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Specifications (17)
„ g F s Set-6ra79 JUN 27 2016 CT ENGINEERING -e '; 180 Nickerson Street Suite302StructuralSeatEngineers nifgAn9e8e1r01; INC 206 285 4512 (V) 206.285 0618 (F) #15238 Structural Calculations River Terrace co PRO/A4 rsc,,\G. I NiS Plan 4 41 Elevation B eREcoNoi, Tigard, OR Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# ROOF Roofing-- 3.5 psf Roofing-future 0.0 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0'psf (1) 1/2"gypsum ceiling 2.2 psf Mise. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 00 D3 S9.1 `moi 2 1 i HD''-_S 2 2x11 HDR I�-o B.b1 R:.b2 Al■ k I . I 7/7 � ... ... GT.41 , J „,:...:.:.:„.„:„.:.:,0„:„:.:.:.:.:.„.::, "..:,,:: . ��'II�:r C3 : __I IZ I 1 I I I m IT I . 1 I 19 T S9.1 1 Y L\ Y OL cio I q I TRUSSES AT 24" O.C. TYP. m :__ X R 20 X 'A i\i N CV '4 S9.1 v v CO N C I K O I =1l = L = cc„ co N1, N 211 1 f. I r22"x30", € { I AMC 1 I LACCESS J 45 L i 4:12 BOTTOMI 1 1 013 1 CHORD, TYP. I I m 1 I 1 1 y.:.N. I © GT.b2 •rtti•r:•r:i{ti#r:•r:•r erall 1- _el I - Ir I r r 1 I " 6.,; jJI ,1I'• irlI • _ RB.a4(2) '8 ND'OK -- --- CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN SI.L P6 L J J f • ,� o • 9 .7 .0 9 J ari ■ 48 P6 2 CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 4B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN W 0 al Nir 0 STHD14 STHD14 _ 1x14 OSB RIM B.bl AMIN ,.„..... .17, ;;;;,:,;:..= . ---....., I - '''.." TYP. JOIST 7 ,liX 11' 1AM dlik _ SPACING HERE ON g13- ' P -"' . 0 . GT ABOVE GT ABOVE .... m o , ... st i. • dik - -I I r All% I 4-P _ it I %17 ...„ FIXTURES 1 IIIIK ABOVE ''''''' AIM 1( \Ix = STHD14 1 I ,4 OS r-:i ,i..." FE ,i _.,,,L, : RI D14 :•.1.-131.-K4 ' -------.......-- co al-. 0 .r.,.....v.t.....,........mw --=-L--:--_--ig • .'__ It4Q I Ark• i ,, fIcR IP, BIG 0 0 1 1 igay 131„,G. 1x14 OS' -11, '',• 2)2x6 HD' v-----) • SIM. , , ce m A 0 1 -• 1...' 1 . rn-- --) BACKGROUND CHANG T 11 , .•: -, SEE SHEET 0 1 LJ ..., 1.75%14" LVL FB , klit1S-i) 4x4 POST --- • — i „ TAIR / 73 I 1 i 1.75"x14" LVL FB , 1\FRAMING Vi I ---1-----t- m I .• . k u... /_ m I ,i, . 9 •' < I •• H gitIP II re 1.... Ch 0 , I .••• _ , • 11/ / A 1707 c4 4 i I LI, ; 14 FLOOR 1TRUSSES 19.2" 017,ITYP. 'Clro I I B6 ,-,------------------; ,t,---/ i TOP OF (2) 2x8 FB 1 I I I 4..8 F z, AT +345" A.F.F. 1 . : 1 inEM 2x8 0 16" 0.C. I 40 POST ' irj,„ • RAISED PLATFORM x *AI,' . FRAMING 10 I WALL TOP +34V A.F.F. I—- m I Il ' , m ,IT _ IOW FA/ OF OF GT SS= —2x8 LEDGER GIRDER TRUE ,f ' 41-1.81/14 I 1.-if.--6:- GT TOP AT +3434" A.F.F. I 1 .1(i--; rl, ,1 - -in TU i" 4 .0.• .,,,'' 4.' m .0 • ;''‘'....'',2'.' '.r. o I ' I- 1111100, 2x ROOF 'i p FIXTURES ABOVE FRAMING I I MEM FIXTURES 24" O.C. I__. cc . B.b13 -.,..-...,-.-, ,.. •.",, :i .11P "x14" VL FB I c.1 . B.bl 1 M ....---.. I— I------ -- --"r: -(DI ' EXTEND FLOOR (2 2x10 HDR I4X 8- NCIR . 1 — ....., SHEATHING TO RIM EXTEND HDU4HDU4 TOP CHORD 111011111111" HD'4 .-1 1. - e i Ti 1x14 RIM BOARD '4161 0'1.2 ROCF TRU .ES A 24" 0. . 411 — ,... MI_ - 4x4 4x10 HDR4x1e HDR 4x4 TOP PLATE IS +9'-1" W/ACE4 L EACH SIDE 4x4 j W/ACE4 ABOVE LOWER FIN. EACH SIDE FLOOR UNLESS W/AC4 NOTED OTHERWISE CT# 14189 2014.10 _EACH SIDE.2 1/4" = 1 -0" (11x17) SEE SHEET A9 FOR LOWER LEVEL SHEARWALLS WINDOW HEADER PLAN 4B UPPER LEVEL FLOOR FRAMING HEIGHTS. AMERICAN MODERN -1 uy2 16'-3" .5-W/2 P3 STHD14 - - HD14 P3 -STHD14 r — STSTHD14 — I LZ r-- ri J 0o 1-- .1,_- 1- n 1 .1 I 1, '.._..-_...._-. 1 .. 1 1 I 1 1 ' I (18 `:I / /18 '\ r — — — � I t.56.1 a {S�-/ 1 Gr ABOVE-44-" I 560 e 14 - Ie 14 o S6.0 314" CONC. SLAB 0 V VERIFY GARAGE SLAB HEIGHT 0 WITH GRADING PLAN 10 / 14'-9" 3'-4" 3'-11" 10 VARIES : MIN. J L P6TN ss.o IM -3" FROM TOP OFl E- WALL STEM WALL ENTIRE SIDE ® - �STHD74 P4 / T1 • 3 I-12Ys"I 1jst alic�nsi L__`_,_J 1 •--r-FURNACE ABOVE / with rim I L___I .c.'' 1v L 0 17 , i—PLUMBING 71 0 ! 56.0 rFIXTURE 56.0 14190 21/t-' ABOVE •••••� JJJ I -I I L 1-, S6.0 I / Y 9Y�" 1-.1ST CO 19.2" O.C. 3 ' CONC. TYPICAL v I PATIO SLAB �g SLOPE "'l I w r i1 2"DN / FINISHED FLOOR P.T 4x4 POST LII I CO ..--I I 3•-91/4a 1 I j r ENTIRE SIDE ._ ♦ 1 _ I 1 }-3'-Q"1 • I -3"1 �} - L 0 0 ♦ ® ♦ 3 6 0 �� m D1 56.0 0 18"x24" "o+ T 2x4 PONY WALL __ CRAWL .. JJ AT HIGH FDN. c o. SPACE 12Y4"I • f ACCESS t1I r 1 In 1�" x 9Yz" LVL Ia -p �.` AGT B 0 T -. �, I 18"x18"x10" FTG. ABV eIl ��W/ (2) #4 EW 1 r iii��j TYP. U.N.O. ••�I 121/21 .- SIM. 9 I 11 -r1 1-- 1�'s_=9Yz" LVL t L J 9•-3/• I o I• y-- _.�.-=. { L.—. 56.0 X1 A , I' —4" 18" FTG. EXTENSION, TYP. I __ 3 61 iB"x18" FTG. EXTENSION to START FRMG.1 / Dt 56.p ` a r • 6x6 P.T. POST, ALIGN W/ / 0 0�`� L I J SIM. ���; L ABOVE I 3" I co . . HDU4 P2 I -5" I l HDUm HDU4 HDU4 HDU4 O 8 51.2 ��Ip�,�����.110 4x4 I -61" TOP OF SLAB SLOPE 11/2",I, 314" GUN(i.•SLAB In POST— 12Yz"�OWPMOF B{ 4x4 POST J _ L4x4 POST - — L 1 . _ \ III n` ` n ; 6'-0" 1 I 1'-5Y2" -3)/2" 1, 13'-1" I # 8.-4" ;'3Y" ♦ 22'-0" CT# 14189 2014.09.19 1/4" = 1'-0" (11x17) PLAN 46 FOUNDATION PLAN 1/4"=1'-0" AMERICAN MODERN • Title: PLAN 4 Job# Dsgnr:TRE Date: 5:18PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580006 KW-06 Timber Beam & Joist Page 1 1 User:3-2-0 3 ENE,Ver 5.8.0,1-Dec-2003 BeringSof 14189_Plan 4ABCD.ecw:ROOF FRMG _(c)1983-2003 ENERCALC Engineering Software Description Roof Frmg_Plan 4B GT Reactions Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r Gi.b1 GT.b2 GT.b3 GT.b4 Timber Section 3.125x13.5 3.125x13.5 4x10 4x10 Beam Width in 3.125 3.125 3.500 3.500 Beam Depth in 13.500 13.500 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade las Fir,24F- Douglas Fir,24F- Douglas Fir- Douglas Fir- V4 V4 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 2,400.0 2,400.0 900.0 900.0 Fv-Basic Allow psi 240.0 240.0 180.0 180.0 Elastic Modulus ksi 1,800.0 1,800.