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Specifications STRUCTURAL CALCULATIONS for Brownstone t tCrossing Building Longstaff Street Tigard, Oregon February 29, 2012 0 ORE S .. nw 4 " OM,12/30,20 Seattle Structural 1420 Fifth Avenue,Suite 425, Seattle,WA 98101-4019 206-343-3000 phone 206-343-3013 fax I. Building Code: 2010 Oregon Structural Specialty Code il. Design Loads: A. Roof Roof(snow)= 25 psf B. Floor Floor live load= 40 psf(typical) Floor live load = 100 psf(corridor) C. Wind Wind speed= 95 mph, Exposure= B D. Seismic Site Class= D Seismic Design Cat. = D E. Lateral Earth Pressure(soil fluid density) Restrained at top= 55 Unrestrained at top= 35 III. Materials(design stresses): A. Soil Allowable bearing pressure= 2000 psf Friction(sliding coefficient) = 0.35 Passive bearing pressure= 250+pcf Perimeter frost depth= 1.5 feet Interior footing depth= 1 feet B. Concrete Foundations F'c= 2500 psi Walls, columns F'c= 2500 psi Structural slabs F'c= 2500 psi D. Reinforcing Fy= 60 ksi ASTM A615, Grade 60 E. Steel Rolled WF shapes Fy= 50 ksi ASTM A572, Tech. Bulletin#3 Plates, bar&other rolled shapes Fy= 36 ksi ASTM A36 Pipe Fy= 40 ksi ASTM A53,Type E or S, Gr B Tubing Fy= 46 ksi ASTM A500, Gr B F. Glu-Lam Simple span: Fb= 2,400 psi Combination 24F-V4 Cantilevered span: Fb= 2,400 psi Combination 24F-V8 G. Sheathing APA Performance Rated Panels, per NER 108, Exposure 1 Roof: 19/32(or 5/8)thick,40/20 Floors: 23/32(or 3/4)thick, T&G,48/24 Walls: 15/32 (or 1/2)thick,24/0 I-I. Sawn Lumber- Basic Design Values-2005 N.D.S. Species Grade "Fb, psi" "Fv, psi" "E, ksi" Use Doug.-Fir #2 875 95 1,600 2"to 4"thick floor&roof framing Doug.-Fir Stud 675 95 1,400 "to 4"thick wall frmg.x 4"to 6"wid Doug.-Fir #2 875 95 1,600 Wall plates Subject: RFA#: 080394-01 Project: Longstaff Condos Date: 2/28/2012 Client: Sheet No: O SEE DETAIL 1 BELOW FOR TH£SE OVER BEDROOM TRUSS D.IAGRAMS r - 1- 1 SABLE+IEN. TRUSS I Q RAISE PLATE 24W THIS WALL, { I I ._..._._._......: I .. ............___—+ -� SEE DETAIL I BELOW FOR Ls Q —_ r I I I THESE TRUSS DIAGRAMS '...... STRAP WINDOW 4x10 HORQ1 -� i t-_d�f0 H�RQ-� _ OVER LMNG ROOM. \ I. \\ I 'API• =.N I 'IC? ....--- 4x10 HDR 0 ... .. .._ ��-��-�- FIRST INSIDE • TRUSS C r• '• ►.:1L••:+:::.L_• • .•4.*•!• FURR CEILING TO MATCH �•��o LOWE11 CEILIRG HEIGHT .C.:4 a•+i•):4:4+.. BOO*/S. •e•••••.••4 IM ' 1 Lei 11�r����� S.••f0• ...... GT .. B2 ._L—/ I 09 . 'h © - __ :-.._ , e2'—C T7 FACE TF TRUSS - �' t__ W I m _ 4 I U Ictl IV I L _TI = 1,235 DRAG TRUSS'• , :o .. • ... • A\ I >\ • I ® , 1 j 5 , 4x8 HHR I g J {) .• SW6 / I I {{ 48 HOR�■ 1 GABLE ENa muss i 1 ,[ _4x8 HDRQ2__�• I 1 og • NDOW 1 p �- r 1 I SWS ' I co 1 1 =`0- GABLE END TRUSS + 6x6 POST 6-P LEX BUILDING 2nd FLOOR SHEAR AND ROOF FRAMING PLAN 1/4"=1'-0` U DN 1 IM ',TRIQ6,,LhBOUT MIDPOINT ti i DUCTWORK IN Lk FLOOR FRAMING • IMP 'N'1`_,„ /Ais'rtio,4 ()If INCR.?) I 1 12YEIY — , Q 0 5114 o i;(7.` r I-. STRAP WINDOW .. ..., 1:1 6x1.HOR P il r . •• • ' HDLI2 i ' ' o . - I . 1 7 ' . • 1.4.1 54 o . , 2 0 LEDGER pl 111 g• • ------ -- 4717DR 0 --'"---- • * 6x6---";" . . o 'xST I y . A I D4 1 . ....... , ! 1 o t fr, .• . • SA _ ' 514.9 .: x 03 1 I Lt; 2) -x8 wt. . : ., ..r.. ICY I . ! : (2) I', A % r I CD _II g. • TU 1 . : .. ■FP, 1 *1 16 _... • HOU2 4 a I I • .z kl 1 : _.(2 2x= HDF 4 I 112, . IT 5149 B -1-• ---------, ' 6X6 P05 .0._ .• ..-"'"'-'7 __ ,1,- ...... ....14,7 C fr.:2i3 jiM.I.t (.)2, •-:: EiHr" —•:: —•• - .- - pp P 14x Gib'4) 1 • • . .-' 1114''' 1'1- • •'•' 3 .. - .- I- . z 1 = , I 1 : : 1". .1 • • 1.: =;%' 1:i ,', I I = hi . • ••- ,,,--:... : ...:,- ,.....__,...:. r--)1 ; .-; 1:: . x'"B• I It.'" . - : 4 1 ,I, It •ii.. •fi : A • ..4: • :i -.• ! .. .7.=7.,'h QV bi. ... 1 . ..i I ! . .. •i q' i -1- . :-..•• 1 • :: 1 I k"P..;,—.-. .5.-,-,:ii i;; •. :::. ,....,;;•- "-g I: STAIR FRAMING.' 4x12 STRINGERS :'•. :‘, I.,...1-',-..";1' 1'' ` ..., ••`.., ...,.: 1:"4' .: t2.4:01r., : AT WALLS y. •L ,:. !I,X--- All 1 I .'.,--..1 : ------7''-'---••• :''''- 1.,-,-+,--r -- ------. .fn 2x8 NOR 0 .: '''' . =j-i L'...Lt1-109_, •- -., ..; _..., — .... - - :.,.. ...: ' 7777. __-.=,-. , .„.•; "" . ... . 53 IsJ 100 ; IX ' i it IP 1 : :i . '',,, P 1 ) :,,z;-.) NI 111 .if :f - 1p I allMilla 1.4. ''/' '' i 121 i ....) I ■: ..•.--.,.. ..... c. ..... .___.., .:_: . 4x,0 ma _ . Iiiiimmia : .4 1 X '6 1S cfp MDL/2-- I ajiho , s, ,1 STAIR FRAMINGio.,• mi., .• — ---- . * x.„, .314x12 STRINGERS:-' . • N....;,9 AT WALLS 1,4 • IIIIIIIINIM11111111111 1 LI 4x10 Fe@ ' IIIIIIIIIMIMIIIIIIIII Eil;r; i R . . .,.. 4r- • . .• = -- ----i---' : ", 1 alEe ;•• I 210 160.C.• .• x de 4 • 111111.11111111111M1.111 . ..-6 . - z - draimimma TYP. U.N.O. i °C{F , , 2x10 6 16"D.C. . te • (TYP. U.N.O. 1.14 12 ..._...... ' .'jIIIIIIIIIIIIMIIIIIIIIIIIIIIffllEiNMIIIIIIIIIIIIIL ,I---...., 0 ..7 I fEl .::,, = 111111M1.111111111111k cc w . I i 1:I ,1:'i 111111M111111MK . 1.1k. ...FLit____i 1111111111111•11111111. „ .., . . 8992 .. ).---DGER,......I.-11111.1111111111111.1.11rem IMAM : . . 4x12 HO.R0 : • . . _ _ 4:12 149901 . . -;1 . _ _ 4x12_HDRO___ . 1101"1137 BUILDING IS SYMMETRICAL 1' 1 EXCEPT FOR UTiLaY ' CLOSETS. OWNER i• a- SHALL DETERMINE WHICH .... • 1 I.. I 161 a% SIDE OF EACH SLOG. SHALL NAVE CLOSETS. 4x8 NOP 640 FCC. Ilk- IV ...... fix13 POST 1 Eite4 Le: 1:6T;) (TIP.OF 16) L. ..— - . . - - 4160 Re Peg 6-PLEX BUILDING 1st FLOOR SHEAR AND 2nd FLOOR FRAMING 1/4"=r-o- BUILDING IS SYMMETRICAL ABOUT MIDPOINT . . Fossatti Pawlak Structural Engineers This spreadsheet addresses simply supported,uniformly loaded beams only Project: Longstaff Condos 2005 NDS&2010 Oregon Structural Specialty Code Subject: Framing ' Wdead roof 15 psf include distributed overframing or dormer loads in Wdead roof Wlive roof 25 psf Wdead upper fl 25 psf Roof Floor Wlive upper floor 40 psf ATL=u240 ATL=L/240 Wall Weight 1 10 psf ALL=MAO ALL=uaso Upper Trib Plate Moment Beam Length I Roof Trib. Floor Trib. Height woL WLL CD M Shear V IE Req.IL IE Req.LL Size&Species Mcap Mcap>M? Vcap Vcap>V? ATL UATL ALL VALL # (ft) (it) (ft) (ft) (Of) (pif) (k-in) (lb) -1.111111111 lb ' (in >240 (in) >360 Roof 1 8 12 0 0 180 300 1 46.08 1920 89856 103680 .020 4x10 HF2 12 50.91 ok IIM ok 0.120 802 0.092 1042 2 8.3 2 0 0 30 50 1 8.27 332 16725 19298 019 4x8 HF2 0 We ok ® ok 0.048 2073 0.037 2695 Q IITEMEM 8 0 0 0 0 0 1 0.00 0 0 0 35.87 ok 3045 ok 0.000 #DIV/0l 0.000 #DIV/0l IIIIIMIIMII 8 0 0 0 0 0 1 0.00 0 0 0 35.87 ok 3045 ok 0.000 #DIV/01 0.000 #01V/01 2.9 8.5 0 0 127.5 ® 1 4.29 493 3032 3498 019 4x8 1-162 0 33.88 ok ® ok 0.003 11438 0.002 14869 • 1st&2nd 1 6 0 7.5 0 187.5 300 1 26.33 1462.5 38273 43740 008(2)2X8 HF2 26.81 ok I= ok 0.093 777 0.071 1019 Floor 2 5.1 0 4.9 8 202.5 196 1 15.55 1016.175 17744 17550 008(2)2X6 HF2 ci 26.81 ok 2175 ok 0.037 1675 0.024 2541 • 3 12.8 0 4 0 100 160 1 63.90 1664 198181 226492 0526x10DF1 Cli 111.69 ok 5921,67 ok 0.202 761 0.154 999 4 7 0 6.35 0 158.75 254 1 30.34 1444.625 51456 58807 019 4x8 HER MIMI ok 1112=1 ok 0.125 674 0.095 885 5 10,8 4.1 0 0 61.5 102.5 1 28.69 885.6 75535 87156 020 4x10 HF2 `. 50.91 ok MI ok 0.136 953 0.105 1240 6 6,15 6.7 0 0 100.5 167.5 1 15.20 824.1 EMU 26299 019 4x8 HF2 10.11Nia ok Mil ok 0.049 1521 0.037 6.1 2 4.5 8.5 227.5 230 1 25.54 1395.375® 35239 o19 4x8 HF2 w 33.88 ok 2537.5 ok 0.074 988 0.050 Mil 8 5.4 0 8.6 0 215 1 24.45 1509.3 31993 36563 008(2)2X8 HF2 'V 26,81 ok 2175 ok 0.070 929 0.053 8 3.2 0 14.4 0 360 1 14.38 1497.6 11148 12740 008(2)2x8 HF2 ■ 26.81 ok 2175 ok 0.014 2666 0.011 3500 Point Ld MOM= 4.1 0 0 0 0 0 1 0.00 0 0 0 'v 8.36 ok 825 ok 0.000 #DIV 101 0.000 #DIV/01 10 8.2 0 0 10 100 0 1 10.09 410 12406 0 0214x12 HF2 12 69.03 ok 3937.5 ok 0.009 10444 0.000 #011//01 11 11.3 2 2 9.8 178 130 1 58.99 1740.2 142197 168819 052 6 •DF1 0 111.69 ok 5921.67 ok 0.128 1061 0.076 1788 Point Ld 12 see Enercalc 11.5 0 0 0 0 0 1 0.00 0 0 0 GI 8.36 ok 825 ok 0.000 #DIV/0l 0.000 #DIVIO! 1' 3.6 0 8.71 0 217.75 348.4 1 11.01 1019.07 9601 14629 020 4x10 HF2 © 50.91 ok 3237.5 ok 0.006 7502 0,004 EMERMIZI IIIIMIIIIII 5.1 0 6.7 0 167.5 268 1 16.99 1110.525 20997 31995 019 4x8 HF2 CillfflTal ok Wall ok 0.037 1652 0.028 2168 10,8 0 0 0 0 0 1 0.00 0 0 0 1:1 229.01 ok 9642.5 ok 0.000 #DIV/01 0.000 #DIV/01 ITRIMMII 9,22 0 10.1 0 252.5 404 1 83.71 3026.465 187019 284981 ' Q 229.01 ok 9642.5 ok 0.115 963 0,088 1264 3.1 0 0 0 0 0 1 0.00 0 0 0 C_ 33.88 ok ok 0.000 #DIVI0! 0.000 #DIV101 IMMIZIMI 5.8 0 0 0 0 0 1 0.00 0 0 0 0 8.36 ok 825 ok 0.000 #DIV/01 0,000 #DIVl01 rralrEll 21 4.1 0 4.7 0 117.5 188 1 7.70 626.275 7652.8155 11661.43 019 4x8 HF2 w' 33.88 ok 2537.5 ok 0.011 4531 0.008 5947 INMErgl 11 0 2.3 0 57.5 92 1 27.13 822.25 72323.213 110206.8 Q 50.91 ok ® ok 0.133 996 0.101 1307 5.12 0 0 9.8 NM 0 1 3.85 250.88 2959.5009 0 '+' 33.88 ok FM ok 0.005 11718 0.000 #D1V/01 12.81 0 0 0 0 0 1 0.00 0 0 0 ok 825 ok 0.000 #DIV/O! 0.000 #DlVlal 5.65 0 0 0 0 0 1 0.00 0 0 0 011111ERMINok 825 ok 0.000 #DIV/0l 0.000 #DIV/01 Joists T ..2x10 'olsts 12.2 0 1.33 0 33.25 53.2 1 19.30 527.345 57056.214 CM 036(2)2X10 DF2 .V i 21,18 ok 1665 ok 0.220 686 0.168 874 Typ.(2)2x10 joists 14.4 0 1.33 0 33.25 53.2 1 26.89 , 622.44 93823.35 142968.9 036(2)2x10 DF2 V I 42.35 ok 3330 ok 0.213 , 810 0.163 1063 Species E(psi) 1v1 w11 5w t° a DF2 1600000 Y = -- M = - a= 5(T iL+kbr)l HF2 1300000 2 8 384E1 '-TL= 3841 PSL 2000000 k=0.5 for seasoned wood per 2006 IBC Table 1604.3 CF= varies with size CR= 1 If the member is repetitive,moment capacity of 115%of listed value CD= 1.15 for snow 4 Title: Job# Dsgnr: Date: 10:50AM, 31 MAY 12 Description: Scope: Rev: 580004 -.....__..... .......user: 1983 2003�ENEffCALC En Ine r�inZ Software General Timber Beam Page 1 9 9 haming.memu fculallgns Description Roof Beam 3 General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 6x10 Center Span 3.25 ft Lu 0.00 ft Beam Width 5.500 In Left Cantilever ft Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Bm Wt.Added to Loads Fb Base Allow 850.0 psi Load Dur,Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Flx-Free Fc Allow 405.0 psi Wood Density 40.000 pcf E 1,300.0 ksi Full Length Uniform Loads I Center DL 200.00#/ft LL 333.00 Nit Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=3.25ft,Beam Width=5.500in x Depth=9.5in,Ends are Fix-Free Max Stress Ratio 0.429 : 1 Maximum Moment -2.9 k-ft Maximum Shear*1.5 2.0 k Allowable 6.7 k-ft Allowable 9.0 k Max,Positive Moment 0.00 k-ft at 0.000 ft Shear: @ Left 1.78k Max.Negative Moment -2,89 k-ft at 0.000 ft @ Right 0.00 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.015 in Max.M allow 6.74 Reactions... @ Right 0.000in fb 419.42 psi fv 38.82 psi Left DL 0.70 k Max 0.00k Fb 977.50 psi Fv 172.50 psi Right DL 0.00 k Max 0.00 k Deflections ' Center Span... Dead Load Total Load Left Cantilever.,. Dead Load Total Load Deflection -0.010 in -0.026 in Deflection 0.000 in 0.000 in ...Location 3.250 ft 3.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 7,708.1 3,020.01 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.015 in ...Length/Dell 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Cates Bending Analysis Ck 29.576 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 0,000 Max Moment Sxx Req'd Allowable fb @ Center 2.89 k-ft 35.50 in3 977.50 psi @ Left Support 0.00 k-ft 0.00 in3 977.50 psi @ Right Support 0.00 k-ft 0.00 in3 977.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.03 k 0.64 k Area Required 11.760 in2 3.714 in2 Fv:Allowable 172.50 psi 172.50 psi Bearing a@ Supports Max.Left Reaction 0,00 k Bearing Length Req'd 0.000 In Max.Right Reaction 0.00 k Bearing Length Req'd 0.000 in 5 Title: Job# Dsgnr: Date: 10:50AM, 31 MAY 12 Description: Scope: • Rev: 580004— – User:KW-0600732,Ver 5.8.0,1-Dee-2003 General Timber Beam Page 2 (c)1983-2003 ENERCAIC Engineering Software haming.ecw Catcutations Description Roof Beam 3 Query Values _ ... . .._.._.., . M,V.&0 @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft -2.89 k-ft 1.78 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0,00 k 0.0000 in 6 Title: Job# Dsgnr: Date: 10:59AM, 31 MAY 12 Description: Scope: Rev; 580004 User:KW-0600732,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 1 (ct1983-2003 ENERCALC Engineering Software rraming,eew:Calculatrens Description Roof Beam•4 General information Code Ref: 1997(2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined I Section Name 6x10 Center Span 4.00 ft Lu 0.00 ft Beam Width 5.500 in Left Cantilever 1.30ft Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Bm Wt.Added to Loads Fb Base Allow 850.0 psi Load Dur.Factor 1.150 Fv Allow 150,0 psi Beam End Fixity Pin-Pin Fc Allow 405.0 psi Wood Density 40.000pcf E 1,300.0 ksi Full Length Uniform Loads I Center DL 200.00#/ft LL 333.00 #/ft Left Cantilever DL 200.00#/ft LL 333.00 #/ft Right Cantilever DL #/ft LL #/tt LSummary 1 Beam Design OK Span=4.00ft,Left Cant=1.30ft,Beam Width=5.500in x Depth=9.Sin,Ends are Pin-Pin Max Stress Ratio 0.149 : 1 Maximum Moment 1.0 k-ft Maximum Shear*.1.5 1.2 k Allowable 6.7 k-ft Allowable 9.0 k Max.Positive Moment 1.01 k-ft at 2.074 ft Shear: @ Left 1.21 k Max.Negative Moment -0.16 k-ft at 0.000 ft @ Right 1.05 k Max @ Left Support -0.46 k-ft Camber: @ Left 0.002In Max @ Right Support 0.00 k-ft @ Center 0,003 in Max.M allow 6.74 Reactions... @ Right 0.000 In fb 145.96 psi fv 22.45 psi Left DL 0.75 k Max 1.92 k Fb 977.50 psi Fv 172.50 psi Right DL 0.38 k Max 1.05 k (Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0,002 in -0.006 in Deflection 0.001 in 0.005 in ...Location 2.095 It 2.032 ft ,,.Length/Dell 26,455.9 6,217.5 ...Length/Deft 26,519.7 8,630.80 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 In 0.000 in @ Center 0.003 in ...Length/Deft 0.0 0.0 @ Left 0.002 in @ Right 0.000 in -Stress Gatos Bending Analysis Ck 29.576 Le 0.000 ft Svc 82,729 1n3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.01 k-ft 12.35 in3 977.50 psi @ Left Support 0.46 k-ft 5.68 in3 977.50 psi @ Right Support 0,00 k-ft 0.00 in3 977.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.17 k 0.93 k Area Required 6,800 in2 5.400 in2 Fv:Allowable 172.50 psi 172.50 psi Bearing a@ Supports Max.Left Reaction 1.92 k Bearing Length Req'd 0.863 in Max.Right Reaction 1,05 k Bearing Length Req'd 0.471 in 7 Title: Job# Dsgnr: Date: 10:59AM, 31 MAY 12 Description: Scope: ; Rev: 680004 Page 2 1 i user:KW-0600732,ver 5.8.0,1-Dec-2003 General Timber Beam • (c)1983.2003 ENERCALC Engineering Software framing.ew:Catcutations 111............................ .. . Description Roof Beam 4 Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft -0.46 k-ft 1.21 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in . @ Left Cant.Location= 0.00 ft -0.46 k-ft 1.21 k 0.0000 in • 8 Title: Job# Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9 OCT 08 1411 Fourth Ave,Suite 1510 Description: Seattle,WA 98101 • 206-456-3071 Scope: Rev: 500004 User:KW-0000732.Ver5.0,0,1•)ec•2003 General Timber Beam (0983-2003 ENERCALC Engineering Software frarning.ecw:Calculations Description 2nd Floor frmg-Bm 9 `General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 500),Base atowabtes are user defined Section Name 4x8 Center Span 4.108 Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft . Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0psi Load Dur.Factor 1.150 Fv Allow 180.0psi Beam End Fixity Pin-Pin F pAllow 625,Opsi E 1,600.Oksi Full Length Uniform Loads 1 Center DL 250.00#/ft LL 141.10 Pill Left Cantilever DL Mt LL k/ft Right Cantilever DL #1ft LL flit Point Loads J Dead Load 424.0 lbs lbs lbs lbs lbs lbs lbs Live Load 691.0 lbs lbs lbs lbs lbs lbs lbs ...distance 1.640 ft 0.000 ft 0.000 ft 0.000 ft 0,000 ft 0.000 ft 0.000 ft Summary 1 Beam Design OK Span=4.10ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.549 : 1 Maximum Moment 1.9 k-ft Maximum Shear*1.5 . 1.9 k Allowable 3.4 k-ft Allowable 5.3 k Max.Positive Moment 1.89 k-ft at 1.640 ft Shear; @ Left 1.47 k . Max.Negative Moment 0.00 k-ft at 4.100 ft @ Right 1.25 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in ' Max @ Right Support 0.00 k-ft • @ Center 0.022 in Max.M allow 3.44 Reactions... @ Right 0.000 in /b 738.16 psi fv 73.29 psi Left DL 0.77 k Max 1.47 k • Fb 1,345.50 psi Fv 207.00 psi Right DL 0.68 k Max 1.25 k Deflections _ Center Span... Dead Load Total Load Left Cantilever,.. Dead Load Total Load Deflection -0.015 in -0.029 in Deflection 0.000 in 0.000 in ...Location 2.001 ft 1.984 ft ..,Length/Deft 0.0 0.0 ...LengthlDefl 3,385.6 1,714.15 Right Cantilever.,. Camber(using 1.5*D.L.Dell)... Deflection 0.000 in 0.000 in @ Center 0.022 in ...Length/Oefl 0.0 0.0 @ Left 0.000 In @ Right 0.000 in 9 • Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 Description: Scope: Rev: 580004 User:KW-0600732.Ver SAO,1-Dec-2003 General Timber Beam (c)1883-2003 ENERCALC Engineering Software framing:ecw:Calcefations Description 2nd Floor frmg-Bm 9 r Stess Caics Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 1470.755 Max Moment Sxx Redd Allowable lb @ Center 1.89 k-ft 16.82 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi • @ Right Support 0.00 k-ft 0,00 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.86 k 1.53 k Area Required 8.984 in2 7.368 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports • Max.Left Reaction 1.47 k Bearing Length Req'd 0.072 in • Max.Right Reaction 1.25 k Bearing Length Req'd 0.570 in I Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.47 k 0.0000 In @ Right Cant.Location= • 0.00 ft 0.00k ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft • 0.00 k-ft 0.00 k 0.0000 in • • • 10 Title: Job# Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9 OCT 05 • 1411 Fourth Ave,Suite 1510 Description: Seattle,WA 98101 206-456-3071 Scope: 'kev: 580004 �j User.KW.0600732,Vac 5.8.0,1.Oee-2003 General Timber Beam (c)1953.2003 ENERCAI.0 Engineering Software framing.ear.Calculetions Description 2nd Floor frmg-Bm 12 General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000,Base ailowables are user defined Section Name 4x10 Center Span 11.50ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 ' Fb Base Mow 900.0psi Load Dur.Factor 1.250 Fir Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi . E I,600.Oksi Full Len'th Uniform Loads Center DL 50.00#/ft IL 80.00 In t Left Cantilever DL #Ift LL tint . Right Cantilever DL #Ift LL Nit Point Loads ' Dead Load 3 8.0 lbs lbs lbs lbs lbs bs lbs Live Load 633.0 lbs lbs lbs lbs lbs lbs lbs ...distance 3.600 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span=11.50ft,Beam Width=3.500in x Depth=9.25in,Ends are Pin-Pin Max Stress Ratio 0.779 : 1 Maximum Moment 4.4 k-ft . Maximum Shear*1.5 2.0 k Allowable 5.6 k ft Allowable 7.3 k Max.Positive Moment 4.37 k-ft at 3.634 It Shear: @ Left 1,45k Max.Negative Moment 0.00 k-ft at 11.500 ft @ Right 1.07k Max @ Left Support 0.00 k-ft Camber: @ Left 0.0001n Max @ Right Support 0.00 k-ft @ Center 0.151 in Max.M allow 5.62 @ Right 0.000 n Reactions... fb 1,051.17 psi fv 62.70 psi left DL 0.55 k Max 1.45k Fb 1,350,00 psi Fv 225.00 psi • Right DL 0.41 k Max 1.07 k Deflections y Center Span... Dead Load Total Load Left Cantilever... Dead Load Total UZI Deflection -0.100 in -0,263 in Deflection 0.000 in 0.000 in ...Location . 