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Specifications (86) 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: (Note-Dual reference for Plan 3 also includes Plan 3713) 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# : Plan 2613 ROOF Roofing- 3.5 psf Roofing future 0.0 psf 5/8"plywood (O.S.B) 2.2psf 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 0.0psf 3/4"plywood (OS.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0'psf (1) 112"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 IV \ (2)2X8 HDR (2)2X8 HDR ‘jf/ +-"-------÷ --___n"--------4- N RB.di RE.d1 / / I\ / i . .,/ \ • • / I • / I \ / / \ z// \ \ 19 \ \ / // 19 S9.1P \ S9.1 . \ GT i / ..,, / GT.d5 11 • • z • / \ 1 / i 1 i I • / i I Y • I 1 > 7 • ! I i I • ,• i 1 Li ROOF TRUSSES AT 24" O.C. TW. T . , .1 , - op I • XI M 041 1:( ...1 • 5 I II GT GT.d2 is- --k 146 S9.1 , i CD,.. .... ........... ..„.. i--i- 16 I S9.1 1 4 ... .. 1--2 ct Icn mi lo '9411 22"x30"-I 0 1 'LI col . x m . " I 16 NI '' iCil '4 ••• 20 ' S9.1 ... .... .L" n „/ I I 0 N it§ .•••••-•••—141 —< ..• • I ,...,................. . ,„jr , . \,: , .„....... . 1 co . ,,,, ,•••••• • \,:,.._ c _., I1 u\\ ,.., 1 ,i•-..,, , ,,,,. . ---,1 e t \ f _ • \ 1 '...... I, \ 1 ..,... 11) (D \ C \ 1 .....•—• \ .,... .... 1 \ f--f. 1 7 ..... ...... . .... .. \ \ Er • \ 0 .••' i 0 FIO c•d- ------,- , \ / GT.1. \ I \ RB.d3 / • i • • / \, 1- / - ' 1 on S9.1 \I 1,/ ••k 1 NIP , I RB.d4 MIN. R I / 4-----.--e—...--- -3—--4-• I \ I 1/. \J 272X8 CONT. HDR 0 16 S9.1 CT# 14252 2014.10.17 1/4” = 1'-O" (11x17) PLAN 2613D ROOF FRAMING PLAN 1/9"=1I-0" FRENCH REVIVAL 0 0 kiil A. d- J \.. i . Ii t ; . ,__L ,1 ,,,,i I I. 1 PTHIS 6TN is DR ER ' SIDE i jI t I ., i • I 1 i i1 ^, 14 ff I ?i j THIS• P6TN f' I ti. o Op SIDE ) \t _. �_1 0 I ii' 18 MST37 MST37 t Imp S1.2 -'.5737 MST37 8 0 51.2 CT# 14252 2019.10.17 1/9" = l'-0" (11x17) PLAN 261 3D UPPER LEVEL SHEARWALLS 1/4"-1'-0FRENCH REVIVAL 19 ArkP3 19.1 abl ® c VP GABLE END TRUSS / l CONT. 4x12 HDR �_i STH014 .a dl STHD14 �____ STHDIC ROOF TRUSSES AT 24" O.C. TIP. i 9'-6" 4 6x6 POST 6x6 POST 5.Rx14.5 CTS Q^A Q- 17—rr -Tt-_-_-__rL_"=C __S_7 -r 'TT_—rr 14 d2 Li O e N _ 4 ® dot .59.0 0 1k �GT AEOVE 0 GTA ) • L o0 0 L, 2 P4 59.0 I ,57H014 51114014-r-\ / 13;x14LyL -1 alimpiewiliman 6x6 POST j / � Ij 12I pg ENTIRE 11 J L I l` I SIDE ROOF TRUSSES I (2)2X10 HD' I - = 2 14"FLOOR TRUSSES I€ AT 24" O.C. —.EL.,e ( �r\`� I� °' �* �J I iii �' 1,•^ .r 4 `r ENTIRE P6 LEDGER I ` - - I N 'a /-GT ABOVE SIDE L i 3 _� 0 2)2x10 NOR G7 ABOVE i 59.0 Lo B. d15 of 0 1 9 I I BLOCKOUT FOR o g o 1 j MICROWAVE EXHAUST. 9 L__-J o 13" CLEAR o w¢ 1 C9.) i =o PICTURE FRAME y MMM OPENING. DIMS "'1I w om I IE,- I N ARE TO c,STUDS. e 1 ® ��I v 2 s a X� L_ - I v b 6— ,1 S III ULll 0, I II N 4 I` 1 I 59.0 • I ceI I I ,�— FIXTURES `, I ABOVE I I f_ n I 11 EL;W r rr�---/-6X6 POST E1 4, o I4I 2x ROOF IS S`L'Y I = I — 11 FRAMING I II II .' I I ( ' )I I / HGT ABOVE (9.0% I ==B�d9-=Jj o y GT ABOVE �---- 0 rt q(2)2r 10 HDR Q tp O 13'4x14 13tz1 o a '�• 14 LVL LVL 14 9.0 21 HDR )2x11 HDR'2). 10 HD' ac, N I..d10 �.r. B."10 B d10 • `'- 2P3 v -�4x8 HDR__- Q 3 J B 6x6 P.T. POST 512 B.d21 Q ALL HEADERS CHANGED TO(2)2x10 U.N.O. LEVEL SHEARWLLS ER Plan 7D UPPEERVLEVEL FLOOR FRAMING 1/4"--1.-0" FRENCH REVIVAL 22'-0" 1'-10Y" 16'-3" 3'-101/2" (P3 I 15 0 STHD14 e S6.0 STHD14 ImIr /\ a N. t _ - iftli 1 VIP %IDa M N 3 ' CONC. SLAB OVER 4" FREE DRAINAGE MATERIAL P6TN OVER COMPACTED FILL >- I- - -— 1 n I ~ VERIFY GARAGE SLAB HEIGHT '? w io WITH GRADING PLAN a o O N 0 r O0 14 1 16'-01/2" 3'...-11y21 14 S6.0 1 .0 S6.0 I� . � J • 9'-0" 12 .."-----1 ~ -16" If I I ®I I w 10 ® .. N I FURN. 3X2 CONC. _14" SIM. S6.0 VARIES : MIN. ABOVE e PATIO -3" FROM TOP OF O r- SLAB STEM WALL I SLOPE L ® P4 I 5TH014\ J IL __4.1 - ---- -- --- ---- 1 2" DN ----7--�--- I I N I --1 9 n ID J 1 1 S6.0 1IN I. --STHD14 j� ti 43 ^ 3'-9 I �` FIXTURE ABOVE 1 �" Y4 , 12X4 PONY WALL _1 18X2' CRAWL �_� ABU66 I ®',v , I AT HIGH FDNii aka%. n -ISPACE ACCESS -�- --1 'I "..1111 `1 18X36X10 N 1,1 A10 y1 "-, II n I I THIS --- L --�— 0 1 i�SX9Yz LVL ---~- SIDE ^� I ,_ e CENTER U/ WALL 1 -® I 7 z ¢ `>• S O j--I J 9'-8Y4" 11 Q w Fj-1 ° � _ 11 I 1� I 16 3OTING 0 11 p Z z S6.0 1 FINISHED FLOOR L+J 56.0 FOOTING W/ 0 AT +O'-O" ^ Fi (3) #4 EA. WAY 56.0 O , 1 ' Di , 7 0 1 ' "" _,.� Z 1 L_ THIS P6 'reP.T. 4X4 POST `. Z SIDEr'1(7i 7YP. U.N.O. �.,, o ' a 9/4"I-JOISTS AT 19.2" 0.C. r+ _ - I TYPICAL O N I N 1 1-12Yz"1 11'-74" { 1 '-4%4" n / ` N N. IrT-1 9'-0/4" -,L J t 1.-6. I .# 1Y.X9Y LVL -_ ^ 1 r � 30X30X10 _ I I —1 I 1 I FOOTING W/ Q illi - 18"x18"x10" FTG. In ti {- 1- I (3) #4 EA. WAY .--E�-12Y"1 M ID ®~I W/7YP. U.N.O. i,�'1 �`r L ._- 6X6 P.T. POST r...All ! 1 I 1.40 LiJ 1. meti J_ 1Y4X9Yy LA_ ---- I SIM.56.0 01 SIM. _3' N I 2X1PONY ---- -_ _ ♦ I7 4I WALL �_ -j- .... 1 Z 10 & ' j 6,1 i rT 1 Q �. o START FRMG.I S6.0 D1 SIM.I -3" I S6.0 51 J 1 I I "- I �0 I J N 1 —161 i 1i \_ •' ( .( I I �,' INC, -_J Cm 771)141� SLOPE 1Yz" I L----- * —�-STHD74 _16'-6)/" -� 9'-5y" L-6Y" TOP OF SLABS .. -10" TOP OF 8" I 1 STEM WALL J 1 n. Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 5:36PM, 16 SEP 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 14189_Plan_2613.ecw:ROOF FRAMING Description 2613D ROOF GT reactions Timber Member Information GT.d1 GT.d2 GT.d3 GT.d4 GT.d5 Timber Section 3.125x18 3.125x19.5 3.125x18 3.125x18 3.125x13.5 Beam Width in 3.125 3.125 3.125 3.125 3.125 Beam Depth in 18.000 19.500 18.000 18.000 13.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade uglas Fr,24F- Douglas Fir,24F- Douglas Fir,24F- Douglas Fr,24F- Douglas Fr,24F- V4 V4 V4 V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.000 1.000 1.150 Member Type GluLam GluLam GluLam GluLam GluLam Repetitive Status No No No No No Center Span Data Span ft 16.50 22.00 25.00 25.00 22.00 Dead Load #/ft 30.00 30.00 75.00 75.00 75.00 Live Load #/ft 50.00 50.00 125.00 125.00 125.00 Dead Load it/ft 165.00 165.00 Live Load #/ft 275.00 275.00 Start ft 8.000 4.000 End ft 16.500 14.000 Point#1 DL lbs 938.00 938.00 LL lbs 1,562.00 1,562.00 @ X ft 8.000 4.000 Point#2 DL lbs 938.00 LL lbs 1,562.00 @ X ft 14.000 [Results Ratio= 0.5338 0.8299 0.4669 0.4669 0.5542 Mmax @ Center in-k 248.60 451.92 187.50 187.50 145.20 @ X= ft 8.05 10.91 12.50 12.50 11.00 fb:Actual psi 1,473.2 2,281.9 1,111.1 1,111.1 1,529.7 Fb:Allowable psi 2,760.0 2,749.7 2,379.7 2,379.7 2,760.