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member Type GluLam GluLam Sawn Sawn Repetitive Status No No No No Center Span Data 11 Span ft 22.00 22.00 8.00 13.00 Dead Load #/ft 75.00 30.00 30.00 75.00 Live Load #/ft 125.00 50.00 50.00 125.00 Dead Load #/ft 45.00 75.00 Live Load #/ft 75.00 125.00 Start ft 13.000 5.000 End ft 8.000 Point#1 DL lbs 608.00 488.00 LL lbs 1,015.00 815.00 @ X ft 13.000 5.000 Results Ratio= 0.5542 0.7403 0.8017 0.8179 II Mmax @ Center in-k 145.20 193.94 43.22 50.70 @ X= ft 11.00 13.02 4.99 6.50 fb:Actual psi 1,529.7 2,043.1 865.9 1,015.8 Fb:Allowable psi 2,760.0 2,760.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.7 88.4 65.2 53.5 Fv:Allowable psi 276.0 276.0 180.0 207.0 Shear OK Shear OK Shear OK Shear OK LReactions ill @ Left End DL lbs 825.00 661.57 345.19 487.50 LL lbs 1,375.00 1,103.30 575.94 812.50 Max.DL+LL lbs 2,200.00 1,764.86 921.12 1,300.00 ©Right End DL lbs 825.00 1,011.43 607.81 487.50 LL lbs 1,375.00 1,686.70 1,014.06 812.50 Max.DL+LL lbs 2,200.00 2,698.14 1,621.87 1,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.343 -0.404 -0.036 -0.130 UDefl Ratio 770.2 653.2 2,693.3 1,195.5 Center LL Defl in -0.571 -0.674 -0.059 -0.217 UDefl Ratio 462.1 391.6 1,613.9 717.3 Center Total Defl in -0.914 -1.078 -0.095 -0.348 Location ft 11.000 11.528 4.256 6.500 UDefl Ratio 288.8 244.8 1,009.2 448.3 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:18PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003Page 1 (c)1983-2003 ENERCALC Engineering Software Timber Beam & Joist 14189_Plan 4ABCD.ecw:ROOF FRMG t Description Roof Frmg_Plan 4B LTimber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ■ RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 Timber Section 2-2x10 2-2x10 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Ar,No.2 Hem Rr,No.2 Hem Ar,No.2 Hem Ar,No.2 Hem Ar,No.2 Henn Fir,No.2 'Level,LSL 1.55E Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data ` Span ft 4.50 4.50 5.50 3.50 3.00 3.00 1 Dead Load #/ft 90.00 90.00 195.00 75.00 90.00 195.00 Live Load #/ft 150.00 150.00 325.00 125.00 150.00 325.00 1 jklesults Ratio= 0.1585 0.1585 0.7654 0.1192 0.1051 0.2277 Mmax @ Center in-k 7.29 7.29 23.59 3.67 3.24 7.02 @ X= ft 2.25 2.25 2.75 1.75 1.50 1.50 fb:Actual psi 170.4 170.4 897.8 139.8 123.3 267.1 Fb:Allowable psi 1,075.3 1,075.3 1,173.0 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 19.4 19.4 77.3 15.8 14.9 32.3 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK LReactions @ Left End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max.DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 @ Right End DL lbs 202.50 202.50 536.25 131.25 135.00 292.50 LL lbs 337.50 337.50 893.75 218.75 225.00 487.50 Max.DL+LL lbs 540.00 540.00 1,430.00 350.00 360.00 780.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.003 -0.032 -0.002 -0.001 -0.003 1 UDefl Ratio 16,727.8 16,727.8 2,036.0 20,542.0 27,183.2 12,546.1 Center LL Defl in -0.005 -0.005 -0.054 -0.003 -0.002 -0.005 UDefl Ratio 10,036.7 10,036.7 1,221.6 12,325.2 16,309.9 7,527.7 Center Total Defl in -0.009 -0.009 -0.086 -0.005 -0.004 -0.008 Location ft 2.250 2.250 2.750 1.750 1.500 1.500 UDefl Ratio 6,272.9 6,272.9 763.5 7,703.2 10,193.7 4,704.8 Title: PLAN 4 Job# Dsgnr: TRE Date: 6:03PM, 29 OCT 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Lk Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist II (01983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4B (1 of 2) Timber Member Information i B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section PrIIm:7.0x16.0 4x8 LVL:3.500x14.000 LVL:1.750x14.000 LVL•1.750x14.000 2x8 2-2x10 Beam Width in 7.000 3.500 3.500 1.750 1.750 1.500 3.000 Beam Depth in 16.000 7.250 14.000 14.000 14.000 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Douglas Fir- Rosboro,Bgbeam Revel,LSL 1.55E Revel,LSL 1.55E Bern Fir,No.2 Hem Fir,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 3,000.0 900.0 3,000.0 2,325.0 2,325.0 850.0 850.0 Fv-Basic Allow psi 300.0 180.0 300.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 2,200.0 1,600.0 2,200.0 1,550.0 1,550.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.000 1.000 1.000 1.000 1.000 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No _Center Span Data 1 Span ft 16.50 4.50 3.75 3.00 11.00 3.00 3.50 Dead Load #/ft 150.00 150.00 90.00 135.00 40.00 165.00 Live Load #/ft 400.00 400.00 240.00 360.00 100.00 440.00 Dead Load #/ft 175.00 295.00 Live Load #/ft 125.00 325.00 Start ft End ft Point#1 DL lbs 290.00 60.00 LL lbs 750.00 150.00 @ X ft 2.000 5.000 Point#2 DL lbs 245.00 LL lbs 650.00 @ X ft 2.500 Results Ratio= 0.3369 0.6523 0.0404 0.0335 0.7242 0.1410 0.4893 11 Mmax @ Center in-k 347.12 23.40 11.60 4.45 96.25 1.89 22.51 @ X= ft 8.25 2.02 1.87 1.50 5.32 1.50 1.75 fb:Actual psi 1,162.2 763.2 101.5 77.9 1,683.7 143.8 526.2 Fb:Allowable psi 3,450.0 1,170.0 3,000.0 2,325.0 2,325.0 1,020.0 1,075.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.9 57.7 12.1 6.8 139.0 17.4 64.9 Fv:Allowable psi 345.0 180.0 300.0 310.0 310.0 150.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions II @ Left End DL lbs 2,681.25 270.00 281.25 135.00 775.23 60.00 805.00 LL lbs 4,331.25 705.56 750.00 360.00 2,061.82 150.00 1,338.75 Max.DL+LL lbs 7,012.50 975.56 1,031.25 495.00 2,837.04 210.00 2,143.75 @ Right End DL lbs 2,681.25 265.00 281.25 135.00 769.77 60.00 805.00 LL lbs 4,331.25 694.44 750.00 360.00 2,048.18 150.00 1,338.75 Max.DL+LL lbs 7,012.50 959.44 1,031.25 495.00 2,817.95 210.00 2,143.