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Specifications (18) CT ENGINEERING INC 180 Nickerson St. 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 comprised of two-story wood-framed single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Main floor framing over crawispace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and 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. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0psf Insulationpsf (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 Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF J 0 • `,` (2)2<8 HDR + 1 (:)2X8 FOR ---- 7M111•11111111Wr �'� RB.2 RB.2 // 2 I \ ". Qy N I ''y `, m W V IIIIIIIIL ' m !mirj.66,. U U u UGT w 4 T.b1� U << ©_ • t•••••••••r::::^: • MST37 I MST37—A /11M e 1 I O 0 C1 i I 1 ® 1 I 0 Cqii. . J THISrE\P6 1, SID �� SIDE ta L-- J G la 10 I G I i v � ' L MST37 MST37 MST37 MST37 /` 06 00 Si MST37 MST37 408 S1.2 Plan 3413B UPPER LEVEL SHEARWALLS 1/4'=1'-0" AMERICAN MODERN r STHD14 STHD14 Ig.. • ` : 4X10 HDR- .,ros.ls,is _ ST:H S 1 QD ... 2H.4X _ �i ` = )20X18(ifSR s : 4 r, y ,P.,;;,;..-, _ ;'2X8 HD' 7- ..._. I 11 f INr S atS i ::: m 11Ir . 1 W/ M D __ - L. i TPI S' / _ J.m . 111 I J ,EACH SIDE IN. '1 N Itl 11 u s- _ t{ YL �i �.. „� • • • 70 G tBOi _13 c3 / ---- -- 1 N,c1 t(1 I C::{.�1{.1CG?I tABOV = 1 I �. re ,/,;--,..1 } r t 1 i �[[U • _ 1711. t ' 1. REQ - 1 ` 1.' 1 0 �� :Ov . ,�ci 111 _ ;TIT- ( t rIT ' I t 1 S i r 13 1rS?f_ 11 II 6 SIDIE 6 L' di _ 1 BEARING WALL ' THIS 1 �. ;RF PING WALL I I;®SIDE II ti -i. i ,GL 'B 4�ff�-/I .— • I / f i.s 11 / i "2X8-FDR' / .11 i , , �. BEA'I-. L to.? B 8 I o .&..... ._ `� '9THD74.- A '71/--,T U . H II ao HE ac ✓r f , Tit CON 1 (.x(10§ 1 \ —/-._..__1 'II 1 /... t 3 0 / rd L---1 ( SS __• ? i� \/STAIR I .` . Z: • .yx If /FR I. z ABOVE ` :: 1 - m A OVE o i' C I. \ _.I l 3e c.rC)O 11 L - _ ,in / \\ F m ' / 'C'dl ):)111 .> G lU / N IA\ >BO / \ 'j 5YZX 6 BIG BEAN (Di. Egi)t5: (2)2X8 HI*1 im Is,© LSL 3'x RIM_ r • 14P— GT—:6vE — -I — --- �~ ' I 0■ .3ff 2= mom i ST:7 r Q 1—" - R"1". ' r FLOOR . TO RIMNII RIM OARI�1 , I I _.... I : LS 13'4X14_ _ ' �� =XTEND CONT. 4X12 �/R 1131X14-- T. ..__..._tnff a .., , CHORD�: _'r. --- ---i --- --- �� 1'-- B.14 `_:i11'JI:111,- I�i _t'1')-(Be 1V 4 RIM�.__........1 STHD14 m •:; �1 1B11� I � i ROOF TRUSSES • V. 'D S6•1 1 ,i 1 @ 24" O.C. STICK FRAME � I J. 2 2 8 HDR I STRUCTURAL FACISA I I I /'�'bT7-., I 17 1 0 �, All i i r-io 11 il I� ' \ \ Ip to i ROOF TRUSSE. I i ‘� ix ®24" O.C. 4X4 POST � ' B.b1 _ 4X4 POST 11 • PLATE HEIGHT AT - SEESHEET A9 _. UPPER LEVEL: 8'-1" FOP_WINDOW--. _ 2.., PLATE HEIGHT AT HEADER HEIGHTS. ®' Ato / MAIN LEVEL: 9'-1" o MAIN LEVEL SHEARWALLS Plan 34138 UPPER LEVEL FLOOR FRAMING 1/4-.4.-0' AMERICAN MODERN I 'I JYZ t,ur.,. QUAD ..:� u1fHD14 / .. up 1� 1 . . , 1. ' • oN _ ®® ® aO y w ,IV 1• N• 'I o^ / STH01• sTHD14 r7".•''''-•--- --L.a.._, a.._ __ • � ' 0 W .1: _1i11131£' I-T7 61 I 1 • o I iJ 914" TJI'S `01 ' @ 16_IO:O:iU.N.O. iIn ' - rf 1 18X18X10 FTC. .1 ` 7,1, 1 `__ L IO W/(2) #4 EA. WAY - - ' 1---1 , n Y o + TYP. U.N. y' " 1—�m . INS TAI I SYSTFM TO ,L co U ALLOW ADEQUATE j O... ...I v; -12' - 1 ��. DRAINAGE BENEATH in ! r , SLAB ON GRADE AND 1 _f--4t 1 CRAWL SPACE f — LJ CONDITIONS THIS !i �' !is/1, >, I6-0" . SIDE ® '& i 30X3OXTO'FTG. I o RG / '.a.._......... f.1i/(3) #4 EA. WAY ' -1 -T--1 I B WALL W FTG I I � POST UP �'�////////%/////////i� ‘ ' --1 I 6TN SIDE S 1 1 11_,-i i /, �/ie..,_1LSL 13'X9Yg. 1 - — i 1,feRN . 1,-...: — ' POST UP 1...1 s _ Fi --I i iT� DBL 1 CRA%L 1 ti ♦ t , I DACE �;� , o /. 6 „ 1 ; ..._ .ACCESS I _ 1 m r ?1 a-;7 IDBL, 1 ,� • ' STHD14 ® P4 _ sTHD14 II i' ��' •l 1,.ffi1.} --a- L- ---��-♦. i 1 i (3W:GONG. SLAB 1r.:.: .1; :1 ,1 — — T 11 3, n O a o --_— J 1 1 Entry EI r .jj'-3" ' 3YzX9Yz LSL I. I .. L. • -1 1 • • I I .. .__. ......_• ..- I ®.__.. .._.._, - r, I STR•;•s ® ..t..! O L I J I.-i o 1 XTUR 1' A AIM `AB I I I ,;1 /.. : �� I ?t.}1C1 I c I L 1 it EI L I.._i 6'46" _J..- ----•— : i 7! 6y" i ! i \ I t I 3W CONC SLAB I I ;�i 1 I l i SLO1PE 3" I: ° ?v W NOTE:PROVIDE STHDI4RJ -' 1 ' i lo ' IN LIEU OF STHD14 AT RIM ABU44 r I i JOIST CONDITIONS I _ L _ ! ABU44 i -- :IH- _ ___ 0. ! I •a Y } 14''=0' ,:'`. I 4A _. \;`h771`j V:1.!.../s STEM-'WALL -1214" TOP OF -614" TOP OF SLAB Plan 34138 FOUNDATION PLAN 1/4"=1'-0" AMERICAN MODERN Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope STRUCTURAL DESIGN Rev: 580006 Page 1 cw:RO User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.eOF FRAMING Description 3413BCD ROOF FRAMING Timber Member Information RB.1 RB.2 RB.3 RB.4 RB.5 RB.6 RB.7 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x4 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 3.500 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Ar,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hein Ar,No.2 Hem Fr,No.2 Hem Fr,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 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 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data 1 Span ft 5.50 7.50 3.00 3.00 3.50 6.00 5.25 Dead Load #/ft 75.00 75.00 270.00 75.00 75.00 75.00 270.00 Live Load #/ft 125.00 125.00 450.00 125.00 125.00 125.00 450.00 Results Ratio= 0.2944 0.5474 0.3153 0.0876 0.4092 0.3503 0.9656 Mmax @ Center in-k 9.07 16.87 9.72 2.70 3.67 10.80 29.77 @ X= ft 2.75 3.75 1.50 1.50 1.75 3.00 2.62 fb:Actual psi 345.3 642.1 369.8 102.7 600.0 410.9 1,132.7 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,466.3 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.7 43.4 44.7 12.4 42.0 33.1 101.1 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 206.25 281.25 405.00 112.50 131.25 225.00 708.75 LL lbs 343.75 468.75 675.00 187.50 218.75 375.00 1,181.25 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 1,890.00 @ Right End DL lbs 206.25 281.25 405.00 112.50 131.25 225.00 708.75 LL lbs 343.75 468.75 675.00 187.50 218.75 375.00 1,181.25 Max.DL+LL lbs 550.00 750.00 1,080.00 300.00 350.00 600.00 1,890.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.012 -0.043 -0.004 -0.001 -0.018 -0.018 -0.037 UDefI Ratio 5,293.7 2,087.7 9,061.1 32,619.9 2,311.2 4,077.5 1,690.7 Center LL Defl in -0.021 -0.072 -0.007 -0.002 -0.030 -0.029 -0.062 UDefI Ratio 3,176.2 1,252.6 5,436.6 19,571.9 1,386.7 2,446.5 1,014.4 Center Total Defl in -0.033 -0.115 -0.011 -0.003 -0.048 -0.047 -0.099 Location ft 2.750 3.750 1.500 1.500 1.750 3.000 2.625 UDefl Ratio 1,985.1 782.9 3,397.9 12,232.5 866.7 1,529.1 634.0 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev580006 Use KW-06 US1983-20602997.Ver 5.Engin ening 03 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 1 OF 3 Timber Member Information B.1 B.2 8.3 8.4 B.5 B.6 8.7 Timber Section 4x10 2-2x8 2-2x8 4x10 2-2x8 2-2x8 LVL:3.500x14.000 Beam Width in 3.500 3.000 3.000 3.500 3.000 3.000 3.500 Beam Depth in 9.250 7.250 7.250 9.250 7.