIAL HIGHWAY TRANSOM SIZE HOLBROOK,NY 11741 (5 ANDARD I FTTPAN501I GLAZING TAPE (Office)631-563-3381 HI.I009ACR THE DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY THE ENGINEERING FOR THI5 PROJECT ARE INSTRUMENTS OF THE SNAP IN MULL ENGINEERS 5ERVICE5 FOR USE 50LELY WITH RESPECT TO THI5 PROJECT AND C WINDOW HEAD F SLIDER DOOR HEAD DOCUMENTS E TSNDSMALEER LLBE IN ALLDEEMCTHEAUTHOR ST THESE DOCUMENTS AND SHALL RETAIN ALL COMMONLAW,STATUTORY AMC) SCALE:G"=1-O" R2 SCALE:G"=1'-O" OTHER RESERVED RIGHTS INCLUDING THE COPYRIGHT.THE ENGINEERS R2 DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENTS SHALL BE USED BY O THE OWNER OR OTHERS ON OTHER PROJECT5,FOR ADDITION5 TO THE Q51LICONE SEALANT PROJECT OR FOR COMPLETION OF THIS PROJECT BY OR FOR OTHERS Z TRIM OFF FLANGES REV. DESCRIPTION DATE FSNAP IN MULLS 03 a J a TOP OF SLIDING DOOR Oo w ELEV.79-1/2• ALUM SLIDING DR 02 MEAD ADAPTOR h O D O O 6O 92 3/8' 92"CUT HEIGHT OF SEAL Gwk(&TWIEsAL EXTRUSIONS == WINDOW SILL LJ B UNDERSIDE OF E VE HT.IO09ACR -0-- O 0 a O SCALE:G"=P-O" 0 OF NEG►/ R2SNAP IN MULL V SS O,p p 0 W �o >< 2359 Q FESSIONQ\. X�tWWWl I V' K� a a oo SMITH RESIDENCE 1405 TERRY LN. +B. /2 TM SCREW � 0' {� 'O ORIENT,NY 11957 (7'150)AT®12'O.C. 0 0 EMBEIC DOOR R2 A SILL IN SILICONE SEALANT DD� SCALE:G"=I'-O" m D D R2 e D a SUNROOM DETAILS MINIMUM CONNECTIONS proj.# 2022-020 Draw,by: GWN ARE SHOWN IN THE I I A SCHEDULE ON PAGE 51. FOR DETAILS OUT OF SILL BEYOND Date: 01/31/22 Checked by: AS NOT SHOWN SEE 6 scale: AS NOTED page: 15 of 19 ALUM FLASHING BY INSTALLER E SLIDER DOOR SILL R2 SCALE:G"=1'-O" A.S. Engineering Services, P.C. NEW YORK CITY: 630 FIFTH AVE.,SUITE 2000 NEW YORK,NY LONG ISLAND: 112 WILSON DRIVE PORT JEFFERSON,NY 11777 PHONE: CELL:(631)560-0259 MINIMUM CONNECTION5 ARE FAX:(631)938-0784 ALUM JAMB ADAPTOR OUT5IDE FACE OF SHOWN IN THE 5CHEDULE ON INSIDE OUT5IDE EX15TING 5TRUCTURE PAGE 51. OF OF r #8 x 1/2" TEK SCREW (H7w150) #10 5CREW5 (@ 5TRUCTURAL ROOM ROOM = @ 16" O.C. MAX. EACH SIDE TTWO WO 3'IN FROMO.C.MIN. FRAMING) FOUR SEASONS SUNROOMS z EXTR'D ALUMINUM #8 x I/2°TEK 5CREW APPLY CAULKING 5005 VETERANS MEMORIAL HIGHWAY WEEP HOLE CLOSED SILL (A'7CS) (H7.1 50)51X AT BCL05 BETWEEN SILL 4 WALL ALUMINUM CLOSED SILL(A-7C5) HOLBROOK,NY 11741 (BY INSTALLER) 2x6 DECKING OR 3/4" PLYWOOD EACH COLUMN #8 x 1/2°TEK 5CREW PLACED VERTICALLY AGAINST (Office)631-563-3381 FLOOR SHEATHING