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 103.8 155.3 58.7 58.7 70.7 Fv:Allowable psi 276.0 276.0 • 240.0 240.0 • 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,091.96 2,413.54 937.50 937.50 825.00 LL lbs 1,819.25 4,021.00 1,562.50 1,562.50 1,375.00 Max.DL+LL lbs 2,911.21 6,434.54 2,500.00 2,500.00 2,200.00 @ Right End DL lbs 1,743.54 1,772.45 937.50 937.50 825.00 LL lbs 2,905.25 2,953.00 1,562.50 1,562.50 1,375.00 Max.DL+LL lbs 4,648.79 4,725.45 2,500.00 2,500.00 2,200.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK ,� f - ,,.ate„ -u::a ,.ux✓a... �a.,.,.a.,, ,a- ----- - .� ..4.>..u. u w.c..,;> ss,a.,n.rr».-a«r��r �s, .v; :a Center DL Defl in -0.127 -0.351 -0.241 -0.241 -0.343 UDefl Ratio 1,564.2 752.5 1,244.2 1,244.2 770.2 Center LL Defl in -0.211 -0.585 -0.402 -0.402 -0.571 UDefl Ratio 938.9 451.6 746.5 746.5 462.1 Center Total Defl in -0.337 -0.935 -0.643 -0.643 -0.914 Location ft 8.448 10.824 12.500 12.500 11.000 UDefl Ratio 586.7 282.2 466.6 466.6 288.8 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:33PM, 16 SEP 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 14189 Plan_2613.ecw:ROOF FRAMING Description 2613D ROOF FRAMING Timber Member Information - memos. 'same/saw R8.d1 RB.d2 RB.d3 RB d4 RB.dS RB.d6 RB.d7 limber Section 2-2x8 2-2x4 2-2x8 2-2x4 2-2x8 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 3.500 7.250 3.500 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Ar,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 LCenter Span Data Span ft 5.50 2.50 5.50 3.00 3.00 5.50 4.50 Dead Load #/ft 75.00 75.00 60.00 60.00 75.00 75.00 195.00 Live Load #/ft 125.00 125.00 100.00 100.00 125.00 125.00 325.00 Results Ratio= 0.2944 0.2088 0.2355 0.2405 0.0876 0.2944 0.5124 Mmax @ Center in-k 9.07 1.87 7.26 2.16 2.70 9.07 15.79 @ X= ft 2.75 1.25 2.75 1.50 1.50 2.75 2.25 fb:Actual psi 345.3 306.1 276.2 352.7 102.7 345.3 601.0 Fb:Allowable psi 1,173.0 1,466.3 1,173.0 1,466.3 1,173.0 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 27.4 23.8 27.7 12.4 29.7 59.4 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 93.75 165.00 90.00 112.50 206.25438.75 LL lbs 343.75 156.25 275.00 150.00 187.50 343.75 731.25 Max.DL+LL lbs 550.00 250.00 440.00 240.00 300.00 550.00 1,170.00 @ Right End DL lbs 206.25 93.75 165.00 90.00 112.50 206.25 438.75 LL lbs 343.75 156.25 275.00 150.00 187.50 343.75 731.25 Max.DL+LL lbs 550.00 250.00 440.00 240.00 300.00 550.00 1,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.012 -0.005 -0.010 -0.008 -0.001 -0.012 -0.015 UDefl Ratio 5,293.7 6,341.9 6,617.1 4,587.6 32,619.9 5,293.7 3,717.4 Center LL Defl in -0.021 -0.008 -0.017 -0.013 -0.002 -0.021 -0.024 UDefl Ratio 3,176.2 3,805.1 3,970.3 2,752.5 19,571.9 3,176.2 2,230.4 Center Total Defl in -0.033 -0.013 -0.027 -0.021 -0.003 -0.033 -0.039 Location ft 2.750 1.250 2.750 1.500 1.500 2.750 2.250 UDefl Ratio 1,985.1 2,378.2 2,481.4 1,720.3 12,232.5 1,985.1 1,394.0 Title: PLAN 7A Job#14301 Dsgnr: TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software Page 1 - PLAN 7 ABD.ECW:FIoor Framing Description 2613D FLR FRMG 1 OF 3 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.d1 B.d2 B.d3 B.d4 B.dS B.d6 B.d7 Timber Section 4x12 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5X141JC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 11.250 19.500 14.000 7.250 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbeam (Level,ISL 1.55E Hem Fr,No.2 Rosboro,Bigbeam Douglas Fr- Hem Fir,No.2 Larch,No.2 2.2E 2.2E Lards,No.2 Fb-Basic Allow psi 900.0 3,000.0 2,325.0 850.0 3,000.0 900.0 850.0 Fv-Basic Allow psi 180.0 300.0 310.0 150.0 300.0 180.0 150.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,300.0 2,200.0 1,600.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.150 Member Type Sawn GluLam Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft ft 16.50 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 75.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 125.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 175.00 Live Load #/ft 300.00 125.00 Start ft End ft Results Ratio= 0.9717 0.4315 0.0864 0.4901 0.6447 0.6054 0.5666 Mmax @ Center in-k 81.67 488.60 13.20 13.14 347.49 21.72 17.47 ,.. @ X= ft 8.25 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,106.3 1,401.8 230.9 499.9 1,934.1 708.3 664.6 Fb:Allowable psi 1,138.5 3,248.2 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 55.8 88.6 28.6 56.6 109.3 70.0 65.7 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 618.75 2,695.00 300.00 X341.251,755.00 438.75 562.50 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 731.25 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,293.75 @ Right End DL lbs 618.75 2,695.00 300.00 341.25 1,755.00 438.75 562.50 LL lbs 1,031.25 4,708.00 800.00 910.00 4,680.00 1,170.00 731.25 Max.DL+LL lbs 1,650.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 1,293.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.188 -0.173 -0.001 -0.005 -0.166 -0.010 -0.019 UDefl Ratio 1,051.9 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 2,899.5 Center LL Defl in -0.314 -0.302 -0.004 -0.014 -0.444 -0.027 -0.024 UDefl Ratio 631.1 875.0 12,922.4 2,962.8 486.6 2,001.7 2,230.4 Center Total Defl in -0.502 -0.474 -0.005 -0.019 -0.610 -0.037 -0.043 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 394.5 556.5 9,398.1 2,154.8 353.9 1,455.8 1,260.7 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 L_ User:Kw-0602997,ver 5.8.0,1-Dee-2003 Timber Beam & Joist Page 1 !!■■ (c)1983-2003 ENERCALC Engineering Software 14169_Plan_2613.ecw:Floor Framing Description 2613D FLR FRMG 2 OF 3 Timber Member Information Bd8 B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fir,No.2 Douglas Fir- iLevel,LSL 1.55E Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 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 Span ft 3.00 3.50 3.50 2.50 5.00 2.50 3.50 Dead Load #/0 75.00 15.00 30.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 80.00 320.00 320.00 320.00 320.00 Dead Load #10 175.00 175.00 160.00 175.00 175.00 175.00 Live Load #/ft 125.00 125.00 100.00 125.00 125.00 125.