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fir,No.2 Hem Fr,No.2 Douglas Flr- Hem Fir,No.2 Hem Fir,No.2 iLevel,LSL 1.55E Lards,No.2 Lards,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine ' Repetitive Status No No No No No No No LCenter Span Data Span ft 6.50 3.50 3.00 5.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 175.00 175.00 175.00 175.00 160.00 370.00 Live Load #/ft 125.00 125.00 125.00 125.00 100.00 450.00 Start ft End ft Point#1 DL lbs 1,120.00 LL lbs 1,552.00 @ X ft 0.500 LResults Ratio= 0.8690 0.5066 0.3963 0.6624 0.7601 0.3832 0.7300 Mmax @ Center in-k 53.87 15.62 12.22 41.06 23.43 11.81 194.04 @ X= ft 3.25 1.75 1.50 2.75 1.98 1.50 7.00 fb:Actual psi 1,079.3 594.3 464.9 822.7 891.6 449.5 1,697.1 Fb:Allowable psi 1,242.0 1,173.0 1,173.0 1,242.0 1,173.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 98.3 67.3 56.2 83.0 63.6 54.3 118.8 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 1,056.25 568.75 510.00 935.00 1,499.43 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 1,795.91 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 3,295.34 1,312.50 4,620.00 @ Right End DL lbs 1,056.25 568.75 510.00 935.00 583.07 577.50 1,260.00 LL lbs 1,706.25 918.75 847.50 1,553.75 526.09 735.00 3,360.00 Max.DL+LL lbs 2,762.50 1,487.50 1,357.50 2,488.75 1,109.16 1,312.50 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.035 -0.009 -0.005 -0.019 -0.044 -0.006 -0.125 UDefI Ratio 2,207.1 4,740.5 7,195.6 3,482.4 1,506.4 6,354.5 1,339.5 Center LL Defl in -0.057 -0.014 -0.008 -0.031 -0.044 -0.007 -0.334 UDefl Ratio 1,366.3 2,934.6 4,330.1 2,095.6 1,508.9 4,992.8 502.3 Center Total Defl in -0.092 -0.023 -0.013 -0.050 -0.088 -0.013 -0.460 Location ft 3.250 1.750 1.500 2.750 2.596 1.500 7.000 UDefI Ratio 843.9 1,812.5 2,703.3 1,308.3 753.9 2,796.0 365.3 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 2 OF 3 Timber Member Information 8.8 B.9 8.10 B.11 8.12 8.13 8.14 Timber Section 2-2x8 LVL•1.750x14.000 LVL•1.750x14.000 LVL•1.750x14.000 LVL•1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 1.750 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 14.000 14.000 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 level,LSL 1.55E Level,LSL 1.55E level,LSL 1.55E iLevel,L51.1.55E Hem Fr,No.2 Douglas Fr- Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 2,325.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 310.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,550.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 1.150 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No _Center Span Data Span ft 4.50 6.00 15.00 3.00 6.00 2.00 16.50 Dead Load #/ft 180.00 300.00 30.00 15.00 30.00 15.00 30.00 Uve Load #/ft 480.00 800.00 80.00 40.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 Live Load #/ft 200.00 200.00 100.00 Start ft 16.000 End ft 16.500 Point#1 DL lbs 235.00 LL lbs 240.00 @ X ft 3.000 10.000 [Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 280.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 1,574.00 LL lbs 1,574.00 @ X ft 0.500 _Results Ratio= 0.7478 0.4469 0.3214 0.0056 0.1872 0.0924 0.7804 Mmax @ Center in-k 20.05 59.40 25.86 0.74 28.62 2.85 65.59 @ X= ft 2.25 3.00 6.24 1.50 3.00 1.00 9.97 Mmax @ Cantilever in-k 0.00 0.00 -49.13 0.00 0.00 0.00 0.00 fb:Actual psi 762.8 1,039.1 859.4 13.0 500.6 108.4 888.4 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 2,325.0 2,673.8 1,173.0 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 75.4 124.5 63.8 1.1 60.0 13.1 41.6 Fv:Allowable psi 150.0 310.0 356.5 310.0 356.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 405.00 900.00 88.53 22.50 750.00 235.00 341.29 LL lbs 1,080.00 2,400.00 600.00 60.00 840.00 240.00 755.30 Max.DL+LL lbs 1,485.00 3,300.00 688.53 82.50 1,590.00 475.00 1,096.59 @ Right End DL lbs 405.00 900.00 2,775.47 22.50 750.00 235.00 468.71 LL lbs 1,080.00 2,400.00 3,150.47 60.00 840.00 240.00 854.70 Max.DL+LL lbs 1,485.00 3,300.00 5,925.93 82.50 1,590.00 475.00 1,323.41 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: PLAN 3413 Job# Dsgnr:TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw-.Upper Floor Framing Description 3413BCD FLR FRMG 2 OF 3 Center DL Defl in -0.013 -0.014 0.032 0.000 -0.012 -0.001 -0.130 UDefl Ratio 4,027.1 5,105.1 5,705.2 816,822.3 6,126.2 35,135.8 1,524.2 Center LL Defl in -0.036 -0.038 -0.147 -0.000 -0.013 -0.001 -0.256 UDefl Ratio 1,510.2 1,914.4 1,225.2 306,308.4 5,469.8 34,403.8 773.0 Center Total Defl in -0.049 -0.052 -0.123 -0.000 -0.025 -0.001 -0.386 Location ft 2.250 3.000 6.900 1.500 3.000 1.000 8.382 UDefl Ratio 1,098.3 1,392.3 1,464.7 222,769.7 2,889.7 17,383.0 512.9 Cantilever DL Defl in -0.060 Cantilever LL Defl in -0.001 Total Cant.Defl in -0.061 UDefl Ratio 1,184.3 Title: PLAN 3413 Job# Dsgnr:TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 14252_Plan 3413.ecw:Upper Floor Framing Description 3413BCD FLR FRMG 3 OF 3 Timber Member Information B.b15 B.16 B.b17 B.18 B.19 Timber Section VL:5.250x16.000 2-2x8 4x10 2-2x8 4x10 Beam Width in 5.250 3.000 3.500 3.000 3.500 Beam Depth in 16.000 7.250 9.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade osboro,Blgbeam Hem Rr,No.2 Douglas Fir- Douglas Ar- Douglas Rr- 2.2E Larch,No.2 Lards,No.2 larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.150 Member Type Manuf/Pine Sawn Sawn Sawn Sawn Repetitive Status No No No No No _Center Span Data Span ft 20.00 4.50 14.00 3.50 10.00 Dead Load #/ft 150.00 60.00 60.00 120.00 Live Load #/ft 400.00 100.00 100.00 200.00 Dead Load #/ft 175.00 Live Load #/ft 125.00 Start ft End ft 11.500 Point#1 DL lbs 1,357.00 490.00 LL lbs 1,357.00 1,335.00 � _, @ X ft 11.500 3.500 ` I Kesults Ratio= 0.7583 0.1576 0.7588 0.0000 0.7743 �Mmax @ Center in-k 586.03 4.86 47.04 0.00 48.00 @ X= ft 10.72 2.25 7.00 0.00 5.00 fb:Actual psi 2,616.2 184.9 942.5 0.0 961.7 Fb:Allowable psi 3,450.0 1,173.0 1,242.0 1,080.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 143.3 18.3 46.5 0.0 62.9 Fv:Allowable psi 345.0 172.5 207.0 180.