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defi in -0.103 -0.010 -0.000 -0.000 -0.076 -0.001 -0.006 UDefl Ratio 1,920.3 5,571.2 118,718.5 136,137.1 1,730.5 30,581.1 6,956.0 Center LL Defi in -0.167 -0.025 -0.001 -0.001 -0.203 -0.003 -0.010 UDefl Ratio 1,188.8 2,129.0 44,519.5 51,051.4 651.4 12,232.5 4,182.7 Center Total Defl in -0.270 -0.035 -0.001 -0.001 -0.279 -0.004 -0.016 Location ft 8.250 2.250 1.875 1.500 5.500 1.500 1.750 UDefl Ratio 734.2 1,540.3 32,377.8 37,128.3 473.3 8,737.5 2,612.0 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 A/B/C/D Washington County,OR Scope: SFR Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan 4ABCD.ecw:FLOOR FRMG W/FLOOR T Description Floor Frmg_Trusses_Plan 4B(2 of 2) [limber Member Information Dode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 3-2x10 2-2x10 2-2x10 2-2x10 4x8 LVL1.750x14.000 4x10 Beam Width in 4.500 3.000 3.000 3.000 3.500 1.750 3.500 Beam Depth in 9.250 9.250 9.250 9.250 7.250 14.000 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Ar,No.2 Hem Rr,No.2 Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- Truss Joist- Douglas Fir .- La rch,No.2 MacMillan, Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 2,600.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 285.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,800.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No No No No enter Span Data 4 Span ft 6.50 5.00 2.50 3.50 3.50 9.00 13.00 Dead Load #/ft 150.00 165.00 165.00 30.00 30.00 30.00 75.00 Live Load #/ft 400.00 440.00 440.00 80.00 80.00 80.00 125.00 Dead Load #/ft 295.00 220.00 295.00 205.00 60.00 205.00 Live Load #/ft 325.00 200.00 325.00 175.00 100.00 175.00 Start ft End ft Point#1 DL lbs 488.00 345.00 LL lbs 812.25 575.00 @ X ft 0.250 0.500 Point#2 DL lbs 661.00 LL lbs 1,103.00 @ X ft 4.750 Results Ratio= 0.9851 0.9356 0.2497 0.1957 0.1203 0.3646 0.8179 il Mmax @ Center in-k 74.15 43.04 11.48 9.00 4.96 62.33 50.70 @ X= ft 3.25 2.52 1.25 1.75 1.75 4.39 6.50 fb:Actual psi 1,155.5 1,006.0 268.4 210.5 161.8 1,090.3 1,015.8 Fb:Allowable psi 1,173.0 1,075.3 1,075.3 1,075.3 1,345.5 2,990.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 105.2 97.7 31.8 26.0 18.3 103.6 53.5 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 327.8 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [,Reactions @ Left End DL lbs 1,446.25 1,459.15 575.00 411.25 157.50 1,383.33 487.50 LL lbs 2,356.25 2,426.79 956.25 446.25 315.00 1,690.56 812.50 Max.DL+LL lbs 3,802.50 3,885.94 1,531.25 857.50 472.50 3,073.89 1,300.00 @ Right End DL lbs 1,446.25 1,614.85 575.00 411.25 157.50 1,076.67 487.50 LL lbs 2,356.25 2,688.46 956.25 446.25 315.00 1,179.44 812.50 Max.DL+LL lbs 3,802.50 4,303.31 1,531.25 857.50 472.50 2,256.11 1,300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK il Center DL Defl in -0.046 -0.024 -0.002 -0.003 -0.002 -0.050 -0.130 UDefl Ratio 1,683.9 2,494.5 19,087.1 13,615.9 24,580.1 2,149.3 1,195.5 Center LL Deft in -0.075 -0.040 -0.003 -0.003 -0.003 -0.056 -0.217 UDefl Ratio 1,033.6 1,500.1 11,477.2 12,548.0 12,290.1 1,937.5 717.3 Center Total Defl in -0.122 -0.064 -0.004 -0.006 -0.005 -0.106 -0.348 Location ft 3.250 2.500 1.250 1.750 1.750 4.464 6.500 UDefl Ratio 640.4 936.8 7,167.4 6,530.1 8,193.4 1,019.0 448.3 Title: PLAN 4 Job# Dsgnr: TRE Date: 5:20PM, 18 SEP 14 Description:PLAN 4 AB/C/D Washington County,OR Scope: SFR Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 14189_Plan 4ABCD.ecw:TYPICAL 11 (c)1983-2003 ENERCALC Engineering Software Description Crawlspace Framing Plan 4ABCD Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 B.M1 Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 6.00 Dead Load #/ft 165.00 Live Load #/ft 440.00 Results Ratio= 0.9107 Mmax @ Center in-k 32.67 @ X= ft 3.00 fb:Actual psi 1,065.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 85.8 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 @ Right End DL lbs 495.00 LL lbs 1,320.00 Max.DL+LL lbs 1,815.00 [eflections Ratio OK Center DL Defl in -0.027 UDefI Ratio 2,661.3 Center LL Defl in -0.072 UDefI Ratio 998.0 Center Total Defl in -0.099 Location ft 3.000 UDefI Ratio 725.8 TJI JOISTS and RAFTERS Code Code Code Suggest Suggest Suggest Lpick1 Lpick Lpick Lpick-_ Joist b d Spa. LL DL M max V max; El L fb Liv L TL2401 L LL360 L max TL dell. LL dell. L TL360 L LL480 L Max TL deo_ITL dell LL deft LL dell size&grade width(in.) depth(in.) (in.) (psf) (psf) (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) : (ft.) (ft.) 1 (in.) (in.) (ft.) (ft.) (ft.) (in.) ratio (in.) ratio 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 12201 1.40E+08 14.71 27.73 15.23 14.80 14.71r 0.66 0.48 13.31 13.45 13.31 0.444 360. 0.32 495 9.5"TJ11101 1.75 9.5 16 40 15 2380 122011.40E+08 16.11 33.27 16.191 15.73 15.731 0.72 0.52 14.14 14.29 14.14' 0.47, 360 0.34 495 9.5"TJI 110( 1.75 9.5 12 40 15 2380 12201 1.40E+08 18.61 44.36 17.821 17.31, 17.31' 0.79 0.58. 15.57 15.73 15.57 0.521 360 0.38 495 9.5" 9.6 151 2380 12201 1.40E8 20 80 55 45 19.19 L 18 64 18 64 0.85 0.62 16.77 16.94 1677 0.561 360 0:41 495 9.5'TJI 110, 1.75 9.51 192 40 10 2500 12201 1.57E+08 15.81 30.50 16.341 15.37 15.371 0.64 0.51 14.27 13.97 13,97 0.441 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500; 1220 157E+08 17.32 36.60 1736 16.34 16.34 0.68 0.54 15.17 14,84 14.84 0.46 384 0,37 480 9.5"TJI 1101 1.75 9.5 12 40 10 2500 1220 1.57E+08 20.00 48.80 19.11 I 17.98 17.981 0.75 0.60 16.69 16.34 16.34 0.511 384 0.411 480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.581- 19.37 19.371 0.81 0.65 17.98 17.60 17.60 0 551--.