5.474 ft 5.474 ft ...LengthiOefl 0.0 0.0 • ...Length/Defl 1,373.4 525.24 Right Cantilevtr..., Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in ' @ Center 0.151 in .,,Length/Oefl 0.0 0.0 • @ Left 0.000 in @ Right 0.000 in 11 Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 Description: • I r " ' Scope: Rev:580004 User.KW-0600732,Ver 5.8.0,1•Dec-2003 General Timber Beam (c)1083.2003 ENEaCALC Engineering Software framing.ecwCatalations Description 2nd Floor frmg-Bm 12 • (Stress Calcs 11 . f Bending Analysis Ck 30,585 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1448.882 Max Moment Sxx Read Allowable lb @ Center 4.37 k-ft 38.86 in3 - • 1,350.00 psi @ Left Support 0.00 k ft 0.00 in3 1,350.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,350.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.03 k 1.46 k • Area Required 9.021 in2 6.476 in2 Fv:Allowable 225.00 psi 225.00 psi • Bearing @ Supports Max.Left Reaction 1.45 k Bearing Length Req'd 0.662 in Max.Right Reaction 1.07 k Bearing Length Req'd 0.488 in t�uery Values M,V,&D @ Specified Locations Moment Sheaar. Deflection @ Center Span Location= 0.00 ft 0.00k-ft 1.45 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 In @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in • • • • • 12 Title: Job# Dsgnr: Date: 11:53AM, 31 MAY 12 Description: Scope: Rev: 580004 -. Page 1 User:Kw-0600732,Ver 5.8.0,14Dec-2003 General Timber Beam g (c)1983-2003 ENERCALC Engineering Software framing.ecw:Calculations Description Beams 15116 i General Information Code Ref:199712001 NDS,2000/2003 IBC,2003 NFPA 5000.Base ailowabtes are user defined Section Name 5.125x9.0 Center Span 11.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Our.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi - Full Len th Uniform Loads miimmilis Center DL 200.00#/ft LL 320.00 #/ft Left Cantilever DL #/ft LL tilt Right Cantilever DL #/ft LL #/ft Summary i Beam Design OK Span=11.00ft,Beam Width=5.125in x Depth=9.in,Ends are Pin-Pin Max Stress Ratio 0.568 : 1 Maximum Moment 7.9 k-ft Maximum Shear* 1.5 3.7 k Allowable 13.8 k-ft Allowable 11.1 k Max.Positive Moment 7.86 k-ft at 5.500 ft Shear: @ Left 2.86 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.86 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000In Max @ Right Support 0.00 k-ft @ Center 0.176 in Max.M allow 13.84 Reactions... @ Right 0.000 in lb 1,364.12 psi fv 80.36 psi Left DL 1.10 k Max 2.86k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.10 k Max 2.86k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.118 in -0.306 in Deflection 0.000 in 0.000 in ...Location 5.500 ft 5.500 ft ...Length/Deft 0.0 0.0 .,.Length/Deft 1,122.8 431.86 Right Cantilever... Camber(using 1.5*D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0.176 in ...Length/Dell 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics Bending Analysis Ck 22.210 Le 0.000 ft Sxx 69.188 in3 Area 46.125 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 7.86 k-ft 39.32 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,40000 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.71 k 3.71 k Area Required 15A44 in2 15.444 in2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 2.86 k Bearing Length Req'd 0.859 in Max.Right Reaction 2.86 k Bearing Length Req'd 0.859 in 13 Title: Job# Dsgnr: Date: 11:53AM, 31 MAY 12 Description: Scope: Rev. 580004 e 2 User:KW-0600732,Vet 5.8.0,1-Deo-2003 General Timber Beam Page (c)1983-2403 ENERCALC Engineering Software freming.eow Calculations Description Beams 15/16 Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 2.86 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 14 Title: Job# Dsgnr: Date: 11:55AM, 31 MAY 12 Description: Scope: Rev: ssogoa __... .._._.._..-•----Page 1 Rev: 580004 732,Vers.e,e,1-oao-zoo3 General Timber Beam l framing.eow:Calculations c),983 2003 ENERCALC Engineering Software Description Beams 17 • General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000,Base allowabtes are user defined i Section Name 5.125x9.0 Center Span 9.40 ft Lu 0.00 ft Beam Width 5,125 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Len th Uniform Loads Center DL 263.00#/ft LL 420.00 //fit Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft ' Summary I Beam Design OK Span=9.40ft,Beam Width=5.125in x Depth=9.in,Ends are Pin-Pin Max Stress Ratio 0.545 : 1 Maximum Moment 7.5 k-ft Maximum Shear*1.5 4.1 k Allowable 13.8 k-ft Allowable 11.1 k Max.Positive Moment 7.54 k-ft at 4.700 ft Shear: @ Left 3.21 k Max.Negative Moment 0.00 k-ft at 9.400 ft @ Right 3.21 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.124 in Max.M allow 13.84 Reactions... @ Right 0.000in fb 1,308,40 psi fv 88.53 psi Left DL 1.24 k Max 3.21 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.24 k Max 3.21 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.082 in -0.214 in Deflection 0.000 in 0.000 in ...Location 4.700 ft 4.700 ft ...LengthlDell 0.0 0.0 ...Length/Deft 1,368.3 526.89 Right Cantilever... Camber(using 1.5'D.L.Defi)... Deflection 0.000 in 0.000 in @ Center 0.124 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in I Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 69.188 in3 Area 46.125 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Rend Allowable fb @ Center 7.54 k-ft 37.72 in3 2,400.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,400.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.08 k 4.08 k Area Required 17.014 in2 17.014 in2 Fv:Allowable 240.00 psi 240.00 psi Bearing @ Supports Max.Left Reaction 3.21 k Bearing Length Req'd 0.964 in Max.Right Reaction 3.21 k Bearing Length Req'd 0.964 in 15 Title: Job W Dsgnr: Date: 11:55AM, 31 MAY 12 Description: Scope: Rev: MOM Page 2 User.KW-0600732,Ver 5.8,0,1•Dec-2003 General Timber Beam (01983-2003 ENERCALC Engineering Software Page Description Beams 17 Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00k-ft 3.21 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant,Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 16 Title: Job# Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9 OCT 08 1411 Fourth Ave,Suite 1510 Description: . Seattle,WA 98101 205-456-3071 Scope: Rev: 580004 User.KW-0600732.Ver 5.8.0.1.Dec-2003 General Timber Beam 00903-200 3 ENERCALC Eng wering Software framing.e e:Cafculations Description 2nd Floor frmg-Bm 18 General Information Code Ref:1997/2001 NOS,2000/2003 IBC,2003 NFPA 5000.Base aftowables are user defined Section Name 4x8 Center Span 3.50ft Lu : 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 It Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0psi Load Our.Factor 1.150 Fv Allow 180.Opsi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E • 1,600,Oksi . Full Length uniform Loads Center DL 144.00#/ft LL A/ft Left Cantilever DL 230.00#/ft LL 11/ft Right Cantilever DL Wit LL A/ft Point Loads Des Load 662.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,080.0 lbs lbs lbs lbs lbs lbs ibs ...distance 1.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft v. . Summary ( Beam Design OK • Span=3.50ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.508 : 1 Maximum Moment 1.7 k-ft Maximum Shear`1.5 1.6 k Allowable 3.4 k-ft Allowable 5.3 k Max.Positive Moment 1.74 k-ft at 1.750 ft Shear: ©left 1.12 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.12k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max©Right Support 0.00 k-ft ©Center 0.013in Max.M allow 3.44 Reactions... ©Right 0.000in • fb 682.84 psi fv 61.26 psi Left DL 0.58 k Max 1.12k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.58 k Max - 1.12 k 1 Deflections Center Span... Dead load Total Load Left Cantilever... Dea Load Iota!Load Deflection -0.008 in -0.018 in Deflection 0.000 in 0.000 in ...Location 1.750 ft 1.750 It ...LengthlDefl 0.0 0.0 ...LengthlDefl 4,953.1 2,352.54 Right Cantilever... Camber(using 1.6*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.013 in ...Length/Deft 0.0 0.0 @ Left 0.000 in . ©Right 0.000 in • • 17 Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 Description: • Scope: Rev: 580004 • User.KW-0600732 Ver 5.8.0,1-Oec-2003 General Timber Beam (c)1383.2003 ENERCALC Engineering Software (raming.ecw:Calculatlons Description 2nd Floor frmg-Bm 18 Stress Caics Bending Analysis . Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 1123.000 Max Moment Sxx Req'd Allowable ib @ Center 1.74 k-ft 15.56 in3 1,345.50 psi @ Left Support 0.00 k ft 0.00 in3 1,345.50 psi • a Right Support 0.00 k-ft 0.00 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support • Design Shear 1.55 k 1.55 k Area Required 7.510 in2 7.510 in2 • Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max.Left Reaction 1.12 k Bearing Length Req'd 0.513 in Max,Right Reaction 1.12 k Bearing Length Req'd 0.513 in [Query Values • M,V,&0 @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1,12 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 In @ Left Cant.Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 in • • 18 Title: Job# Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9 OCT 08 1411 Fourth Ave,Suite 1510 Description: Seattle,WA 98101 206-456-3071 Scope: Rav:580004 user:ICwo6ao732,ve<s.s.o.,02003 Genera(Timber Beam• misS3-2003'ENERCALC Engineering Software haming.ecwCelculalions Description 2nd Floor frmg-Bm 19 . General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Y w1 Section Name 4x8 Center Span 5.80 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fe Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads 1 center DL 100.50#/ft LL 201.00 Rift Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL 11/ft 1 ; Summary r Beam Design OK Span=5.80ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin - Max Stress Ratio 0.369 : 1 Maximum Moment 1.3 k-ft Maximum Shear*1.5 1.o k Allowable 3.4 k ft Allowable 5.3 k Max,Positive Moment 1.27k-ft at 2.900 ft Shear: ©Left 0.87 k Max.Negative Moment 0.00 k-ft at 5.800 ft ©Right 0.87 k • Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.022 in Max.M allow 3.44 Reactions... ©Right 0.000 in fb 496.18 psi fv 40.94 psi Left DL 0.29 k Max 0.87 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.29 k Max 0.87 k Deflections Center Span... Dead Load Total Load Left Cantilever,.. Dead oad Total Load Deflection -0.014 in -0.043 in ' Deflection 0.000 in 0.000 in ...Location - 2.900 ft 2.900 ft ...Length/Deft 0.0 0.0 ...Length/Deft 4,837.1 1,612.35 Right Cantilever... Camber(using 1.5"D.L.Deft)... Deflection 0.000 in 0.000 in ©Center 0.022 in ...Length/Deft 0.0 0.0 ©Left 0.000 in ©Right 0.000 in [Stress Cafes ,_ Bending Analysis Ck , 31.887 Le 0.000 ft Sxx 30.661 in3 Area . 25.375 in2 Cf 1.300 Rb 0.000 CI . 874.350 • Max Moment Sxx Req'd Atlowa lg tb ©Center 1.27 k-ft 11.31 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,346.50 psi ©Right Support 0.00 k-ft 0.00 in3 1,345.50 psi Shear Analysis ©Left Support ©Right Support Design Shear 1.04 k 1.04 k Area Required 5.018 in2 5.018 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing©Supports Max,Left Reaction 0.87 k Bearing Length Req'd 0.400 in Max.Right Reaction 0.87 k Bearing Length Req'd 0.400 in 19 1 Title: Job# Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9 OCT 08 1411 Fourth Ave,Suite 1510 Description: Seattle,WA 98101 206-456-3071 Scope: Rev; 580004 User.KW-0600732,Vet 5.6.0,1-Dec-2003 General Timber Beam (c)1963-2003 ENERCALC Engineering Software framing.ecw;Calculations Description 2nd Floor frmg-Bm 22 General Information Code Ref:199712001 NDS,2000/2003 IBC,2043 NFPA 5000.Base allowables are user defined Section Name 4x10 Center Span 11.00ft Lu 0.00 ft Beam Width 3,500 in Left Cantilever It Lu 0.00 ft Beam Depth 9,250 in Right Cantilever ft Lu 0.00 ft • Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Dur.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi 121..0 th Uniform Loads k Center DL 70.00#/ft LL 139.00 Rift Left Cantilever DL #/ft LL l0/ft Right Cantilever DL #/ft LL Rift i - "Summary , Beam Design OK Span=11.00ft,Beam Width=3.500in x Depth=9.251n,Ends are Pin-Pin Max Stress Ratio 0.612 : 1 Maximum Moment 3.2 k-ft Maximum Shear*1.5 1.5 k Allowable 5.2 k-ft Allowable 6.7 k Max.Positive Moment 3.16 k-ft at 5.500 ft Shear: @ Left 1.15 k • Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.15 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.094 in . Max.M allow 5.17 @ Right 0.000 in Reactions... fb 760.02 psi fv 46.02 psi Left DL 0.38 k Max 1.15 k Fb 1,242.00 psi Fv 207.00 psi Right DL 0.38 k Max 1.15 k Deflections Center Span... ' Dead Load Total Load Left Cantilever... _Dead Load Total Load Deflection -0,062 In -0.186 in Deflection 0.000 in 0.000 In ...Location 5.500 ft 5.500 ft ...Lengthl0efl 0.0 0.0 ...Length/Deft . 2,114.3 708.14 Right Cantilever... Camber(using 1.6"D.L.Deft)... Deflection 0.000 in 0.000 in @ Center 0,094 in ,..LengthlDefl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics • Bending Analysis Ck 31.887 Le 0.000 ft Sxx 49.911 in3 Area 32,375 in2 . Cf 1.200 Rb 0.000 CI 1149.500 Max Moment Sxx Req'd, Allowable lb @ Center 3.16 k-ft 30.54 in3 1,242.00 psi @ Left Support 0,00 k-ft 0.00 in3 1,242.00 psi @ Right Support 0.00 k-ft 0.00 1n3 1,242.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.49 k 1.49 k Area Required 7.197 in2 7.197 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing + Supports Max.Left Reaction 1.15 k Bearing Length Req'd 0.525 in Max.Right Reaction 1.15 k Bearing Length Req'd 0.525 in 20 Title; Job ft Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9 OCT 08 1411 Fourth Ave,Suite 1510 Description: Seattle,WA 98101 • 206-456-3071 Scope: ' Rev:580004 User.KW-0600732 Ver 5.8.0,1-Deo-2003 General Timber,Beam. tc)1883 2003 ENE(�CALC Engineering Software VIEW freming.ecw;Calcutations Description 2nd Floor frmg-Bm 23 • General Information Code Ref;1997/2001 NOS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined .N• vow mow vrnr • Section Name 4x8 Center Span 3.85 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever It Lu 0.00 ft Beam Depth 7.250 in Right Cantilever 1.23ft Lu 0.00 ft . Member Type Sawn Douglas Fir-Larch,No.2 Fb Base Allow 900.0 psi Load Our.Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Len:th Uniform Loads Center OL 60.00#/ft LL 120.00 Rift Left Cantilever DL #lft LL Rift Right Cantilever DL 60.00#/ft LL 120.00 Nit I point Loads Dead Load 288.0 lbs lbs lbs lbs lbs lbs lbs Live Load 863.0 lbs lbs lbs lbs lbs On lbs ...distance 5.080 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0,000 ft 0.000 ft Summary Beam Design OK Span=3.85ft,Right Cant=1.231t,Beam Width=3.500In x Depth=7.25in,Ends ace Pin-Pin Max Stress Ratio 0.451 : 1 Maximum Moment -1.6 k ft Maximum Shear*1.5 1.9 k Allowable 3.4 k-ft • Allowable 5.3 k Max.Positive Moment 0.16 k-ft at 1.358 ft Shear: @ Left 0.29 k Max.Negative Moment -0.40 k-ft at 3.850 ft @ Right 1.37 k Max @ Left Support 0.00 k ft Camber: @ Left 0.000 in Max @ Right Support -1.55 k-ft @ Center 0.003 in Max.M allow 3.44 Reactions... @ Right 0.009 in • fb 607.36 psi fv 74.80 psi Left DL 0.01 k Max 0.24 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.58 k Max 2.12 k Deflections Center Span... Dead Load Tota!Load Left Cantilever-- .._~total Load Deflection 0.002 in -0.002 in Deflection 0.000 in 0.000•in ...Location 2.452 ft 1.499 It ...Length/Deft 0.0 • 0.0 ...Length/Deft 21,877.8 29,943.74 Right Cantilever... Camber(using 1.6*D.L.Dell)... Deflection -0.006 in -0.029 in @ Center 0.003 in ...Length/Defl 4,743.1 1,020.4 @ Left • 0.000 in • @ Right 0.009 in • • 21 Title: Job# Dsgnr: Date: 2:33PM, 9 OCT 08 Description: Scope: • Rev: 580004 User:Kw4180073Z Ver SAO,1-Dec-20D3 Genera! Timber Beam (01983-2003 ENERCALC Engineering SoRware ftaming.ecw.Caicutations Description 2nd Floor frmg-Bm 23 Stress Cates Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 242.701 Max Moment Sxx Req'd Allowable lb @ Center 0.40 k-ft 3.56 in3 1,345.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,345.50 psi @ Right Support 1.55 k-ft 13.84 in3 1,345.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.48 k 1.90 k Area Required 2.339 In2 9.169 in2 Fv:Allowable 207.00 psi 207.00 psi Bearing @ Supports Max,Left Reaction 0.24 k Bearing Length Req'd 0.111 in - Max.Right Reaction 2.12 k Bearing Length Req'd 0.970 in Query Values M,V.&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 It 0.00k-ft -0.06 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft -0.06 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00k-ft 0.00 k 0.0000 in • • 22 Title: Job # Dsgnr: Date: 4:45PM, 24 MAY 12 Description: Scope: Rev: 580004 Page 1 User;Kw-0600732,Ver 5.8.0,,-Dec-2003 General Timber Beam (c)1983.2003 ENERCALC Engineering Software framing.ecw:Calgdations vionmemmemomemeempumpugmeamoreimovik Description Beam 24 General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 6.75x9 Center Span 12.83 ft Lu 0.00 ft • Beam Width 6.760 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.000 In Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir,24F-V4 Fb Base Allow 2,400.0 psi Load Dur.Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fa Allow 650.0 psi E 1,800.0 ksi Full Len th Uniform Loads Center DL 50.00#/ft LL 80.00 4/ft Left Cantilever DL 4/ft LL ff/ft Right Cantilever DL #/ft LL #/ft LPoint Loads I Dead Load 1,054.0 lbs 850.0 lbs lbs . lbs lbs lbs lbs Live Load 1,648.6 lbs 1,330.0 ibs lbs lbs lbs lbs lbs ...distance 5.640 ft 11.300 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary• Beam Design OK Span=12.88ft,Beam Width=6.750in x Depth=9.in,Ends are Pin-Pin Max Stress Ratio 0.697 : 1 • Maximum Moment 12.7 k-ft Maximum Shear* 1.5 6.8 k Allowable 18.2 k-ft Allowable 14.6 k Max.Positive Moment 12.70 k-ft at 5.665 ft Shear: 0 Left 2.62 k Max.Negative Moment 0.00 k-ft at 0.000 ft 0 Right 3.93 k Max 0 Left Support 0.00 k-ft Camber: 0 Left 0.000 in Max 0 Right Support 0.00 k-ft 0 Center 0.271 in Max.M allow 18.22 Reactions... 0 Right 0.000in fb 1,672.63 psi fv 94.82 psi Left DL 1.02 k Max 2.62 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.53 k Max 3.93 k 'Deflections _ Center Span... Dead Load Total Load •Left Cantilever... Dead Load Total Load Deflection -0.181 in -0.466 in Deflection 0.000 in 0.000 in ...Location 6.437 ft 6.437 ft ...Length/Defi 0.0 0.0 ...Length/Deft 853.6 331.83 Right Cantilever... Camber(using 1.6•D.L.Deft)... Deflection 0.000 In 0.000 In 0 Center 0.271 In ...LengthlDeil 0.0 0.0 o Left 0.000 in 0 Right 0.000 In Title: Job# Dsgnr: Date: 4:45PM, 24 MAY 12 Description: Scope: Rev: 580004 Page 2 1 User:KW-0800792,Ver5.8.0,1-Oeo-2003 General Timber Beam g M1983.2003 ENERCALC Engineering Software framina.ecw:Catculailons Ammilimpow Description Beam 24 Stress Caics Bending Analysis Ck 22.210 Le 0.000 ft Sxx 91.125 In3 Area 60.750 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb ®Center 12.70 k-ft 63.51 in3 2,400.00 psi S Left Support 0.00 k-ft 0.00 In3 2,400.00 psi S Right Support 0.00 k ft 0.00 in3 2,400,00 psi Shear Analysis 0 Left Support S Right Support Design Shear 3.79 k 5.76 k Area Required 15.803 in2 24.002 in2 Fv:Allowable 240.00 psi 240.00 psi Bearing S Supports Max.Left Reaction 2.62 k Bearing Length Req'd 0.598 in Max.Right Reaction 3.93 k Bearing Length Req'd 0.897 in 'Query Values M,V,&D 6 Specified Locations Moment Shear Deflection S Center Span Location= 0.00 ft 0.00 k-ft 2.62 k 0.0000 in S Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 0 Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 24 Title: Job# Dsgnr: Date: 3:54PM, 25 MAY 12 • Description: Scope: Rev: 580004 /� User:KW-0600732,Ver5.8.0,1-Dea2003 .General-Timber Beam Page 1 (c)1083-2003 ENERCALC Engineering Software framing.ecw.Caiwlations Description Beam 25 Lfeneral Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 Section Name 4x8 Center Span 5,65 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir,No.2 Fb Base Allow 850.0 psi Load Dur.Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Pin-Pin Fc Allow 405.0 psi E 1,300.0 ksi Full Length Uniform Loads III Center DL 222.00#/ft LL 370,00 #/ft Left Cantilever DL #/ft LL #/ft• Right Cantilever DL #/ft LL Wit Point Loads Dead Load 56.4 lbs lbs lbs lbs lbs lbs lbs Live Load 90.2 lbs lbs lbs lbs lbs lbs lbs ...distance 3.600 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary ' Beam Design OK Span=5.65ft,Beam Width=3.500in x Depth=7.251n,Ends are Pin-Pin Max Stress Ratio 0.775 : 1 Maximum Moment 2.5 k-ft Maximum Shear* 1.5 2.1 k Allowable 3.2 k-ft Allowable 4.4 k Max.Positive Moment 2.51 k-ft at 2.915 ft Shear: @ Left. 1.73 k Max.Negative Moment 0.00 k-ft at 0.000 ft ©Right 1.77 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.056 in Max.M allow 3.25 Reactions... @ Right 0.000 in fb 984.27 psi fv 83.82 psi Left DL 0.65 k Max 1.73k Fb 1,270.75 psi Fv 172.50 psi Right DL 0.66 k Max 1.77 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.038 in -0.100 in Deflection 0.000 in 0.000 in ...Location 2.848 ft 2.848 ft ...Length/Deft 0.0 0.0 .,.Length/Dell 1,807.9 679.01 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.056 in ...Length/Deft 0.0 0.0 @ Left 0,000 in ©Right 0,000 in 9r, Title: Job # Dsgnr: Date: 3:54PM, 25 MAY 12 Description: Scope: Rev; 588004 Page 2 II User KW-0600732,Ver 5.6.0,1-Mo-2003 General Timber Beam g (0)1983-2003 ENERCALC Engineering Software framirng.eocCalculattons Description Beam 25 Stress Calcs y Bending Analysis Ck 29.576 Is 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf t300 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable tb @ Center 2.51 k-ft 23.75 in3 1,270.75 psi @ Left Support 0.00 k-ft 0.00 in3 1,270.75 psi @ Right Support 0.00 k-ft 0.00 in3 1,270.75 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.07 k 2.13 k Area Required 11.980 in2 12.330 in2 Fv:Allowable 172.50 psi 172.50 psi Bearing @ Supports Max.Left Reaction 1.73 k Bearing Length Req'd 1.217 in Max.Right Reaction 1.77 k Bearing Length Req'd 1.246 in Query Values .. Amil M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 It 0.00 k-ft 1.73 k 0.0000 in @ Right Cant.location= 0,00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 9R PROJECT NO: 080394-01 Sheet No: PROJECT: Longstaff mss. ao1,,,nlyR-o(wV Date: 10110/08 Subject: ASCE 7-05 Equivalent Lateral Force Analysis per Sections 11-18 Printed: 7:18 AM Loading in accordance with the 2006 IBC By: JDJ STRUCTURAL SYSTEM(Tb112.2-1-ASCE 7): BASIC SEISMIC FORCE RESISTING SYSTEM(Tbl 12.2-1-ASCE 7 (pg 120)): 1. Bearing Wall System Light-framed walls sheathed with wood structural panels rated for shear resistance or steel sheets R = Resp.Modification Coeff(DUCTILITY): 6.50 <Input> 12.2-1-ASCE 7(pg 120) ICC = Importance Classification CATEGORY: = II <In ui> TbI.11.5-1-ASCE(pg 116) In = Seismic IMPORTANCE Factor: - 1.00 TN.11.5-1-ASCE(pg 116) TYPICAL Building Seismic Base Shear for Building: ZIP = Site Zip Code: = 97223 <Input> LAT = Site Latitude: = 45.4167 <Input LONG = Site Longitude: = -122.7500 <Input> S5 = MCE Spectral Accel @ 0.2 Sec: = 0.971 <Input> S1 = MCE Spectral Accel @ 1.0 Sec: = 0.347 <Input'> Default Site Class B-Mapped Value Sl'1'E = Site Class:(Default is D) = D <Input> Section 11.4-ASCE Fa = Spectral Accel @ 0.2 Sec for Site = 1.12 <Input> Lookup Table interpolated Tbl.11.4-1 pg 115 Fv = Spectral Accel @ 1.0 Sec for Site = 1.72 <Input> Lookup Table interpolated TbI.11.4-2 pg 115 SMS = MCE Spectral Resp(Short Period) = 1.088 =FaS$ Eqn 16-38 SM1 = MCE Spectral Resp(Long Period) = 0.597 =FaS1 Eqn 16.39 j f t approx 97UBC Cv=0.29 SDI = Design Spectral Aced @ 1.0 Sec = 0.40 =213SM1 Eqn 1641 SUG = Seismic Use Group; I II or III = I SDC = Seismic Design Category(A B C D E F):= D <Input> Tb1.11.6-1&2-ASCE pg 116 = System OVER STRENGTH Factor: 3 <Input> 122-1-ASCE 7(pg 120) Cd= Deflection Amplification Factor: 4 <Input> 12.2-1-ASCE 7(pg 120) Height Limitations: 65 <Irpat> 12.2-1-ASCE 7(pg 120) Ct = (0.03=EBF, 0.028=SMF, 0.016=CMF 860.020 others) = 0.020 <!Tut> Table 12.8-2-ASCE 7(pg 129) g = Exponent(0.8 for SMF,0.9 for CMF&0.75 others) = 0.75 h = Height of Building(ft.) = 24 <Input> (t t, y s . ss ` (Eqn V [(CS)]*W 12.8-ASCE 7(pg 129) Cs = SDS I(Rfl)- = 0.111 W 12.8-ASCE 7(pg 129) Csmax = SDI I T(RII)- 0.282 W 12.8-ASCE 7(pg 129) Csmin = 0.044*SDS*l= = 0.032 w 12.8-ASCE 7(pg 129) Csmin = 0.50*S11(R/1)= (SDS E and F only) = 0.027 w 12.8-ASCE 7(pg 129) BASE SHEAR p= REDUNDANCY Factor: 1.00 <Lput> (see calculations) Lit) fr� W i 2-4 D-- 'b 81 OD 15M�c. c * Ptsk L A.5)7" ow_ 3 (tots- 7 SUBJECT PROJECT NO. FOSSATTI PAWLAK im STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. JOB TITLE Brownstone at the Crossing JOB NO. SHEET NO CALCULATED BY FPP DATE CHECKED BY DATE www.struware.com Co I e Search I. Code: ASCE 7-05 11. Occupancy: Occupancy Group= 1 Institutional III. Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr IV. Live Loads: Roof angle (0) 6.00/12 26.6 deg Roof 0 to 200 sf: 18 psf 200 to 600 sf: 21.6-0.018Area,but not less than 12 psf over 600 sf: 12 psf Floor 40 psf Stairs&Exitways 100 psf Balcony/Deck 40 psf Mechanical N/A Partitions N/A V. Wind Loads : ASCE 7 -05 Importance Factor 1.00 Basic Wind speed 95 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 22.0 ft Parapet ht above grd 0.0 ft Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Building length(L) 91.0 ft {f Least width (B) 49.0 ft ? I? Kb case 1 0.701 r Speed-up Kh case 2 0.641 + (Z) x(upwind) '= r; lx[donwind� Topographic Factor (Kztl , NJ2 Topography Flat H Hill Height (H) 0.0 ft H<60ft•exp B H)2 Half Hill Length(Lh) 0.0 ft :. Kzt=1.0 Actual H/Lh = 0.00 ESCARPMENT Use H/Lh = 0.00 Modified Lh = 0.0 ft V(z) From top of crest:x= 0.0 ft Z j Bldg up/down wind? upwind ��:�1' speed-up H/Lh=0.00 K1= 0.000 V(z) x(uawind) ) x(downwind) x/Lh=0.00 K2= 0.000 kt6` ' H/2 H z/Lh=0.00 K3= 1.000 • W2 At Mean Roof Ht: Kzt=(1+KiK2K3)^2= 1.000 2D RIDGE or 3D AXISYMMETRICAL HILL JOB TITLE Brownstone at the Crossing JOB NO. SHEET NO. CALCULATED BY FPP DATE CHECKED BY DATE__ V. Wind Loads-MWFRS h560'(Low-rise Buildings)Enclosed/partially enclosed only 4 � r 0.5 B r 2.3 h a at Torsional loads are �, Q.s> .�t . _._ �. .. .. _ 25%of zones 1 -4. err 2 , 2 ism gattva E 3E -'',,, ...44111111 . 6 See code for loading f5 s?%_ --2E diagram 40 I - 1.!.-' ^+� WIND D�FIC incur �.._ P "DPCt'tL J. PAIR L I{4 E �W Tn'+wr�MIX r.r.w l 101.1:WE =OE Transverse Direction Longitudinal Directioi Kz=Kh= 0.70 (case 1) Edge Strip (a) 4.9 ft Base pressure(qh)= 13.8 psf End Zone (2a) 9.8 ft GCpi= +1-0.18 Zone 2 length = 24,5 ft Transverse Direction Longitudinal Direction P Perpendicular 0=26.6 deg Parallel 0=0.0 deg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.55 0.73 0.37 0.40 0.58 0.22 2 -0.10 0.08 -0.28 -0.69 -0.51 -0.87 3 -0.45 -0.27 -0,63 -0.37 -0.19 -0.55 4 -0.39 -0.21 -037 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 lE 0.73 0.91 0.55 0.61 0.79 0.43 2E -0.19 -0.01 -0.37 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.53 -0.35 -0.71 -0.43 -0.25 -0.61 Wind Surface pressures(psf) 1 10.0 5.1 8.0 3.0 2 1.1 -3.8 -7.0 -12,0 3 -3.7 -8.6 -2.6 -7.6 4 -2.9 -7.9 -1.5 -6.5 5 -3.7 -8.7 -3.7 -8,7 6 -3.7 -8.7 -3.7 -8.7 lE 12.5 7.5 10.9 5.9 2E -0.1 -5A -122 -17.2 3E -5.6 -10.5 -4.8 -9.8 4E -4.9 -9.8 -3.4 -8.4 OVERT T.S T7"+ �' W1NUWANI)f(UUF' Windward roof overhangs: 9.4 psf (upward)add to windward 1 EE'�7.'ARD R07F roof pressure ���>ti�l!■;r • Parapet M _ .� Windward parapet: 0.0 psf (GCpn=+1.5) ------ -ti Leeward parapet: 0.0 psf (GCpn=-1.0) ''{Afyon ZCt,L 2 r.■r.,./f:, Niel,{i r,,/77 7/ i.1.rr ~ Horizontal MWFRS Simple Diaphragm Pressures(psf) TRANSVERSE ELEVATION Transverse direction(normal to L) WJNL:WANll HUt,):' Interior Zone: Wall 12.9 psf rj i T�- �1v� nROnP T YEP7ICt L Roof 4.8 psf End Zone: Wall 17.4 psf =l Roof 5.4 psf - Lt2ornxiE2 is Longitudinal direction(parallel to L) Interior Zone: Wall 9.5 psf >l..lrll,%•r;•:..wrr..}-..mffr.,. End Zone: Wall 14.3 psf LONGITUDINAL ELEVATION JOB TITLE Brownstone at the Crossing JOB NO. SHEET NO. CALCULATED BY FPP DATE CHECKED BY DATE V. Wind Loads-Components&Cladding: Buildings hS60' & Alternate design 60'<h<90' Kz=Kh(case 1)= 0.70 GCpi= +/-0.18 NOTE:If tributary area is greater than Base pressure(qh)= 13.8 psf a= 4.9 ft 700sf,MWFRS pressure may be used. Minimum parapet height at building perimeter= 0.0 ft Roof Angle= 26.6 deg Type of roof=Gable Roof GCp+/-GC?i Surface Pressure(psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 70 sf Negative Zone 1 -1,08 -1.01 -0.98 -14.9 psf -13.9 psf -13.5 psf -14.4 psf -13.7 psf Negative Zone 2 -1.88 .1.53 -1.38 -25.9 psf -21.1 psf -19.0 psf -23.8 psf -20.1 psf Negative Zone 3 -2.78 -2.36 -2.18 -38.2 psf -32.5 psf -30.0 psf -35.8 psf -31.3 psf Positive All Zones 0.68 0.54 0.48 10.0 psf 10.0 psf 10.0 psf 10.0 psf 10.0 psf Overhang Zone 2 -2.20 -2.20 -2.20 -30.3 psf .30.3 psf -30.3 psf -30.3 psf -30.3 psf Overhang Zone 3 -3.70 -2.86 -150 -50.9 psf -39.4 psf -34.4 psf -45.9 psf -37.0 psf Walls GCp+/-GCpi Surface Pressure(pst) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 40 sf 100 sf Negative Zone 4 -1.28 -1.10 -0.98 -17.6 psf -15.2 psf -13.5 psf -16.1 psf -15.2 psf Negative Zone 5 -1.58 -1.23 -0.98 -21.7 psf -16,9 psf -13.5 psf -18.8 psf -16.9 psf Positive Zone 4&5 1.18 1.00 0.88 16.2 psf 13.8 psf 12.1 psf 14.8 psf 13.8 psf Parapet qp= 0.0 psf Solid Parapet Pressure 10 sf 100 sf 500 sf CASE A: Interior zone: 0.0 psf 0.0 psf 0.0 psf CASE A=pressure towards building - Corner zone: 0.0 psf 0.0 psf 0.0 psf CASE B=pressure away from building CASE B: Interior zone: 0.0 psf 0.0 psf 0.0 psf Comer zone: 0.0 psf 0.0 psf 0.0 psf Rooftop Structures&Equipment Dist from mean roof height to centroid of Af= 10.0 ft Gust Effect Factor (G)= 0.85 Height of equipment(he) = 15.0 ft Base pressure(qz)= 16.5 Kd psf Cross-Section Square Directionality (Kd) 0.90 Width (D) 10.0 ft h/D = 1.50 Type of Surface N/A Square(wind along diagonal) Square(wind normal to face) Cf= 1.01 Cr= 1.31 Af= 10.0 sf Af= 10,0 sf Adjustment Factor(Adj)= 1.90 Adjustment Factor(Adj)= 1.900 F=qz G Cf Af Adj= 12.7 Af F=qz G CrAf Adj= 16.5 Af F= 127 lbs F = 165 lbs JOB TITLE Brownstone at the Crossing JOB NO. SHEET NO. CALCULATED BY FPP DATE CHECKED BY DATE Location of Wind Pressure Zones . a a 2a 2a • a t 41 ��._� _->. i 1---- '1:_,:iF7'"- I d oN, -,-(-":-.) .- 1 t I 0 I0 VI/ALL ; ' CV' 0<7 degrees and Monoslope roofs Monoslope<_3 degrees 3°<0 5 1.2a a a a s a a a s a ill MI in Mini a 43,-E 0 l I I I I I` \0/ f —-i I I I I I \ N/ / I I I I I I ) ` I -----I I I I 1 I I r- ' I I I I I I (r�r/j,� �\J tt I I I I I / /6,5,NO _ ,N.7__ [0.-I-C --�] .0 0 ] Monoslope roofs 10°<0<_30° 0>7 degrees 0>7 degrees L , ia( LJ114.6 -' l ) s# CS-.140 fs-) t-094.0 -is0:s i z 9 Y --X 4.5- 515) 445 ' 9.5 f4-C1-S)L .5) 't 2-0,')/P.5)0 3-�1' ` 14 ) ?2,57'r czArrAz4 &a2 91(4J01.y) 21-04..t) s s (S ZC9.g -01.1 . • . /Z,4-6, 7 `3)aSklz.9) 1- z. ".SY8a')a7.4-IZ b,?28 '°' z- 73,0/ L,J1 SUBJECT PROJECT NO. C FOSSATTI PAWLAK STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. ) ET* ...0 0 . . 0 1 0 . ., , I ii2 1 ,ic 0 .. . .. ,....._......... fd I- 1-, 1 • 1.1:..._..,. ■ . r..."::. i ., i • I ... . 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C ST/1014 SITI)14 0 S111014 S'119)4 S11014 ‘i /Is 1 •i ' ' . + r I ( ...., : 1 • 2-1 1 '7', z? i WU? 1 5 i , :• - 1 ,I i sw .t A _I:-,..1 CDI No ri (;;-_1 /. --.. :...1: B1 =„_„•., ., ,,,,-„,„......„-,-, . _... 1 , ...,_ 1_, 2=_IDPI 1,-,`-;:s //•4't■ 1 •k,,,„., I i4 t ti'';:ti••• 1: It I - .t t 1 . r -• I i . • ,-• i ,•• , i i • '7,,,•::: . if::--•-•' f 1,;,;;-:-;•:::;, :',111,, t t t./.1- •q: - ,,..-t' 1 •:: Iii : ‘.-ti,i..14:It i i ;r1.- 11 I Fi-;-•••:: 1: i Vit . I. I: .4. . 1.>•- i 1.:1' 1. • ...,-,1,If' '•"-.: •,i; :', ...6.2 : • Or);i'' 1' . : :. F ,>•,-,..1 :: , :i • Nornimri ! •- 1••::•,1'/ 1 . - 0.1 5,-re, i,i.•:-•-' '•••...:1';1:- - F.:,, -.• ik ---i'- - --- "•}1.1 i hill'- 1•Li-- .7111 ) ..____ _.•. D - .:. :.. r - ,) •. 1 19■$'- ii 11 -i (..±.) II •I 11 • •-1 ! ,,,, ri, 0 . ,, E.STAIR FRAMING' /5 ,•-•---..; il •i „„41412 STRINGERS 7- .4.• AT WALLS .4' . I i • 1 1 . . .. 1 4x1 ra .: . • • t . .._ 1_0 1 • :1 E...: 0 ' .• 1 I ,t ... .• i • • 1 . .• . .. I 1: i,;:t 11 ' 1 i' 11 • • 1 .• II ID •:.. 7 • ........,... I 4x8 2i,1B 8 .._,/t.-■! W-. . _ .. , • ST1•101 0 IH014 55101 CD TH014 V-:- .. > • ' • • _ 448 HMI k-r--- af, (DO 419 Lb woc... ..........________. w4} 1 f Z 3s-' 14, f 3 ) 1 35 C75g 166 Z Z, s9' 6vier /15- .6 5)3' i/ 5% z Z 3' 3i' ' B`i 6 1 t 146 -6 A Z ts' 2375" 53 6 A 1 37' twodi ))9 6 t % S 9z- 6 }UA 3V I�AII SUBJECT PROJECT NO. = FOSSATTI PAWLAK -I STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. (31- I-) Li' 64411 cb,rrivois tea-,- `i 1n f ly,9'a Z24-87-* 15 ( 6 3 N 5 b LS--x.4.3 ' )6064 a. 60',1 f FL0trz- fX0-1.,1 7'X11 t � -7CSnB = 4-9B4I`b , 6 9 0Y*Bo) ?z_ x . b ` 5)4)-5` No i )5/ at`- Li iLSO.+" 44401 C.• (VIA' 9 r 1Z(-1 )et$a)'lz 176D K• L 1- orA. welis SUBJECT PROJECT NO. FOSSATTI PAWLAK DATE ME STRUCTURAL ENGINEERS PROJECT APP CLIENT DESIGN SHEET NO. 131 /3Z/JS- /4-) M2- (Lop t Zus)))tiz,` J o, r- x• 6 3/' 4-4(No. /Az)-659//f3 C..��++ )k� d1� ✓ is(zz >)4 4` 4%13 3P,9?i h 10,92 6.07 20),st/2,- 25,6,a n , 11-)%6 (.3*560 -- /5)34&))j t ` )573 196( 2- 191t sift, SUBJECT PROJECT NO. FOSSATTI PAWLAK Im INN STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. Jam-- A t" /qt,,,.-4- (53�)0,31 z9411-* 0-05)4-20) gsS?/-- )/ ,c6 sr w, L.aw� t�r� = Z5-591--Y -t(54-73-C ) t9D>>l'.Se/2-Z-- 6,4-961-41 n. 12) 2�J. ,uv if1,F ��. wr. 0+-J ( rn3 u) crfrpA___ t-ia A. 5)01, SUBJECT PROJECT NO. FOSSATTI PAWLAK It STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. za' ,,AJ zo,rlb�8' C 91a91'5r- ,��M )cA zt)s/zc i6)6(Y )(,6 95 ' /tD Zzl Imer)1 LzyvJQ-r. 19.5 M 22,(54) )9 (5'2)9'' 26)61)7j A7a,y 16,LOD t1.33CZS')� -22)/513-24c; 346/1)-"x, „:- 2))*,c.. 1V)61 -- 45160/>9r"; 7-17* tl � cuss 1 r. --/ /I/ bL;Z) g (V),t (I.�;Gzs)-} -z j bt1Z- 5 zb3'" K J 6 3)511'- �1 -3)s _)/)b 512 l f 1-175 ')+7zt,a ),7 Jz.=.` 2 2 c z),b 5-11-9-1-)bs e.)3 z*--- 5/,‘ - /4,. 6Ln9 gP '`w /z,, 3 - FOSSATTI PAWLAK S�JECT PROJECT NO, NM STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO, /117 (1-bi)-}-7)l/,9z�L --ni)3h 4Sgs'-* 951 �(...1)5VS1))5.421Lc 5 1 }}I.►r ��M -27D85.1�ar tAA0Oau..? 9z ' % t---b 1 A /" rte`` l • 112:5)1- UCJ)/•J� � '2,1-00 33 y /l5`✓y x v ✓ 1 j 1 � ) /3 3II3 5- c� — sion SUBJECT PROJECT NO. FOSSATTI PAWLAK PROJECT DATE I= STRUCTURAL ENGINEERS FPP CLIENT DESIGN SHEET NO. -- , . 1. slc. • • --'. -,.• • '''•''.' ,i" -,-, *..°.~.-'•=.-. • , It • • .---i--- •:, .. _, ,, _.. , . 1 , it, -0. Hai.otiTAro ggilkli T.f.f., Q. DVAFH _M [gO 1 - ;;.:' • . ■ ,.. - ,- Second. Floor Units , . .• •\,: :,,,r, :\. . .wAi'.. <4. . . •-.71 'S'D.''' .•'‘ . '' ." • ' i'''.• ' ....1c4i.,e44.,°.4Hx-4..., :ll, ; P. 1 'TOTAL — i ( I\ • . UNIT STATISTICS. i ',. ......... . . . ._ . 'UNIT TYPES' DESCRIPTION OTAL Ii I -"•••"s."......-,,,,,---,---1......4-!........!...............,....."......,:•!„....,.....,- c,,, •. .. . .. _ _ • - -• 0 , Obvi. •.ts. - • ;... •. :,:. - •• ''.