WALL _ (H7'150)SIX AT EACH _ TT _ _ _ _ _ _ _ _ _ COLUMN THE DRAWINGS,5PECIFICATIONS AND OTHER DOCUMENT5 PREPARED BY FLASHIN G�- -t-� - - - - - - - - - #8 x 1/2'TEK 5CREW THE ENGINEERING FOR THI5 PROJECT ARE IN5TWMENT5 OF THE (BY INSTALLER) EXTR'D ALUMINUM EXTR'D ALUMINUM (H7•150) ENGINEER55ERVICES FOR U5E 5OLELYWITH RESPECTTO THI5 PROJECT 5TD.H-COLUMN(A7.1 11) 5TD.H-COLUMN(A7•I 1 1) AND THE ENGINEER 5HALL BE DEEMED THE AUTHOR OF THESE MINIMUM CONNECTIONS ARE SHO DOCUMENT5 AND 5HALL RETAIN ALL COMMONLAW.5TAMORY AND IN THE SCHEDULE ON PAGE S1. 1 OTHER RE5ERVED RIGHTS INCWDING THE COPYRIGHT.THE ENGINEER5 / ALUM JAMB ADAPTOR DRAWINGS.SPECIFICATION5 AND OTHER DOCUMENT5 SHALL BE U5ED BY EXTR'D ALUMINUM THE OWNER OR OTHERS ON OTHER PROJECr5.FOR ADDITIONS TO THE WINDOW JAMB ADAPTOR PROJECT ORFORCOMPLETIONOFTHI5PROJECT BYORFOR,OTHER5 DOUBLE 2X6 JOIST ROOM PERIMETER PLAN VIEW MINIMUM CONNECTION5 ARE G= .42 (MINIMUM) SHOWN IN THE 5CHEDULE ON REV. DESCRIPTION DATE (2�) H-CHANNEL CONNECTION AT SILL PAGE 51. NOT TO SCALE 03 2X BLOCKING FINISH 42 (MINIMUM)G= . (BY INSTALLER) C GABLE ATTACHMENT AT HOUSEWALL w/WINDOW 02 NOT TO 5CALE 01 �-UNIT WIDTH/LENGTH EXTR'D ALUMINUM NOTE: QUAD 'H' (A*7QH) SEAL 1. CONNECTION TO FOUR SEASONS CONT. EXTR'D ALUMINUM "CONSERVA DECK" SAME AS SHOWN CLOSED SILL (A•7CS) BELOW ��OF NEW EXTR'D ALUMINUM EXTR'D ALUMINUM A SILL TO DECK CONNECTION DETAIL CORNER COLUMN UTILITY COVER (A*5GT) �Q, �S SPY Q� NOT TO SCALE (A-7C9) O #8 x 1/2" TEK SCREW (7*150) Q '� EIGHT AT EAC D Lu n I W MINIMUM CONNECTIONS A �p / m SHOWNI St. SCHEDULE �O, C� O� 1 �w ON 1 o T� DD 2358 v� � FEss►oN 5 N5.1 Ej / \ Q =E1 UTILITY ALUMINUM / D UTILITY H-COLUMN (A7*145) �3911G, C71 SMITH RESIDENCE — 1405 TERRY LN. ❑p ORIENT,NY 11957 59 3/8" DOOR WIDTH PLAN SLIDER DOOR JAMB R3 p NOT TO 5CALE IW SUNROOM DETAILS proj.# 2022-020 Drawn by: GWN Date: 01/31/22 Checked by: AS Scale: AS NOTED page: 16 of 19 A.S. Engineering Services, P.C. NEW YORK CITY: 630 FIFTH AVE.,SUITE 2000 NEW YORK,NY EXISTING STRUCTURE / LONG ISLAND: FLASHING BY INSTALL E / 112 WILSON DRIVE 1/16" GLAZING TA / PORT JEFFERSON,NY 11777 (HK1009ACR) PHONE: EXTR'D ALUMINU GLAZING CAP / CELL:(631)560-0259 (A•5GC) j FAX:(631)938-0784 #10 x 3/8" MACH[ SCREW(HN2011) EXTR'D ALUMINUM---,_ OT X 3/8" MS (OF EACH (1 ®EACH GLAZING BAR FOUR SEASONS SUNROOMS GLAZING CAP (A•5GC) OTY. (1) AT C/L OF EACH BAR EXTR'D