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 Results Ratio= 0.2896 0.2116 0.1648 0.2590 0.9002 0.2250 0.4411 Mmax @ Center in-k 7.76 6.52 6.80 40.89 27.75 6.94 13.60 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 295.4 248.2 221.7 819.2 1,055.9 264.0 517.4 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 3,208.5 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 35.7 28.1 25.1 92.3 97.0 33.2 58.6 Fv:Allowable psi 150.0 172.5 207.0 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions - @ Left End DL lbs 375.00 332.50 332.50 818.40 737.50 368.75 516.25 LL lbs 487.50 288.75 315.00 1,513.60 1,112.50 556.25 778.75 Max.DL+LL lbs 862.50 621.25 647.50 2,332.00 1,850.00 925.00 1,295.00 @ Right End DL lbs 375.00 332.50 332.50 1,709.60 737.50 368.75 516.25 LL lbs 487.50 288.75 315.00 2,998.40 1,112.50 556.25 778.75 Max.DL+LL lbs 862.50 621.25 647.50 4,708.00 1,850.00 925.00 1,295.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.004 -0.005 -0.004 -0.003 0.033 -0.002 -0.008 UDefl Ratio 9,786.0 8,108.7 11,643.2 9,677.0 1,791.3 14,330.6 5,222.5 Center LL Defl in -0.005 -0.004 -0.003 -0.005 -0.051 -0.003 -0.012 UDefl Ratio 7,527.7 9,337.3 12,290.1 5,497.3 1,187.5 9,500.1 3,462.1 Center Total Defl in -0.008 -0.010 -0.007 -0.009 -0.084 -0.005 -0.020 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefl Ratio 4,254.8 4,339.9 5,979.0 3,505.8 714.1 5,712.9 2,082.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 Page 1 (c)193-2-0602997,Ver 5.8.0,in1-Dec-2003gSo Timber Beam & Joist (c)7983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613D FLR FRMG 3 OF 3 Timber Member Information B.d15 B.d16 B.d17 B.d21 porch Timber Section 2-2x8 2-2x8 LVL:1.750x14.000 2-2x8 Beam Width in 3.000 3.000 1.750 3.000 Beam Depth in 7.250 7.250 14.000 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fir,No.2 level,LSL 1.55E Hem Fur,No.2 Fb-Basic Allow psi 850.0 850.0 2,325.0 850.0 Fv-Basic Allow psi 150.0 150.0 310.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,550.0 1,300.0 Load Duration Factor 1.150 1.150 1.000 1.150 Member Type Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No Center Span Data sem . Span ft 4.50 4.00 16.50 6.00 Dead Load #/ft 15.00 30.00 60.00 Live Load #/ft 40.00 80.00 100.00 Dead Load #/ft 160.00 60.00 Live Load #/ft 100.00 100.00 Start ft End ft Results Ratio= 0.3104 0.1246 0.3380 0.2803 Mmax @ Center in-k 9.57 3.84 44.92 8.64 @ X= ft 2.25 2.00 8.25 3.00 fb:Actual psi 364.1 146.1 785.8 328.8 Fb:Allowable psi 1,173.0 1,173.0 2,325.0 1,173.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 48.0 26.5 Fv:Allowable psi 172.5 172.5 310.0 172.5 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End ADL lbs 393.75 120.00 247.50 180.00 180 LL lbs 315.00 200.00 660.00 300.00 Max.DL+LL lbs 708.75 320.00 907.50 480.00 @ Right End DL lbs 393.75 120.00 247.50 180.00 LL lbs 315.00 200.00 660.00 300.00 Max.DL+LL lbs 708.75 320.00 907.50 480.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.003 -0.081 -0.014 UDefl Ratio 4,142.2 17,201.9 2,454.8 5,096.9 Center LL Defl in -0.010 -0.005 -0.215 -0.024 UDefl Ratio 5,177.8 10,321.1 920.5 3,058.1 Center Total Defl in -0.023 -0.007 -0.296 -0.038 Location ft 2.250 2.000 8.250 3.000 UDefl Ratio 2,301.2 6,450.7 669.5 1,911.3 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 16 SEP 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 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Larth,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 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 i s °alv'Iejaj a 1 31 l a1a1 111'01 la Y' g1 Ii 3`R ib'ill! ! v a e m • 1 NY1 a `c4^ Sj 1,11,11-RV./.l i S i' 3na,`„ aP nl ( o JII o N�.2_...I I$I...._.A^gAI...1n I..I_p o�y_j....g A�.�i..r.A yy yy.....Im .I..... •' ai b I n�1"+; •�+ i , 1 i lm c'S i I�,.n LTi 112`41!m m n .- 1. f oa i.O IO I ! Yq_ 3 oN VVON 11 NN y b IN 6 gni` 0010101 10oof ,oao, o eilC oO 6.0 61,6 'C� ^MAo m2I 88 62 � 6R RA28 83 ! ig `un rm ti riof Rd cN 114^ I I b I nN mi�i 55�� m' I � I^ Im N ^ liyl Imv. iy N=I I 1 _ 11 I j o 1 I ! .�I^ Voo ..,:i:.,1.1..; 1 N$-M1wI i j8• m`&• i , I n a "J.�,o pi' IIIc .^-I r .-i r ,..1-12.-_-4 12_,.:2,7,0 1:2 IN ..,2',...K•A, 1111---I ... N1 1 O ini—tIy e i_i i. I t I I .. I... 1 •141-2•I, ,O olo111 14$.b 0I 12 Q { iN 1I Im t.,^',7. v1 nl_ 1 i IOI 1666.6. O IOD O I .6 6616 m n JI" I ill li_h j I Sy I pi_p .' 1 O1 1 j 1 iI �� "x I.IPIE u 2 F P R 0! R h N t0 in • I._ I_ _ i J• c O� c c ii to I I� 1 �o '. .... o `�c <sF•` ! I I I 1 OOI OOOI i 1.._ OOOOOI� 1 N!6 OH! 1-8-1881'4. D'�I.. a9; 1 .., ^I RglA al If ,:,._.1..;,1 I •'4:11I Dea'0,•4. 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R•P Cd LF6) Cp Cd•( ) Eq 3.7-1 ... _ NDS 392 Mu.WN 6 Oon 451.9 rtl9404.38001 Std Gra.Wi08i D2,81 Spam HM9N Lsd 111.0.1.50[1:44.8.Lau A 1Loed PWd C (F6)C }'CI 0(F Cf Cr FE F _F E FE F PwP' F F FY 10... 1457 13 /pl in. 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H-F 62 - 15 55 16 ; 19 415: BfiS� 4.855 09970 ; 31324 1.80 1.15 13 1 1.10.115: 550 405 ,i]OD!1,900,000' 2.039 5061 1644.5. 226.94• 220.14: 139.80 064.489.61, 0.590 • Page 1 10 0 dl o d� oI • I 1I ' i { 111 I , a$aa , Qi�R.. i i�{I 3 1 1 n1 1 1 Bit a, 1 al 1a 1z 11,,-1 a! la a 1..1x1 �', i i oloid 124 I 411151;6: o.o, i4 �, 1 I'�i Rim 0 1 , 14 gAry I1 air 1 1 Isi$,R1pnx, !, i ,..1.,,,,„ ...1.4.!...z..2• LI! .1' � . ..11s : I x s1.;3,3 is1:31 x -;:3 1 1 11ii1 , 1 l .t.. 78$SSs SrSl ss ' ° I �1��3 s s isis s 1-1 ,,,i, 4411 $' a1 °, 114111'411 1.g1,01.1,11!•11:41 01.1Ai�181 lila I ..'._._121 I..In ^'I 1 ;21-r-; a sl_ 1� ' , Is EI IsE,l 3,�� x 2 a i ,s xl 1 1 ' ' -oigi3 t 12.21 s a1a1a ala '3 1 la a a. :la; I. i..,-i; �'.. t3 3 3{ 3 .. 11 ; 11431 gig p Q p a L. 1 g g ,1;-s.- +�s' :as : �sbgb ss s 1 1 1 ,s. b_$lm ' 1 !6 6. 411111 ▪ { 16 $ ' . I Ii ' . • , I1.1 r.1 � I i.. I4� ▪ ,11 Imi I .�'1 rp'y„'s'g ffiir g I$TtS14 ',.''' 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Seattle,WA Project: I V �tJy> O i 1 Date: 98109 }ter �} p (206)2859512 Client: SIM /1: t Lf' `�`Y'/41 - Page Number. (206)285.0618 Ivo e-Y� ,b . .}. . G .S. ' 1. .. .} 1,571 . .. - ) Eitr,...0 ..--,, - • i?..:01 , .}N.- t9-1 ._-.:-...`?-_.?. i :., . - .. 49 3 s l ' l� s i , • , , .. , ; , , ,l rla.. t vv I 10u 1k �� . .. _— t aP = D • ;. , 14'' I Z �zi .a .• & . . . t • :. 