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PLANS t^ , i1 HARRISON & BURROWES �a6.•�Fr�C• �0Fr S',:{L BRIDGE CONSTRUCTORS, INC. SHEET NO. ttLEVA1760 OF y/ - P.O. BOX 335 CALCULATED BY DATE C:7/I IZS GLENMONT, NEW YORK 12077 (518) 465-6254 CHECKED B/Y, DATE _ SCALE ! rC pr I ...11110k,. i! ___. . ; IFi' i , 1 IOCYO � o ` -_ _ - - ©WPC 4c •UEEtrlSBURY! ofyy ( f �'. �,',,ti� i a"�li�9E�' 1 TOWN Or QUEENSBURY r ._ r - ,—, _. 5 ,� . .1 • 1 • �qy �:ary� � k ; BUILDING DEPARTMENT' c -'' 1 L.- :,�i �'�6 1 • ' - Based!on our,limited examination,compliance i- - f� ;.;�,' - �§ .g a - with our-comments shai -let be construed ?� �- t ' •. es _ indicating the plans and specifications in ; )'t• . • ` full•compliance with the Building • 6 of ; 3 ' �� 2 p y ' NewYark-State. � .�� 1 i I i (��� 1 _i 1 i_ I— ,. �,� _ H 1 ,, , ` ' . . i ' • ; 1 I i I, .i. L _ i ,,:a E il _ I , I i 1 j \dx--isvi‘' ! c•- --,1--1._;v..)'6-‘,/:-)Ki . -,%7-+-A4--4-4f , .-2_.pccal 3N.t.,.x) _''' 1 . ,', ry\ I i , 1 � C l ���"iK i 0- j' ?L��7��/'iG.ec?t'a cA r3 ( "iIAG._ -. , /•,.- . .,'. ( i.- r .., .;(.4-e.e G .1,l f. 4r '1-G.:.L..•{ -tom / , i i• ( ! I I_� 3 1,:7 'Z9 RI i ` ! --- ;-----�- 1 -I— z. 0-- - — 1991 , I • hf --r ,R)'UCI. -115iVenettsi ZCo-1(NAO} ' I . E , JOB aq .X 3 0 .. S f!C b 1 HARRISON & BURROWES BRIDGE CONSTRUCTORS, INC. SHEET NO. O PLAN' OF ( P.O. BOX 335 CALCULATED BY DATE e ,Z- GLENMONT, NEW YORK 12077 1 (518) 465-6254 CHECKED BY DATE - I SCALE / YU S CA 202__.l cr�.l�r Z _� - ' .Se/CA ._ P1 - . rrr + c u�rc�4s eilCC-t . ii I _ ,, - - -. - — _ - t'- - I . I 1 i ' 1 1 1 i i � • . 1 i 1 i 1 1 I 1 j ; 1 I. . ! I U ) 1 Darr I _/lLtl7auJ ' _ 1 i ' Pd :�.S.J lea.::._EGG'LQ272 C�c t)S r. C�� - PRODUCT Zo4.1(S'ig:e Ste;:s)Zo;-I(R.,dded) 7.1.7 - QAI FIRE RESISTANCE RATING Quality Auditing Institute Listing Book Standards: ASTM El 19-"Standard Test Methods for Fire Tests of Building Construction and Materials"; CAN/ULC S 101—"Standard Methods of Fire Endurance Tests of Building Construction and Materials" Rating Product Maximum Maximum Panel Density Cavity Width Thickness ASTM El 19/ 2-Hour 1.35 pcf 4 inches 2 3/4 inches CAN/ULC S701 3-Hour 1.35 pcf 6 1/8 inches 2 3/4 inches Ratings: 4-Hour 1.35 pcf 8 inches 2 3/4 inches Structural Rating at above durations for concrete wall at structural design load. V1 ti W J 4 ' ! Z R r 3 f r �.r - t II .✓.y 4.; Q > Assembly Details: W 1. Insulated Concrete Forms—Standard forms made of two 16"x 48"by 2.75"thick expanded polystyrene(EPS)block panels connected by polypropylene detail webs at 8" O.C. The minimum width of the cavity is 4"as shown in the ratings table above(rating depends on cavity thickness). 2. Reinforcing Steel- No.4 steel reinforcing bars placed horizontally in each course and vertically at 16"O.C.along centerline of wall cavity thickness. 3. Sand-Limestone Concrete—145+/-5 pcf density,2900 psi nominal compressive strength concrete. 4. Gypsum Wallboard—Min.''/z"thick, 1.5 psf minimum density,48"wide gypsum wallboard fastened to flanges of polypropylene webs with 2"long drywall screws at 16" horizontally and vertically. Joints covered with joint compound,covered with joint tape, and.covered with an additional coat of joint compound. Screw heads covered with joint compound. December 6,2010 Go to TABLE OF CONTENTS ■ Build A , Better. BOG IX° NSULATED CONCRETE FORMS pfe Rev. Sep 23/09 �2�0520 09�30 Job Truss Truss Type Qty Ply Stock Trusses 14040600E 2492RAT ATTIC 1 1 Jab Reference(optional) Universal Forest Products,56318 NC 62,Burlington,NC 7.640 s Apr 22 2016 MTek Industries,Inc.Thu Oct 20 09:33:53 2016 Page 1 ID:SR?ASHPnHx?ra11BRBN5xCzUNhR-Ny7nz9vAXLdwpiWzs33aDkQhvKh6096yNU8y9kyRa6 ft-0-0 3 1-7 5 104 10 0 12 12-0.0 L 11-0 18-1-12 20.10 9 24-0 0 25-0.0 &13 4-2.8 1-11 4 T1-17 4 4-2-8 21 3-1-7 1 0 0 Us= Scale=1:62. 