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,510.63 135.00 420.00 0.00 600.00 LL lbs 5,600.94 225.00 700.00 0.00 1,000.00 Max.DL+LL lbs 9,111.57 360.00 1,120.00 0.00 1,600.00 @ Right End DL lbs 2,858.87 135.00 420.00 490.00 600.00 LL lbs 5,193.55 225.00 700.00 1,335.00 1,000.00 Max.DL+LL lbs 8,052.42 360.00 1,120.00 1,825.00 1,600.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.332 -0.004 -0.140 0.000 -0.073 UDefl Ratio 723.4 12,081.4 1,196.5 0.0 1,641.6 Center LL Defl in -0.532 -0.007 -0.234 0.000 -0.122 UDefl Ratio 451.3 7,248.9 717.9 0.0 984.9 Center Total Defl in -0.864 -0.012 -0.374 0.000 -0.195 Location ft 10.000 2.250 7.000 0.000 5.000 UDefl Ratio 277.9 4,530.5 448.7 0.0 615.6 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:CRAWLSPACE FRAMING Description 3413 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM 4x10 option powder Timber Section 4x8 4x10 LVL:3.500x9.500 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Rr- Douglas Fur- Level,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,550.0 Load Duration Factor 1.000 1.000 1.330 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No _Center Span Data Span ft 5.00 6.00 6.00 Dead Load #/ft 255.00 255.00 15.00 Live Load #/ft 680.00 680.00 40.00 Point#1 DL lbs LL lbs 3,770.00 @ X ft 2.500 Point#2 DL lbs LL lbs -3,770.00 @ X ft 5.500 Results Ratio= 0.9774 0.9367 0.3645 Mmax @ Center in-k 35.06 50.49 59.35 @ X= ft 2.50 3.00 2.50 fb:Actual psi 1,143.5 1,011.6 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK fv:Actual psi 105.0 96.7 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 637.50 765.00 45.00 LL lbs 1,700.00 2,040.00 2,005.00 Max.DL+LL lbs 2,337.50 2,805.00 2,050.00 @ Right End DL lbs 637.50 765.00 45.00 LL lbs 1,700.00 2,040.00 -1,765.00 Max.DL+LL lbs 2,337.50 2,805.00 -1,720.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.020 -0.020 -0.001 UDefl Ratio 2,975.6 3,576.4 63,804.9 Center LL Defl in -0.054 -0.054 -0.058 UDefl Ratio 1,115.9 1,341.2 1,248.3 Center Total Defl in -0.074 -0.074 -0.059 Location ft 2.500 3.000 2.736 UDefl Ratio 811.5 975.4 1,224.6 TJI JOISTS and RAFTERS I Code I Code Code Suggest Suggest Suggest Lpick Lpick Lpick Lpick Joist b d Spa. LL DL M max V max El L fb L he L TL240 L LL360 L max f TL deft. LL deb. L TL360 L LL480 L•max TL deft.TL deft.LL def'.LL deft_ size&grade width(in.) depth(in.) (in.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) (in.) (ft.) (ft.) (ft.) (In.) ratio (in.) ratio 9.5"TJI 110 1_75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.66 0.48 13.31 13.45• -':.,:.:',13.31 0.44 360 0.32 49 - 5 9.5"TJI 110 1.75 9.5 16 40 15 2380 12201 1.40E+08 16.11 33.27 16.19 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 1220 1.40E+08 18.61 44.36 17.82 17.31 17.311 0.79 0.58 15.57 15.7315.57'_0.52 360 0.38 495 9.5'TJI 110 1.75 9.5 9.6 40 15 2380 1220 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 -'16.77 0.56 360 0.41 495 15" 1.75 9.5 19.2 40 10 2500 12201 1.57E+08 15.81 30.50 16.34 15.37 15.371 0.64 0.51 14.27 13.97 13.97 0.44 384 0.35 480 .9.5"TJI 1101 .. .1.75 9.5 ,'416,'!..1'40I,'".....10 2500 -,.1220 .1.57E+08 17.32 36;60 ,,,17.36r,';,16.34'" 16.34 0.68 0.54: 15.17 . 1484 14 84, ,,0.46 384 0.37 ,480 9.5"TJI 110 1.75 9.5 12 40 10_ 2500 12201 1.57E+08 20.00 48.80 19.11 17.98 17.981 0.75 0.60 16.69 16.34 '=.16.34' 6.51 384 0.41 480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 12201 1.57E+08 22.36 61.00 20.58 19.37 19.371 0.81 0.65 17.98 17.60 17 60 0.55___,_,384,_ 0.44_ 480 8.5",T.-8 210 2.0625 9.5 19.2 40 10 3000 13301 1.87E+08 17.32 33.25 17.32 16.301 16.301 0.68 0.54 15.13 14.81.:,„„;,,,',14241,1„ 0.46 384 0.37 480 • 9.5"TJI 210'. 2.0625•••;i'::.:-,:.,.9.5' , .16 '40 . 10 .3000 a 1330..,1.87E+08 ' 18.97 39.90 .•18:40 17.32':' 17.32 ' 0.72• 0.58 16.08' 15.74 1574;•. 0.49 .A;384.-"0.39 .•480 9.5"TJI 210 2.0625 9.5 12 40 10000 13301 1.87E+08 21.91 53.20 20.26 19.06 19.061 0.79 0.64 17.70 17.32 17 32 0.541 384 0.43_ 480 9.5"TJI 210 2.0625 9.5 9.6 40 10 3000 1330 1,87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66:.: :18.66;; 0.58 384 0.47 480 • 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 „_13301 2.06E+08 18.25 33.25 17.89 16.83 16.831 0.70 0.56 15.63 15.29 1 29 01 .48384 0.38- 480 '9.5"TJ1230 ', 2.3125'° -'9:5' -,16 °•'40,37,::%.10..::::,;:,'•3330.;,j1330 '2.06E+08,'19.99 39:90'719: , 01%-•. 17.89 17.89! ' 0.75 '•0.60, ,; • .16.60'; 16 .25 „1625;`. 0.51; 384 !'0.41.' 480 9.5"TJI 230 2.3125 9.5 121 40 10 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.69 0.82 0.66 18.28 17.89 ' 17.89 0.56 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 1330 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27. %'•,19.27. 0.60 384 0.48 480 11.875"TJI 110 1.75 11.875 19.21 40 10 3160 15601 2.67E+08 17.78 39.00 19.501 18.35 17.78 0.67, 054 17.04 16.67 16 67 0.521, 384 0 42 480 11.875"TJI 110' :•;.:A.75•":•,•:•-,11 875 16-,',!.,..40 10 3160-::;11, 560 267E+08:..i..19.47.. 46:80'.•'20.72 •;::,19:50:„,'...:..,19.47.• : ";0:811 '1:1.657..'-',:._.. 18;10 .'..17.72 0,,,,17 72; 0:55 384',; 0A4.,.. .480 11.875"TJI 110 1.75 11.875 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50 x••19.50° 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01:-. .:::,',..',.21 01 166 384 0.53 480 ............... . • 11.875"TJI 210 2.0625 11.875 19.2 40 10 3795 16551 3.15E+08 19.48 41.38 20.61 19.39 19.39 0.81 0.65 18.00 17.62,•:•':::,•:17.62. 0.55 384 0.44 480 11:875 TJ1210; .,2•0625:-.11.875 16 `a;40,', 10.--1,1:,•3795• 1655"3.15E+08, '21.34 ' 49.65.,,x21;90 ,,20.6'1; • ,20.61; - 0.86 0.69 19:13 '.. ;1.872/ ;:1872"„0.59 ' 384' 0.47 ,';480 11.875"TJI 210 2.0625 11.875 12 40 10 3795 1655 3.15E+08 24.64 66.20 24.10 22.68 22.68 - 0.95 0.761 21.05 20.61 ,,20.61, 0.64 384 0.52 480 11.875"TJI 210 2.0625�� 40 10 3795 3.15E+08 27.55 82.75 11003111131E124.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.55 480 mum 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 16551.3.47E+08 20.53 41.38 21.281 20.03 . 20.031 0.83 0.67 18.59 18.20 <18.2a. 0.57 384 0.45 480 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 .0.7.1 19.76,...'•.:',..19 34 34 19. . 0.60 .'V"384. 0.48 ''480 11.875"TJI 230 2.3125 11.875 12 40 10 4215 16551 3.47E+08 25.97 66.20 24.89 23.42 23.42 0.98 0_78 L_21.74 21.28 21.28' 0.67 384 0.53 480 11.875"TJI 230 2.3125 11.875 9.6 40 10 4215 1655 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22.93'.,,''..':',.'.22.93. 0.72 384 0.57 480 11.875"RFPI 400 2.0625 11.8751 19.2 40 10 43151480 3.30E+05 20.77 37.00 20.931 19.69 19.691 0.82 0.66 18.28 17.89;•:,,,,17,..,#,.1?; 9.561 384 0.451 480 11.875 RFPI 400:; •2.0625, ''11-.875". 16-.=140 101. 