4 z. Pz f' 6,6 P14tc 4-, 4 . ( s f ,r711 8' _ 3 23:3X— .?Li. s .tnoW; .w e 00 V ru _1t, 1 Structural Engineers C T E N G I N E E R I N G 180 Nickerson St. Suite 302 • I N C. Seattle,WA Project: � LIP, I//I CISI L PM etitir.6 ri ®4G Date: 9,021, 98109 oe• (206) • 285-4512 Client: 2072 &, l '028 5f)nWS ci-f7/> ws Page Number: FAX: (206)285-0618 NI :_. i ---_- T 1.__ L - 4� 4-1 33 i 2, 3 ' •25 s 04 ------4'' - 3. --- r7- �2 � la �. • . . 1 � " z ; ' `�? i . . ( :00''11 tlb t G9(a — — — • i 1 , E -.251-0 • g ' : VY elle)" t. r -+ .- -1- r � .� 7{1 �r9� � HOZ L Y 1. I i - Itr . ,<' i • �t - 1 . X4 : . �, 1 I . -. i 4. Structural Engineers G C�D, rS / 1 .7ey,,r, (D JY( '�J f ,413 ' r+*,rt Design Maps Summary Report Page 1 of 1 gil 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 rt ` _ av r c w„,,,,,,,,„..e.7,5717:;47:7- 17::1 a r 7 fi P �,� .,a 4 lit +3 Y k ,, ” F n E z� Y° v lrt �i �g 'tib - fi.;%' y � 9 $ Rd',. fFYa*z, ?ss_%;,5:3s e1,4!:"11;1;.'''':';',77' .:''' ( ib° 't f p.# 7;"t7: 'w" K 4411Z g' .F rme .rt x:� i ,moi '�Z414:11...'":; �� ' £' ,: Axa .€.::N .e t lik ,!:,--. V IN.-'::-,.,itg,W*71:417",„5:,,,I,,,!:*:,N.;,igT„tilitiliiii0::t'ElTlirpAt''' t ,0::,4,4„,,, -,-;;,,,,,z,„ c‘ f.r ;�'I r �� ,ate ,t y :. M 1 A : ti "'�z..:,,`„�«,� r �, 4,,,,,7 USGS—Provided Output Ss = 0.972 g SMS = 1.0$0 g SDS = 0.720 g S: = 0.4238 S„1 = 0.6678 SDI ,•-• 0.445g 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 8€9 Lids 8.20 a a.ss 4:7? 8.54 .a n oss asn t 8.72 (IAA 0,22 ,az 824 X 22 s3.lg 0.1i. 1i.t 0.0 t. Ei tr.4.8 G. °A* "O.,,, ,9t 1.20 i.la i. 8 i.l * tb.80 ii.ait 0.60 '5C70, . i. i. s i.z0 1-90i_ 6 $ Period,T iec) Period,T(ser) 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#14253:Plan 2613 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.= 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= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthq uake.usgs.gov/research/hazma ps/ http://geohazards.usgs.qov/designmaps/us/application.php 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 SM1=Fv*Si SM,= 0.75 EQ 16-38 EQ 11.4-2 Sips= *3 Sms Sips= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SM1 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 SDC1= 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 Seo = 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#14253:Plan 2613 SDs= 0.78 h„ = 18.00(ft) SDI= 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) S1= 0.50 k = 1 ASCE 7-05(Section 12.8.3) Ti_= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*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 Si>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„X= 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 -- 18;00` 18.00 1280 0.022 28.16 506.9 0.58 3.21 3.21 2nd 8.00 10:00' 10.00 1310 0.028 36.68 366.8 0.42 2.33 5.54 1st(base)'! 10.00 0.00 SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(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*1E*wp 0.2*SDs*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPX Max. FPX Min. Roof 3.21 3.21 28.2 28.2 4.38 3.21 8.76 4.38 2nd 2.33 5.54 36.7 64.8 5.70 3.13 11.41 5.70 1st(base) 0.00 0.00 0.0 64.8 0.00 0.00 0.00 0.00 Page 1 0 3 n 2 s y w — •- .. > Fo'. p Q u z w . N nm !Y NZ K N> Y m o i v z @ y3 > E „ '� d w L c E. i =, a e m 2',,E 105: j z n c m i K n Y ao n a ¢° v n p N re 3 U o' z o a 2 ....� N 5 a r ¢ m -4- N o 0b b b b b o, VN o 7) NNNNNN AlAit w ¢ n w N w5g3 .0 N 5 N Q ¢ � IF Z IL it lL 11 m N W W W W W LL Q Z.S. - .- f 00 .:e., W O O O G O n Oi E _ g �: ohoo � _ m t z 2 N NN ¢ � Z r N „,3.1 2 Y 5 5 ¢ I ¢ N "CAo S. NoipU , tt a_ ' Hc aUcYT « uN yMl..g ooLe4m ,t3 � vov g , -- Ne ! NAann nne �U oh' N££ F tt 3 3 C`m%f4poiligl ..... a . 2 “, ”- , Ni m - (14 ' R ' � 4 ' N 'B - - <Avg < N n N 'x 808 8 8n n p wazw^4+ (7- N N a p-. K 2 P z u n �l i n i n n li i w !' y 77 a £ 3s 3 g 3 y3, ,< `dry' i " 7,5' v rt> 1 1 g ~ n n p n Y 'd - 2 '1 ; 1' 34 V 'K 2:-1", '�0 u'j o C _ Q N o w�... O O w8g-.2 y 1 ' � $ : 3 w �� 000 mccm N f%1 n n rD= coO O J~ O v ¢ Fo 3 n z w v MIL w21:2MIL it o wa > z °t sHa 2 H > ¢ 0' N O 2 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#14253:Plan 2613 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) 'Ti(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0:00 0.00 '.0.00 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00 0.00 '.'0.00 0.00 374 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 10.40 V(e-w)= 20.91 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) 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-IN) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 12.84 12.84 5.16 5.16 9.95 9.95 2nd 10 0 0 3.74 10.40 8.06 20.91 2.90 8.06 6.25 16.19 1st(base) 0 0 0 i V(n-s)= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19' 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#14253: Plan 2613 SHEATHING THICKNESS tsheathing = 7/16" 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) (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 _ 112" 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 s 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 e I- e ROOF BELOW 4'_0• % 22._0. 11'-0y' 10'-1174' r 3'-1132 7-05/8" / 7'-03/8- 3'-1132" 5-0SI 0124.4-0 5-0'4-0 51 Q EGRESS Rear BR2 3 EGRESS INSULATE FLOOR OVER UNHEATED SPACE Bedroom 3 e Bedroom 2 4 N 44 0! 2e' ,0 GUARD RAIL W/6' HIGH A 'sp*. „v:/// 2x4 CURB AT BOTTOM- TOP AT+42' A.F.F. i 4-6' t 1-i- 6-0 � 6-O'BIPASS "4 • 6-0 BIPASS in N .4 _ 5 &P O S&P 124 \\8.--7Y2" 3-5321'TB lo PLL - �W Bath s TUB r pN . & N I< "' // '1 SHOWER I Ar- a� eDTP h ✓, :n /'3 \ MDF CAP Jzb 1%' —�'" ( e DN ,a >---. _ »T SHELF ABOVE-� ,..._ice S &P Utility �� N '� ,,i6 DRO In '1 1 +� 6-0 4IPASS 2-B HCW a 4IPASS HCW ` 4'-113' j 4'-6" 7-0"� S&P ;,I Ia D 3 r22•x30:, y Bedroom 4 ssJ W W.LC. '2-4 HC S&P 2 8 24'16 H 48'x34' SHOWER 2 LOW � `� > . ' - WALL LA t. ;91'Z :' .' o 1 I F.F. Q /�3-0 HCW �J Tlir i 3-1• i 2'-832 r- M. Bath a e T-I 11: TILE PLATFORM 0 1 7 wMaster Bedroom e D 0 Front MS TR 5-0 3-0 F SAFETY BLAZING :7- 1 > > EGRESS ` �-2-0 5-0 SH 3-6 0 SH 2-0 S-0 SH.I ROOFIBELOWQ ' 5.-0/4" 1 3_3. , 3_3' 1 5-0y tJ 4"-133V k 4,-83/' F._ 26'-0" Plan 7D SECOND FLOOR 1/4"=1'-0" FRENCH REVIVAL I 22•_0• fr 10'-0" 12.-0- e e ROOF ABOVE j r- -I- . - FT I I �1 6 16-0 7-0 OH © _i Gar \' Gar AB*OP REMOVED 2x8 FRAMING FOR Q ELEC. PANEL v -_ FLOOR ABOVE -J 1:I'''. in lio Garage .