ALUMINUM / RIDGE TD(A•8 RG)ALUMINUM EAVE ALUMINU EAVE END CAP C•8110 GLAZING TAPE (HK1009ACR) MUNTIN CAP (A•4MXB) SILICONE SEALA - / / EXTR'D ALUMINUM 5005 VETERANS MEMORIAL HIGHWAY EXTR'D ALUMINU (BY OTHERS) 1/16" THK. GLAZING / RIDGE TRIM (A•7MT) HOLBROOK,NY 11741 /WALL BAR (A•6WBB TAPE (HK1009ACR) / QTY. (3) SETTING BLO / (Office)631-563-3381 (HK1023NEO) 1/8" SETTING WEEP HOL 7/8" INSULATED BLOCK (HK1023) MINIMUM CONNECTIONS ARE— / THE DRAWING5,5PECIFICATION5 AND OTHER DOCUMENTS PREPARED BY GLASS SHOWN IN THE SCHEDULE THE ENGINEERING FOR THI5 PROJECT ARE INSTRUMENTS OF THE g10 x 3/4' SD SC d EXTR'D ALUMINUM RUBBER SETTING r � / ON PAGE S1. ENGINEERS SERVICES FOR USE SOLELY WfTH RESPECT TO THIS PROJECT (H•2027) ®12" O.C. SAVE TRIM (A•7MT) BLOCK (HK7023B) I / AND THE ENGINEER SHALL BE DEEMED THE AUTHOR OF THESE - DOCUMENTS AND SHALL RETAIN ALL COMMONLAW,5TAMORY AND _ — — — — #8 x 1/2" TEK SCREW EXTR'D ALUMINUM � � OTHER RESERVED RIGHT5 INCLUDING THE COMGHT.THE ENGINEERS — — (7"150) 4 PER CUP — — — — — — MUNTIN (A•4MTB) 1/4" x 1 1/4" SELF THREADING DRAWING5,SPECIFICATIONS AND OTHER DOCUMENTS SHALL BE USED BY GUTTER CLIP (CNLAD ) CLIP ANGLE SCREW(H•2080) THE OWNER OR OTHERS ON OTHER PROJECTS.FOR ADDITIONS TO THE TRIM BY INSTAL (1-SR-AC) 10-24 x 3/4" MACHINE / (TWO ON EACH SIDE OF BAR PROJECTOR FOR COMPLETION OF THI5 PROJECT BY OR FOR OTHERS SCREW(HN2008) AT EACH CONNECTION) EXTR'D ALUMINUM WITH THERMAL EAVE CLIP (CN13004) BUSHING (CN4201) I tt INTERNAL 1/4" THICK RIDGE CLIP /#10 x 3/4" SD SCREWS RUBBER MUNTINL— / (CN4210L) QTY. (1) PER BAR REV. DESCRIPTION DATE (H•2027) QTY. (7) PER C P COVER (R•4MI) y10 x 1 1/4" TEK SCREW EXTR'D ALUMINU / EXTR'D ALUMINUM 03 Q 14-N (H-2026) RAFTER BAR RIDGE LEDGER (A•4LL) "9% v_ # GLAZING)BARACH (A•SLB3) 02 _ — — — EXTR'D ALUMINUM 3" RAFTER BAR _ — — — EXTR'D ALUMINUM WOOD LEDGER / 01 UNIVERSAL GUTTER (A-503) 3" RAFTER BAR SEE STRUCTURAL SHEETS (A-K5G) EXTR'D ALUMINUM EXTR'D ALUMINUM (A•5LB3) -f I I/Z° 3'5NAP-ON GUTTER Q ADJ. EAVE TOP SEAL FASCIA(A'3GFG) (A•7ETB) C2 9'-8 1/8" TO OUT OF SIL WEEP HOLE V ROOF M U NTI N j1hUNDERSIDE OF EAVE i R4 SCALE.G'= P-O' C RIDGE of: NEw ELEV. 92 3/8" R4 SCALE:G"= I'-0` ,`� y S SP EXTRD ALUMINUM EXTRD ALUMINUM CD Q' SAVE BOTTOM EAVETOP(A•7ETB) (A'7E5) #&x 112'TEK SCREW EXTR'D ALUMINU (7.150)Q 12.O.C. MUNTIN CAP (A•4MXB) INSULATED r Cc GLASS 0 Lu 10-24 x 3/8" m a SCREW (H 2011) GLAZING ORD (RK5NGL)CRD 2359 O�ESSIONP A SAVE DETAIL R4 5CALE:G"= V-0" SMITH RESIDENCE EXTR'D ALUMINUM-----'-' 1405 TERRY LN. RAFTER BAR (5LB3) ORIENT,NY 11957 EXTR'D ALUMINUM MUNTIN (A•4MTB) GLAZING TAPE R4 (HK1009ACR) SUNROOM DETAILS D CR055 MUNTIN RAFTER BAR CONNECTION Pro;.