4215,:;1480',3.30E+08 ; 22.76 44A0,,-.22.24, .20.93: 20.93'. 0.87"' 0.70 `,..19A3": , 1901<[ <1901 . 0.59 384 0.48'" '480 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77 21.38 20.93 20.93 0.65 384 0.52 480 11.875"RFPI 400 2.0625 11.875 9.6 40 10 4315 1480 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.83 23.03 22.54 22.54' 0.70 384 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek 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+S c 0.80(Constant)> Section 3.7.1.5 Cr KeE 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(Fe) Eq.3.7-1 NDS 3.9.2 Max.Walt duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Loa u 1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cl Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c Ib lb/ In. in. in. 0. pit put pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-IdFce) H-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 0.9968 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 2857.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.80 340.00 1.00 0.00 0.000 H-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 1,200,000 854 508 966 449.95 395.22 393.65 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 1,200,000 654 508 966 449.95 395.22 394.29 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 1.15 875 405 800 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 4183.8 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 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 1378.63 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 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 1089.25 850.18 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 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 0.58 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 5 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 140 0.00 0.000 SPF#2 1.5 5.5 18 19 41.5 1450 0 0.9817 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 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 18 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+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (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+W _ c 0.80(Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cl(Fb) Cf(Fc) 1997 NDS Cb (Varies). > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb), Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Maz.Wail duration duration factor factor use _ Stud Grade Width Depth Sparing Height Le/d Vert.Load Hor.Load <•1.0 Load Plate Cd(Fb)Cd(Pc) Cf Cf Cr Fb Fc perp Fc E Fb' Fe perp' Fc- Fce Fe fc fe/F'c lb lb/ In. In. In. It. plf psi pit (Fb) (Fe) psi psi _ psi psi psi psi psi_ psi psi psi psi Fb'(1-fc/Fee) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.84 378.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.48 0.9942 1993.4 1.80 1.00 1.1 1.05 1.15 875 405 8001,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800_,1,200.000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2857.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15_ 675 405 800 1,200,000 1,368 508 840 449.95 384.67 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.80 1.00 LI 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 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1.366 531 781.25 378.09 328.30 177.78 0.54 447.52 0.818 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 '1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.587 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 378.35 243.81 0.65 381.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 78125 449.95 378.35 294.80 0.78 180.89 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 130C 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 18 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 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 1.80 1.00 1.3 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 18 7.7083 18.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1.400,000 2,093 531 1285 1484.89 940.30 531.23 0.58 152.58 0.114 SPF#2 1,5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 12651089.25 806.08 531.23 0.86 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150,1,400.000 2,093 531 1265.1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05,1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 p##### 0.979 SPF#2 1.5 5.5 16 19 41.5 680 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150'1.400.000 2.093 531 1265 244.40 233.80 108.67 0.48 927.02 0.786 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 228.94 219.02 96.97 0.44 927.02 0.798 Page 1 D+L+We,5S CIF 14189-Betahny Creek Falls I LOAD CASE I (12.14) I (BASED ON ANSI/AF&PA NDS-1987) 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+312 e 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 Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spadng Height Le/d Vert.Load Nor.Load <.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cl Cr Fb Fc perp Fe E Pb' Fc perp' Fc• Fce Pc fc fc/F'c fb lb/ In. in. in. 0. pit psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fcFce) 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 8.48 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 966 378.09 340.90 219.05 0.84 335.64 0.584 H-F Stud 1.5 3.5 16 6.25 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 1,366 506 966 449.95 395.22 250.16 0.83 361.37 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 1,366 506 966 449.95 395.22 275.24 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 1.366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 1 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 27429 0.64 376.78 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 9 30.9 1140 8.46 0.8944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 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 1.60 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 5104 1.5 3.5 8 8.25 28.3 2380 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1.366 531 875.438 449.85 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 18 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 H-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 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 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 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 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 19.8 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,083 531 1454.75 1089.25 850.18 531.23 0.82 181.23 0.169 SPF#2 1.5 5.5 18 