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Specifications At 5 .AkU(6 —0 2-d7 RECEIVED 13 -7. irSA) S - r't ,., CT ENGINEERING JUN 0 7 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 CITY INC. 1 1 ti-yafir,€"iL. 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations River Terrace �� 0',6c11,(4,eG Plan 7 J d Elevation D ^V IREk Tigard, OR Mr 0-s T. G\°\\`' Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 P h: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGIN E E R I N G 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.) 2.2 psf Trusses at 24"o.c. 4.0psf Insulation 1.0'psf (1)518"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 2.21 psf Mise. 2.6;psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 ' IC`♦ (2)2X81HDR (2)2X8 HDR i \\ I RB.dl RB.d1 • • ..♦ / \ / \ / \ / / 19 1 59.1 ♦ /� 59.1 ,� 7_________+— O y\ / GT.d5 31 • • • W / / 0 J ROOF TRUSSES AT 24" O.C. TYP. coil oh. `` I I ., i co • I W N eg8 59.1 GT.d2 • \wp0 GT DLJ 1;;...::... I 1 I-1 ^'"- C r-22"X30.1 0 •F••I ATTIC o f •�••• I ACCESS 1 • 16 ''.L:': I S9.1 vI a .`. ... I �':::.:'..:•::.'}- S9.1 W 1'z o 9f1 ::::' L>: xce o 1'�.'.':.- \ N �. • V \ N �� 1. •• TS ♦ I �•::.':.. - ♦\ • • • • \. IIc, \ o ` _ © 2 2X8 HDR // GT '`\ RB.d3 `y Plirma 1 L•E�� .d4 MIN. cR — — — — —CW --- --- -® 16 (22X8 CONT. HDR I S9.1 CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 2613D ROOF FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 8 S1.2 Cimin 0 oximwN\ CD W O \ 1 Li I r ® lp, u,LA 7 I I WASHER i i (P6TN)THIS DRYER SIDE P , i 1 I n H aJ THIS SIDE P6TN 1 0 I I 0 t {l o MST37 MST37 8 51.2 771 I 0 ❑ I ST37 MST37 P3 8 51.2 CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 2613D UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL 1 ill m S90 GABLEIEND TRUSS / 1 T ________w4ExT2 HDR Ix i 1 1HD14 .dl STHD1 ROOF TRUSSES AT 24" O.C. TW. 9'-6" 6x6 POST 6x6 POST 5..4r,15-.S -.ZR ms" 1' d ..z._, - -- -�.• a d o dki rn (27 ,.., J1' 1 T MOVE N 'e\� 0 0 0 I a 1 ®1 Ari 0l D14 ii S D14 1l mi _ I�11.I.. �;� N�A��I ��y 11 rri: T� ink / �� I I I w SIDE I 1 .Fi-- --fr P6 ENTIRE 6x6 POST ®' L ,,,! is` I ] ROOF TRUSSES _(2)2 0 HD' r\ ping go 14 FLOO' 'U I ' AT 24" O.C. pip 'iii . �� \ X1ii•0 rn I '• • S� II ■ i .111k 1=�_ GT AI:OVE ENTIRE M LEDGER __p I -i-...,.., ��_. p SIDE I - -- _.- _ -.i,�.. _ I 1r© �40;1 -- 2)2x10 HDR GT ABOVE I I +� n B.d15 1 „ I O1 . • x o l0 1 1 ' I * IpR:AUsT. I S IN ARE TO STUDS. m- i m® j ..•a o v e, v N 1 1A' U- W I I 1 4 ♦ I �{ Nil S9.0 0 ,1 tom_ x .4 I` o FIXTURES R. I I ABOVE - _ M 1 r1 I F 6X6 POST I I0 n iI '0 1 2 b b I CO 1 I. Tt I <---,-- 1 V 10 0 E 2x ROOF I I N a x 1I II `1� FRAMING I 1-� 9 m I i l _ 11 GT ABOVE u O 1`—-8`em_J, ti c,i 4 GT ABOVE �_ 't �� I b .: © II MEIN't=0(2)2 10 HD' 1 V Ire! HD . 59.0 1 LVL ' 1 a P Mir• 1 H NORMA. ®• m R•r••• �•10 I ! -w w AllEt Mk 1 ' r Q �� 4x8 HDR 3 J 6x6 P.T. POST BMU .d21 Q ALL HEADERS CHANGED TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS Plan 7D UPPER LEVEL FLOOR FRAMING 1/4--1.-0" FRENCH REVIVAL 22'-0" 1'-10)/" 16'-3" 3'-103/2" 15 P3 P31 STHD14 e S6.0 STHD14 ♦ ♦ r``0 - m ------r NIP ECIP ...::- ..1••'"N I ^ N 3i c. SLAB N ® OVER 4" FREE DRAINAGE MATERIAL OVER COMPACTED FILL 4 I .-.4`'''- - @ VERIFY GARAGE SLAB HEIGHT w� WITH GRADING PLAN I a d o ® nc 0 n 0 14 1 18'-03/2" 3'-11y 1 14 S6.0 • S6.0 1 9'-0" n N ♦ -16"I ® t I �� L`QI1I(,`, m© VARIES : MIN. `� ' I , FURN. PATIO SLAB I 14" I SIM.�9 -3" FROM TOP OF io r- ABOVE e STEM WALL I 11 L SLOPE ® P4 .. 1 STHD14 L_-.11 L-- -- -- 9 `yam o 1 S6.0 ^ '` \_JS J 1 STHD14 _ ti 434- 3.-014" i 2X4 PONY WALL�, ! 