# 2022-02o Drawn by: GWN R4 5CALE:G'= I'-O" Date: 01/31/22 Checked by: AS Scale: AS NOTED page: 17 of 19 • A.S. Engineering Services, P.C. NEW YORK CITY: 630 FIFTH AVE.,SUITE 2000 NEW YORK,NY LONG ISLAND: 112 WILSON DRIVE PORT JEFFERSON,NY 11777 PHONE: CELL:(631)560-0259 FAX:(631)938-0784 FOUR SEASONS SUNROOMS 5005 VETERANS MEMORIAL HIGHWAY HOLBROOK,NY 11741 (Office)631-563-3381 THE DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENT5 PREPARED BY THE ENGINEERING FOR TH15 PROJECT ARE IN5TRUMENT5 OF THE NOTE: ENGINEERS 5ERVICE5 FOR U5E SOLELY WITH RE5PECT TO TH15 PROJECT COUNTER FLASHING BY INSTALLER WHEN INSTALLING UNITS WITH AND THE ENGINEER SHALL BE DEEMED THE AUTHOR OF THESE GLASS TRAPS THAT EXTEND DOCUMENTS AND 5HALL RETAIN ALL COMMONLAW,5TATUTORY AND FLASHING BY INSTALLER UP INTO THE GABLE ADD—ON, OTHER RE5ERVED RIGHT5 INCWDING THE COPYRIGHT.THE ENGINEER5 INSTALLER MUST TRIM OFF DRAWINGS.5PECIFICATION5 AND OTHER DOCUMENT5 5HALL BE U5ED BY A PORTION OF THE FRONT FLANGE THE OWNER OR OTHER5 ON OTHER PROJECT5,FOR ADVITION5 TO THE j BLOCKING BY INSTALLER OF THE 4JC CLIP. PROJECT OR FOR COMPLETION OF TH15 PROJECT BY OR FOR OTHERS (THIS WILL ALLOW THE GABLE ADD—ON TO FIT ON PROPERLY.) EXTR'D BEAUTY ALUMINUM REV. DESCRIPTION DATE BEAUTY CAP (A*4BC) EXTR'D ALUMINUM GABLE ADD—ON EXTR'D ALUMINUM (A*17GGA) 03 GLAZING CAP (A•5GC) EXTR'D ALUMINU EXTR'D ALUMINUM / BEAUTY CAP (A*4BC) BEAUTY CAP (A*4BC) ��GLAZING CORD //8 x 1/2" TEK SCREW 02 (RKSNGL) EXTR'D ALUMINU � � (H7*150) TWO AT EACH POST & EXTR'D ALUMINUM GLAZING CAP (A*5G _ _ _ _ _ ®12" O.C. 01 GLAZING CAP (A*5GC) / Ir (TYP. ALL ELEVATIONS) GLAZING NUM (RK5NGL)CORD BEAUTY CAP I(A 4BC) SEAL 7/8" INSULATED /� /'� GLASS GLAZING COR6� V (RKSNGL) MACHINE IS SCREW (HN2004) #10 x 1 1/2" s. . .<<C.�F NEW Y W/ THERMAL BUSHING MACHINE SCREW (HN2004) SPy O,A (CN4201) Cit 10" O.C. MAX.W/ THERMAL BUSHING C Q� 7/8" INSULATED 1/2" SHI MINIMUM CONNECTIONS ARE (CN4201) ®t 10" O.C. MAX GLASS (BY INSTALLER) SHOWN IN THE SCHEDULE II I t— ON PAGE S1. #10 x 1 1/2" S.S. IILL C7 I MACHINE SCREW (HN2004) EXTR'D ALUMINU m W/ THERMAL BUSHING I GLAZING BAR (CN4201) C± 10" O.C. MAX. (A*5LB3) EXTR'D ALUMINUM I EXTR'D ALUMINUM 2359 !