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 6644##$ 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9801 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 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Fells I LOAD CASE I (12-06) (BASED ON ANSIIAF&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+S+WI2 e 0.80(Constant)> Section 3.7.1.5 Cr KeE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vales) > 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 Width Depth Spacing Height Le/d Vert.Load Hor.Load o 1.0 Load©Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc per Fc E Fb' Fc perp' Fe' Fee Fc fc 1clF'c fb fb/ in. In. In. 8. pit pot _ pit (Fb) (Fe) psi psi , psi psi psi _ psi psi psi _ psi psi psi Fb"(1-fe/Fee) 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 1.80 1.15 1.1 1.05 1.15 675 405 800'1,200,000 1,366 506 966 378.09 340.90 262.88 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 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.085 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 448.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2685 4.065 0.9999 3986.7 1.60 1.15_ 1.1 1.05 1.15, 675 405 800_1,200,000 1.366 506 968 449.95 195.22 338.41 0.88 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 28.4 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 30.9 965 4.23 0.9970 2091.8 1.60 1.15_ 1.1 1.05 1.15 875 425 725 1,200.000 1.366 531 875.438 378.09 338.17 245.08 0.73 223.76 0.466 SPF 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 1,366 531 875.438 378.09 336.17 260.95 0.78 167.52 0.396 SPF Stud 1.5 3.5 16 825 28.3 1180 4.085 0.9922 _ 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 299.68 0.77 180.69 0.398 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 8.25 28.3 2630 4.065 0.9969 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200.000 1.386 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 18.8 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 1031.55 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 18 9 19.6 3132 423 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 90.81 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3478 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1203.70 946.77 506.18 0.53 73,17 0.062 SPF#2 1.5 ' 5.5 18 7.7083 16.8 3267 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 78.29 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 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.751296 .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 2081.8 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 0.47 588.43 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 2.093 531 1454.75 244.40 235.32 151.11 0.64 463.51 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 DoLuS+,7E CTO 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+E/1.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) CI(Fc) 1997 NDS Cb (Varies) > Sec0on 2.3.10 Bending,Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Watl duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load u=1.0 Load ifig Plate Cd(Fb)Cd(Fc) Cl Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc Ic/F'c lb Ib/ In. In. In. ft. plf psi pif (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fclFce) 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 1,366 506 966 515.42 441.22 359.37 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 1.15 875 405 800 1,200,000 1.386 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Sled 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 0.376 FI-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2857.8 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 0.9968 3988.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 508 966 449.95 395.22 342.86 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 BPF 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 1.366 531 875.438 378.09 336.17 253.97 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 1,366 531 875.438 378.09 336.17 288.57 0.80 141.83 0.358 BPF 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 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200.000 1366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 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 1031.58 508.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.8 3132 3.57 0.4405 3132.4 1.80 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 0.80 78.47 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 1644.5 1203.70 946.77 506.18 0.53 64.28 0.055 SPF#2 1.5 5.5 16 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 2,093 531 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 18 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 64.26 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 1.60 1.15 1.3 1.10 1.15 675 425 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 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 /11113101 E N 0 I N E E Ft I N G 180 isUckerson St. • Suite 302 1 kl f: . : , Seattle,WA 98109 7 / Project: *---......-.-- --.,..,-, — a--'IT`01. -rii .bate: • , PAX: Client: Page Number: (206)285-0518 . , ..) ,... ii.„ ti. Kistilc ( i (1-5kos) -=.---120 FIR- 2, (.10)(40+-s ). Tx 3 WL ,(40-Hs) ..7....._ 365 --- .... . ..,. ... ,,,, 24 11116.I. kip Af 45241 gaie;;V:" • gr_ --Ter-v2, le Sk -40 65Y( 2.4):::-'44.51,itS .t . Iv.131-1 , . 4 ......... --..:_.. 3„5 2-987PF . . . . .. .., ...... . ,i-----11- :ILI, a •ii_i „ ..- its?* A Structural Engineers • C T -E-,-N.,�G-.--1:.::.N.-2.-E---,E--,E1 i',N.G 180 Nickerson St. . � )Q t, N cSuite 302 � Seattle,WA Project: 1 Li)P �-�7 6 '( 9 Date: 8109 (206)2$5-9512 • Client 5)K` ,%" »��gL+- L-IQLG9- Page Number: (206)285-0618 :� P•K ,P�;_. A, .VA2u s ' Pte- •- ter :/f3ix'L- C 3 �w P ' flo v� `J e .- s. 6- i-51,() .5P 511. Z- a ..:PvC P►a2 . GM:..G3C • GL E Sa , �� -k5. p55 ,, . .4 ; , „ :., , , ,, i. ! „. , „ ,.. I ! 1 i f'''f" % 5 -7;''; ‘' • ;5 : 4 ' .; ; : 5.'^^. ' ; % i i ', - L... s L ) A1 •• �vv tvu ; -• ",. % j`1�� . _ - '�- - - PIS, w6h( P_ Lint - :w :.:` i . Y ... ..- 24 i, fit t t 2 2 1 7 Z 6 PAS _. ,v• 4..r ,. • 19...-- ..' �Viii,' 7.-,2 x. ' .W. Ifi , � -s . 3D 'lbs t B •' . a wekt < .t3e#, tq I ,6k )554 Structural Engineers 180 Nickerson St. C T E N ,G I 'N .E E .RENGINEERING G Suite 302 N C. Seattle,WA �4/I )1 , lW1TI i5. /�,o f�'�� ,��1(��f��11! &' ;�+ 91024. Z 0 D 98109 Project: �n "SYt��.l.� 7 , v� vs w ^!?v®"i` Date: f'1O 1• O (206)285-4512 x-2072 /�vv8 S�PLuS FAX: Client: Page Number: (206)285-0618 j : III ' •.I. ' 1. ----; !.... 