18X24 CRAWL FIXTURE ABOVE---.4 I I AT HIGH FDN. n ■ SPACE ACCESS • ABU66 7 y Ala 6 1 'I I N, Q tI I ^l -3" I ? L t J , (2) #4 1(3) #4 /0X I .'-- 3 I L - • ♦ ♦ ♦ I 13''X914 LVL_ % I 'i r-------3 j L __J_-_.__ -�, THIS - ! e CENTER U/ WALL ♦ OO 13'X914 LVL SIDE O 7 � � I 17 �-I J �Z r ,, 56.0 9'-By" L. 11 J w 16 z S6'0 1 FlNISHED FLOOR_ L}J S6.0 FOOTING XIW _ 7. T - Z AT +0'-0" �� (3) #4 EA. WAY 56.0 I �Z z m 0 7 , n ec Di THISrr// Y m; J. 1.�L��, Q SIDE PS.) 124 P.T. 4X4 POST • r Z *-1- I TYP. U.N.O. `�• 'i D L J `.` H.O . LL .CONC. 9)4"I-JOISTS AT 19.2" O.C. ,� TYPICAL O 7 r. , N 1 -12Yz"I I 11'-7y" I 3 - N 14'-4/4 N cv Ar-HI 9'-8y" L J 1' -1 i ♦ t7. 13;X9Y� LVL �m cFJ � I 1 /1 FOOTING W/ 0 I - 18"x18"x10" FTG. ' +- �- (3) #4 EA. WAY -12Y4"I • 17 I W/(2) #4 EW I I M 1n A11 I TYP. U.N.O. i L --- 6X6 P.T. POST row I 13;X9)4 LVL -- _ 10 eSIM. ® , N ^ .. �J1---"r--- SIM.S6.0 I 2X PONY 1 ^ i WALL 7-1 fffi �' I 10 & I ' /j 61 �! fly- �� - a ;TART FRMG.lir:, (6.0_Dl SIM.I -3" S6.0 S I I 1 1 c .n ..,..._____r�L tJ-1Z1-- J I le 6 NMI I I _I -0 d� -- I I7 /�A 7 ♦ \ '-. ♦ • _, I I` ,,X56.0 I �' Ci. T STHD14 16'-6 P2 `rTMDJJI SLOPE 11h"S L`----�—C�Io . �" • I 9-gy" jlo • 1n I _51e TOP OF SLAB / -10" TOP OF 8" I rn f/ STEM WALL J • '' ♦ Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 5:36PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 KW-06 Timber Beam & Joist Page 1 User:3-2003 E 97,Ver 5.8.0,1-Dec-2003 BeringSo 14189_Plan_2613.ecw:ROOF FRAMING (c)1983-2003 ENERCALC Engineering Softwaze 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 3.125)(18 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 glas Fir,24F- Douglas Fr,241r- 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 Glu Lam 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 #/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 248.608 451.92 410 91 187.50 112 50 187.50 12.50 145.20 11.00 @X= 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 Shear OK 276.0 276.0 240.0 240.0 276.0 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 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 Deft 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 LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2673.ecw:ROOF FRAMING Description 2613D ROOF FRAMING Timber Member Information RB.d1 RB.d2 RB.d3 RB.d4 RB.d5 RB.d6 RB.d7 Timber 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 Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,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 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 I jktesults Ratio= 0.2944 0.2088 0.2355 0.2405 0.0876 0.2944 0.5124 II.. 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 90.00 112.50 206.25 438.75 1 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 111 Center DL Defi 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 Defi 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW:FIoor Framing Description 2613D FLR FRMG 1 OF 3 _Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined B.dl B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 Timber Section 4x12 5.5x19.5 LVL:1.750x14.000 2-2x8 5.5X14 IJC 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 Fr- Rosboro,Bigbeam Level,LSL 1.55E Hen Fir,No.2 Rosboro,Bigbeam Douglas Fir- Hen Fr,No.2 Larch,No.2 2.2E 2.2E Larch,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 III Span 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 1 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 1 Left 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 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 