- - - . ' ' . ' i'..4.;* .°.,49.. S. ..-A `.1.43tt t P *.G.tF.M-1,ket..01*, 44 •1111111544: • - • • - -• . 0(;.4.*6* Vt. i*.. • • • legiciLmmininarrevailimificirsenimmengrommileirimerremeinimite ' - • . . :. 7,. -, . -., . 14• .1a.R:*..q(61•160..0.0 .,1111*140,01a . 1,,,,or.t.lifstqamir 4. Ito immanClwata . ' . ''''s' -i 4 Ir;g11111• ti,r,.W.L.--traal 711115111"1111.11122.4EL6141111i,. IT!4; aw, r. Witealt,p,,,FV-<,/ -.. :.., .1 . . .C. .; $3R.i A;.0204-V,.889.Nel;a*Ate ,..0. TOTAL' 43 . 1 ti .. ii,,,;; • rw-micntrogl'fig*ma-K.2,v,s,„n 0,,i lit,... ,. ..mate.mm 1--041,_go •x,moz...,cm.,'pi 0.1 - - — ;.,....--i. . --. .. IN.. *,.; • ° irs : • • •._ . - • • - - •-1 oPi I . .,...„ ' ° ' - fil'-;..I. - • •- '41 t •-•• 3 •. ills. , Map .5 i - orkot at-0.01.9396J .'1.• Z • - . .: .4 N.... PARKING STATISTICS 1.)/ ...v. OA , htl. . A • m . . • . • - N•SNN.s .'• • _. .• . . —_,TOTAL ••., , ). . •t).. - • •.• .; ,r. 0 94.li..' 0 '045W- • ' ' otoitaq,j4. a .9""ari'• ':+,:L.-1,. • . . • . •-,■•, • —....---- " •' - ,,,,A1P.-_. i .1 .......,,-v.A._e... 'slr' .\\1;./,,, •:::,..,,,,. , - ?• MO .MK ...• 0 'o i4• . _ ' • - .t;.'...li. -',at• . r., . • ;,...,„,,, PARKINOVP.g$ INTEGRAL GARAGES I 1.. .— 46, ...... --:- . - -''•- ' ---•'• 11!:___ . -^%.1 '•,.-,, . .._::.:4V..,_--,-::; :za:-h;....i....a.._.............z,„4; .._.„ , 04 '.7' . ':CAM • • OPEN STALLS 30 .. vs.- • - -4 ,;A • .• • SUBTOTAL! 75 .(--.. . ) 1 ,,-,t . 1 1 . / 1 .. ,.., • ,u !!!!!!!!!!!!!!!!!!!!!!!:: :7 . . . .... ... . . „. . .. . • . , -—..•• • .•„: 04_ . •'' ,- . • ••-.- , ,4,. -'•4... al I 1 1,7,1.-!': ;i4,,,,..4,ii.2'..1'liewra m.l'•;,*'-'-t."-ii..,.tr.,,.. .4,:ii .--'s..,;'. ., .-.' ..,-,',..,.!:-.. . --.14, . _. _. .. ____. _ •GUEST APRON sTALLa 1 13. — TOTAL 93 . 1 I A ',, ',A . ..''.'',.,..-• . . s. ,. i . , . ' 1 ....E.Tig ''''OME111 4 -,., 0 • -- -.-. - *..-,.-.. . : ExiSIINO LCNOSIAFF mi. 4, , ''''' . - :. •. . . ' ; -.-.- A it * • - •. -• - ,1 4-,i' ,„ .4 ip -.77' . b: - /1,,', . • - iti .ko-, ..—, . .. sAl• . ,.• „'7, ,. :• - -•.:.. .. I „ A 1 . . • . _....s, . pot_gn. oizzys 5ASEMENT\ 0193301 . 42)La-4 /1 -----W. . • . g.:A,. .:;=-2:k .* - . . * I • 1 - ----------.,-. - ----------- : AM..."....,., ... -,. • ' at 11110:--h'" • - • - • • Mir - if idt." 41';',A• \ •••••-ti, .Z.27p ' ' • ' - i 0 i :. .... .....4.•.,.............................. •.. .....6,.......4,.,....?,. .....A...... C) to' . 1.4-nt r- .i': 1 .. •• - . . . I ,-,-,i 2•,•.0..\. •k: .I, . . I 10 s*--• Is 0.: 4 ii . . ....., ...... r . 14...... ..."" * • - , ••••. I . . PROPERTY 1.44E. • : . ek j...„....:,..,..,..i. .- ... c - . • . tiat3i'"°'' '\ 4 • • * . • 0. i'',A- ‘ • ,. - • A;4,4' -' , 6 • 41 1 ' Ni NY f• I'L ' '413 1 ‘ .11--111:-'.."7 . litilh.Q11:::' A'7:"' -' '''''''': '!.. 4 W 'PI' frA A '-•—— .0#4 lt'W. .V. • it., • • - L-—— . \\410"4- .1'''0'.-...- .. . ..' ..40 e. . 1, .., . ,4„,lisozy , ,.,'. • •• ro„),..:0, .. , . 0. t.... . . ..,... .,„ ..A, .4). ,.../..-#. N ,o)---,,,,$.. : ... -. ,, - ,,. . .....„: .... hi 4246P,. iii SITE 4-, c OS. . 04050, . .,,, ,., . . ".. -,..-- 92 ... • • z4 .- ' - - - .....-lix . - --• . '$, - .0-1., . 1 • - 1 k 6 0211 I... * 41. .r1( 1, Irgl '1.. 4,. .. P L A N 845-2008 f ' ' '176 —, i.,:114? • .-"- ---- --. OA - - 0 •9 ' .~----- eit. ....--. .....,- --- r r T 1 MiIhrandt . = ' Architects i. .. - 25 Central 7',,, L202,S1 Klri4nod,5Ypng0 P+42BA54 217 0 1 425.6ZB.120B We0:Loin ilbcndALEwo, g> 1)Al�� ,.. IGt'd LE AVG c'� DASHED LINE INDICATES EXTENT LL R-72 Zoning OF RED PAINIE➢CURB PARKING era W •� ,. WHITE LETTERED'NO PARKING' �j� 5550 STORMWATER VAULT - �.` STENCIL AT 50 INTERVALS 9x n [n,� • 4'WALK m 9TH,1J F D��v m BICYCLE gni \ 8 PARKING STALLS' I . STALL. \\ AT 8.5'x18.5' LI an R•12 PD Mm ,�. ' Zoning ocD• %%f//iii r/�� ���% ' %%, 1 -i 20'FRONT �� A ° •j=%!j/�� At ' \ 1�. SETBACK 1t ,../e---7/:1 /z-,./j/ \�` l% % j%'j�%j/� 20.8• ��' 1 1 1_M j �// .4-'1M,P.64 Ma/i /�'/ V j� 1 4•WALK ��\.. _ ,� /� \ 10 PARKING STALLS ` "�\ _j/4 1 \. Al 8.5'x18.5' `1D'SIDE YARD I t 9%)// State Highway 217 SETBACK AND L-�"" ' `� MUE-1 Toning LANDSCAPE BUFFER C I _ R•12 Zoning l, STALL E ®� _ STALL 2 PARKING STALLS _=n `��� \ AT 8.5'x18.5' 4 O 11 6 Piex ,� \ 9 PARKING STALLS e N Bldg. ® _ S p ,_S \ AT 9'x18 5' ASPHALT 10'SIDE YARD PANNG �\ SOUND WALL SETBACK AND C LANDSCAPE BUFFER C ill .• w ii R•12 Tonin p 10'SIDE 03 ti a Zoning YAftn SETBACK C a —This site plan a a revision to the w work indicated in previous • :. " ,�'�.1 4S m vi A.-,,. submittals and reviewed under $ v/ e a City of Tigard sDR 2005-00071 • * \ 0.�♦���♦.\ ° and subsequent she plan • elcvcLE ► ♦ ♦♦..♦ amendments r sTAU � 6Plex ���♦7♦�.♦♦♦♦♦.♦♦��♦.. Bldg. .�'i♦i9♦♦♦i��e' ♦i♦i♦�9,� ..-:,t, !♦.♦♦♦♦♦♦.♦,�. fir'•;•:�:':::�� v 1 ��. ♦ �0�0♦ � e a O Existing �. B@ �w �♦��. 9♦A♦try1���"�1♦♦♦♦�"�°. Site Plan .♦ ♦ ♦ ♦.♦ �- t,r�♦O 1"=40' Q Applicable Buildings ♦♦. ♦♦ ♦.�♦.♦.♦.�♦.��.♦♦♦� I000� s *!% �"' ' ' ' ' ■ ADHERE STAND ,♦-♦� ft E to TO SLAB WITH PRECAST CONCRETE '.''M••' `• /' O C -E CONSTRUCTION WHEEL STAND NMTH .'�.�.,.µ•,L,'.'.'.'.•.'.'.•.•.•.•.'.'.'.'.•.•.'.•.•y•� .� v eL` ADHESIVE �'/�!_ WEEP ROLES 0 ©- ;4':•:•:•:•:• •V yltd414•'.'.'•'.'.'.'.'.'.'.'.'.'.'.'.'.'.:;a . P •.'*.'. .e. ; m a 3Pi"CONCRETE IDENPFYING ` �♦♦� �•.'.'.'.'.•.'.'.•.'.'.'.•.'.'.•.'.'.'.'.'.'.'.'.'.'..'. .• 5`as.'. �.♦••ter.;y• SIDEWALK ` SIGNS SIDEWALK .♦�♦41„L.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.'.•.'1'.m•:. w:• ••��♦♦��♦' �'A,♦♦� L •Q 0 s _ �♦A♦ ♦�♦CAS't .♦--♦♦�.♦:♦.♦:♦.�:♦.♦.♦.( rea g rn e EYELET FOR -- I I ' �.'i'•'•''•'•'.••'•'•'•'•' .••• " .'..X.:.'.'.'.'.'.'.•.'.'.•.•....•. •��♦♦♦.♦�, ,�-.♦♦�.��♦♦♦♦♦♦♦.♦.♦.♦♦♦.4 A, I- y Ili LOCKING BICYCLE iPRECAST j I .. :'.',' p• : •'••••• dy '♦♦♦♦.♦♦�♦_♦♦♦♦.♦♦♦.♦♦♦.♦♦♦.� /C p tO PRECAST CONCRETE h'd STOP I `ws,• \\. , /. .I ♦♦♦♦e�•� �Y•�rY��♦� •,•♦•.•.•�♦•/� O a ' VI WHEEL STAND / ..:;3:rl i •♦ "i•' `'!` ,� '' ��♦♦♦♦�►� ��3�♦.♦.i `�'� 1-� AA 0 4'PAINTED I 178'W x 9'l pi, ••.•• I.i7./e'.'.•, - ...* ^, U '° STRIPES I STRIPES :♦♦.;♦.♦ `�u1A'J71��',`♦♦��=♦�.:♦ :♦:♦:♦:.5�T i�s♦.�''�♦:.�:♦:♦:.�:♦�♦•♦�•:♦•• = 7 3i4"CONCRE7E % G 'BETWEEN SIDEWALK STALLS I AT 3'OC �♦,. �w. .♦♦♦•J.♦ A�♦♦`=!^��►�.����������� O B.5' g' - g' g REAR YARD UNE\ / ,L..„, M ACCESSIBLE,AN STALL 1 g,4.5 Toning O ACCESSIBLE CPR STALL CO miimil OBICYCLE STALL °Job No.: 12-04 2 ACCESSIBLE STALL DETAIL .Sheet Nn.: /2"°I °" =10' PLAN A2 sheet now, ABUFRESD % 12-101/2 250" T-8112" p 22-10 117 I 2 I ,-2„ . CGE _ EGE < _ Ilan ionml l MIME _– 1l1114 ^ MeMI_ ' '''...""."."-1111..1Pliii"---- lignil. - ', I + 2a-to 1/T I- 114'Ia \E3(4) b, , il li_ I �' m Milli. ti - 11141 _ ..nl, T ,-.) All k G) 9— LimmaelizillIKM_ I mom Va ,,..,. 1 - I- 3(2) /�(e'!1 .i ,,\ —II I D1 (2) MilliMilliM_ .__T_ I 124" N I a\t i 25.0" 4 a N v. _. > 2 a. mm N ''v v, vJ CO ■ / N m / I N I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS JT SMTH 05/23/12 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL Ni PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER INFORMATION.BUILDING JT SMITH-BROWNSTONE DESIGNER/ENGINEER OF RECORD paciti kumber RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING BROWNSTONE AT DG 5 DESIGNER/ENGINEER OF RECORD TO TRUSS REVIEW 11 AND APPROVE OF ALL C O M P A N Y DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR To CONSTRUCTION. } 0.08"-1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. CompuTrus, Inc. Custom Software Engineering Manufacturing WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI1WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This truss design is adequate for the design parameters shown. Review and approval is the responsibility of the building designer, not the truss designer or truss engineer. 2. Design assumes the top and bottom chords to be laterally braced at 2'and 10'o.c respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown ++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate see ESR-2529 (CompuTrus) and/or ESR- 1311, ESR-1988(MiTek). e..9.0)PROj ,a '",� R• C`9 fir' s \� WAS �F �w 0V 4� { • OREGON ^`{' CST -J 17778 �TCR. CN¢ .'•, EXPIRES 12/31/13 [EXPIRES 6/10/13 1 IIIIIIIIIIIIIII I LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0° TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0° O,C. TC LATERAL SUPPORT <= 12°OC. UON. LOADING r BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M-1x2 or equal typical at stud verticals. M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-06 11-06 12 M-4x4 12 6.00 V' 3 6.00 Ril 1 { c. _.A/IIillIllllllIlIlIIIIII 1Ilihi..... 4 0 0 1 0 I M-3x6(S) ) 1 M-2.5x4 M-2.5x4 i > y y 7-10-03 15-01-13 y y y1-04-08y 23-00 1-04-08 1 JOB NAME: BROWNSTONE AT THE CROSSING - AGE A'��� '' - ���DPR°P`+, Scale: 0.3559 r i' ./ <4 - LV t",c WARNINGS: GENERAL NOTES,unless otherwise noted: ' " j ® �� "f�^�th��"�.�'`+ • 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review -' liJ <Ci and Warnings before construction commences. and approval is the responsibility of the building designer,notthe 1/r� 1.; 4.: , V, 4'''''1.-� Truss: AGE 2.2(4 compression web bracing must be installed where shown+, truss designer or truss engineer. 7 'L — •' ri 2.Design assumes the top and bottom chords to be laterally braced at p 3.All lateral force resisting elements such as temporary and permanent �� DES. BY: LA stability bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r,, ty 9 Y 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,- CR.' f DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.Ix Impact bridging or lateral bracing required where shown++ ' 5 S V QI�' �' N Sh 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - tJ fs.` ti4•SEQ. : 5192561 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,e�, 24243 /� 4.)..•26. " w ' design loads be applied to any component and are for"dry condition"of use. �•� h (;) TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if rO •f ,..,f -- 40 C r necessary. I! fabrication,handling,shipment and installation of components. 7_Design assumes adequate drainage is provided. +7 ,t O� 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center S QNAL ... ti - 5/'2 7// IIIIII III'VIII II II HI I II VIII(III III TPIANTCA in BCSI,copies of which will be famished upon request. Digits coincide with joint ate in inches. ( /j 9.Digits indicate size of plate in Inches. 5`2 7 i 2 AA; " F 61301 13 CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) EXy (� S 6 and/or ESR-1311,ESR-1968(MiTek). j EXPIRES n /�j /3 „I IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMEER-BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 8=(-502) 1422 3- 8=(-329) 206 BC: 2x4 DF #1&BTR SPACED 24.0° O.C. 2- 3=(-1669) 641 8- 9=(-343) 942 8- 4=( -91) 576 WEBS: 2x4 DF STAND 3- 4=(-1494) 502 9- 6=(-502) 1422 4- 9=( -91) 576 LOADING 4- 5=(-1495) 502 9- 5=(-329) 206 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1689) 641 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -50) 39 TOTAL LOAD = 42.0 PSF OVERHANGS: 16.5" 16.5' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -166/ 1100V -139/ 139H 5.50° 1.76 OF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 23'- 0.0° -166/ 1100V -139/ 139H 5.50" 1.76 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138° MAX TL DEFL = 0.007' @ -1'- 4.5" Allowed = 0.183° MAX LL DEFL = -0.054° @ 15'- 1.8' Allowed = 1.104' MAX TL CREEP DEFL = -0.113° @ 15'- 1.6° Allowed = 1.472' MAX LL DEFL = 0.007" @ 24'- 4.5' Allowed = 0.138° MAX TL DEFL = 0.007° @ 24'- 4.5' Allowed = 0.183° . MAX HORIZ. LL DEFL = 0.022' @ 22'- 6.5' 11-06 11-06 MAX HORIZ. TL DEFL = 0.035" @ 22'- 6.5' T - T Design conforms to main windforce-resisting 6-00-04 5-05-12 5-05-12 6-00-04 system and components and cladding criteria. T T T f f Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 12 M-4x6 12 Enclosed, Cat.2, Exp.B, MWFRS, 6.001/ '---.1 6.00 interior zone, load duration factor=1.6 4.0° 4 ,(7-,.. uu . M-1.5x4 M-1.5x4 'E0 PRDF- v, co o QRt Q N f o ' �� co .:r. /� e '( 9 ,� `4 26, •T 0.. , ° / =M-4x4 0.25" M-2.5x4 =M-4x4 8 -'' �� M-5x6(S) ., A.:. �� - S/23/%l y 7-10-03 y 7-03-11 y 7-10-03 y EXPIRES 6/30113 . Jr, Jr J. 1, t,� 1-04-08 23-00 1-04-08 :,... w., i- to JOB NAME: BROWNSTONE AT THE CROSSING - Al Scale: 0.2819 4117 �\ � �' �-° GENERAL NOTES,unless otherwise noted: T 4.1'x' ��' R WARNINGS; 1/`// j '" 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review . - - Truss: Al and Warnings before construction commences. and approval is the responsibility of the building designer,not the 4zo 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. p g 2.Design assumes the top and bottom chords to be laterally braced at f9 3.All lateral force resisting elements such as temporary and permanent / � DES. BY: LA stability bracing must be designed b designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , tY 9 by P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ A 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t � :i Try` .V J ;5'� SEQ. : 5192562 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, CS design loads be applied to any component. and are for"dry condition"of use. -4 TRANS ID: 3 39845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 ` S7 ; ' . ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. l ? /r� � :' 3 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ' " IIII IIIII IIIII 11111 II IIIII 11111 II IIII TPINYTCA in BCSI,copies of which will be furnished upon request Pings coincide with joint center lines. 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1966(MiTek). i 3 IIIIIII II III This design prepared from computer input by PACIFIC LUMBER-BC I LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0° IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF#1&BTR; LOAD DURATION INCREASE = 1.15 1-12=(-1004) 828 1- 9=(-855) 1376 3- 9=(-229) 348 2x6 DF SS T1 SPACED 24.0" O.C. 1- 3=(-1632) 987 9-10=(-537) 1012 9- 4=(-244) 454 BC: 2x4 DF#1&BTR 2- 4=( 0) 0 10- 6=(-609) 1424 4-10=( -8) 511 WEBS: 2x4 DF STAND LOADING 3- 4=(-1450) 861 10- 5=(-258) 125 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1503) 632 TC LATERAL SUPPORT<= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1694) 770 BC LATERAL SUPPORT<= 12°OC. UON. TOTAL LOAD = 42.0 PSF 6- 7=( -50) 39 NOTE: 2x4 BRACING AT 24°OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL TOP CHORD AREAS NOT SHEATHED $ LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -690/ 391V -252/ 309H 143.50" 0.63 DF ( 625) S OVERHANGS: 0.0" 16.5° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11'- 11.5' -8/ 727V -228/ 347H 143.50" 1.16 DF ( 625) 34'- 6.0° -240/ 1111V -236/ 113H 5.50" 1.78 OF ( 625) Gable end truss on continuous bearing wall. M-1.5x4 or equal at non-structural M-1x3 or equal typical at stud verticals. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). Refer to CompuTrus gable end detail for MAX LL DEFL = 0.057' @ 19'- 4.2' Allowed = 1.104° Connector plate prefix designators: complete specifications. MAX TL CREEP DEFL = -0.106' @ 26'- 7.8' Allowed = 1.472° Cnec 8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.007' @ 35'- 10.5" Allowed = 0.138' M,M20HS,M18HS,M16 = MiTek MT series MAX TL DEFL = 0.007" @ 35'- 10.5' Allowed = 0.183° TRUSS NOT SYMMETRICAL. MAX HORIZ. LL DEFL = -0.027" @ 34'- 0.5" MAX HORIZ. TL DEFL = 0.036" @ 34'- 0.5" ORIENTATION AS SHOWN. Design conforms to main windforce-resisting system and components and cladding criteria. 1-04-08 34-06 f ( Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 22-05-14 5-07-04 7-09-06 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 18-07-08 5-09 5-05-12 �� 6-00-04 T i2 =M-4x4+ 12 6.00 L/ 2 ''',.I 6.00 M-5x6 M 3x4+(s) 11111111111°' : (7.RS- Fzc6S/..R 0 M-3x6(S) 0. ' PAN,E$.4 .�,, co co l4.411101 M-1.5x4 4Cr :I' ! CD Agillk I j , , e'%'''v OR, e N r. - 26. U O M-3x4 wB 0.25" M-2.5x4 =M-4x4 O " A, J©V . 5/250z M-3x4+ M-5x6(S) k y y y • EXPIRES'.'6130113 19-04-03 7-03-11 7-10-03 k ), ,j, y . 1-04-08 34-06 1-04-08 , JOHN.. JOB NAME : BROWNSTONE AT THE CROSSING - B GE Scale: 0.1900 V�� ,• 1' WARNINGS: GENERAL NOTES,unless otherwise noted: .- ;:.. . 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review /`/// ', and Warnings before construction commences. and approval is the responsibility of the building designer,not the k,z;^ " Truss: B G E 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at y �,° 3.All lateral force resisting elements such as temporary and permanent 2'o.n,and at 10'o.c.respectively unless braced throughout their length by N i DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). S. 24243 4r„ DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 5192563 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. " _ (? I Y" E fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. 'f" 't TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design aassumes full bearing at all supports shown.Shim or wedge if / �C A1. ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 5/ lam' -' X`^ '" 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center /3 IIII VIII III 1111 II VIII 11111 I III TPI/VYfCA in BCSI,copies of which will be furnished upon request. Digs coincide with joint center lines. 9.t Digits ocid indicate size of plate in lines. CompuTrus,Inc.Software 7.6.2(1 L)-Z 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,EsR-1966(MiTek). . 