1 '; 1 ..1 1'C'_ - 4; .. _ • I 1:r _i_J i t 1 ' ,, - T__ _ , i ._. _ _ _ ._. L_ _. _ • I—,I _ ? _.I '. l•Its 1 '--� 4 c. - a_- - - y I I 1 I w 4•J I , , - I I ! .11:1' ,' c 1 __L.. i I. f : - , s _L - � X14-1 2 J 1 1 4 1 1—' ( i I I , I j 1 I'' 1 Y 1 .I I 11 : J 1 1 1 -- t r ' Li. r i' J. I I 1....1.2.,_.44....._.24(9....1 I.. 3l.i . 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'-J_ 1 ' . — _..— w. :- � - __:, 4-•-•1-4----;,--; -. �J it i- .:l�. //1r��// ��O'"`•'� • 1 _I . -__-...._I ..r_.,_. .._i t.,_'_J_. _'. . dr '.; y.•. ;.,. i .. _'_ - .— .--1-:t•.- .., .. 1 4 i 7?� , I i -_ —i- 4 . : Structural Engineers ✓,,�� &C � .4pws 4-,3.6,4 3 - Design Maps Summary Report Page 1 of 1 E LEGS Design Maps Summary Report User-Specified Input 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 Category I/II/III I 1 soaom - _ 13•averton eIsl ''.. - �. .i �i - i �s, r q', i �` "til ' .. � � ~4 F �' 1�� liA� 1 Milvsraukte , 2'103 ar 4 K oz.x` . ..r -"' _ p 1 LaltetOswegor x '� kb N � RT ''' soh°11s , _ .�-�n �, King City 0 h '4 g IF� '1/%.,." :,1,1,• :,:,''.'`,--,.-::,'";:l* • g Il lat 3 $, a ,i u e .''`° _s! ,..ateF •-d.-'.---!.,..00,... x r S q t 4 � @ Ma pQustry t ..p4U85 ;,. 52411400.usa d . . e USGS-Provided Output Ss = 0.972 g SMS= 1.080 g S0s = 0.720 g Sl = 0.423 g SMI = 0.667 g S°1 = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 0.22 1.10 0.90 0.09 0.72 0.88 0.S4 0:77 0.56 D` 0.46 Dr 0.42 a 035 i H 0.40 1 0.44 0.22 0.32 0.24 0.22 0.16 oil 0.0$ 0:00 0.00 0.00 0.20 0.40 0.00 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.20 0.20 1.00 1.20 1.40 1.60 1.80 2.00 Period,T(sec) Period. 1(sec) 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... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14252:Plan 3413 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY ...........__....................___.... 2. IMPORTANCE FACTOR 1E=.1.00 . Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D 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 Si= ().50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude=Varies W http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usgs.gov/desig nmaps/u s/application.p hp 6. Site Coefficient(short period) F.=.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 SMs= 1.17 EQ 16-37 EQ 11.4-1 SM.'=Fv*Si SMS= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SD1= 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 f20= 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#14252:Plan 3413 Sos= 0.78 h„ = 18.00(ft) Sod= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k= 1 ASCE 7-05(Section 12.8.3) T�= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sos/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sp,I(T*(R/IE)) (for T<Ti.) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 W ASCE 7-05(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) Cvx = DIAPHR. Story Elevation Height AREA DL w, w; *h,k wx *hxk DESIGN SUM LEVEL Height (ft) hr (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 18.00 18.00 1460. 0.022 32.12 578.2 0.59 3.58 3.58 2nd 8.00 10.00 10.00 1460 0.028 40.88 408.8 0.41 2.53 6.11 1st(base) 10.00 0.00, SUM= 73.0 987.0 1.00 6.11 E=V= 8.73(LRFD) 0.7*E= 6.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fp, = DIAPHR. F, E F, wr E w, Fpr= EFt'wpz 0.4*SOS*IE*w, 0.2*SOS*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ewf Fp., Max. Fp, Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 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#14252:Plan 3413 N-S E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= I: 30.00 ,30,00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 34,043:0+ft. V u/t. Wind Speed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 Seo.Guet=lea ,4:*,trigg mph (EQ 16-33) Exposure= B B Iw= 10 " 1:0' N/A N/A Roof Type= Gable Gable P830A= '< '.28.6 28,6;psf Figure 28,6-1 Ps3o e= 4.6 4.6 psf Figure 28.6-1 P530 C= 20.7 "s 20,7 psf Figure 28.8-1 Ps30 D 4,7 4.7 psf Figure 28.6-1 = � 1.00_ ;! 1.00 Figure 28.6-1 kzt= 1.00 100; Section 26.8 windward/lee=.a 1,00 1.00:(Single Family Home) X•krt•I __..' 1 Ps=X'KZI'l'Pe3o= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB= 4.80 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PsA and C avenge= 24.7 24.7 psf (LRFD) Pseandoavxage= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2'2a= 20.4 29.4 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 0.89 0.89 16 psf min- 16 psf min, width factor 2nd-> 1.00, 0.89; wlnd(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB 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-W) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof - 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 850 Ar= 1005 13.6 16.1 V(ns)= 12.45 V(e-w)= 14.84 kips(LRFD) kips(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#14252:Plan 3413 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) 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-VV) Roof - 18.00 18.00 0.00 0.00 0.00 0.00 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0.00 0.00 0.001 0.00 4.90 13.60 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 13.60 V(e-w)= 16.08 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(NS) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 1st(base) 0 0 0 V(n-s)= 13.60 V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 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#14252: Plan 3413 SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131 dia.X2.5"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) (for ASD) (for ASD) __I 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 sallowable V wallowable 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#14252:Plan 3413 Diaph.Level: Roof Panel Height=: 9 ft. Seismic V I= 3.58 kips Design Wind N-S V I= 5.22 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.58 kips Sum Wind N-S V I= 5.22 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 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 an. C 0 w di V level V abv.V level V abv. 2w/h v i Type Type v i OTM Roan Unec Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext left 1 456 20.0 24.0 1.00' 0.15 1.63 0.00 1.12 0.00 1.00 1.00 56 P6TN P6TN 82 10.06 17.82 -0.40 -0.40 14.68 21.60 -0.36 -0.36 -0.36 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 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 3 274 =12.0 16.0 1.00 s 0.00 0.98 0.00 0.67 0.00 1.00 1.00 56 P6TN P6TN 82 6.05 0.00 0.53 0.53 8.82 0.00 0.78 0.78 0.78 - - 0' -'0.0 = 0.0 1.000.00; 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 4 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. right1*";.730 40.0 40.0' 0.95 0.15 2.61 0.00 1.79 0.00 1.00 1.00 47 P6TN P6TN 69 16.11 59.40 -1.10 -1.10 23.50 72.00 -1.23 -1.23 0.62 pert Ext.