` EXTR'D ALUMINUM / RAFTER BAR GABLE END POST BEYOND RAFTER BAR / (A*5LB3) FESSION (A*5LB3) 1 1 /2" A RAFTER BAR B WALL RAFTER C GABLE END SMITH RESIDENCE R5 SCALE:6°= I'-O° SCALE:6"= I'-O" R5 R5 1405 TERRY LN. ORIENT,NY 11957 R5 SUNROOM DETAILS proj.# 2022-020 Drawn by: GWN Date: 01/31/22 Checked by: AS scale: AS NOTED page: 18 of 19 A.S. Engineering Services, P.C. NEW YORK CITY: • 630 FIFTH AVE.,SUITE 2000 NEW YORK,NY LONG ISLAND: 112 WILSON DRIVE PORT JEFFERSON,NY 11777 PHONE: CELL:(631)560-0259 FAX:(631)938-0784 FOUR SEASONS SUNROOMS GLAZING TAPE 5005 VETERANS MEMORIAL HIGHWAY HKI009ACR HOLBROOK,NY 11741 OILITOP OF SWING DOORS (Office)631-563-3381 ELEV.80' THE DRAWINGS,SPECIFICATIONS AND OTHER DOCUMENTS PREPARED BY THE ENGINEERING FOR THI5 PROJECT ARE IN5TRUMENT5 OF THE 5NAP IN MULLS ENGINEERS SERVICES FOR USE SOLELY WITH RESPECT TO THIS PROJECT AND THE ENGINEER SHALL BE DEEMED THE AUTHOR OF THESE DOCUMENTS AND SHALL RETAIN ALL COMMONLAW,STATUTORY AND OTHER RESERVED RIGHTS INCLUDING THE COPYRIGHT.THE ENGINEERS EXTERIOR °I INTERIOR DRAWINGS,5PECIFICATION5 AND OTHER DOCUMENTS SHALL BE USED BY �I 1 EXTR'D ALUMINUM THE OWNER OR OTHERS ON OTHER PROJECTS.FOR ADDITIONS TO THE V QUAD �H' (A*7QH) PROJECT OR FOR COMPLETION OF TH15 PROJECT BY OR FOR OTHERS B OUTSWING DOOR HEAD FACE OF CONT. EXTR'D ALUMINUM R6 x�`G•=1'-0• EXISTING WALL SILL(7C5) CLOSED SILL (A*7CS) BELOW REV. DESCRIPTION DATE EXTR'D ALUMINUM = CORNER COLUMN W QEXTR'D ALUM (A*7C9) 03 = u H-CHANNEL(7'1 1 1) #8 x 1/2" TEK SCREW (7*150) 02 EIGHT AT EACH CORNER O 8 x I/2"TEK 01 O (1-17'150)TYPICAL D SEAL A OUTSWING DOOR SILL 1 o) SOF NEI�(ir r HKI 01NG 24 TAPE _ \\ J 53/8' 51UCONE SEALANT EXTR'D ALUMINUM / BY INSTALLER CLOSED SILL(A'7C5) 1" CC I W ALUM 5WING DOOR 3 911 G° (tl W ADAPTOR U8 x 1/2°TEK SCREW(H7'150) 0 MINIMUM CONNECTIONS ARE uQ 16-O.C.MAX.EACH SIDE \ SHOWN IN THE SCHEDULE MINIMUM CONNECTIONS ARE n ON PAGE 51. SHOWN IN THE SCHEDULE 2359 36 7/16" OUTSWING DOOR WIDTH ON PAGE S1. FESSIO�P�' UNDERSIDE OF SILL A, C PLAN OUTSWING DOOR JAMB ELEV.0'-0"(DAVM) � Nor To 5cA E MINIMUM CONNECTIONS WEEP HOLES ARE 5HOWN IN THE SCHEDULE ON PAGE 51. SMITH RESIDENCE 1405 TERRY LN. ORIENT,NY 11957 R6 SUNROOM DETAILS prof.# 2022-020 Drawn by: GWN Date: 01/31/22 Checked by: AS Scale: AS NOTED page: 19 of 19