1111111111 This design prepared from computer input by PACIFIC LUMB2R-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2-10=(-725) 2380 3-10=(-258) 143 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-2786) 902 10-11=(-632) 2009 10- 4=( 0) 476 WEBS: 2x4 DF STAND 3- 4=(-2549) 736 11-12=(-632) 2009 4-11=(-683) 222 LOADING 4- 5=(-1813) 600 12- 8=(-725) 2380 11- 5=(-229) 1244 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 600 11- 6=(-683) 222 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2549) 736 6-12=( 0) 476 TOTAL LOAD = 42.0 PSF 7- 6=(-2786) 902 12- 7=(-256) 143 OVERHANGS: 16.5' 16.5' 8- 9=( -50) 39 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -233/ 1644V -196/ 196H 5.50" 2.63 OF ( 625) 34'- 6.0' -233/ 1644V -196/ 196H 5.50' 2.63 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183° MAX LL DEFL = -0.139' @ 17'- 3.0' Allowed = 1.679" MAX TL CREEP DEFL = -0.280" @ 17'- 3.0" Allowed = 2.239' MAX LL DEFL = 0.007' @ 35'- 10.5' Allowed = 0.138' MAX TL DEFL = 0.007" @ 35'- 10.5" Allowed = 0.183" MAX HORIZ. LL DEFL = 0.060" @ 34'- 0.5" MAX HORIZ. TL DEFL = 0.094' @ 34'- 0.5' 17-03 17-03 Design conforms to main windforce-resisting 6-01-05 5-06-13 5-06-13 5-06-13 5-06-13 6-01-05 system and components and cladding criteria. T 4' 4' 4' 4' 1' f Wind: 110 mph, h=25ft, TODL=4.2,BCDL=6.0, ASCE 7-05, 12 12 Enclosed, Cat.2, Exp.B, MWFRS, 6.001/ M-4x6 6.00 interior zone, load duration factor=1.6 4.0" 5 .• • M-5x6(S) M-5x6(S) 0.25" 0.25" 4.4 oc ¢y,t --- PROP -s, � M-1.5x4 Alopp"M-1.5x4 4r r"LGr iiiiiiht fRt `i co,.....iiiii„sh, jo•Aiiiii.... co ° x '26.4"1 `O 1 ea -11 ^-11•141441,1 v ••••.:-.-..-1111 -.-- 1 1 � v�� � � M-3x8 M-2.5x4 0.25" M-2.5x4 M-3x8 o A. JOY ` 5;2 /!` M-5x8(S) y k y EXPIRES 6/30113 8-10-12 8-04-04 8-04-04 8-10-12 , ), y ), 1-04-08 34-06 1-04-08 f .ION,, . I- BROWNSTONE AT THE CROSSING - B1 w >t v; JOB NAME: BRO 114 i 7,y ms' s Scale: 0.1900 ! ,WARNINGS: GENERAL NOTES,unless otherwise noted: „fin+ � p; 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 'x Truss: B1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the l '. 2.2x4 compression web bracing must be installed where shown+. truss designer ortruss engineer. , ;. I 2.Design assumes the top and bottom chords to be laterally braced at } f 3.All lateral force resisting elements such as temporary and permanent ' 1 DES. BY: LA stability bracing must be designed by designer of complete structure. 2 S.C.and at 10'o.c.respectively unless braced throughout their length by ty 9 9 Y 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '' 24243 t"f' DATE: 5/23/2012 6 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ^p ht� 4 SEQ. : 51 92564 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. yr 'Qh�ftr 4STETV :, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, z. �„ (J',,,.:'^ n design loads be applied to any component. and are for"dry condition"of use. �i5 V' 6.Design assumes full bearing at all supports shown.Shim Cr wedge if rr S 0I�, 1.+ ,x "- TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the necessary. , fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 5/2;02 " 6.This design is furnished subject to the limitations net forth by B.Plates shall be located on both faces of truss,and placed so their center IIII II II I II I VIII I III I III III TPINViCA in BCSI,copies of which will be furnished upon request Ones coincide with joint ate in inches. EXPIRES 2 / 3 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1968(MiTek). 11111111 This design prepared from computer input by PACIFIC LUMBER-BC a LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 9=(-732) 2381 3- 9=(-25B) 143 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-2787) 911 9-10=(-640) 2010 9- 4=( 0) 476 WEBS: 2x4 DF STAND 3- 4=(-2550) 745 10-11=(-647) 2011 4-10=(-683) 222 LOADING 4- 5=(-1814) 609 11- 8=(-775) 2385 10- 5=(-235) 1244 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 606 10- 6=(-684) 231 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2552) 769 6-11=( -15) 479 TOTAL LOAD = 42.0 PSF 7- 8=(-2790) 944 11- 7=(-262) 176 OVERHANGS: 16.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -234/ 1646V -196/ 182H 5.50" 2.64 DF ( 625) C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 34'- 6.0' -199/ 1556V -196/ 182H 5.50° 2.49 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.007' 8 -1'- 4.5" Allowed = 0.138" MAX TL DEFL = 0.007' 8 -1'- 4.5' Allowed = 0.183° MAX LL DEFL = -0.139' @ 17'- 3.0' Allowed = 1.679° MAX TL CREEP DEFL = -0.280' @ 17'- 3.0° Allowed = 2.239" MAX HORIZ. LL DEFL = 0.060' 8 34'- 0.5° MAX HORIZ. TL DEFL = 0.094' @ 34'- 0.5" Design conforms to main windforce-resisting 17-03 17-03 system and components and cladding criteria. T ,f Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 6-01-05 5 06-13 5-06 13 5 06-13 5-06-13 6 01-05 Enclosed, Cat.2, Exp.B, MWFRS, T T T T interior zone, load duration factor=1.6 12 12 6.00 I/ M-4x6 '----.I 6.00 4.0" 5 .,(r M-5x6(S) 0.25" M-2.5x4 �� "6,74-, $ .r M 1.5x4 Npop,M-1.5x4 �� c "tiVF�4tiM IV' ... 1 N f:1 Igi OR, eels! r . c:, / ..�� v ° --2)'26,4'- -r,(),'- ° 9 10 .5° M 215x4 M 3x6 G�R. ,JQ\�` � • , / o -IM-3x8 M-2.5x4 525, i7 M-5x8(S) ), y y y y EXPIRES y6/30113 . 8-10-12 8-04-04 8-04-04 8-10-12 1-04-08 34-06 p,.JoIfI, JOB NAME : BROWNSTONE AT THE CROSSING - B2 Scale: 0.1994 1,' �-A 1 F WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review and Warnings before construction commences. and approval is the responsibility of the building designer,not the 3.I1 Truss: B2 2.2x4 compression web bracing must be installed where shown r-. truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at `t� ' ` 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I" DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 22.1243 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown+a .DATE: 5/23/2012QL 4.No load should be applied to any component until after all bacng and 4.Installation of truss is the responsibility of the respective contractor. l � SEQ. : 51925 65 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use.TRANS 99 ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6'oecesse assumes full bearing at all supports shown.Shim or wedge if / : v��� rf u fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i u." 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II III IIII VIII IIII I II II III III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES 9.Digits indicate with of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1958(MiTek). IIIIII I IIII This design prepared from computer input by PACIFIC LUMBAR-BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2791) 953 1- 8=(-782) 2385 2- 8=(-261) 178 BC: 2x4 DF #1&BTR SPACED 24.0° 0.C. 2- 3=(-2553) 778 8- 9=(-654) 2012 8- 3=( -14) 479 WEBS: 2x4 DF STAND 3- 4=(-1814) 617 9-10=(-654) 2012 3- 9=(-684) 231 LOADING 4- 5=(-1814) 617 10- 7=(-782) 2386 9- 4=(-242) 1245 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2553) 778 9- 5=(-684) 231 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2791) 953 5-10=( -14) 479 TOTAL LOAD = 42.0 PSF 10- 6=(-261) 178 ** For hanger specs. - See approved plans Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS O" REACTIONS -182/ IB2H 5150° 2.49 (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1EPSF LIVE LOAD. TOP 34'- 6.0" -200/ 1556V -182/ 182H 5.50° 2.49 DF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.139' @ 17'- 3.0" Allowed = 1.679" MAX TL CREEP DEFL = -0.281" @ 17'- 3.0' Allowed = 2.239' MAX HORIZ. LL DEFL = 0.060" 8 34'- 0.5" MAX HORIZ. TL DEFL = 0.094" 8 34'- 0.5° Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MFRS, , 17-03 17-03 interior zone, load duration factor=1.6 T f 6-01-05 5-06-13 5-06-13 5-06-13 5-06-13 6-01-05 12 12 6.00 I/ M-4x6 6.00 4 4 M-2.5x4 M-2.5x4 .g ' IN€ ` I.- < M 1.5x4 M 1.5x4 � 1,),4 , .__-i ORt r,A g m x cam,--1)'26,"- t)� o " .1 � ",;.'r 1. 9 10 **7 D ��5 ?'S. 0 1M 3x8 M-2.5x4 0.25" M-2.5x4 M 3x6 J17�` ,r, M-5x8(S) k y y y EXPIRES 6/30/13 8-10-12 8-04-04 8-04-04 8-10-12 34-06 - . , N..30.44,f4 JOB NAME : BROWNSTONE AT THE CROSSING - B3 Scale: 0.1965 ‘% ., .A.,, ' i WARNINGS: GENERAL NOTES,unless otherwise noted: *" :. 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: B3 +�y. and Warnings before construction commences. and approval is the responsibility of the building designer,not the b.=sy.. 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. ,�; 2.Design assumes the top and bottom chords to be laterally braced at d y '" 3.All lateral force resisting elements such as temporary and permanent 2 o.c.and at 10'0.c.respectively unless braced throughout their length by - `'� DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). 24243 °°' DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ ghh,� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. :1, Q 4)&31 SEQ. : 5192566 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� s, design loads be applied to any component and are for"dry condition"of use. •[��';, �^t TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design necessary.assumes full bearing at all supports shown.Shim or wedge if v i ti 1.7 w fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ;//11 -, 7/ "'; `` 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. VIII I II III 1111 III VIII VIII I I IIII ( 9.and/or rESR 311,ESR'1966(M Tek). COIT1pulrus,Inc.Software 7.6.2 1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) __ 1111 1 IIII LUMBER SPECIFICATIONS TRUSS SPAN 36'- 5.5" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 ICOND, 2: 2325.00 LBS DRAG LOAD. BC: 2x4 OF #1 5BTR SPACED 24.0° 0°C. WEBS: 2x4 DF STAND; 2x4 DF #1&BTR A LOADING Note: Design assumes uniform loading of LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF drag load across entire top chord. Connection TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM = 42.0 PSF to roof diaphragm and shear wall by others. BC LATERAL SUPPORT <= 12°OC. UON. M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. bearing wall for entire span UON. Connector plate prefix designators: BOTTOM CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM TOM CHORD CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M18HS,M16 = MiTek MT series ' Web braces shown (+) may be applied to either side of web at location shown. 14-10 4-00 17-07-08 7-05 7-05 4-00 5-11-01 5-11-01 5-09-05 9 12 6.00i/ +2x4 web brace required. Laterally brace to roof diaphragm. M-5x6 M-3x8 M-3x6 M-1.5x4 4 5 6 7 M-1.5x4 M-3x8 M-5x6 1 2 r 0 CD CO a") A 0 in B g 10 0.5„11 12 13 1a M-1.5x4 M-3x6 M-1.5x4 M-3x6 M-3x6 M-5x8(S) M-3x6 * * y y y * * 7-05 7-01-08 4-05-04 5-09-05 5-07-09 6-00-13 * * 36-05-08 PROF l�3 �ti F JOB NAME: BROWNSTONE AT THE CROSSING - B DRAG �'� © ' � �� "'���� s� Scale: 0.2353 :�,p�� 'IL W 1, �0_,'� I:21y4/ * f. WARNINGS: GENERAL NOTES,unless otherwise noted: 5, i \ ,1 i I ' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review , Truss: B DRAG and Warnings before construction commences. and approval is the responsibility of the building designer,not the ; �� B 2.2u4 compression web bracing must be installed where shown+. truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at f v � 3.All lateral force resisting elements such as temporary and permanent - 2'o.c.and at 10'o.c.respectively unless braced throughout their length by li, �. > DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,� ^ �} .- , L 14 t DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ t .. —, ) 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. _r, i ��:j . SEQ. : 51925 67 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 24243 f t design loads be applied to any component. and are for"dry condition"of use. A, i t� ,rC'1 ,q J V C�rl 2�//7 TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if try} `. necessary. t fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. ._ S`f v 1 tQ c 6/30/13 rt 1�. V 6.This design is furnished subject to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center ONA',, EX IIII I II f l I IIII IIII III ion III TPI/WTCA in SCSI,copies of which will be furnished upon request. fines coincide with joint center fines. F(/7 9 j ,, •A a 9.Digits indicate size of plate in inches. / ;(� v AA. ,.� CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1986(MiTek). i. EXPIRES ,13 1 ( 111111 1111111 LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.5° TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING ) BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M-1x2 or equal typical at stud verticals. M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 3 complete specifications. isgvii12BOTTOMCHORDCHECKEDFOR1DPSFLIVELOAD. TOP E C.) 6.00 SAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0 0 v o� 0 o o ////////////////////////////////////////////////////////////I ,-- ,(--' '. M-2.5x4 G Qi it . 1 x 1 .. OR!esiNcl, ,u_ . ;. " ` -'1'26,`` 0 > y 1-04-08 y 7-08 08 . A. Jc`31\- 5/V//: EXPIRES 6/30113 JOB NAME: BROWNSTONE AT THE CROSSING - C GE Scale: 0.6489 � �� �'' --1..„1, WARNINGS: GENERAL NOTES,unless otherwise noted: ;` ;: t' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �'• Truss: C GE and a roval is the responsibility of the building designer,not the `' and Warnings before construction commences. PP, P r. 9 , 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at j y� (' 3.All lateral force resisting elements such as temporary and permanent `•4.� s• 2'o.c.and at 10'o.o.respectively unless braced throughout their length by DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ( 24243 (_�C/j�,i - k DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ �l{7' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. s' 'Q � 1y�r'" „*Q SEQ. : 51925 68 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. as TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PriA*i "' fabrication,handling,shipment and installation of components. ry r `1" necessary. .2/j, 1� ; ,_ g, p P 7.Design assumes adequate drainage is provided. (! !v �„�, 3 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111 II I III "IIIII III I VIII IIII II TPIANTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center fines. 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1986(MiTek). IIII 11111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.5" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -50) 39 2-4=(-101) 86 3-4=(-234) 195 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2-3=(-148) 232 . WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0)LONDTOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -85/ 441V -103/ 131H 5.50' 0.71 DF ( 625) OVERHANGS: 16.5" 0.0' 7'- 8.5° -41/ 309V -103/ 131H 3.50' 0.49 DF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc V MAX LL DEFL =ERTICAL DEFLECTION LIMITS ON7 : LL=L/240, TL=L/180 T ° @ -1'- L/2 Allowed 0.138" M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = 0.007° @ -1'- 4.5° Allowed = 0.138" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IC PANEL LL DEFL = 0.336" @ 4'- 2.9° Allowed = 0.512' MAX TO PANEL TL DEFL= -0.365" @ 3'- 11.9' Allowed = 0.768" 7-08-08 T 4' MAX HORIZ. LL DEFL = 0.001" @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.001' @ 0'- 5.5' 12 6.001/ M-1.5x4 This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 0 N 0 cl- i 0L� o/- ►�4 . LY' k! M-2.5x4 M-1.5x4 i II D" sfN . ,` >: '-'6,,,,,,y 26,i't ,, a) y y 1-04-08 7-08-06 ■. EXPIRES 6/30113 3® It. l'k JOB NAME: BROWNSTONE AT THE CROSSING - Cl t- �. � ry Scale: 0.5489 , \ p '' WARNINGS: GENERAL NOTES,unless otherwise noted: "' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review , and Warnings before construction commences. and approval is the responsibility of the building designer,not the `f,:,, ' Truss: Ci 1 truss designer or truss engineer. { ; 2.204 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 'x41 o° 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10•o.c.respectively unless braced throughout their length by t+h' . DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Y 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. r' ( r 'C` ,) SEQ. : 5192569 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, h�pJ design loads be applied to any component and are for"dry condition"of use. TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if `S'tQNAL, fabrication,handling,shipment and installation of components. necessary. 9. P 7.Design assumes adequate drainage is o provided. 5! /, 1 iv _ °-- ` ' 6.This design is fumish o subject to the limitations set forth by 6.Plates shall a located on both faces of truss,and placed so their center 111111 11111 IIII 11111 III 11111 11111 I I IIII TPINVECA in BCSI,copies of which will be furnished upon request. Digits indicate with ze joint pl ate inrnche, 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10 and orrsic connect,Eor design values see ESR 2529(CompuTrus) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -50) 39 2-5=( -34) 437 5-3=( -69) 251 BC: 2x4 DF #1&BTR SPACED 24.0' 0.0. 2-3=(-574) 352 5-6=( -37) 437 3-7=(-510) 109 WEBS: 2x4 OF STAND; 3-4=(-210) 239 6-7=(-130) 437 7-4=(-163) 93 2x4 DF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -93/ 595V -41/ 142H 5.50" 0.95 DF ( 625) OVERHANGS: 16.5" 0.0' STORAGE I REQUIREMENTS OF IBC 2009 APPLY U SPATIAL 2009 ANDIRC2009 NOT BEINGMET. 13'- 0.0' -82/ 461V -128/ 152H 67.00" 0.74 DF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Unbalanced live loads have been AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.007' @ -1'- 4.5° Allowed = 0.138' considered for this design. MAX TL DEFL= 0.007" @ -1'- 4.5' Allowed = 0.183" MAX TL CREEP DEFL = -0.024' @ 6'- 9.3" Allowed = 0.464' Connector plate prefix designators: MAX TC PANEL LL DEFL= -0.029' @ 3'- 1.9' Allowed = 0.453' C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 6-11 6-01 MAX HORIZ. LL DEFL = 0.004' @ 12'- 8.5' T MAX HORIZ. TL DEFL = 0.007" @ 12'- 8.5° r i 12 Design conforms to main windforce-resisting 6.00 V M-1.5x4 system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 M-2.5x4 ,,,,,,3„ , ,e3PtsR160:-.' 0,..t, m 0 ‘, o co '`i CO o m -/ `,_ .5 r ° 6 " M 2.5x M 4x6 � ,t i , �� , � y y Provide Full Continuous Bearing y -, ,1 0YAs / ). 5/L5, r2, 6-09-04 0-10-12 5-04 EXP!R�S 6/3€/13 y y y _ 1-04-08 13-00 - JOB NAME: BROWNSTONE AT THE CROSSING - C2 Scale: 0.3516 44 �.