7 3x4= = 9.00 FT 3x4 6 B 17 1a 2x4 11 20 II 4xio 5 9 c 4x10 Q 1.5x3 O 4 A 10 1.50 4 3IVI 11 12-0.0 1 2 1 1213 1 I.� 4x6 16 15 14 Jo = 4x6=, 7xl4 MT20H5= 4x6= US= 3-1-7 5-10 4 16-1-12 zo-lo-s z4-a0 3-1-7 2A 13 12-3.8 28-13 3 1-7 Plate Offsets X 2:0-4-13 0.2-0 :030 Ed a 12:0-4-13 0.2-0 SPACING-:2-" SPACING:1-4-0 SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Lid PLATES GRIP LOADING(psf) LOADING(cast) Plate Grip DOL 1.15 TC 0.71 Ved(LL) -OA4 14-16 >653 240 MT20 1971144 TOLL 46.2 TOLL 69 3 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.70%16 >409 180 MT20HS 187/143 (Ground Snow 60 (Ground Snow=90.0 Rep Stress Ina YES WB 0.51 Horz(Cf) 0.02 12 n1a nta TCDL 10..00 TCDL 1 .0 a Code IRC2015rrP12014 BCLL 0.0• BCLL .0 (Matrix) V1find(LL) 0.10 1416 >999 360 Weight:1551b BCDL 10.0 BCDL 15.0 FT=4% LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E-Except- TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc putting. T7:2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x8 SP DSS WEBS 2x4 SPF No.2 REACTIONS. (Ib/size) 2=1821/0-3-8(min.0-1-14),12=1821/0.3-8(min.0-1-14) Max Horz2=202(LC 11) Max Upl1ft2=97(LC 12),12=97(LC 13) Max GTav2=1842(LC 23),12=1842(LC 24) i FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=26271310,3.4=2338/276,4-5=2197/283,5-17=1594/286,6-17-1386/308,6-7=-46/512,7-8=46/512,8-18=1386/308, 948=1594/286,9AO-2196I283,10-11=23371276,11-12=2627/310 BOT CHORD 2-16=157/2067,15.16=19/1563,14-15=19/1563,12-14=-157/1988 WEBS 6.8=21251449,5-16=01988,9-14=01988,3-16=6501178,11-14=651/178 NOTES- 1)Wind:ASCE 7-10;Vul1=115mph(3-second gust)Vasd=91mph @24in o.c.;TCDL=3.3psf;BCDL=3.3psf;(Alt.141mph @thin o.c.;TCDL=5.OpsF BCDL=5.0psf);h=24ft;Cat.1%Exp C:enclosed;MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and fight exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pg=60.0 psf(ground snow);Pf=46.2 psi(flat roof snow);Category 11;Exp C;Partially Exp.:Ct=1.1 3)Unbalanced slow loads have been considered for this design. 4)This truss has been designed for greater of min roof rive load of 16.0 psf or 2.00 times flat roof load of 46.2 pet on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8)Ceiling dead load(5.0 psl)on member(s).5.6,8-9,6-8 9)Bottom chard live.load(30.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.14-16 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s)2,12. 11)This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPi 1. 12)"Pin all pitclhbreaks"Member end fixity model was used in the analysis and design of this truss. 13)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S)Standard p F N6 P �O S r n tv No. 085777-1 �G AR�FESS 10NP� This wss is toMfalvieated per ANSVI'Pl gnalilyregituemrnu.Plahas}mllMnfsim and type shorn and ccnterdmjoint<smla<nthcrwim and.Tid<deeiga is fass:d upsro pammacrs xhnwn.andkfsc anindmdual building component to be installed and loaded veniolly.Applimbnily of design p=metas and proper incur don of component is-ponsibility of disc Building Designer.Building Designer shall vedfy all design information on thisAcelforconformance with conditions andrequvemmts orlhe specific building and govemhsgcades and adinanees.Building Designorassepissoponsibilltyfnrtheco inasmassumeyafthedoign inramatiao as it may relate toa specific building.cenifeailon is valid only nllm truss is fabdrnd by a UFP company.Bracing shown is for literal support or truss members only and does not replace erection and permanent bracing.Refer to Building Component Safety Inhxmatiat I11CS0 for general guidance regarding storage,delivery oration and bracing available fmm SBCA and Truss Plate institute