-1 2. I WALL FINISH: )z"GWB c OLLARD N CEILING FINISH 36" TYPE'X' G ))) -r FIRE-TAPE ALL GWB N e *-I WRAP BEAMS BELOW CE LEVEL " )} 0 INSULATE FLOOR ABO VE. 1—) r� '® W 42"x12' WOOD TREAD MAX RISER r PLATFORM '� a)(ADD MORE STEPS AS REQUIRED PER (+18"A.F.F. . + 9-0" a SITE CONDITION) 4.o )) ` b�� AL ) 18•-0)r 2 GUARD RAIL WITH 6"HIGH ) 1 1. ©2x4 CURB AT BOTTOM- \ FURN nip TOP AT+3ke1AC ifeltte ea ' .� Patio ` . „_ __._.__.._...._-__ _.. __ _ 3-934" ( ® NEh N=' lzry r ------- �-- Pwdr - .•'' UP ' IL )./.17' 1 --°- " i 1 1 43 I es,04. n 11 112 L - F T — . I n 4'-0" Y2 3'-10" 2'-8" 1, 0 0 -_-�.- • 1 'c 17-i < D2 ? IN 18"x24"CRAWL ; ' 1 AT eI SPACE ACCESS 2x4 35"HIGH I Kitchen PONY WALL-N.4. .� - I 0 DW L..�Q � Dining © p ---- � a, N i i + ;I o L - `- I' INSULATE FLOOR �- H OVER CRAWL SPACE 18'-7Y" uI' I n COUNTERTOP OVER STANDARD n 1 zQ BASE CABINET j +36"A.F.F. - o - I u o i- ':-------6711 UL APPROVED 36" WIDE FLUSH BEAM 2X4 + I Q FACTORY-BUILT DIRECT 1" ABOVE 1 . VENT GAS FIREPLACE 2•_0. 2-72 Alin "" -' 6x6 POST "' 7 o'L '® r-I A W/GWB FINISH _-;• Entry -a _-' �j li II A 5y"� '�_�� n AS APP IV II -, a Living 2x6 39"HIGH _r �i I I WALL W/FINISH PER SITE A TRIM AT TOP-�� riCONDI-IONS "v.- oN t1" 12" TILEt•.._............ 7 'i ,1-_ v o HEARTH .`�..... N Ii A o » Fro �AI e IV = .' �..�� 4-9� 3 4-e, . N 2-0 5Q_ 33 6�H 2T SH j -•-•- `i r 5_p 3'_3. 1, 3._3. ----5•-py- ' Porch = H w 1 Al IONS Plan 7D First Floor FIRST FLOOR Secant Floc I/4'=1'-0" FRENCH REVIVAL Total SF SHEET TITLE: LATERAL NS(front to back-up/down) CT PROJECT#: CT#14189:PIan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind NS V i= 5,16 kips Max.aspect=- -:3:57 SDPWS Table 4.3.4 Sum Seismic V i= 3,08 kips Sum Wind NS V i= 5,16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 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 TA Lwall La,R C U w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM R U,,,, U,,,,, OTM Rosa U„,, U,,,,n U,,,m HD (sgtt) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Ext. left 1' 256 11.0 11.0 1:00 0.15 1.03 0.00 0.62 0.00 1.00 1.00 56 P6TN P6TN 94 4.92 4.56 0.03 0.03 8.25 5.45 0.27 0.27 0.27 Ext left 2 0 0.0 0.0 1.D0 0.DO; 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 left 3"' 0 0.0 D.0, 1;00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 D 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. left4 384 16.0 16.0 1600 0.15. 1.55 0.00 0.92 0.00 1.00 1,00 58 P6TN P6TN 97 7.38 9.65 -0.15 -0.15 12.37 11.52 0.06 0.06 0.06 - - 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 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 O 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. nghtl"r. 640 43.0 43.0 0:95 0.15' 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN P6TN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 pert Ext right2 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1,0 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 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 rgM3" 0 0 0 0.0 100 D.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 0.0 100 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. rignt4 0 0;0 0 0 100 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 O 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 rights 0 0 0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0.0 1500 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 am 0.00 0.00 a 0.0 D o11.00 000 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 o0 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 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 D.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 o 100 o.00 o.00 0.00 0.00 0.00 too 0.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 D 0 1.00 fl.00 0.00 0.00 0.00 0.00 1.D0 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 too 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 D.00' 0.00 0.00 0.DO 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 1280 70,0 67.9=L eff. 5.16 0.00 3.08 0.00 J'V,w„e 5.16 EVE. 3.08 Notes: denotes with shear transfer denotes perferated shear wall ISB denotes iSB Shear Panel JOB#:CT#14189:PIan7A'. ID:Upper.Left1'(MSTR and BR4) Roof Level w dl= 150 p# V eq 870.0 pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3ounds V w= 1450.0 pounds V1 w= 797.5 pounds V3 w- 253.8 p pounds VS w= 398.8 pounds - ► v hdr eq= 31.6 plf a _-� A H1 head=Iv hdr= 52.7 Of H5 head= 7 Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq= 27.7 Fdrag6 eq=43.5 1 A Fdragl w= S Fdragl .- 23.1 Fdrag5 w= ...1 Fdrag•w=72.5 A H1 pier= of eq= 43.5 p# v3 eq= 43.5 p# v5 eq= 43.5 H5 pier= 4.0'.. of w= 72.5 pn v3 w= 72.5 pH v5 w= feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= •.. Fdra.-- 13.8 feet A Fdragl w= 72.5 Fdragl w= 23.1 Fdrag7eq= .7 Fdrag8e. 43.5 P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND v sill eq= 31.6 p# Hl sill= (0.6-0.14Sds)D 0.6D vsi0 w= 52.7 pN H5 sill= 3.0 EQ Wind feet OTM 6960.0 11600.0 feet R OTM 25310 30628 1 v UPLIFT -741 -769 Up above 0 0 v Up Sum -741 -769 H/L Ratios: L1= 11.0 12= '2.5 L3= 3.5 L4= 5.0 L5= ' 5.5 Htotal/L= 0.29 Hpier/L1= 0.36 r Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.901 L reduction SHEET TITLE: LATERAL NS(front to back-up/down) CT PROJECT#: CTE 14189:Plan7A Diaph.Level: 2nd Panel Height=1' 9 ft. Seismic V i= 2.23 kips Design Wind NS V i= 2.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.30 kips Sum Wind NS V i= 7.40 kips Min.Lwall. 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pr= 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 LDLe0. C0 wdl V level Vabv.V level Vabv. 2w/h vi Type Type vi OTM Ro1M U. Um" OTM Rom U. U,,,m U,,,, HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Ext "left 1' 0 0.0 0.0 1.00 0.000.00 0.00 0.00 O.OD 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.27 Ext. left 2 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 ExL 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 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1 .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 4 660 21.5 21.5 1.00 0.15 1.12 2.58 1.11 1.54 1.00 1.00 123 P6TN P6 172 23.86 17.43 0.31 0.20 33.31 20.80 0.60 0.93 0.93 0 0 0. 