� "'n, „+t' 'i`1.' WARNINGS: GENERAL NOTES,unless otherwise noted: • .y 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review A Truss: C2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the Ft � 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. I! g 2.Design assumes the top and bottom chords to be laterally braced at t,�t,'^ <i 3.All lateral force resisting elements such as temporary and permanent ` `"*t - DES. BY: LA stability bracing must be designed b designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 9 by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). b 24243 l-F DATE• 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ C r� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .' Q1w 4.,E)-1"P � l S E Q. : 5192570 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r design loads be applied to any component and are for"dry condition"of use. �7 TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if jt" �IC�NJ5: fabrication,handling,shipment and installation of components. necessary. rn G,/ ' s +-' '' P P 7.Design assumes adequate onedtifacei o trussed. %o/ __ „ 6.This design is furnished subject to the limitations set forth by B.Plates shall coincide located on both faces of truss,and placed so their center III II II IIII II I VIII I II III IIII TPINViCA in BCSI,copies of which will be furnished upon request Digits cndcae with joint center lines. 9.Digits intlicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1966(MiTek). I ,t 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 12-10-08 GIRDER SUPPORTING 34-06-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-6728) 940 1-5=(-854) 5858 5-2=( -352) 2976 7-4=(-114) 82 ii BC: 2x6 DF SS 2-3=(-3628) 512 5-6=(-842) 5758 2-6=(-3046) 424 WEBS: 2x4 DF STAND; LOADING 3-4=( -184) 216 6-7=(-484) 2958 6-3=( -584) 4674 2x4 OF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 12'- 10.5" V 3-7=(-4476) 620 BC UNIF LL( 406.2)+DL( 296.2)= 702.5 PLF 0'- 0.0" TO 12'- 10.5° V TC LATERAL SUPPORT <= 12°OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) S REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -690/ 4998V -139/ 218H 5.50° 8.00 DF ( 625) Connector plate prefix designators: 12'- 10.5" -673/ 4871V -139/ 218H 5.50° 7.79 DF ( 625) , C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 ( 2 ) complete trusses required. MAX LL DEFL = -0.052' @ 4'- 9.3' Allowed = 0.598° Join together 2 ply with 16d Common nails staggered at MAX TL CREEP DEFL = -0.124° @ 4'- 9.3' Allowed = 0.797' 9" oc throughout 2x4 top chords, MAX HORIZ. LL DEFL = 0.013' @ 12'- 7.0° 4° oc throughout 2x6 bottom chords, MAX HORIZ. TL DEFL = 0.023' @ 12'- 7.0" ■ 9° oc throughout webs. +2x4 web brace required. Laterally brace to roof diaphragm. 4-11-01 3-10-13 4-00-09 Design conforms to main windforce-resisting T T system and components and cladding criteria. 12 M-1.5x4 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 6.00I/ -, Enclosed, Cat.2, Exp.B, MWFRS, T interior zone, load duration factor=1.6 1 Y M-5x8 N- c, o) M-3x8 ° ai lk fi.'. :,v=,. $"� '0,7,,.r. M 5X10 tL' �,tr r fi i '' `s: co Min 011a d 1 - ORfa ' c rn 5 rtn 6 ..7 ° M-3x8 M-5x8 M-7x8 c�Av6't)'26.F`4. 'C3' .' ; y y yv©4 JdN ' 2'3/i-2.- 4-09-05 3-09-01 4-04-01 ryp{Rr-'S 6130113 ' y y 12-10-08 WEDGE REQUIRED AT HEEL(S). p,`W1HN1 ' ,r- 0 JOB NAME : BROWNSTONE AT THE CROSSING - C GIRD Scale: 0.3475 '%'** 'VP i,;. 1/4."\ .�.,< Q WARNINGS: GENERAL NOTES,unless otherwise noted: '`"` � 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 7",,,, and Warnings before construction commences. and approval is the responsibility of the building designer,not the -r 1t Truss: C GIRD r. j truss designer or truss engineer. t 2.204 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at "`,ti «I, 3.All lateral force resisting elements such as temporary and permanent 2'o.c,and at 10'o.c.respectively unless braced throughout their length by - =1rax.r DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _ 24243 ;er, DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2z Impact bridging or lateral bracing required where shown++ �y t .4 f .. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. +-r(} ikla "E(°* ` * SEQ. : 5192571 fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component and are for"dry condition"of use. y�yr�' L,c-1-4',X 6 Design assumes full bearing at all supports shown.Shim or wedge if ",�SJ V j tl/:L+✓' °"`- TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the necessary. /�f�/l t 1 fabrication,handling,is furnished subject to the installation of components. set forth t byts. 7.Design assumes b el adequate ed on both is o truss,a C 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II 111 II I III I Hill I I MI III III TPIM?CA in BCSI,copies of which will be furnished upon request Digs coincide with joint plate in inches. 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). III VIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 3.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -50) 39 2-5=(-129) 575 5-3=( 0) 309 ) BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2-3=(-732) 459 5-6=(-131) 571 3-6=(-666) 211 WEBS: 2x4 DF STAND; 3-4=(-214) 243 6-4=(-162) 95 2x4 DF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -114/ 661V -158/ 227H 5.50" 1.06 DF ( 625) OVERHANGS: 16.5" 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 3.0" -76/ 549V -158/ 227H 3.50' 0.88 DF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Connector plate prefix designators: 40, TL=L/18 C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.007' M -1'-VERTICAL DEFLECTION LIMITS: LL=L/2 L/2 Allowed 0 0.138' M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL DEFL = 0.007" @ -1'- 4.5' Allowed = 0.183" MAX TL CREEP DEFL = -0.032° @ 6'- 10.6" Allowed = 0.833° . 7-00-08 6 02 08 MAX TC PANEL LL DEFL = -0.031° @ 3'- 2.5" Allowed = 0.463° '( 12 MAX HORIZ. LL DEFL = 0.005' @ 12'- 11.5" 6.001/ M-1.5x4 MAX HORIZ. TL DEFL = 0.009" @ 12'- 11.5" Design conforms to main windforce-resisting R system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 M-2.5x4 9p cD . pRDp ,, L , 1 CO 1 I ; 1 1111 I III This design prepared from computer input by PACIFIC LUMBER-BC r LUMBER SPECIFICATIONS TRUSS SPAN 13'- 3.0" ICOND. 2: 5450.00 LBS DRAG LOAD. 1 LOAD DURATION INCREASE = 1.15 TC: 2x4 DF #1&BTR Design conforms to main windforce-resisting BC: 2x4 DF #1&BTR SPACED 24.0' O.C. system and components and cladding criteria. WEBS: 2x4 DF STAND; LOADING 2x4 DF #1&BTR A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, ? DL ON BOTTOM CHORD = 10.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF interior zone, load duration factor=1.6 BC LATERAL SUPPORT <= 12'0C. UON. Note:Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing wall for entire span UON. M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 7-00-08 6-02-08 T 12 M-2.5x4 6.00 V Nu M-5x6 •1 A co 4OPRO% ' x w. co .....ill11111 ,.... O, �- - �I ,1 r,,.._ jl. _.,., 6 ° M-3x8 M-gx8 M-4x8 v RJR +rte, Q,`o d ' y26, �' ,`U`y y y �.:_ ��� SI23! 6-10-12 6-04-04 J. y y EXPIRES 0113 1-04-08 13-03 JOHN wit 4 ,- JOB NAME ' BROWNSTONE AT THE CROSSING - D DRAG i Scale: 0.3787 ,, j •1\ r# 0 Tr y WARNINGS: GENERAL NOTES,unless otherwise noted: j 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review } x.. and approval is the responsibility of the building designer,not the 't vF Truss: D DRAG and Warnings before construction bracing ct on commences. PP_ en, r. g B truss designer or truss engineer. 2.2x4 compression web bracing must be installed where shown+. _ �' x 2.Design assumes the top and bottom chords to be laterally braced at s ' 3.All lateral force resisting elements such as temporary and permanent l:'"IP" r 2'o.c.and at 10'o.c.respectively unless braced throughout their length byDES. BY: LA stability bracing must be designed by designer of complete st ucture. continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). t, 24 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 5192573 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .1 r (��., � fv" fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, _ ^`[�J�,_ design loads be applied to any component and are for"dry condition"of use. t,,nn,, TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if / SjvN�W2 P necessary. 5//1 /G,'. `r ,0 •- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. / L 1 ''LA' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II I III VIII VIII IIII II 1111 110 IIII TPINVrCA in BCSI,copies of which will be furnished upon request Digit coincide with joint ate in i lines. 1:2:2301111111111 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see E5R-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-03-00 GIRDER SUPPORTING 34-06-0D IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE= 1.15 (Non-Rep) 1-2=(-6966) 974 1-5=(-884) 6070 5-2=( -362 3076 7-4=(-116) 84 BC: 2x6 DF SS 2.3=(-3750) 530 5-6=(-872) 5968 2-6=(-3162) 440( ) WEBS: 2x4 OF STAND; LOADING 3-4=( -190) 220 6-7=(-500) 3064 6-3=) -604) 4826 2x4 OF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 3.0' V 3-7=(-4626) 640 BC UNIF LL( 406.2)+DL( 296.2)= 702.5 PLF 0'- 0.0" TO 13'- 3.0° V TC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT<= 12'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -710/ 5142V -143/ 224H 5.50" 8.23 DF ( 625) Connector plate prefix designators: 13'- 3.0° -693/ 5014V -143/ 224H 3.50" 8.02 DF 625 C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ( 625) M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ij ( 2 ) complete trusses required. MAX LL DEFL = -0.056" @ 4'- 10.6" Allowed = 0.625" Join together 2 ply with 16d Common nails staggered at MAX TL CREEP DEFL = -0.132" @ 4'- 10,8" Allowed = 0.833° 9° oc throughout 2x4 top chords, 4" oc throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.014' @ 12'- 11.5' 9" oc throughout webs. MAX HORIZ. TL DEFL = 0.024" @ 12'- 11.5' 5-00-09 4-00-05 4-02-01 +2x4 web brace required. Laterally brace to roof diaphragm. '( '( '( -( Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00(/ M 1.5x4 Wind: 110 mph, h=25ft, TOOL=4,2,BCOL=6,0, ASCE 7-05, -/ Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 M-5x8 M-3)(8 m `Q.,0 PRpF-� M-5x10 - - , ..,. ° 1 ,- 5 6 - ._.7 __.. ' OR( Sh - ° M-3x8 M-5x8 M-7x8 in `,.4)'26,'`� ' (� y y y y il J Otkk - 5,-/V12- 4-10-13 3-10-09 4-05-09 y y ' EXPIRES, • 8130113 13-03 WEDGE REQUIRED AT HEEL(S). JOB NAME : BROWNSTONE AT THE CROSSING - D GIRD Scale: 0.3459 ■+ 1 7� WARNINGS: GENERAL NOTES,unless otherwise noted: 'V _ '"Z 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review b Truss: D GIRD and Warnings before construction commences. and approval is the responsibility of the building designer,not the „ v ' 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. .- .' t a T.2.Design assumes the top and bottom chords to be laterally braced at 3.All lateral force resisting elements such as temporary and permanent rr la DES. BY: LA stabitty bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / continuous sheathing such as plywood sheathing(TC)where shown and/or drywall(BC). ra; DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 24243 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. tt�� , /��, SEQ. : 51925 74 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, a 7 C..�...t v design loads be applied to any component and are for"dry condition"of use. is �, t�.i,}}\h-... TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .x NOON�] y.� necessary. tp y f fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /� 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center �� /! 11111 VIII 11 13 11111 11111 11111 1111 101 TPIA/TCA in BCSI,copies of which will be furnished upon request, fines coincide with joint center lines. 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(114-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek), ,_- IIIIIII IIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 9.8° IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 7=(-293) 1442 7- 3=( 0) 319 11- 6=(-983) 381 BC: 2x4 DF #1&BTR SPACED 24.0" 0.0. 2- 3=(-1723) 659 7- 8=(-295) 1439 3- 8=(-729) 235 ,' WEBS: 2x4 OF STAND 3- 4=(-1015) 421 8-10=(-131) 764 8- 4=( -36) 461 LOADING 4- 5=( -984) 407 9-11=( 0) 0 8- 5=(-107) 89 t TO LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -865) 380 10-11=(-211) 177 5-10=(-444) 257 , BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 6=(-252) 919 TOTAL LOAD = 42.0 PSF OVERHANGS: 16.5' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -179/ 1141V -172/ 227H 5.50" 1.83 DF ( 625) vertical members (uon). 24'- 9.8° -141/ 1035V -172/ 227H 3.50" 1.66 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.007° @ -1'- 4.5" Allowed = 0.138" MAX TL DEFL = 0.007" @ -1'- 4.5" Allowed = 0.183" MAX LL DEFL = -0.051° @ 7'- 5.8" Allowed = 1.203" j, MAX TL CREEP DEFL = -0.122" @ 7'- 4.9" Allowed = 1.604" ff 14-09-12 10-00 T MAX HORIZ. LL DEFL = 0.032" @ 24'- 6.1' 7-06-10 7-03-02 5-10-04 4-01-12 MAX HORIZ. TL DEFL = 0.053' @ 24'- 6.1" Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 I/ HM-4x4 ------.1 s.00 4.0" Wind: 110 mph, h=25ft, TCDL=4,2,BCDL=6.0, ASCE 7-05, 4 4`-,( Enclosed, Cat.2, Exp.B, MWFRS, 14111 interior zone, load duration factor=1.6 M-2.5x4 M-2.5x4 3, M-3x4 r I ° PRGF c .. 7 B M-5x6 1 v 4 r� ihd c z' ,.o M 4x4 M 1.5x4 M 3x8 0 C7 r.. 3 � �i o 9 11 o M-4x6 6.26 C,R iN v Tj Qo t .. y y y .1 0-07J,05 0 `-- 26,°, C.) 7-04-14 7-04-14 6-00 4-00 �Qc y y .1 " -., JOV's 5'23//2 8-09-06 12-00-06 , 3-04-11 , 1-0418,8 20-09-12 ), 3-08-08 EXPIRES 6130113 ; 20-09-12 4-00 � y y 24-09-12 k� �.3Q , 1-04-08 0-03-08 ;+%N W ib �'-��� JOB NAME : BROWNSTONE AT THE CROSSING - E GE Scale: 0.1859 �� , Q fi' GENERAL NOTES,unless otherwise noted: 4_ " ' WARNINGS: ' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review and Warnings before construction commences. and approval is the responsibility of the building designer,not the i .,.., (- Truss: E GE truss designer or truss engineer. { 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at „'.. 49 tt1t 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr / DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 3v SEQ. : 5192575 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ( (�`r&'1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /",- c;,.. r�- .L, x fi design loads be applied to any component. and are for"dry condition"of use. �'�5 y TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if .70NAL e `` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 5/' /1 G ' , 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I II II 11 II I I mil 1/1 TPI/WtCA in BCSI,copies of which will be furnished upon request. Ones coincide with joint center lines. MO 73 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) �_._ and/or ESR-1311,ESR-1986(MiTek). II II IIIII This design prepared from computer input by s PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 9.8" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 7=(-293) 1442 7- 3=( 0) 319 11- 6=(-9B3) 381 BC: 2x4 OF M1&BTR SPACED 24.0° O.C. 2- 3=(-1723) 659 7- 8=(-295) 1439 3- 8=(-729) 235 WEBS: 2x4 DF STAND 3- 4=(-1015) 421 8-10=(-131) 764 B- 4=( -36) 461 LOADING 4- 5=( -984) 407 9-11=( 0) 0 8- 5=(-107) 89 `.. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -865) 380 10-11=(-211) 177 5-10=(-444) 257 BC LATERAL SUPPORT <= 12"0C, UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 6=(-252) 919 TOTAL LOAD= 42.0 PSF OVERHANGS: 16.5" 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -179/ 1141V -172/ 227H 5.50° 1.83 OF ( 625) vertical members (uon). 24'- 9.B° -141/ 1035V -172/ 227H 3.50' 1.66 OF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.007" @ -1'- 4.5' Allowed = 0.138" MAX TL DEFL = 0.007" @ -1'- 4.5' Allowed = 0.183" MAX LL DEFL = -0.051° @ 7'- 5.8" Allowed = 1.203" 14-09-12 10-00 MAX TL CREEP DEFL = -0.122° @ 7'- 4.9' Allowed = 1.604" T f MAX HORIZ. LL DEFL = 0.032" @ 24'- 6.1' 7-06-10 7-03-02 5-10-04 4-01-12 MAX HORIZ. TL DEFL = 0.053" @ 24'- 6.1' T f f Design conforms to main windforce-resisting 12 UM-4X4 12 system and components and cladding criteria. 6.00 V \6.00 4.0" Wind: 110 mph, h=25ft, TCOL=4.2,BCDL=6,0, ASCE 7-05, 4 4'4' Enclosed, Cat.2, Exp.B, MWFRS, NN\ interior zone, load duration factor=1.6 M-2.5x4 M-2.5x4 M-3x4 8 0) O 0 _ o _v PROF--, �tc�,• o - 7 .N a M 5x61r v g fir' iN_... d'/ o M-4x4 M 1.5x4 M 3x8 co 11 ',� ,,,�� Ffi `� ` ' s M-3x6(S) c _�= rt .. 9 "11 o M-4x6 6.26 I\ ORf Q No, r y y y 12 0-07,05 ',c°,�4Ly2s. AU� y 7-04-14 y 7-04-14 6-00 4-00 'b a10 8-09-06 12-00-06 , 3-04-11 Y, A. 5/2 V. 1 04-,8 20-09-12 3-08-08 c yoiRps 6/30113 20-09-12 4-00 y y J' . 24-09-12 J4 - N.IOH* 1-04-08 0-03-08 �� W f. I' JOB NAME: BROWNSTONE AT THE CROSSING - El Scale: 0.1859 , R 11',: A " WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review r. �T C and Warnings before construction commences. and approval is the responsibild ofthe building designer,not the , ;e" , Truss: E 1 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. i- .4'1* ¢ yr 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at :.. x r J1 �. /r° ) DES. BY: LA stabiN bracing must be designed by designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ty g 9 Y P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,, 2$243 �', DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ b $ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. O 1?801S" .>j" SEQ. : 5192576 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. 1� ' TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'QNA1= fabrication,handling,shipment and installation of components. necessary. r v /1 " '3' j :f P P 7.Design assumes adequate drainage is provided. 5/ 7 i v „ ,' 6.This design is furnished subjectto the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIII IIIII I III IIII II 11111 11 I IIIII TPINVTCA in BCSI,copies of which will be furnished upon request Digits indicate with joint center nlines. 