1 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 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: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 Fir,No.2 Hem Fir,No.2 Douglas Fir- iLevel,LSL 1.55E Hem Fir,No.2 Hem Fr,No.2 Hem Hr,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 enter Span Data I Span ft 3.00 3.50 3.50 2.50 5.00 2.50 3.50 Dead Load #/ft 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 #/ft 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 UDefi 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 UDefi 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 UDefi 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 Rev: 580006 Page 1 User:3-2 0602997,Ver 5.8.0,1 Engineering Timber Beam & Joist 14189_Plan_2613.ecw:Floor Framing [(c)1963-2003 ENERCALC Engineering Software Description 2613D FLR FRMG 3 OF 3 [Timber Member Information 1 B.d15 B.d16 B.d17 B.d21 porch Timber Section 2-2x8 2-2x8 LVL:1.750x14.000 2-2x8Beam Width in 3.000 3.000 1.750 3.000.000 Beam Depth in 7.250 7.250 14.000 3 Le:Unbraced Length ft 0.00 0.00 0.00 Hem Fr, Timber Grade Hem Ar,No.2 Hem Fr,No.2 Level,LSL 1.55E 0.00 o.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 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 II Mmax @ Center in-k 9.57 3.84 44.92 8.64 @ X= ft 2.25 2.00 8.25 3.00 328.8 ,3 fb:Actual psi 364.1 146.1 785.8 128.8 Fb:Allowable psi 1,173.0 1,173.0 2,325.0 Bend 1,1 3 Bending OK Bending OK Bending OK K 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 DL lbs 393.75 120.00 247.50 180.00380.00 LL lbs 315.00 200.00 660.00 480.00 Max.DL+LL lbs 708.75 320.00 907.50 @ 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 LL Deflections Ratio OK Deflection OK Deflection OK Deflection OK 11 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 Def I 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,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information ` TYP BEAM t Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Ar- Larrh,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 enter Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 II Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fir:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK LReactions @ 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 II 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 TJI JOISTS and RAFTERS Code Code Code Suggest Suggest Suggest Lpick Lpick-Leick ] Lpick Joist b d Spa. LL DL M max V max EI L fb L fv L TL240 L LL360 L max TL deft. LL dell. L TL360 L LL480 L max TL deft ITL deft.LL deft LL deft. size&grade 1 width(in.) depth(in.) (in.) , (psf) (psf) (ft lbs) (psi) (psi) (ft.) (ft) (ft.) (ft.) (ft.) (in.) (in.) (ft.) (ft.) (ft.) (in.) i"ratio (in.) ratio 95 TJI 1101 1.75 9:5 192 40 15 2380_ 1220_1.40E+081471 2773. 15.23 1480 1471 066 048 1331 13.45 13.31 044 360 0.321 495 9.5"TJ11101 1.75 9.5 16 40 15 2380 1220! 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.72 0.52 14.14 14.29 14.14 0.47! 360 0.34 495 9.5"TJI 1101 1.75 9.5 12 40 15 2380 1220! 1.40E+08 18.61 44.36 17.82. 17.31 17 31 0.79 0.58 15.57 15.73 15.57 0.521 360 0 38 495 9.5'TJI 110 1.75. 9.5 9.6 40 15 2380 1220__1.40E+0820.80 55.451919 18.64 18644,. __085 0.62 16.77 16.94 1677 0561 360 _0.41 _495 9.5 TJI 110! 1.75 9.5 19.2 40 10 2500 1220 1.57E+08 15.81 30.50 16.34' 15.37 15.37 0.641 0.511 14.27 13.97 13.97 0.44 384 0.351 480 99:55" .5 7J1 110 1.75 9.5 16 40 10 2500' 1220 1.57E+08 17.32; 36.60 17.36 16.34 16.34 0,.68 0.54 15.17 14.84 14.84 0.46 384'+ 0.37 480 9 5 TJI 110 1.75 9.51 12 40 10 2500 1220 1.57E+08 20.00 48.80 190.51811 17.98!