0.0 1.00 000 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 OM 0.0 1:00 000 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. nghtl" '<660 53.0 530"0:91 015 1.12 2.58 1.11 1.54 1.00 1.00 55 P6TN P6TN 77 23.66###J!# -1.57 -2.92 33.31 #i/### -1.78 -3.26 1.20 pert Ext right2 "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 1,00 000 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 t0ht3-' 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 0 010. 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 00 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 Ext. rght5 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 1a 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 OM 0.0 1.00 0M0 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 1.00 000 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 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 7.40 ZVE0 5.30 Notes: • denotes with shear transfer denotes perforated shear wall iSB denotes iS8 Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right`, CT PROJECT 9: CT#14189:PIan7A Diaph.Level: Root Panel Height= 8 ft. Seismic V i= 3.08 kips Design Wind E-W V i= 7.71 kips Max.aspect= i13.5SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind E-W V i= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwail Loran. C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Ron, U. Us.. OTM Rom U. Us,,,,, U,,,,, HD (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (PIt) (plt) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Front MSTR' 406 5.0 17.0 .'1.00 0.15. 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - 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', 234 4.5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 - - 0 0.0 0.0 11.00 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 O.o0 o.00 o.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 0.0 100 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' 000 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 Gar Rear 0 0A 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- - o o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 0.00 Rear BR23'. 640 9.1 14.0 1.00 016 3.85 0.00 1.54 0.00 1.00 1.00 220 P6 P4 424 16.00 5.11 1.29 1.29 30.82 6.10 2.94 2.94 2.94 - - 0 09 0.0 1.00 000 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 Alley-; 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 D 0.0 0.0 X1.00 0.DO. 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 I :Gar ABWP 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 0.00 100 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 1.00 000 o.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 o.00 o.00 o.00 0.00 1.00 0.00 0- - 0 0.00 0.00 a.00 0.00 0.00 0.00 0.00 0.00 0.00 0 OM 0 0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0 Do 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 7.00 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 Do OM 1x.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 O 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 DO 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 1280 18.6 18.6=L elf. 7.71 0.00 3.08 0.00 lV,w„o 7.71 'LIVE. 3.08 Notes: • denotes with shear transfer denotes perferated shear wall iSB denotes iSB Shear Panel NOTE: 4'GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height '.9 ft. Seismic V i= 2.2 kips Design Wind EM V i= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5 0 kips Sum Wind E-W V i= 12.54 kips Min.LwaIl= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.30 Table 4.3.3.5 Wind Wind r.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall L5L.n C o w dl V level V abv level V abv. 2w/h v i Type Type v i OTM Ron, Un„ U,,,,, OTM Roes U,,,, U,,,,,, U,,,,, HD (soft) (ft) (ft) (k8) (kip) (X. (kip) (kip) p (PIO) (plf) (kip-ft)(kip-ft) (kip) (kip) (kip-ft)(kip-ft) (kip) (kip) (kip) Front LIV` 306 5.0 16.5 1:00 0.25 1.1 3.85 0.52 1.54 1.30 1.00 534 P2 2P3 995 24.03 5.19 4.35 5.95 44.77 6.19 8.90 12.53 12.53 - 0 0.0 0.0 1.00 0.00' 0%. 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 0 0.0 0.0 1.00 0.00 :.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 - 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.c. 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 4.44. 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 0.0 1.44 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 .. 5.00- 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 Kit/Gar' 660 11.5 11.5 `.00 0.15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 - - 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 BR23 0 0.0 0. 1.00 025 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 1.29 0.00 0.00 0.00 2.94 2.94 0 0.0 A.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 -ar P 2 • 4.. 8.0 -1.40 0. •' 4.8 66 0.'0 0. .00 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 6.39 6.39 6.39 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.0. 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A: P 118 2.. 84 100 0 5 0.4 4.83 0. 0 0. • 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 1.0 5,1 .r. ..+. S... .,r. ..0. ..I' 1... 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. 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. o.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 0.00 000 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 0.60 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'. D.0 1:00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 D- - 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 1.00 000: 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 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 13.67);VEQ 5.30 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:Plan7A SHEARWALL;WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 plf V eq 980.0 pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= 2440.0 pounds V1 w= 1220.0 pounds V3 w= 1220.0 pounds + i v hdr eq= 59.4 plf i •H head= A v hdr w= 147.9 plf 1.083 f v Fdragl eq= 342 F2 eq= 342 Fdragl w= ;-0 F2 -850 H pier= v1 eq= 196.0 plf v3 eq= 196.0 plf P6 E.Q. 5.0 v1 w= 488.0 plf v3 w= 488.0 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= • F4 e•- 342 feet £ Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 2.0 EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 * UPLIFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1=j 2.5 L2= 11.5 L3= 2.5 Htotal/L= 0.49 Hpier/L1= 2.00 , ► ► 4 0. Hpier/L3= 2.00 L total= 16.5 feet ► JOB#: CT#14189:Plan7A SHEARWALL'WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf .._.