-384 0.441 480 1 9.5"TJI 2101 2.06251 9.5 19.21 40 10 3000 1330 1.87E+08 17.32 33.25 17.321 16.30 16.30; 0.681 0.54 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 187E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 16.74 0.49 384 0.39 480 95 TJI 2101 2.0625 951 121 40 10 3000 1330. 1.87E+08 21.91 5320 2026. 1906 19.061 0.79 0.64 17.70 _ 1732 17.32 0.54_1_ 384 0431 480 9.5"TJI 210, 2.0625 9.5 9.6 40 10 3000 13301 1.87E+08 24.49 66.50 21.82 20.53 20.53: 0.86 0.68 19.06 18.66 18.661 0.58! 384 0.471 480 1 1 9.5"TJI 2301 2.3125' 9.5 19.2 40 101 3330 13301 2.06E+08 18.25 33.25 17.891 16,83; 16.831 0.701 0.561 15.63 15.29 15.29 0.48 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16,25 16.25 0.51 384 0.41 480 j19.69 19.69, 0.821 0.661 18.28 17.89 17.89 0.561. 384 0.45 480 9.5"TJ1230 2.31251 9.5 121 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 9.5"TJI 230 2.31251 9.5 9.61 40 10 3330 1330: 2.06E+08 25.81 66.50 22.54, 21.21 21.21:I 0.88 0.711 19.69 19.27 19.27 0.60 384 0.48 480 , I + -1 11.875'TJI 110, 1.751 11.875 19.2 40 10 3160 15601 2.67E+08 17.78 39.00 19.50 18.351 17.161- 0.671 0.541 1 17.04 16.67 16.67 0.52; 384 0.421 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 „? 17.72 0.55 384 0.44 ': 480 11.875"TJI 1101 1.751 11.875 121 40 10 3160 156012.67E+08 22.49 62.40 22.811 21.46 21.46. 0.891 0.721 19.93 19.50 19.50 0.611 384 0.491 480 11.875"TJI 110` 1.751 11.875 9.61 40 10 3160 15601 2.67E+08 25.141 78.00 24.57; 23.12 23.12; 0.961 0.771 21.46 21.01 21.01 0.661 384 0.53! 480 ...... . l r- 11.875 TJI 210.1 2.06251 11.875 19.2 40 10 3795 1655; 3.15E+08 19.481 41.38 20.611-- 19.391 19.39 0.811 0.651 18.00 17.62 17.62 0.551- 384 0.441 480 11.875 TJI 210 2.0625. 11.875 16 40 10 3795 7 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72';' 16.72 0.59 384 0.47 480 11.875"TJI 2101 11.875"TJI 210' 2.0625 11.875 9.6 40 10� 3795 1655 3.1 3795 5E+OS 24.64 66.20 24.10 22.68 22.68 0.951 0.76 21.05 20.61 20.61 0.644 384 0.521.... 480 1 1 I 5.15E+08 27.55 82.75 25.96 24.43 24.43 1.021 0.81 1 22.68 22.20 22.20 0.691 384 0.55 480 11.875'TJI 2301 2.31251 11.8751 19.21 40 101 4215 1655. 3.47E+08 20.531 41.38 21.28 20.031 20.03 0.83 0.671 18.59 18.20 16.20 0.571, 384 0.451 480 11.875"TJI 230 2 3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49,65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0,60 384 ; 0.48 480 11.875 TJI 2301 2.31251 11.875 121 40 10 4215 1655 3.47E+08 25.97 66.20 24.89 23.421 23.42 0.981_ 0.78 1 21.74 21.28 21.28 0.67 384 0.531 480 - - --3 0 11.875 TJI 230 2 3125 11.875 9.61 40 10 4215 1655 3.47E+08 29.03 82.75 26.6-1_1_ 2523 25.i81 1.05 0.84 1 23A2 22.93 22.93 0.72. 384 0.571 480 I I L 1 I ( I 11.875"RFPI4001 2.06251 11.8751 19.21 40 101 4315 14801 3.30E+08 20.771 37.00 20.93 19.69 19.691 0.82 0.66 18.28 17.89 17.89 0.56 384 0.451 480 11.875"RFPI 400 2.0625 11.875 16 i 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 19.01 0.59 384 0.48 480 11.875"RFP14001 2.0625' 11.8751 121 401 101 4315 1480; 3.30E+08 26.261 59.20 24.481 23.031 23.031 0.96; 0.771 1 21.38 20.93 20.93 0.651 384 0.52; 480 ... 11.875"RFPI 400 2.0625; 11.875 9.6 40 10: 4315 14801 3.30E+08 29.381 74.00 26.37; 24.811 24.81; 1.031 0.831 I 23.03 22.54 22.54 0.701 384 0.561 48080 Page 1 D+L+S CT#14189-Betahny Creak Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+B 0.80(Constant)> Section 3.7.1.5 , ___ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Nadas) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width Depth Spacing-Height Le/d Vert.Load Hor.Loa <>1.0 Load al Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb lb/ in. In. in. ft. ptf pst plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(l-fc/Fce) N-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9988 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 N-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud , 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506, 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3988.7 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 , 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 18 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 18 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 OFF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15_ 1.3 1.10® 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+Lf-W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AFBPA NDS-1897) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W c _ 0.80(Constant)> Section 3.7.1.5 _Cr KcE 0.30 Constant > Section 3.7.1.5 �_ ones Section 2.3.10 ----Bending Com.. Size Size ��_1997 NDS-__ f b ______- durationimiduratio factor factor�a -C�•�� -Q��___- Stud Grade Dinh 5 aun.,Hei ht Vert.Load Hor.Load <=1.0 Load Plat Cd Fc) ®E16111111F F -__- iglIMINII /Fce H-F Stud 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 ®1.05 1.15 675 405 800 1,200,000 1,366 506 515.42 427.08 273.02 0.64 376.78 Fb'•1-f O.586 H-F Stud 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.05 1.15 675 405 800 1,200,000 1,366 506RiE 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud ®®�®''-�' 0.9988 ��®�r ®�®' 1200,000 1,366 378.09 0.65EM®i H-F Stud ®® - 8.25 28.3 1425 8.13 0.9974 1993.4 1.60 1.00 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud8.25 28.3 970 8.13 0.9943 4 60 00 ®1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 IIIH-F Stud 1.5 3.5 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.001.05 1.15 675 405 800 1,200,000 1,386 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 ®1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud ®®m� ,.. IIMMI®®®®®®1 200,000 1,366761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud ®®®��' ® 0.9931 �'' �®®' ®��®1200,000 1,366® 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud ®®MUNIMEE�' ' 0.9970 2091.8 MILECIIIMI®ULIM®ILE1111115211®1,200,0001®EMEMINEEE�r, EIM INIKEth SPF Stud 1.5_ 3.5 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 ��ig 0.490 SPF Stud 1.5 3.5 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.05 1.15 675 425 725 1.200,000 1,366 531 761.25 378.35 294.60 0.383 simig H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5743 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.83 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.58 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.80 1.00 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1121111WEIMIELESIMEIMMINEMIIIKE 0.6033 1111EMIIIIIMIECIIIIMI r® ZEM®' 1 400 000111EICEIMMINKIINMEE1 806.08® 0.169 SPF#2 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1150 1,400,000 2,093 1265 1296.30 884.69 531.23 0.60 0.118 SPF Stud 14.57 50.0 70 8.48 0.9957 2091.8 1.60 725 1,200,000 1,366 761.25 144.26 138.14 17.78 0.13 ----- 0.979 SPF#2 ®® 16 immume 680 EMU 0.9941IK31111110:111 1.3 1.10®eam 425 1150 1,400,000 2,0931111EMINE ®r ®r �r, 0.788 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.5S CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+Sl2 Cr _ c 0.80(Constant)> Sectlon 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10en9 0.30(Con-slant)> Section 3.7.1.5Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Cb NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Width Depth Spadng,Height Leld Vert.Load Hor.Load <=1.0 Load©Plate Cd(Fb)Cd(Fc) Cf Cf Cr Pb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c lb fb/ in. in. in. ft. ptf Pot p6 (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud _ 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.08 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.18 0.63 381.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 378.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 B 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 , 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.89 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 Ft-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.130.4100 3132.4 1.60 1.15 1.3 1.10 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30' 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13###### 0.979 H-F#2 1.5 5.5 16 19 41.5 660 1454.75 0 9.71 0 9901 3132.4 1.60 1.15 1.3 1 10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 106.67 96.97 0.44 927.02 0.796 Page 1 D+L+S+.SW CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+Wr2 c......-0.80(Constant)> Section 3.7.1.5 _ __ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load c-1.0 Load fa Plate,Cd(Fb),Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb fb/ in. in. in. P. plf psf pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'(1-fc/F2e)_ H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1,15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 248.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.408 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2865 4.065 0.9999 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 16 9 30.9 985 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 , 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 OFF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 _.._ _.._.___._...... SPF Stud 1.5 3.5 8 8.255 28.3 2630 4.065 0.8989 4183.8 1.60 1.1155 1.1 1.0055 1.15 675 425 725 1,200,000 1,3386 3 8 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0,062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23' 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 ' 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311454.75 244.40 235.32 151.11 0.84 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 0.80(Constant)-Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vales) > Section 2.3.10 Bending Comp. Size j Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load 9N Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c lb Po/ in. in. in. R. p9 psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 MEI 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.378 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506, 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 342.88 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.438 449.95 388.13 307.301 0.79 158.88 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.601.151.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.010.306 28 SPF Stud 1.5 3.5 8 8.25 26P ... .3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875.438 449.95 388.13 339.05 0.87 79.34 0.238 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 18 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 16445 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 18 7.7083 16.8 3287 3.57 0.3154 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.28 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 228.94 220.14 152.73 0.69 340.83 0.513 Page 1 sJaauieu3 felinorl4$ r."--(4 —0,Atiffik_ 4,0 S 441 .ca.-10.------litzt ,t. a_jtoct . �. -f altZ f oib I4 ke'—'49(14* ) 6 Si G4/2�~ - -cit ,,,...2,49.L... it ,,, . - ,,,, Is410 4151 ---4-. olvoz - •°<4.- , _,,, tift - J G , sot — (5-00-ip) 120 1 -2t ..mf, at c St449Q/14) 1, -114 oQ1 oz,..L=. (y4i0.2,2 4.4,2M) 4iutti ,r -'11114 ''A ‘5111if AsAti ) r 'nes ii 8190-58Z{9423 cxagurnlq atm 4113117 o'd ZIS,-SSZ OW " L f 6UTSB a3eC[^ - --- ,—_._ atarj I y ; YM alit$aS a$1$ / Is uattaa{II+C L 0 SU I t3 3 tU l `J iV MEW 180 Nickerson St. NM E N G l N E E R l N G Suite 302 Seattle,WA FNC tj 98109 �L Project: P 1 -f716 e !1 Date: (206)285-4512 Client: 5)1t)7)1!6 r�ji+'r lid --1° c1 (.ems- - Page Number: (206)285-0618 " pines mpn t _ fh�ufs -' :l i g . C 3 yaw.' P , 0 ,v G �. . ., te ., r 100 trl1..t.. L v i � 45,0 ; 2 P1F it-te ' r 4:e -- , ik'` 1�1f - --',--z • ` ' .