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR 2529(CompuTrus) and/or ESR-131 t,ESR-1968(MiTek). IIIII lit This design prepared from computer input by PACIFIC LUMBER-BC ( LUMBER SPECIFICATIONS TRUSS SPAN 20'- 9.8" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -50) 39 2-6=(-218) 1147 6-3=( 0) 321 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2-3=(-1386) 570 6-7=(-220) 1144 3-7=(-745) 239 WEBS: 2x4 OF STAND 3-4=( -669) 330 7-8=(-168) 121 7-4=( 0) 245 LOADING 4-5=( -622) 313 7-5=(-140) 598 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-8=(-813) 353 BC LATERAL SUPPORT<= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0° LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0° -157/ 981V -172/ 199H 5.50° 1.57 DF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 20'- 9.8" -117/ 860V -172/ 199H 3.50' 1.38 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS LL=L1240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.007° @ -1'- 4.5" Allowed = 0.138" MAX TL DEFL = 0.007' @ -1'- 4.5° Allowed = 0.183" MAX LL DEFL = -0.037' @ 7'- 5.8' Allowed = 1.003' 14-09-12 6-00 MAX TL CREEP DEFL = -0.088" @ 7'- 4.9' Allowed = 1.337' '1 '' 1' MAX HORIZ. LL DEFL = 0.013' @ 20'- 8.0° 7-06-10 7-03-02 6-00 MAX HORIZ. TL DEFL = 0.021" @ 20'- 8.0° T Design conforms to main windforce-resisting 12 IIM-4x4 12 system and components and cladding criteria. 6.00 l/ 6,00 4.0" Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4 ,f--4' Enclosed, Cat.2, Exp.B, MWFRS, NN\ interior zone, load duration factor=1.6 111411111111 :11-2.5x4 M-2.5x4 n r. -- `v PROF e. o ° m - � � C ,Ca ��` CD 6 J� .1 ° M-3x4 M-1.5x4 M-3x8 M-1.5x4 :117,16(; v1 ()"!, o 'M-3x6(5) y y �0 7-04-14 7-04-14 6-00 5/V- l� J., y y (� 8-09-06 12-00-06 ' EXPIRES 6/30113 ( J, 20-09-12 y 1 3 -oa os N �► , 1 ,-„ W N, 1' JOB NAME: BROWNSTONE AT THE CROSSING - E2 x x Scale: 0.2754 .� j � .� �'' � 4 r , .2. r WARNINGS: GENERAL NOTES,unless otherwise noted: fit« Y. 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: E2 and Warnings before construction commences. and approval is the responsibility of the building designer,not the s 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at )0r- '" 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as ptywood sheathing(TC)and/or drywall(BC). q A 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ �1 f t �Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. yt. (1h �:�.:7 5 i r+ SEQ. : 5192577 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ^�[S, design loads be applied to any component. and are for"dry condition"of use. n ri TRANS ID: 339 845 5.CompuTrus has no control over and assumes no responsibility for the 6'Design a assumes full bearing at all supports shown.Shim or wedge if `�Ia tv fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ;C__7/Ili 6.This design is furnished subject to the limitations net forth by 8.Plates shall be located on both faces of truss,and placed so their center III I III II 111111111111 II II III III TPINViCA in BCSI,copies of which will be furnished upon request. indicate coincide with joint center lines. Di 9.Digits indicate size of plate te inches. inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). • IIII IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 OF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 7=(-238) 1600 3- 7=( -336) 173 BC: 2x4 DF #1&BTR SPACED 24.0" O.C. 2- 3=(-1899) 685 7- 8=(-209) 1115 7- 4=( 0) 605 WEBS: 2x4 DF STAND; 3- 4=(-1626) 507 8- 9=(-210) 156 4- 8=( -800) 243 2x4 DF #1&BTR A LOADING 4- 5=( -731) 347 8- 5=( 0) 254 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -707) 341 8- 6=( -133) 831 TC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 9=(-1106) 378 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0° BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' -181/ 1228V -214/ 271H 5.50" 1.96 DF ( 625) M-1.5x4 or equal at non-structural 25'- 0.0' -141/ 1200V -214/ 271H 3.50' 1.92 DF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL DEFL = 0.007° @ -1'- 4.5° Allowed = 0.183" MAX LL DEFL = -0.061' @ 9'- 8.4° Allowed = 1.212" MAX TL CREEP DEFL = -0.122' @ 9'- 8.4° Allowed = 1.617" 19-00 6-00 MAX HORIZ. LL DEFL = 0.021" @ 24'- 10.3° MAX HORIZ. TL DEFL = 0.032" @ 24'- 10.3° 6-08-05 6-01-13 6-01-13 6-00 T '1 f f T Design conforms to m -r 12 12 system and componenand cladding criteria. ' 6.00 V IIM-4x4 6.00 Wind: 110 mph, h=25ft, TC4.2,BCDL=6.0, ASCE 7-05, k 5.0" Enclosed, Cat.2, Ex , MWFRS, S. interior zone, load ration factor=1.6 1 NN� M-2.5x4 or equal at non- uctural diagonal inlets. I ) M-5x8(S) � M-3x4 0.25" q - M-1.5x4 •1111‘1 o ‹x- _ , '-'I.'`, s\-1%.t-a, 4) _ . 6 I ;,t O 70.25" M-3x8 M-1.5x4 Lf'Q o M 4x4 .4. J0? S127r''2 M-5x8(S)1- 1. 1, y EXPIRES6/30113 9-08-06 9-03-10 6-00 y 1-04 8 25-00 30)1 . , -; �'JOB NAME : BROWNSTONE AT THE CROSSING - E GE3 Scale: 0,2351 iiirrr' 1 <WARNINGS: GENERAL NOTES,unless otherwise noted: a at't"1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review r:y Truss: E GE3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the truss designer or truss engineer. 2.2x4 compression web bracing must be installed where shown+. .0 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at xx�y1 A0k4 DES. BY: LA stability bracing must be designed by designer of complete structure. 2'continuous and at 10'oh.respectively unless braced throughout their length by ty g 9 Y 9 P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). S- 24243 ti DATE• 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ • ' t�Y �Q SEQ. : 5192578 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ( T<,lv . fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. s TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 8'nDec Design assumes full bearing at all supports shown.Shim or wedge if 9 M,`��Ci�AL fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 5i J 7//fi i'� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed no their center 111 III II I I HIM I IIII III III TPIMIrCA in SCSI,copies of which will be furnished upon request rings coincide with joint center fines. 9.Digits indicate size of plate in inches. r. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTek). I 1 III IIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 7=(-238) 1600 3- 7=( -336) 173 BC: 2x4 OF #1&BTR SPACED 24.0" 0.1. 2- 3=(-1899) 685 7- 8=(-209) 1115 7- 4=( 0) 605 WEBS: 2x4 DF STAND; 3- 4=(-1626) 507 8- 9=(-210) 156 4- 8=( -800) 243 2x4 DF #1&BTR A LOADING 4- 5=( -731) 347 8- 5=( 0) 254 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -707) 341 8- 6=( -133) 831 TC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 9=(-1106) 37B BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5° 0.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0" -181/ 1228V -214/ 271H 5.50° 1.96 OF ( 625) Connector plate prefix designators: 25'- 0.0" -141/ 1200V -214/ 271H 3.50° 1.92 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.007" @ -1'- 4.5" Allowed = 0.138° MAX TL DEFL= 0.007° @ -1'- 4.5" Allowed = 0.183° MAX LL DEFL= -0.061" @ 9'- 8.4" Allowed = 1.212" MAX TL CREEP DEFL = -0.122" @ 9'- 8.4" Allowed = 1.617' 19-00 6-00 MAX HORIZ. LL DEFL = 0.021° @ 24'- 10.3" 6-08-05 6-01-13 6-01-13 6-00 MAX HORIZ. TL DEFL = 0.032" @ 24'- 10.3" '1 "( f '( Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.001/ IIM-4x4 v 6.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4.0" Enclosed, Cat.2, Exp.B, MWFRS, 5 ,F,f interior zone, load duration factor=1.6 3%4%4 M-5x8(S) 21-3x4 0.25" M-1.5x4 , ., ROFEo � � � \ .._8 1 8o 7 -8 9 -y -yam, ..-° O 1 M-4x4 0.25" M-3x8 M-1.5x4 `'`.- A JON M-5x8(S) _ . S!23/%% y y y y . EXPIRES 6130113 . 9-08-06 9-03-10 6-00 y 1-04-08 y 25-00 1-04-08 3 0 , Scale: 0.2351 ! JOB NAME: BROWNSTONE AT THE CROSSING - E3 , i . ). WARNINGS: ) GENERAL NOTES,unless otherwise noted: Ste` ) 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review il Truss: E3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the aA'r truss designer or truss engineer. 2.2x4 compression web bracing must be installed where shown+. ark " 2.Design assumes the top and bottom chords to be laterally braced at y ,� ` _ l 3.All lateral force resisting elements such as temporary and permanent , •/xa+• :. DES. BY: LA stability bracing must be designed h designer of complete structure. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ty 9 by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 '. DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ Q1 (� 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'C f V-( ,, SEQ. : 51925 79 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. x 'I TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing stall supports shown.Shim or wedge if [ t��t+Ty ; ` fabrication,handling,shipment and installation of components. Desessary. 7,r/J 2 11'7" ' ...1 V P P 7.Design assumes adequate drainage is provided. / u 7 f /fi ��, '� 6.This design is famished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center II I II I 1111 III IIIII IIII 111111 TPINVECA in BCSI,copies of which will be famished upon request, Ones coincide with joint center lines. 9.Digits indicate size of plate in inches. ,ezawnfigNININ CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1998(MiTek). I II II IIII This design prepared from computer input by PACIFIC LUMBER-BC ) LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.2' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 IC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-166) 198 5-6=(-2B0) 201 1-5=(-120) 175 6-4=(-160) 446 BC: 2x4 OF #1&BTR SPACED 24.0' O.C. 2-3=(-2B5) 2B4 6-7=(-268) 202 5-2=(-462) 243 4-7=(-636) 201 WEBS: 2x4 OF STAND; 3-4=(-260) 268 2-6=(-117) 135 1 2x4 DF #1&BTR A LOADING 6-3=( -86) 134 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -76/ 66BV -270/ 327H 5.50" 1.07 OF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12'- 11.2" -98/ 597V -270/ 327H 3.50" 0.96 OF ( 625) , C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. M,M2OHS,M18HS,M16 = MiTek MT series ON LIMITS: LL= VERTICAL DEFLECTIL/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = C0009° M B'- 1L/2° Allowed = 0.609° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.015° @ 8'- 11.2" Allowed = 0.812° 8-11-04 4-00 MAX HORIZ. LL DEFL = -0.004' @ 12'- 9.5° MAX HORIZ. TL DEFL = -0.004' @ 12'- 9.5" 4-05-10 T 4-05-10 4-00 Design conforms to main windforce-resisting ( system and components and cladding criteria. 12 12 6.001/ [1M-4x4 '''--.1 6.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 4.0° interior zone, load duration factor=1.6 3 4`--4' 31144% M-2.5x4 M-2.5x4 M-1.5x4 A- y % A CO 0 A ogjPfF4c° CO c0 fH co --. 1 y+ M 1�- - , 0 ftt 1.4 zb M-2.5x4 M-3x8 M-1.5x4 48 A. JOB 5i25/i2 y 1' y EXPIRES 6130113 8-11-04 4-00 . y y • 12-11-04 � 31 oJN 1R �' JOB NAME: BROWNSTONE AT THE CROSSING - F2 Scale: 0.2479 b y, ,:- .y.'.!#4.WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review and approval is the responsibility of the building designer,not the yt^'' Truss: Fri and Warnings before construction commences. pP e F2 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 2.Design assumes the top and bottom chords to be laterally braced at 'f 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10•o.c.respectively unless braced throughout their length by / ,.� DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). t 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ tl ' ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �, Q tip-,., SEQ. : 5192580 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment P design loads be applied to any component. and are for"dry condition"of use. S1ON{L.L.•6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the necessa r d fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �t?7/liv iwr.:L` r 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111 11111 11111 1111 III VIII 1111 III TPINVECA in BCSI,copies of which will be furnished upon request. Digits coincide with ze joint pl ate inrnche. 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1966(MiTek). IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC , E LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.0° IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 7=(-253) 1619 3- 7=( -374) 194 BC: 2x4 DF #1&BTR SPACED 24.0' 0.C. 2- 3=(-1925) 702 7- 8=(-233) 1057 7- 4=( -88) 710 WEBS: 2x4 DF STAND; 3- 4=(-1758) 579 8- 9=(-208) 354 4- B=( -750) 293 2x4 DF #1&BTR A LOADING 4- 5=( -992) 427 B- 5=( -181) 1183 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -229) 263 5- 9=(-1076) 175 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=( -154) 203 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5" 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0" -160/ 1247V -234/ 324H 5.50' 2.00 DF ( 625) Connector plate prefix designators: 25'- 0.0' -142/ 1283V -234/ 324H 5.50' 2.05 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.007" @ -1'- 4.5" Allowed = 0.138° MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183" MAX LL DEFL = -0.073" @ B'- 8.7° Allowed = 1.204" 21-00 4-00 MAX TL CREEP DEFL = -0.139" @ B'- 8.7" Allowed = 1.606' -r f 7-04-05 6-09-13 6-09-13 4-00 MAX HORIZ. LL DEFL = 0.021" @ 24'- 8.5" MAX HORIZ. TL DEFL = 0.031" @ 24'- 8.5" 12 12 Design conforms to main windforce-resisting 6.001 - M-4X6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 5 �f Enclosed, Cat.2, Exp.B, MWFRS, ,Adigiii\ uu� interior zone, load duration factor=l.6 �M-1.5x4 M-5x8(S) • IA 0. 0 ¢r' 1 PFDA�. . M-1.5x4 ° -• . D� iuthi�fi s I 1 TTT ,7i ' .= 0 N was vM-4x4 M-2.5x4 0.25 M-2.5x4 -4. ,J 0'6 S, M-7x8(S) * y y y EXPIRES 6130113 ' 8-08-11 8-02-03 8-01-02 y 1-04-08 25-00 Q,.3 71T��i' iv W l� JOB NAME: BROWNSTONE AT THE CROSSING - F3 sale: 0.2281 i ., ,, ,. ,. WARNINGS: GENERAL NOTES,unless otherwise noted: r;" `-w 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review Truss: F3 and Warnings before construction commences. and approval is the responsibility of the building designer,not the f r 2.2x4 compression web bracing must be installed where shown+_ truss designer or truss engineer. p. `(•. 3.At lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterelty braced at r., f tiO 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LA stability bracing most be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 2424 i DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ J��C}•e �R 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. O rf" 'rrZr l te r. ^ SEQ. : 5192581 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. TRANS ID: 339845 5.CompuTrus has no contort over and assumes no responsibility for the S necessary.D assumes full bearing at all supports shown.Shim or wedge if / ' `�IO t�� z fabrication,handling,shipment and installation of components. .,• g, p P 7.Design be coa ed on both face i of truss,provided. 5L�7� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. toes coincide with joint center lines. ✓ VIIII I II I I(IIIII 1111111111 9 Digits dor cconn11oESR-1986(MiTek).of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) II]IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 7=(-283) 1988 3- 7=(-363) 192 6-10=(-1429) 442 BC: 2x4 DF #1&BTR SPACED 24.0' O.C. 2- 3=(-2345) 765 7- 8=(-225) 1437 7- 4=( -83) 699 WEBS: 2x4 OF STAND; 3. 4=(-2176) 642 8- 9=(-198) 746 4- 8=(-746) 291 2x4 OF #1&BTR A LOADING 4. 5=(-1419) 495 9-10=(-229) 171 8- 5=(-187) 1153 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -653) 340 5- 9=(-715) 222 TC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=(-139) 1042 BC LATERAL SUPPORT <= 12°OC, UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0° -203/ 1445V -234/ 286H 5.50° 2.31 OF ( 625) Connector plate prefix designators: 28'- 9.0" -163/ 1409V -234/ 286H 5.50' 2.26 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.007° @ -1'- 4.5° Allowed = 0.138° MAX TL DEFL = 0.007" @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = -0,094" @ 8'- 8.7' Allowed = 1.392° MAX TL CREEP DEFL = -0,178° @ B'- 8.7" Allowed = 1.856" MAX HORIZ. LL DEFL = 0.029° @ 28'- 7.3" MAX HORIZ. TL DEFL = 0.044" @ 28'- 7.3" 21-00 7-09 Design conforms to main windforce-resisting T T '1 system and components and cladding criteria. 7-04-05 6-09-13 6-09-13 7-09 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, 12 12 interior zone, load duration factor=1.6 6.00 V M-4x6 \I 6.00 4.0" 5 ,f,( 4-0%41/4 M-5x8(S) 0° M-4x4 ao • Al -atiD PRDrF� M-1.5x4 .-SIN kS'�G ,T IIIIIIk\ ._ co 6 , th �OR'e N �,. Gti y �- v = `e'e �ni�z�� mil, 2&,hr,5fl 9 o M 3x6 M 25x4 0.25"B =M-4x4 M-1.5x4 iD Yd•�. .10N .,... M-5x8(S) ,-_ ._ s/25//Z. y y y y y EXPIRE 30113 8-08-11 8-02-03 8-02-03 3-07-14 1-04-08 28-09 ..J Oil*'pis- `4 • W.`` ,a, joy,. JOB NAME : BROWNSTONE AT THE CROSSING - F4 Scale: 0.1956 '��`` vis•Y va; -,, WARNINGS: GENERAL NOTES,unless otherwise noted: f77i9 }, P. 'Z 4 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review �� 1 Truss: F4 and Warnings before construction commences. and approval is the responsibility of the building designer,not the t. . i 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. d 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally o braced at •,i' 73 t= DES. BY: LA stability bracing must be designed by designer of complete structure. 2'o.c,and at 10'o.c.respectively unless braced throughout their length byf;'�1 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). �� 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ � SEQ. : 5192582 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �;fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive ent, ra � � design loads be applied to any component and are for"dry condition"of use. TRANS I D: 339845 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ail •supports shown.Shim or wedge if y r. SrONA L ,-=r fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. _ , /~ �;.