__..._....._.......... V eq 516.0 pounds V w= 1121.6 pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eq= 769.0 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds V3 w= 1926.5 pounds ► ► v hdr eq= 113.9 plf ).- A A H head= A v hdr w= 285.4 plf 1.083 ;v Fdragl eq= 484 F2 eq= 484 A Fdragl w= 13 F2 .- 1213 H pier= v1 eq= 307.6 plf v3 eq= 307.6 Of P4 E.Q. 5.0 v1 w= 770.6 plf v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083vr Fdrag3 eq= •>• F4 e.- 484 feet A Fdrag3 w=1213 F4 w=1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 plf P6TN 3;0 EQ Wind v sill w= 285.4 plf P6 feet OTM 13970 34997 R OTM 6777 8201 A . UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 2.5 L2= 8.5 L3= - 2.5 Htotal/L= 0.67 ► ► 4 ► Hpier/L1= 2.00 ► Hpier/L3= 2.00 L total= 13.5 feet JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID:Front Upper MSTR Bath* Roof Level w d1= 150 p/f V eq 590.0, pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0pounds V1 w= 910.0 pounds V3 w= 910.0 pounds > ► v hdr eq= 62.1 p/f •H head= A v hdr w= 191.6 p/f 1.083 \y Fdragl eq= 155 F2 eq= 155 A Fdragl w= ' 9 F2 --479 H pier= v1 eq= 131.1 plf v3 eq= 131.1 ptf P6TN E.Q. _ 3.5 v1 w= 404.4 ptf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 • Fdrag3 eq= • F4 e.- 155 feet • Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.60 v sill eq= 62.1 plf P6TN 3.5 EQ Wind v sill w= 191.6 p/f P6 feet OTM 4769 14711 R OTM 3325 4061 .., • UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3' L2= 5.0 L3= 2.3 Htotal/L= 0.85 ► , ► 4 ► Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet ► ti JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23' :Roof Level w dl= ''' 160. plf V eq 'T.161.0.0. pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0. pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds ► v hdr eq= 73.2 plf A H1 head =$ vhdr= 225.9 plf (H5 head= $ 1 Fdragl eq= 96.5 Fdragl eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=96.5 1 A Fdragl w= •;.0 Fdragl. 533.4 Fdrag5 w= 3.4 Fdra••w= 298.0 A H1 pier= v/eq= 134.1 plf v3 eq= 134.1 p# v5 eq= 134.1 H5 pier= 4.0 - vi w= 414.0 pN v3 w= 414.0 Of v5 w= 414.0 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= • Fdra..- 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e. 96.5 V P6TN E.Q. Fdrag7w= 533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 plf Hl sill= (0.6-0.14Sds)D 0.6D v si//w= 225.9 plf H5 sill 7-- EQ EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 y UPLIFT -248 846 y Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 3.2'. L2= `_:5.0 L3= 5.7 L4= 5.0 L5= 3.2 Htotal/L= 0.36 4 ' 4 _._..1/ t 1 „ _. I Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95°L reduction 4 Il i R A PaTechnic . I Tos TT-1001 APRIL 2014 A Portal Frame with Hold Downs for Engineered Applications The APA portal-frame design,as shown in Figure 1,was envisioned primarily for use as bracing in conventional light- frame construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment. For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1. Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ©2014 AM—The Ertnlnccrcd WoodAssocialion PORTAL FRAME DESIGN (MIN.WIDTH=22 1/2"): EQ=480#< EQ(ALLOW) = 1031# • WIND= 1390#<WIND (ALLOW)= 1444# Table 1. Recommended Allowable D- gn Val. -s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart"•'I(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 t 0.51 3.42 1-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10fab 1 31 EQ(1444 WIND) roundation for Wind or Seismic Loading (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=2;three=3;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 j (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening ' per wind design min 1000 lbf for single or double portal I / on both sides of opening • _ opposite side of sheathing Pony wall height . f _ /Fasten top plate to header ''� with two rows o"l bd �y ' sinker nails at 3"o.c.typ f". _'% r,.. S;dr,;::‘' r'.tact Y.F 4:° rte;,, , ,,g .�"a i :V4:;,.,1„:,: Fasten sheathing to header with 8d common or I 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. 'i height " Min 1000 lbf on both sides of opening opposite g side of sheathing. If needed,panel splice edges shall occur over and be " •:- Min.double 2x4 framing covered with min 3/8" i nailed to common blocking max thick wood structural panel sheathing with r;- : .: within middle 24'of portal height 8d common or galvanized box nails at 3"o.c. j-' height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. 1.\ nailing is required in each j panel edge. • r j Min length of panel per table 1 \ ( Typical portal frame I construction Mm(2)3500 lb strap-type hold-downs e. ! (embedded into concrete and nailed into framing) f- I Mm double 2x4 post(king and jack stud).Number of ;2 Mm reinforcing of foundation,one#4 bar lack stud 1 pe`IC tables i , top and bottom of footing.Lap bars 15 min. r R502.5(1)&(2). / t 0 . y `-Min footing size under opening is 12°x 1 2.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 c 2014 APA—The Engtnecred Wood Association References APA, 2004, Confirmation of S.eismic Design Coefficients for the APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA, APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic (Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA- • • • We have field representatives in many major U.S.cities and in Canada who can help answer questions involving APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So. 19th St.•Tacoma,Washington 98466.(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400•E-mail:help@apawood.org Form No.17-1OOF Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty, expressed or implied,or assume any legal liability or responsibility for the use, application �� of, and/or reference to opinions,findings,conclusions,or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 ©2014 APA—Thc Engineered Wu,,dAssoc ialten 180 Nickerson St. C T E N G I N E E R I N G Suite 302 INC. / ��' //�� ✓�y, Seattle,WA R 61 V v�7C� T rV l z__ �. �' , (206) Project: 1 L1w�+� Date: !ro�ect: ��"l @ � � (206)285-4512 V J C Number: (206)285-0618 Client: �lw 7.,5°1-3i , • � 09)1q4.54..5.1) ['age O. (CV 1 On=Ast)(A-6fiz) . • • 0 V -71 .A14, 030Th 6Ks__ ,sc� Fvf2_ e�-n4 fo-mi r2)() r� fll�t CzYo.z 4=-7.