� Imo. : ` ... Dtc_ i .. . ;t iT v' ,„, M► /6 " z. ' Vie ' . t / .2. C .S % ` = s fix . ie , IPS , OM *t'eYjje ,' n 3•;3x. im ( 4 /5.54 k €ii . A 814,7 ii, F�r Structural Engineers , 180 Nickerson St. CT ENGINEERING Suite 302 ��)'' ff f INC. 9,021. 06. Seattle,WA Project: {(1 t LL 7 1'"M e ®�G Date: 98109 (206)285-4512 x'2012 / 21908 S�PwS Q,9t�S FAX: Client: � Page Number: (206)285-0618 y W-1.1M'(D :1x4P .5. pUr y , " ..m<.,,... .r_,�✓"tea . 44.1T_ _ _ _ V til! 1 1...i_. V-i .-i. J _ _ A _ '_ • _ _. 35 .� • -- = ' r. '' i - 4ll 3z,t 23..10 31°15 , ....i. • _ ..... _. I _ - -� jr__ i • ' - 3s. 4=6/5 - 1� _ 10, � s;_p 3 ' IT1i" 61[1 — 2 - _ t-o65- it . _ ._6 is'; - , . : X :5 X , s v Ion.' z b3(,, # _ , - •-.1-gr - t- ,,f 1'7 - '" - f 2)C4{. -4.511` i_ .!. .w.T • -�_. '9 i . '� . 11FSuf. :_.. ,___:,...._45:A-, tet T �ZZ & A1Ih Structural Engineers ‘.?e_soPwS 4-,+3./'A 3 �' ��y6� Page 1 of 1 Design Maps Summary Report Design Maps Summary Report User-Specified Input IS tr3GS Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Catego • . ''''!? • ' ''..-i,..,,,i,. 7 -..; -_,,,,, 11,41,, ry I/II/III 1, ►i ' -'luta*, -'! -,,&,,),' ,,A,„p,---'-'2,':, ;,. ;4.-4,;‘,\f--;*,,,4,--,-,,,s, ,,,,,,',,,,,i,7-4z, i.,,,,, .1411er0.;‘44'.- -.1-'.:,/,,,,..- L';'It '-„;,,,,,,-,,!'4%;`' .,,,y,,,,. ,fix �,.i, s Lake{ swego tsta9 •*'d Kant� � E , ' Y tl e .. �' .yam USGS-Provided Output S5 = 0.972 g S„5 = 1.080 g S,s = 0.720 g S� = 0.4239 S„1 = 0.667g S°� = 0.4459 For information on how the SS and Si values above have been calculated from probabilistic(risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. M E,Response 5pet:trulm Design ResponseSpectrum 1.133 coo 0,000.04 t31 ti's v X54 v i3.41 33 X3.54 t3 to € 33.184 0 all 0,24 0,22 iik11 .3�8 clg 0-006,00 0fi P3.233 41.16 v0 33 1. 1.2@ 1.1@ 1. 1.3433 2.00 13.33#1 p.2 0 40 0.`" 33.E 1.t z 1. 31 1.1� 1.531 1.3 4 200 ►ifiir 11s.c) P Iodw r(stet Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/1 4/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189: Plan 4B Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= 0 Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W N/A (Or by ZIP code) (Or by ZIP code) http://earthq uake.usgs.gov/research/hazmaps/ http://earthquake.usgs.qov/desianmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss Skis= 1.17 EQ 16-37 EQ 11.4-1 SM,=Fv*S1 SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 4B SDs= 0.78 h„ = 19.00(ft) SD1- 0.50 X = 0/5 ASCE 7(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.182 ASCE 7(EQ 12.8-7) S = 0.50 k= 1 ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T<TL) 0.423 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SD,*TY(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(RAE) 0.038 W ASCE 7(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,„ = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 19.00' 19.00 1140 0.022' 25.08 476.5 0.58 2.73 2.73 2nd 8.00 11.00' 11.00 1100 0.028' 30.8 338.8 0.42 1.94 4.68 1st(base) 11.00 0.00 SUM= 55.9 815.3 1.00 4.68 E=V= 6.68(LRFD) 0.7*E= 4.68(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design FPx = DIAPHR. F; E F, w; E w; FPx = EF;*wPx 0.4*SDs*IE*Wp 0.2*SDs*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew; FPx Max. FPx Min. Roof 2.73 2.73 25.1 25.1 3.90 2.73 7.80 3.90 2nd 1.94 4.68 30.8 55.9 4.79 2.58 9.58 4.79 1st(base) 0.00 0.00 0.0 55.9 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14189:Plan 4B NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 33.00` 33.00 ft. Roof Plate Ht.= 19.00 19.00 Roof Mean Ht.= 26.00 26.00 ft. - -- Building Width= 22.0 50.0ft. V ult. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3Sec.Gust=k- 3,;, , , mph (EQ 16-33) Exposure= B B Iw= 1.0 ` 1.0` N/A N/A Roof Type= Gable Gable Ps30A= 28.6 28.6 psf Figure 28.6-1 Ps30 a= 4.6 4.6 psf Figure 28.8-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 PS30D= 4.7 4.7 psf Figure 28.8-1 A= 1.00 1.00s Figure 28.6-1 Ke= 1.00 1.00' Section 26.8 windward/lee=' 1.00 ' 1.00(Single Family Home) A*Ke*t : 1 1 Ps=A*Kzt*I*Pen= (Eq.28.6-1) PS= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A end c average= 24.7 24.7 psf (LRFD) Ps 8 and D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 10 38 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00 1,00 0.50 16 psi min. 16 psf min. width factor 2nd-> 1.00='= 1.00' wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AD Ac AD AA AD Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) 33.00 14.0 0 168 0 140 0 168 0 266 Roof - 19.00 19.00 4.0 48 0 40 0 48 0 152 0 6.3 10.1 3.63 3.63 6.54 6.54 2nd 8.00 11.00 11.00 9.5 114 0 95 0 114 0 361 0 3.3 7.6 5.23 8.86 10.73 17.28 1st(base) 11.00 0.00 0.00 0 0.00 0.00 Ar= 605 AF= 1109 9.7 17.7 V(ns)= 8.86 V(e-w)= 17.28 kips(LRFD) klps(LRFD) kips kips Page 1 • ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14189:Plan 4B SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(EW) Min/Part 2(Max.) Min/Method 1(Max.) Wind(NS)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUMDESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 19.00 19.00 0 00 0.00 0.00'd 0.00 6.34 6.34 10.14 10.14 2nd 8.00 11.00 11.00 0.00 0.00 0.00 0.00 3.34 9.68 7.60 17.74 1st(base) 11.00 0.00 0.00 V(ns)= 0.00 V(e.4= 0.00 V(ns)= 9.68 V(e w)= 17.74 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) Wind(E-W)(ASD) 