�y��.S 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both facs of truss,and placed so their center 5!2 7/I G µ,:�sa�r IIIIII I III IIIII 11111 IIIII 11111 IIIII 1111 IIII TPI/WTCA in BCE!,copies of which will be furnished upon request. lines coincide with joint center lines. y ; 9.Digits Indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1986(MiTek). - II II IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 9.0" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 TC: 2x4 DF#1&BTR LOAD DURATION INCREASE= 1.15 MAX LL DEFL = -0.008° @ -1'- 4.5" Allowed = 0.138' BC: 2x4 OF #1&BTR SPACED 24.0" 0.0. MAX TL DEFL = -0.009" @ -1'- 4.5° Allowed = 0.183' WEBS: 2x4 DF STAND; L MAX HORIZ. LL DEFL = 0.016" @ 0'- 3.3' 2x4 DF #1&BTR A LL( 25.0)+DL( 7,0) ONOTOP CHORD = 32.0 PSF MAX HORIZ. TL DEFL = -0.016" @ 0'- 3.3° DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12°OC. UON. TOTAL LOAD = 42.0 PSF This truss does not include any time dependent BC LATERAL SUPPORT <= 12"OC. UON. deformation for long term loading (creep) in the LL = 25 PSF Ground Snow (Pg) total load deflection. The building designer M-1.5x4 or equal at non-structural shall verify that this parameter fits with the vertical members (uon), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL intended use of this component. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. �COND. 2: 5450.00 LOS DRAG LOAD. Connector plate prefix designators: C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Design conforms to main windforce-resisting M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. system and components and cladding criteria. Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 21-00 7-09 Note:Truss design requires continuous T bearing wall for entire span UON. 12-00-11 8-11-05 7-09 7-05-08 6-09-04' 6-09-04 7-09 T 12 12 I I M-4x4 �I 6.00 6.00 I/ 4.0' 5 "I, a4` M-4x6 a M-3x6(5) 1,I I . a �0 PRGt:���, } M 4x6 `''� �£sihl� . Gam':{ r. �. 111111111111111111 L46(3"'LCCD. 1i I ,: m 'I�',II∎ m 26: Q ,!r. �� - 10 o M- x4 M-ix8 M-5gx8 � J�� , =M-4x4 M-3x6(S) M-2.5x4 S�?-�1� y y y y y EXPIRES 6130113 y 7-03-12 6-07-08 , 7-00-12 7-09 y 12-00 16-09 y , 0 28-09 p,,.JOHN`i ,y. 1-04-08 , JOB NAME : BROWNSTONE AT THE CROSSING - F DRAG Scale: 0.1836 .... / s�\ ,, ' °1 WARNINGS: GENERAL NOTES,unless otherwise noted: *fi 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review y Truss• F DRAG and approval is the res onsibifity of the building designer,not the 1 and Warnings before construction commences. PP P truss designer or truss engineer. '` ±.. • 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be lateral braced at r 3.All lateral force resisting elements such as temporary and permanent 2'o.c.and at 10'0.c.respectively unless braced throughout their length by , j DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ �'t 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 110 RL ( "?•5 l •', SEQ. : 5192583 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component and are for"dry condition"of use. :,(2&61`.10 N L, 6.Design assumes full bearing at all supports shown.Shim or wedge if ;n,. TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the necessary. 2 y r fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �" 6.This design is furnished subject to the limitations net forth by B.Plates shall be located on both faces of truss,and placed so their center /3 TPIM/rCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. r EXPIRES IIIIIIIIII III IIII 111111111111 IIIII CompuTrus, ( 9.and/or 1311,ESRplate 58(MiTek).C.OfTI UTrus,Inc.Software+7.6.3-SP6 1 L-E 10.For basic connector plate design values see ESR-2529(CompuTrus) I IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 l TO: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -50) 39 2- 7=(-253) 1619 3- 7=( -374) 194 BC: 2x4 DF #1&BTR SPACED 24.0' 0.0. 2- 3=(-1925) 702 7- B=(-233) 1057 7- 4=( -88) 710 WEBS: 2x4 DF STAND; 3- 4=(-1758) 579 8- 9=(-208) 354 4- B=( -750) 293 2x4 DF #1&BTR A LOADING 4- 5=( -992) 427 8- 5=( -181) 1183 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -229) 263 5- 9=(-1076) 175 TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6=( -154) 203 t BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF !' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' -1B0/ 1247V -234/ 324H 5.50° 2.00 DF ( 625) M-1.5x4 or equal at non-structural 25'- 0.0' -142/ 1283V -234/ 324H 5.50" 2.05 DF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.007° @ -1'- 4.5' Allowed = 0.138° M,M2OHS,M1BHS (16 = MiTek prefix) = CompuTrus, Inc MAX TL DEFL = 0.007" @ -1'- 4.5° Allowed = 0.183" M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.073' @ B'- 8.7° Allowed = 1.204" 21-00 4-00 MAX TL CREEP DEFL = -0.139° @ 8'- 8.7' Allowed = 1.606" 7-04-05 6-09-13 6-09-13 4-00 MAX HORIZ. LL DEFL = 0.021' @ 24'- 8.5' MAX HORIZ. TL DEFL = 0.031" @ 24'- 8.5' 12 12 Design conforms to main windforce-resisting 6.001/ M-4x6 6.00 system and components and cladding criteria. 4.0" Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 5 44--4( Enclosed, Cat.2, Exp.B, MWFRS, uu% interior zone, load duration factor=l.6 `,'11 � 1.5x4 M-2.5x4 or equal at non-structural diagonal inlets. M-5x8(S) M-1.5x4 )11111A m°o � C..0PR3F� 0'i g1 . ; +�c:t c3°C dilaiiiii\ t° NW v g 9 vD ��rj . o M-4x4 M-2.5x4 0.25" M-2.5x4 Q ,JO r ; M-7x8(S) Oro 5/231 r;, y y y y EXPIRES 8/30/13 . 8-08-11 8-02-03 8-01-02 1-04-08 25-00 p...3OH4,,. Nv t• JOB NAME : BROWNSTONE AT THE CROSSING - F GE1 Scale: 0.2281 , s'':. IV ' .#., +,Y 31 WARNINGS: GENERAL NOTES,unless otherwise noted: wK F .fS 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review n. Truss: F GE 1 and Warnings before construction commences. and approval is the responsibility of the building designer,not the `- y!' )' 2.2x4 compression web bracing must be installed where shown+. truss designer or truss engineer. �, p4; 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at ,t /'$ 2'o.c,and at 10'0.c.respectively unless braced throughout their length by DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f: 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.20 Impact bridging or lateral bracing required where shown++ Fi 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Qh ,rr5�y," t,� SEQ. : 51925 84 fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. S'OIVA TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.� assumes full bearing at all supports shown.Shim or wedge if / f' r fi fabrication,handling,shipment and installation of components. I L 1'r=� g, P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center /J / TPIM1rCA in SCSI,copies of which will be furnished upon request. Gies coincide with joint center lines. EXPIRES 1� ■ / 11111111111111111111111 9.Digits indicate size of ate design in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1966(MiTek). II1111II111II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 25-00-00 GIRDER SUPPORTING 10-11-00 FROM 0-00-00 TO 10-00-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x6 DF SS LOADS AS GIVEN LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=(-6273) 826 1- 7=(-736) 5532 7- 2=( -97) 1382 10- 5=( -13) 611 BC: 2x8 DF #1&BTR; 2- 3=(-4491) 591 7- 8=(-735) 5513 2- 8=(-1841) 248 10- 6=( -263) 2017 2x8 DF #2 62 LOADING 3- 4=(-2449) 317 B- 9=(-565) 3853 8- 3=( -318) 2918 6-11=(-2394) 316 WEBS: 2x4 DF STAND; IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0° TO 25'- 0.0° V 4- 5=(-1024) 212 9-10=(-373) 2079 3- 9=(-2872) 379 2x4 DF #1&BTR A BC UNIF LL( 111.5)+DL( 95.B)= 207.2 PLF 0'- 0.0' TO 10'- 0.0° V 5- 6=(-1002) 200 10-11=(-211) 197 9- 4=( -247) 2540 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 10'- 0.0" TO 25'- 0.0" V 4-10=(-2542) 326 TC LATERAL SUPPORT<= 12"0C. UON. BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL( 978.0)+DL( 665.0)= 1643.0 LBS @ 12'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -478/ 3739V -215/ 317H 5.50" 5.98 DF ( 625) Hangers attached to the bottom chord LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 25'- 0.0' -297/ 2459V -215/ 317H 3.50° 3.94 DF ( 625) will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/160 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL LEDLL -TION9" @ LIMITS: 10.3' Allowed O 1.212" C,CN,C18,CN18 (or = MiTek prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.323" @ 11'- 10.3" Allowed = 1.617' M,M20HS,M18HS,M16 = MiTek MT series 21-00 4-00 MAX HORIZ. LL DEFL = 0.033" @ 24'- 10.3" T MAX HORIZ. TL DEFL = 0.059" @ 24'- 10.3" 6-10-06 T 5-03-06 T 4-06 T 4-04-04 T 4-00 T +2x4 web brace required. Laterally brace to roof diaphragm. 12 12 Design conforms to main windforce-resisting 6.001 M-5x6 6.00 system and components and cladding criteria. 5.0" wind: 110 mph, h=25ft, TOOL=4.2,BCDL=6.0, ASCE 7-05, 5 '02( Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 7x8 N1-5X6, � 4� 0 M-8x10(5) ' �! 1qo m .-...,5,0 PRGFtc' M 3x8 L ( I ,...l a M-7x16 ORt Cain c,, o �1 Ini� cam B2� �� ''&,, 45�'� �� m I_us o 1 M-3x6 M-4x12 M-7x14 0.25" 9 M-7x8 M-2.5x4 11 ��a.�. JO�'���� M-10x12(S) 5/V/1/7; . 1643# ' . ` y y y y - r-yaIRES E/30/13 . 6-06-10 5-01-10 4-06 4-07-12 4-00 25-00 py,,JOHN. JOB NAME: BROWNSTONE AT THE CROSSING - F GIRD Scale: 0.2287 vt � - =r WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review t," Truss: F GIRD and Warnings before construction commences. and approval is the responsibility of the building designer,not the .'r vs ' 2.2x4 compression web bracing must be instated where shown+, truss designer or truss engineer. n 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at ;+ 4 t/ r .,• 2'o.c.and at 10'o.c.respectively unless braced throughout their length bye DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). L: 24243 , DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ C�1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,i r0,41.,..."?•�ts r � S E Q. : 5192585 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. '''• �v .-1 TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design full bearing at all supports shown.Shim or wedge if "�°' '''ION -+ 4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 5�v r'/I v d . `i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center /'L., TPl CA in BCSI,copies of which wit be furnished upon request Does coincide with joint center lines. EXPIRES ?j ( IIIIII�III 11111 11111 1111 II IIIII III III 9.and orESR--1311,ESR 988(MiTek). CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) _ ) III l l 11 III LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0" TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 of #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M-1x2 or equal typical at stud verticals. M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. i 5-05-08 5-05-08 12 12 6.00 1/ M-4x4 --d 6.00 3 i- CV— 4111111111 t'. ) 4 m M-2.5x4 M-2.5x4 1, • y y 1-04-08 10-11 1-04-08 a �'oPRQr-.„ �: d'iy a i 7 'i :i p,.JO!f . OR'esN r JOB NAME: BROWNSTONE AT THE CROSSING - G GE Scale: 0.6162 �� ' ,• ,. <., y26 A,�b � .' WARNINGS: GENERAL NOTES,unless otherwise noted: 4 ti• , - 0 ' ". 7�j'1 ,.�Cj`,' 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review t •fir x [),/t and Warnings before construction commences, and approval is the responsibility of the building designer,not the y. - ' J..- 5/23r'i Truss. G G E 2,2z4 comp ession web bacing must be installed where shown+. truss designer or truss engineer. ,.3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at , f�I 2'on.and at 10'o.c.respectively unless braced throughout their length by 1„, r vD{��S 613 t!/1 DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .. C/r DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown a+ (� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 24243 E�,r”°' SEQ. : 5192586 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �ry design loads be applied to any component and are for"dry condition"of use. f � � i_`G".�¢`,C(j��':, TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at en supports shown.Shim or wedge if �eA� C3 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. �t�✓ �},,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. Digits git coincide with joint ate in inches. ;/14/1�i 111111111111111111111111 •/�1 P ) 9. nd/or ESR 1311,,ESR'19a9(MiTek). 'EX IRES �" l CDR1 CompuTrus,Inc.Software 7.6.2 1 L-E 10.For basic connector plate design values see ESR-2529(CompuTrus) f 111111 111111 This design prepared from computer input by PACIFIC LUMBER-BC , s LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0" IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ' TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-533) 322 1-4=(-215) 398 4-2=(0) 246 ( BC: 2x4 DF #1&BTR SPACED 24.0° O.C. 2-3=(-533) 322 4-3=(-215) 398 WEBS: 2x4 OF STAND II LOADING TO LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0° -63/ 458V -65/ 65H 5.50' 0.73 DF ( 625) Connector plate prefix designators: 10'- 11.0' -63/ 459V -65/ 65H 5.50" 0.73 DF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TO PANEL LL DEFL = 0.014" @ 2'- 11.5' Allowed = 0.355" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL TL DEFL = 0.020' @ 2'- 11.5" Allowed = 0.533" MAX HDRIZ. LL DEFL = -0.004° @ 10'- 5.5' MAX HORIZ. TL DEFL = 0.005° @ 10'- 5.5" This truss does not include any time dependent 5-05-08 5-05-08 deformation for long term loading (creep) in the total load deflection. The building designer 12 shall verify that this parameter fits with the • 12 intended use of this component. 6.00 V \16.00 IIM-4x4 Design conforms to main windforce-resisting system and components and cladding criteria. �� 2 4'0� Wind: 110 mph, h=25ft, TOOL=4.2,BCDL=6,0, ASCE 7-05, �1 Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6 co �� ''''' ''°PROp- °. t 1 4 3 moo co r+-e'tNfiF• 0- M-2.5x4 M-1.5x4 M-2.5x4 L� i 1' $ '', • 1 'R0Rtt,,Nq y: _'c''&-y 5-05-08 5-05-08 y iD jO\'°' # J, 512 5'12, 10-11 EX€?€RES E/30/1? JOB NAME: BROWNSTONE AT THE CROSSING - G1 Scale: 0.5237 WARNINGS: GENERAL NOTES,unless otherwise noted: S `: 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review 0 £ t{ �+ and Warnings before construction commences, and approval is the responsibility of the building designer,not the , 1 f.",. r' t' Truss: U 1 2.2x4 compression web bracing must be installed where shown+, truss designer or truss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced at i_ ,',, ' DES. BY: LA stabili 2 o.c.and at 10'o.c.respectively unless braced throughout their length by ty bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2x Impact bridging or lateral bracing required where shown++ 5 vh rf1 ¢ ±± 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. , 0,4-t,„,, 1.'IS"f .G) --; SEQ. : 5192587 fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1�`^„ design loads be applied to any component and am for"dry condition"of use. -. TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Dec ssa assumes full bearing stall supports shown.Shim or wedge if [/ / 40Nv7r fabrication,handling,shipment and installation of components. ry. 5/,G 7( r�-' . 9. p P 7.Design assumes adequate drainage is provided. Ala E.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I 1 1 1 III IIII 1 111 VIII IIII 1111111 TPInNTCA in BCSI,copies of which will be furnished upon request Digits indicate with joint center inches. 9.Digifs indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR-2529(CompuTrus) and/or ESR-1311,ESR-1988(MiTch). } IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-11-00 GIRDER SUPPORTING 12-04-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 ;£ TC: 2x4 DF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1916) 264 1-4=(-208) 1622 4-2=(-10B) 1421 BC: 2x6 DF SS 2-3=(-1916) 264 4-3=(-208) 1622 WEBS: 2x4 OF STAND LOADING TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0° TO 10'- 11.0" V TO LATERAL SUPPORT <= 12°OC. UON. BC UNIF LL( 129.2)+DL( 107.8)= 237.0 PLF 0'- 0.0° TO 10'- 11.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -227/ 1643V -63/ 63H 5.50' 2.63 DF ( 625) Single member as shown. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 10'- 11.0° -227/ 1643V -63/ 63H 5.50" 2.63 DF ( 625) Hangers attached to the bottom chord will have 1.5° max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.= CompuTrus, MAX LL DEFL = -01027° @ 5'- 5.5° Allowed = 0.500" Connector plate prefix designators MAX TL CREEP DEFL = -0.065' @ 5'- 5.5° Allowed = 0.667' C,CN,CI8,CN16 (or no prefix) ompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ, LL DEFL = 0.007° @ 10'- 5.5" 5-05-08 5-05-08 MAX HORIZ. TL DEFL = 0.012° @ 10'- 5.5' T -1 '( Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 L.--' 6.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6,0, ASCE 7-05, M 4x6 Enclosed, Cat.2, Exp.B, MWFRS, 4.0" interior zone, load duration factor=1.6 . 1%%11 IIIII m i 1 'M 5x10 M-3x8 M-5x10 .,�`°0,, G.iNE- _ i G., �{ #sN cb L y 5-05-08 5 05-08 ./-i� �5, y y Juts` S;2 ;'!� 10-11 EXPIRES 6/30113 P+-J©N.�r . JOB NAME : BROWNSTONE AT THE CROSSING - G GIRD Scale: 0.56121 WARNINGS: GENERAL NOTES,unless otherwise noted: O r;> 1.Builder and erection contractor should be advised of all General Notes 1.This truss design is adequate for the design parameters shown.Review % Truss: G GIRD and Warnings before construction commences. and approval is the responsibility of the building designer,not the "FS pt. 2.2z4 compression web bracing must be installed where shown+, truss designer ortruss engineer. 3.All lateral force resisting elements such as temporary and permanent 2.Design assumes the top and bottom chords to be laterally braced atf, �,,4 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4= " DES. BY: LA stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such bracing. 3.2z Impact bridging or lateral bracing required where shown++ �-r�-t,�,,;��-+1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. r 0,4,1,..„. .3 31 x : SEQ. : 5192588 '�fi^r �� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, � ,_ design loads be applied to any component. and am for"d condition"of use. Oe� TRANS ID: 339845 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q jV IVPi1e fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. ;11(/I2 ` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11 11111 IIIII 11111 IIII I II II II III TPI/WTCA in BCSI,copies of which will be furnished upon request. Digs coincide with joint center lines. _ 9.Digits indicate size of plate in inches. CompuTrus,Inc.Software 7.6.2(1 L)-E 10.For basic connector plate design values see ESR 2529(CompuTrus) and/or ESR-131 1,ESR-1968(MiTek).