` right2 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 Ext. rght3** ; 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 right4 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 right5" 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 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 1460 72.0 70.0=L eff. 5.22 0.00 3.58 0.00 EVnd 5.22 EVEa 3.58 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes SB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd Panel Height 10 ft. Seismic V I= 2.53 kips Design Wind N-S V I= 2.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 6.11 kips Sum Wind N-S V I= 8.16 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 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 eO. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM R.,-TM Unet Veam OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext.'I left 1 730::34 0 . 40.0.. 1.00 0.15 1.47 2.61 1.27 1.79 1.00 1.00 90 P6TN P6TN 120 30.56 50.49 -0.60 -1.00 40.79 61.20 -0.61 -0.97 -0.97 Ext. left 2 s 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 0.6',.. 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** 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 0.53 0.00 0.00 0.00 0.78 0.78 - - 0' 0.0 0.0 1 00;,; 00 0. ; 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 4 `' 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=i 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;01.00;':' 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. rightl** '730.. 40.0 40.0 0.89 1:"0.15 1.47 2.61 1.27 1.79 1.00 1.00 86 P6TN P6TN 115 30.56 59.40 -0.73 -1.83 40.80 72.00 -0.79 -2.03 1.76 pert Ext. rightl 0 ' '0.0 - 0.0 1.0 0 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 0.001 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 Ext.' rght3**! 0 ' '10 0 0.0 1 00 x0,.90 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 tog, 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, right4 0 0.0 00 '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,,•00 1.00- ,0.00: 0.00 0.00 0.00 0.00 1.00 0.00 002 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext:. right5 -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 00 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 00 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:r;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 00 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 ;r 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 :i7.1.00,'. 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 1460 74.0 69.6=Leff. 2.94 5.22 2.53 3.58 1.00 EVwind 8.16 EVEQ 6.11 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#14252:Plan 3413 Diaph.Level: Roof ............. Panel Height 9 ft. Seismic V I= 3.58 kips Design Wind E-W V I= 5.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind E-W V I= 5.94 kips Min.Lwall= 2.57 ft. per SDPWS-2008 1.00 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W Pr-- 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 eII, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM RoTM Line Usum Usum H D (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* 263 6.8 12.3 " 1.00 0.15 1.07 0.00 0.64 0.00 1.00 1.00 96 P6TN P6 158 5.80 3.09 0.45 0.45 9.62 3.75 0.97 0.97 0.97 - - 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 BR1* 329 8.7 15.2 1.00 0.15 1,34 0.00 0.81 0.00 1.00 1.00 93 P6TN P6 154 7.26 4.88 0.30 0.30 12.04 5.92 0.76 0.76 0.76 Front loft*;' 138 ; 4.0 6.5 1.00 0.15 0.56 0.00 0.34 0.00 1.00 0.89 95 P6TN P6TN 140 3,05 0.97 0.62 0.62 5.05 1.17 1.16 1.16 1.16 - - 0 =0.0" 00 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 Rear, 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 Rear 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 f 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 Rear MSTR 730 " 18.0 20.0 1.00 `0.15 2.97 0.00 1.79 0.00 1.00 1.00 99 P6TN P6 165 16.11 13.37 0.16 0.16 26.71 16.20 0.61 0.61 0.61 - -` 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 Rear Living 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 " 00 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 1460 37.4 37.4=L eff. 5.94 0.00 3.58 0.00 EVwiad 5.94 EVEQ 3.58 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#14252:Plan 3413 Diaph.Level: 2nd Panel Height=;I 10 ft. Seismic V i= 2.53 kips Design Wind E-W V 1= 3.72 klps Max.aspect= 3.5'SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind E-W V I= 9.65 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-2008 pc= 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 ett, C 0 w di V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Unet Ueum OTM Row Unet Ueum Ucum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP 0 3.0 '11.3 1.00 ' 0.15 0.00 1.07 0.00 0.64 1.00 0.60 358 P3 P4 356 6.45 1.26 2.22 2.67 10.69 1.53 3.93 4.89 4.89 0-,,.0.0 c 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 0 ;3 0 14.2 1.00"''0.15 0.00 1.34 0.00 0.81 1.00 0.60 448 P3 P4 446 8.07 1.58 2.78 3.08 13.38 1.91 4.91 5.68 5.68 Int: pdr •, 0 " .;3 0, 8.0 ,1.00 0.15 0.00 0.56 0.00 0.34 1.00 0.60 188 P6 P6 187 3.38 0.89 1.07 1.69 5.61 1.08 1.94 3.11 3.11 0 `'0.0' ":_00 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 :00 "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 • 00 too: 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 Rear. 1075-„"-14.0 16.0 :1.00 j. 0.00 2.74 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.64 0.00 1.40 1.40 27.36 0.00 2.05 2.05 2.05 Gar Rear 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 - - 00 0 0.0 too--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 Rear Dining 128 F"4.5 8.0 1.00` 0.30 0.33 0.99 0.22 0.60 1.00 0.90 203 P6 P6 292 8.22 2.67 1.45 1.61 13.16 3.24 2.59 3.19 3.19 Rear Dining `128" 4.3 8.0 1'.00c 0.30 0.33 0.99 0.22 0.60 1.00 0.87 219 P6 P6 304 8.22 2.57 1.54 1.54 13.16 3.12 2.74 2.74 2.74 Rear LIV* 129" 5.0 . 