0.6*W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 11 11 6.34 6.34 10.14 10.14 3.80 3.80 6.09 6.09 2nd 11 0 0 3.34 9.68 7.60 17.74 2.01 5.81 4.56 10.65 l st(base) 0 0 0 V(n-s)= 9.68 V(e-w)= 17.74 V(ns)= 5.81 V(e-w)= 10.65 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14189: Plan 4B SHEATHING THICKNESS tsheathing= 7116" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) -- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw v allowable V a allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N=S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4B Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.73 kips Design Wind N-S V i= 3.80 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V 1= 2.73 kips Sum Wind N-S V I= 3.80 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Listen OTM RoTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pit) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 298 220 22.0 1.00 0.15 0.99 0.00 0.71 0.00 1.00 1.00 32 P6TN P6TN 45 5.72 17.97 -0.57 -0.57 7.95 21.78 -0.65 -0.65 -0.57 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3 272 20.0 22.0 1.00 0.15 0.91 0.00 0.65 0.00 1.00 1.00 33 P6TN P6TN 45 5.22 16.34 -0.57 -0.57 7.26 19.80 -0.65 -0.65 -0.57 - - 0 0.0 0.0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right 285 20.0 25.0 1.00 0.15 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.56 -0.68 -0.68 7.60 22.50 -0.77 -0.77 -0.68 Ext. right 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right, 285 20.0 25.0 1.00 0.15 0.95 0.00 0.68 0.00 1.00 1.00 34 P6TN P6TN 48 5.47 18.56 -0.68 -0.68 7.60 22.50 -0.77 -0.77 -0.68 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 82.0 82.0=L eff. 3.80 0.00 2.73 0.00 EVnd 3.80 EVEQ 2.73 Notes: denotes with shear transfer "' denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 4B Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 1.94 kips Design Wind N-S V I= 2.01 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.68 kips Sum Wind N-S V I= 5.81 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RorM Unet Usum OTM Rona Unet Ucum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 63 3.5 8.0 1.00 0.15 0.11 0.22 0.11 0.16 1.00 0.78 98 P6TN P6TN 95 2.41 1.04 0.48 -0.09 3.00 1.26 0.61 -0.04 -0.04 Ext. left 2 90 5.0 8.0 1.00 0.15 0.16 0.31 0.16 0.22 1.00 1.00 77 P6TN P6TN 95 3.45 1.49 0.45 0.45 4.28 1.80 0.57 0.57 0.57 Ext. left 3' 397 22.0 24.0 1.00 0.15 0.72 1.37 0.70 0.98 1.00 1.00 77 P6TN P6TN 95 15.17 19.60 -0.21 -0.78 18.85 23.76 -0.23 -0.88 -0.78 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right 58 5.0 24.5 1.00 0.15 0.11 0.20 0.10 0.15 1.00 1.00 49 P6TN P6TN 62 2.23 4.55 -0.54 -1.21 2.77 5.51 -0.63 -1.40 -1.21 Ext. right 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right 492 42.0 22.0 1.00 0.15 0.90 1.70 0.87 1.22 1.00 1.00 50 P6TN P6TN 62 18.80 34.30 -0.37 -1.05 23.36 41.58 -0.44 -1.21 -1.05 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00> 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ; 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1100 77.5 77.5=L eff. 2.01 3.80 1.94 2.73 1.00 EVw„,d 5.81 EVEl 4.67 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4B Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.73 kips Design Wind E-W V I= 6.09 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.73 kips Sum Wind E-W V I= 6.09 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7pOe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy ex. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Roan Unet Usual OTM ROTM Unet Usual Usum HD (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR*' 320 6.5 12.9 1.00 0.15 1.71 0.00 0.77 0.00 1.00 1.00 118 P6TN P6 263 6.14 3.12 0.52 0.52 13.67 3.78 1.70 1.70 1.70 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 250 6.6 9.1 1.00 0.15 1.33 0.00 0.60 0.00 1.00 1.00 91 P6TN P6 203 4.80 2.22 0.44 0.44 10.68 2.69 1.35 1.35 1.35 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Fam1" 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Fam2* 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Din 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Kit 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext BR213 570 14.0 22.0 1.00 0.15 3.04 0.00 1.37 0.00 1.00 1.00 98 P6TN P6 217 10.94 11.43 -0.04 -0.04 24.35 13.86 0.79 0.79 0.79 Ext 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 '> 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext gar1` 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext gar2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0- 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 S 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0; 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1140 27.1 27.1 =L elf. 6.09 0.00 2.73 0.00 E V,,„d 6.09 E VEo 2.73 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 4B Diaph.Level: 2nd Panel Height= 9 ft. Seismic V i= 1.94 kips Design Wind E-W V I= 4.56 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 4.68 kips Sum Wind E-W V i= 10.65 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p- 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Roan Unet Ueun, OTM RoTM Unet Ueum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BRa* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.52 0.00 0.00 0.00 1.70 1.70 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.44 0.00 0.00 0.00 1.35 1.35 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front LR* 275 9.5 16.0 1.00 0.35 1.14 3.04 0.49 1.37 1.00 1.00 195 P6 P4 440 16.70 13.17 0.40 0.40 37.62 15.96 2.45 2.45 2.45 Front entry 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Kit 675 14.0 14.0 