- 612 • . M C))C,2)0a. g — ► z� (240,1) (.10 o ��) Z ) --- � � r 11= Lei A = 5' ' . e x1( 1,/(2) Ot= 0,;8e ''UtU, -T ) /2/t.kZ Q ,, t� 8AU, rPPVJ165 � i L A t ,n Structural Engineers , WOOD FRAME CONSTRUCTION MANUAL G3 Table 2.2A Uplift Connection Loads from Wind A„ `' (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) . 700 yr.Wind Speed 110 115 120 130 140 150 160 170 180 195 2 3-second gust(mph) , Roof/Ceiling Assembly (plf)1'2'W'6.7 Design Dead Load Roof Span(ft) Unit Connection Loads 12. - 118 128 140 164 190 219 249 281. 315 369 2 24 195 213 232 .272 315 362 412 465 521 612 5? O psf3 36 272 298 324 380 441 506 576 650 729 856 rn 2 48 350 383 417 489 567 651 741 836 938 1100 m 60 428 468 509 598 693 796 906 1.022 1146 1345 O • 12. 70 80 92 116 142 171 201 233 267 321 el 24 111 129 148 188 231. 278 328 381 437 528 M 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 2 60 236 276 317 406 501 604 714 830 954 1153 12. 46 56 68 . 92 118 147 177 209 243 297 24 69 87 106 146 189 236 286 339 395 486 15 psf 36 92. 118 144 200 261 326 396 470 549 676 48 116 149 183 255 333 417 507 602 704 866 60 140 180 221 310 405 508 618 734 858 1057. 12 22 32 44 68 94 123 153 185 219 273 24 27 45 64 104 147 194 244 297 353 444 20 psf 36 32 58 84 140 201 266 336 410 489 616 14,41 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961. 12 - 8 20 44 70 99 129 161 195 249 • 24 - 3 22 62 105 152 202 255 311 402 . 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet In width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings i located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate I- adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. • a• Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, • multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the • . connectors: - Connection Spacing(in.) 12 I 16 l 19.2 1 2448 Multiplier 1.00 1.33 1.60 2.00 ( 4.00 !i" 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. s Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads for wall-to-wallor ` • wail-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) ;I' 1 ;. for each full wall above. {:"`.• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the 4:,,!;:i11.: header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. f.'• ' For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length -i4•-:-1,:.-:.,:_ includes the overhang length and the jack span. y •'? s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. j.,i:lit!.�is;t. AMERICAN WOOD COUNCIL CT ENGINEERING Suite 302 2St. Q/ )��/�y� / Seattle,WA Project: TY+ I6kL_ S)KvAt C /t y (5• Date: 98109 1 (206)285-4512 FAX: Client: Page Number: (206)\AI) ` 0-10VR11- Ilya , 45 -- kicis ADD :.g-10 X057. X11 \n ik 77 6 2,2 r \/j IQ 1 /0 MQ ( uL , g II„ .i_ 13 IIIA * PL -A . cp C .60 "'MASS 1 f 36. . 4-¢ 0 • . • fid lie 1 , . )H--- 6-00-ki, 7' 0,c)(otro,6) --=--- )6P_ 4---. ' -_ b4-. ' -- , Lr _v i, . 5: .-rVP /i s oY 3 -3-A- .-- Tl? . ( 6-- L=-61 215-L- 12 . t},------ ( 4)(i) (),,,) 6.0 = a gip, woks . 14= 6-6y i-z7/7.)(0. -5 (0,6 -_-_ 4-iO4- tV-6, - . ._ 06C --r'p CvioOndo &64. PLY, 1 & @ Wit-- ` 42- 2--7--- (5Y 71 0 _ 6 Dvwd i! Structural Engineers TRUSS TO WALL CONNECTION ';l'i vAi iit # OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 1IIIIII II PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" dtiti .h 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" ',:-:i no 1 SDWC15600 - - 4/6 li'. 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 111/t1 76U 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. 1100 ,.11 2 (2)SDWC15600 - - `;!11 2.11 3 (3)SDWC15600 - - Id., 31` ROOF FRAMING PER PLAN 1Bd AT 6" O.C. sm "AT 6' O.C. 1-12.5A & SOWC15600 STYI F 111 COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH Hl STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4-= 1'-O" (BEAM/HEADER AT SIMILAR) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION 'SPF VAI UV.; ll OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPLIFT F1 PLIES 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" •100 15 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5.35 L. no- t SDWC15600 - - 4r'5 115 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" -1070- 711(1-- 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131" X 2.5" EA. l0Jn-- 2211-- 2 (2)SDWC15600 • - - 11711 2.1,1) 3 (3)SDWC15600 - - I•f: i .."1, ADD A35 CI 48"O.C. -ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE8d AT 6" O.C. CONNECTIONS 2X VENTED BLK'G. �is1.�% i� 4,' MI IIH1 H2.5A & SDWC15600 STYI F COMMON/GIRDER TRUSS - PER PLAN TRUSS TO WALL CONNECTION TO EACH H1 STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE: 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION r L C�Roseburg J2 MAIN 445pm A Forest Products Company 1 of 1 CS Beam 2016.4.0.5 kmBeamEn; e 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 ft II` / / / 1450 11 70 O / 2600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 499# -- 2 14' 5.000" Wall DFL Plate(625psi) 3.500" 3.500" 1342# -- 3 26' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 397# -4# Maximum Load Case Reactions Used for applying paint loads(or line loads)to carrying members Live Dead 1 391#(245p1f) 108#(67p1f) 2 1033#(645plf) 310#(194p1f) 3 323#(202p1f) 73#(46p1f) Design spans 14' 2.375" 11' 4.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1492.'# 2820.'# 52% 5.9' Odd Spans D+L Negative Moment 1762.'# 2820.'# 62% 14.42' Total Load D+L Shear 714.# 1220.# 58% 14.41' Total Load D+L End Reaction 499.# 1151.# 43% 0' Odd Spans D+L Int.Reaction 1342.# 1775.# 75% 14.42' Total Load D+L TL Deflection 0.2501" 0.7099" L/681 6.61' Odd Spans D+L LL Deflection 0.2039" 0.3549" L/835 6.61' Odd Spans L Control: Max Int. React. DOLs: Live=100% Snow=115% Roof=125% Wind=160°/ SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON StrongTie MANAGER S "g-�tl o Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spanslisted on this sheet.The BEAVERTON,OREGON 97005 design must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications 503-858-9663