17.0 1•.00 1 0.30 0.33 0.99 0.22 0.60 1.00 1.00 165 P6 P6 264 8.24 6.31 0.44 0.44 13.18 7.65 1.28 1.28 1.28 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 ' Al,-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: "'I 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 - - A ,"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 0.02 '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' j 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 1460 36.8 36.8=L eff. 3.72 5.94 2.53 3.59 EVwind 9.65 EVE0 6.12 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#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl= 150 plf V eq 810.0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= 1340.0 pounds V1 w= 670.0 pounds V3 w= 670.0 pounds ► v hdr eq= 65.6 Of •H head= lk v hdr w= 108.6 plf W 1.083 Fdrag1 eq= 181 F2 eq= 181 • Fdragl w= •9 F2 -299 H pier= v1 eq= 118.4 p/f v3 eq= 118.4 plf P6TN E.Q. 4.0v1 w= 195.9 plf v3 w= 195.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= : F4 e.- 181 feet A Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 p/f P6TN 4.0 EQ Wind v sill w= 108.6 plf P6TN feet OTM 7357 12171 R OTM 5610 6852 e . UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3.4 L2= 5.5 L3= 3.4 Htotal/L= 0.74 4 ' , 4 i. Hpier/L1= 1.17 Hpier/L3= 1.17 L total= 12.3 feet it JOB#: CT#14252:Plan 3413 . SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR1* Roof Level w dl= 150 p/f V eq 1010.0 pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= 1370.0: pounds V1 w= 685.0 pounds V3 w= 685.0 pounds ..................... v hdr eq= 66.6 plf •H head= W v hdr w= 90.4 plf 1.083 . Fdragl eq= 217 F2 eq= 217 Fdragl w= •4 F2 -294 H pier= v1 eq= 116.6 Of v3 eq= 116.6 plf P6TN E.Q. 50 v1 w= 158.2 plf v3 w= 158.2 p/f P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4 e•- 217 feet • Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 p/f P6TN 3.0 EQ Wind v sill w= 90.4 Of P6TN feet OTM 9174 12444 R OTM 8466 10342 w r UPLIFT 49 145 Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3 L2=` ' 6.5 L3= 4.3 Htotal/L= 0.60 4 10-4 Hpier/L1= 1.15 Hpier/L3= 1.15 L total= 15.2 feet JOB#:CT#14252:Plan 3413 SHEARW ALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 plf V eq 340.0 pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w= 560.0 pounds V1 w= 280.0 pounds V3 w= 280.0 pounds > v hdr eq= 52.3 p/f H head= $ v hdr w= 86.2 p/f 1.083 Fdragl eq=,65 F2 eq= 65 • Fdragl w= 48 F2 - 108 H pier= v1 eq= 85.0 p/f v3 eq= 85.0 plf P6TN E.Q. 4.0 v1 w= 140.0 plf v3 w= 140.0 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= •, F4 e•- 65 feet • Fdrag3 w=108 F4 w=108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 p/f P6TN 4.0 EQ Wind v sill w= 86.2 p/f P6TN feet OTM 3088 5086 R OTM 1556 1901 Is v UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 L2= 2.5L3= 2.0 Htotal/L= 1.40 4 0 0.4 Hpier/L1= 2.00 0 Hpier/L3= 2.00 L total= 6.5 feet JOB#:CT#14252:Plan 3413.. SHEARWALLWITH FORCE TRANSFER ID: Rear Upper MBR*' ' Roof Level w dl= .150 plf V eq 1790.0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w= : 2970.0 pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds ► v hdr eq= 64.5 p/f A H head= t /f v hdr w= 107.0 p 1.083 Fdragl eq= 320 F2 eq= 67 A Fdragl w= '=1 F2 -111 H pier= v1 eq= 82.3 plf v3 eq= 82.3 plf P6TN E.Q. 4.0 .,; v1 w= 136.6 p/f v3 w= 136.6 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 y Fdrag3 eq= • F4 e.- 67 feet Fdrag3 w=531 F4 w=111 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 p/f P6TN 4.0 EQ Wind v sill w= 107.0 p/f P6TN feet OTM 16259 26977 R OTM 28368 34653 UPLIFT -447 -283 Is Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0 L2= 6.o L3= ` 3.8 Htotal/L= 0.33 4 10 AI N ` Hpier/L1= 0.22 Hpier/L3= 1.07 L total= 27.8 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV` Roof Level w dl= 150 plf V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0_ pounds V1 w= 680.0 pounds V3 w= 680.0 pounds ► v hdr eq= 50.0 Of ► -H head= t v hdr w= 80.0 plf 2.083 NV Fdragl eq= 300 F2 eq= 300 A Fdragl w= •?0 F2 -480 H pier= v1 eq= 170.0 plf v3 eq= 170.0 p/f P6 E.Q. 5.0 v1 w= 272.0 plf v3 w= 272.0 p/f P6 WIND feet Htotal= 2w/h= 1 2w/h= 1 10.083 v Fdrag3 eq= m' F4 e.- 300 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 plf P6TN 3.0 EQ Wind v sill w= 80.0 p/f P6TN feet OTM 8571 13713 R OTM 10646 13005 .. v UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0L3= 2.5 Htotal/L= 0.59 4 4 I..11 ► Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 17.0 feet JOB#:.CT#14252:Plan 3413 l SHEARWALL WITH FORCE TRANSFER ID:Rear,Lower KIT`, Roof Level w dl= 150 plf V eq 820.0 pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w= 1320.0 pounds V1 w= 764.2 pounds V3 w= 555.8 pounds ► v hdr eq= 56.6 p/f t.- 1 •H head= v hdr w= 91.0 p/f W 2.083 Fdragl eq= 164 F2 eq= 119 A Fdragl w= -4 F2 - 192 H pier= v1 eq= 86.3 plf v3 eq= 86.3 p/f P6TN E.Q. 5.0 vi w= 138.9 plf v3 w= 138.9 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 Fdrag3 eq= :4 F4 e.- 119 feet Fdrag3 w=264 F4 w=192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 plf P6TN 3.0 EQ Wind v sill w= 91.0 plf P6TN feet OTM 8268 13310 R OTM 7745 9461 UPLIFT 38 278 Up above 0 0 UP sum 38 278 H/L Ratios: L1= 5.5 L2 5.0 L3= 4.0 Htotal/L= 0.70 4 I, 4 .4 I. Hpier/L1= 0.91 Hpier/L3= 1.25 L total= 14.5 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) Shearoo(Ibf) 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 Loadineb,c4l (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 legand 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 not a 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. 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 -1.-:::::.ill.' _ wall height . �: ; w K# • Fasten top plate to header t r • I�} a"i'ar.�d e ew er - . tr sinker nails at3"oc1. . typ Fasten sheathing to header with 8d common or r 12' galvanized box nails at 3'grid pattern as shown Min.3/8"wood structural max l a /panel sheathing total . Header to jack-stud strap per wind design. wall Min 1000 Ibf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' 'r Min.double 2x4 framing covered with min 3/8" nailed to common blocking max " thick wood structural panel sheathing with within middle 24'of portal '• height ;. t„.. 8d common or galvanized box nails a '1.t 3'o.c. ` - height.One row of 3"o.c. g in all framing(studs,blocking,and sills)typ. . nailing is required in each panel edge. s 44 a: ._ MM length of panel per table 1 Typical portal frame s r 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 i t jack studs per IRC tables top and bottom of footing.Lap bars 15"min. R502.5(1)&(2). lit ' 1 t• H 1 "` r t c v L.- Mm 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 Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6- concrete and nailed into framing) with 2"x 2'x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association