1.00 0.15 2.80 0.00 1.19 0.00 1.00 1.00 85 P6TN P6 200 10.74 7.28 0.26 0.26 25.18 8.82 1.23 1.23 1.23 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext BR2/3 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 -0.04 0.00 0.00 0.00 0.79 0.79 Ext 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 GAR ABWP 50 2.0 11.0 1.00 0.15 0.21 1.01 0.09 0.46 1.00 0.44 614 2P4 P3 609 4.91 0.82 3.07 3.07 10.96 0.99 7.47 7.47 7.47 GAR ABWP 100 4.0 11,0 1.00 0.15 0.41 2.02 0.18 0.91 1.00 0.89 306 P4 P3 609 9.81 1.63 2.45 2.45 21.91 1.98 5.98 5.98 5.98 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1100 29.5 29.5=L eff. 4.56 6.07 1.94 2.74 EVwind 10.63 EVEQ 4.68 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT# 14189: Plan 4B ID: Front Upper BR* Floor Level w d1= 150 plf V eq 770.0 pounds V1 eq= 385.0 pounds V3 eq = 385.0 pounds V w= 1710.0', pounds V1 w= 855.0 pounds V3 w= 855.0 pounds ► v hdr eq= 59.6 plf > •H head = $ v hdr w= 132.4 plf 1.083 Fdragl eq= 191 F2 eq= 191 • Fdragl w= - .5 F2 - 425 H pier= v1 eq= 118.5 plf v3 eq= 118.5 plf P6TN E.Q. 5.0 v1 w= 263.1 plf v3 w= 263.1 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 _ Fdrag3 eq= ' F4 e.- 191 feet A Fdrag3 w= 425 F4 w= 425 2w/h = 1 H sill = v sill eq= 59.6 plf P6TN mudsill 20 EQ Wind v sill w= 132.4 plf P6TN mudsill feet OTM 6224 13822 R OTM 11262 8342 • • UPLIFT -433 471 UP sum -433 471 H/L Ratios: L1= 3.3 L2= 6.4 L3= 3.3 Htotal/L= 0.63 1 0 1 ►41 ► Hpier/L1= 1.54 r ► Hpier/L3= 1.54 L total = 12.9 feet JOB#: CT#14189:Plan 4B ID: Front Upper BA* Floor Level w dl= 150 plf V eq 600.0 pounds V1 eq = 227.9 pounds V3 eq = 372.1 pounds V w= 1330.0 pounds V1 w= 505.1 pounds V3 w= 824.9 pounds ► ---► v hdr eq= 66.1 plf ► •H head = � v hdr w= 146.4 plf 1.083 Fdragl eq= 63 F2 eq= 102 • Fdrag1 w= -9 F2 ,- 227 H pier= v1 eq= 91.1 plf v3 eq= 91.1 plf P6TN E.Q. 3.0 v1 w= 202.0 plf v3 w= 202.0 plf P6 WIND feet H total = 2w/h = 1 2w/h = 1 8.083 Fdrag3 eq= .. F4 e.- 102 feet • Fdrag3 w= 139 F4 w= 227 2w/h = 1 H sill = v sill eq= 66.1 plf P6TN mudsill 4.0 EQ Wind v sill w= 146.4 plf P6TN mudsill feet OTM 4850 10750 R OTM 5569 4125 ii • UPLIFT -88 810 UP sum -88 810 H/L Ratios: L1= 2.5 L2= 2.5 L3= 4.1 Htotal/L= 0.89 Hpier/L1= 1.20 ► 04 ► Hpier/L3= 0.73 ► L total = 9.1 feet JOB#:CT#14189:Plan 4B ID:Rear Upper BR23• Roof Level w 150 plf V eq 1370.0 pounds V1 eq= 418.6 pounds V3 eq= 532.7 pounds V5 eq= 418.6 pounds V w= 3040.0 pounds V1 w= 929.0 pounds V3 w= 1182.1 pounds V5 w= 929.0 pounds v hdr eq= 68.5 p/ ► H1 head= vhdr= 151.9 ph` H5 head= W 1.083 Fdragl eq=83.7 Fdrag2 eq= 106.5 Fdrag5 eq= 106.5 Fdrag6 eq=183.7 I 1.083 irn /� Fdragl w= - .7 Fdragl , 236.3 Fdrag5 w= •.3 Fdrag•w= 185.7 H1 pier= v1 eq= 114.1 plf v3eq= 114.1 plf v5eq= 114.1 H5 pier= 5.0], v1 w= 253.1 pB v3 w= 253.1 pH v5 w= 253.11 5.0 feet feet 2w/h= 1 H total= 2w/h= 1 2w/h= 1 8.1 V Fdrag3= :.. Fdra•-- 106.5 feet A Fdragl w= 185.699 Fdragl w=236.3 Fdrag7eq= ••.5 Fdrag8e• 83.7 P6TN E.Q. Fdrag7w=236.3 Fdrag8w= 185.7 n P6 WIND v sill eq= 68.5 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 151.9 p/f H5 sill= 2.0 2.0.1 EQ Wind feet feet OTM 11073.7 24572.3 R OTM 13275 16216 V UPLIFT -122 464 v Up above 0 0 Up Sum -122 464 H/L Ratios: L1= 3.7 L2= 4.0 L3=,', 4.7 L4=, 4.0 L5=`, 3.7 Htotal/L= 0.40 0 4 ►4 ►4 101 ► Hpier/L1= 1.36 > Hpier/L3= 1.07 L total= 20.0 feet Hpier/L5= 1.36 0.90 L reduction JOB#: CT#14189:Plan 4B SHEARWALL WITH FORCE TRANSFER ID: Front Lower LR* Roof Level w dl= 150 Of V eq 1860.0 pounds V1 eq= 636.3 pounds V3 eq= 1223.7 pounds V w= 4180.0 pounds V1 w= 1430.0 pounds V3 w= 2750.0 pounds v hdr eq= 116.3 p/f i A H head= v hdr w= 261.3 p/f 1.083 ]4, Fdragl eq= 259 F2 eq= 497 • Fdragl w= ''1 F2 -1117 H pier= v1 eq= 195.8 plf v3 eq= 195.8 plf P6 E.Q. 5.0 v1 w= 440.0 plf v3 w= 440.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= .• F4 e.- 497 feet • Fdrag3 w=581 F4 w= 1117 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 116.3 plf P6TN 3.0 EQ Wind v sill w= 261.3 plf P6 feet OTM 16894 37967 R OTM 9431 11520 UPLIFT 487 1725 • Up above 0 0 UP sum 487 1725 H/L Ratios: L1= 3.3 L2= 6.5 L3= '' 6.3 Htotal/L= 0.57 0 4 10-4 0 Hpier/L1= 1.54 Hpier/L3= 0.80 L total= 16.0 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shearm(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingfa>'''`"d1 (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1–(0.5–SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is nota design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap I h 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening " t opposite side of sheathing Pony . 1111 VI: wall height . Fasten top plate to header • i,,, 4. with two rows of 16d sinker nails at 3"o.c.typ •▪r Fasten sheathing to header with 8d common or r Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing max total Header to jack-stud strap per wind design. ` wall Min 1000 lbf on both sides of opening opposite ` height side of sheathing. If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" >�` nailed to common blocking max thick wood structural panel sheathing with EEE• • • L within middle 24"of portal r..• 8d common or galvanized box nails at 3"o.c. y height.One row of 3"o.c. height » ". in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. ;k Min length of panel per table 1 Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of —Min reinforcing of foundation,one#4 bar _-, ,_ jack studs per IRC tables top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). t tPI ii Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6– into framing) with 2"x 2'x 3/16"plate washer 2 ©2014 APA–The Engineered Wood Association