__ 17.98, 0 751__ 0.60 16.69 16.34 16.34 0.511_ 384 0.41 480 . 12201 2 .0 ---"" -'-- 1.57E+OS 22.36 61.00 20.58 19.371 19.37 0.81� 0.65 17.98 17.60 17.60 0.55 384 0.44 480 9.5"TJI 110 1.75 9.5 9.6 40 10 2500 9.5"TJI 2101 2.0625 9.5 19.2 40 10 3000 1330: 1.87E+08 17.32 33.25 17.32: 16.301 16.30 0.68! 0.54 15.13 14.81 14.81 0.461 384 0.37! 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 115 74 0.49 3841 0.39 480 9.5"TJI 210' 2.0625 9.5 12 40 10 3000 1330: 1.87E+08 21.91 53.20 20.26 19.06' 19.06 0 79 0.641 17.70 17.32 17.32 0.54 384 0.43 480 --__ 1 9.5"TJI 210 2.06255 9.5 9.5 9.6 40 10 3000 13301 1.87E+08 24.49 66.50 21.821 20.53 20.53 0.861 0.68 19.06 18.66 18.66 0.581 384 0.47 480 9.5"TJI 2301 2.3125 9.5 19.21 40 10 3330 13301 2.06E+08 18.25 33.25 17.89 16.83 16.83 0.70 0.56 15.63 15.29 15.29 0.481 384 0.38 480 9.5 TJI 230 2.3125 9.5 16 40 10 3330 1330 2,06E+08 19.99 39,90 19.01 17.89 17.89 0,75 0.60 16,60 16.25 .16.25 0 51 384 0.41 480 9.5"TJI 230 2.3125 9.5 12 40 101 3330 1330 2.06E+08 23.08 53.20 20.92 19.69 19.691 0.82 0.66 18.28 17.89 17.89 0.561 .._384 0.45 _ 480 9.5'TJI 2301 2.3125 9.5 9.6 40 10 3330 1330! 2.06E+08 25.81 66.50 22.54! 21.21 21.211 0.88 0.71 19.69 19.27 19.27 0.60i 384 0.48 480 -- -' - 0 ' -- - ---- ---------- - ---- ---- ---------- 11.875"TJI 110 1.75 11.875 19.2 40 10 3160 1560 2.67E+08 17.78 39.00 19.50 18.35 17.78, 0.67 0.54 17.04 16.67 16.27 0.52 384 0.42 0 11.875"TJI 110 1.75 11.875 16 40 10 3160` 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 17.72 0.55 384` 0.44 480 11.875"TJI 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 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 23.121 0.96 0.77 21.46 21.01 21.01 0.66 384 0.53 480 11 - - 6 .8 - 9 11.875'TJ1210i 2.0625 11.875 19.2 40 10 3795 1655 3.15E+08 19.481 41.38 20.611 19.391 19.39 0.81 0.65 18.00 17 62 17.62 0.55 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795: 1655 3115E+08 21.34 49.65 21.90 20.61 20.61 0.86 0 69 19 13 18.72 18,12 0.59 384 0.47 480 11.875'TJI 2101_ 2.0625 11.8751 121 40 1.0 3795 1655L 3.15E+08 24.64 66.20 24.10 _22.68! 22.68 0:951 _0.761 1 21.05 20.61 20.61 0.641 384 0.521480 11.875"TI 2101 2.0625 11.8751 9.61 40 10, 3795 1655; 3.15E+08 27.55 82.75 25 96! 24.43 24.43 1.021 0.811 22.68 22.20 22.20 0.691. 384 0.551 480 1 1 11.875"TJI 2301 2.31251 11.875, 1921 40 101 4215 16551 3.47E+08 20.53 4138 21.28 20.03 20.03 0.83' 0.671 � 18.59 18.20 18.20 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 0.71 19.76 19.34 »x934 0.60. 384 0 48 480 11.875"TJI 2301_- 2.31251 11.8751 121 40 10 4215 1655. 3.47E+08 25.97 -_66.20 24.89_1 23 42 23.42 0.98 0.78 _ 21.74 21.28 21 28 0.671_ 384 0.531 480 'TJI 11.875"TJI 230} 2.3126 11.875 9.6 40 10 4215 1655] 3.47E+08 29.03} 82.75 ?6.81125.23j1 25.23 1.05 0.84_f23 42 22.93 22.93 0.72_1 . 384 0:5-7* 480 4 11.875"RFPI 4001 2.0625 11.875, 19.2 40 101 4315 1480! 3.30E+08 20.771 37.00 20.93! 19.691 19.69 0.82 0.661 18.28 17.89 17.89 0.561 384 0.451 480 11:875"RFPI 400 2.0625 11.875 16 ' 40 10 4315 1480 3.30E+08 ' 220 2.0625 11.875 121 40 10 4315 3.30E+08 .76 :.44.40 22.24 20:93, 20,93 0.87 0.70 '_19.43 °19.01 `i, 19,01 0,59 384 0.48 480 1 .96 11.875 RFP!4001 0.771 21.38 20.93 20.93 0.65 3841 0.5 480 1 2.0625 11.875( 9.6! 401 101 43151 14801, 330E+081 29 381 74.001 26.37! 24.81 24.81', 10 031 0.831 23.031 22.54 22.54 0.70 384 0.5621 56 480 Page 1 Ort-+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NDS-199 Ke 1.00 Desi,n Bucldin.Factor 11.1-4-Sn SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 ME 0 80(Constant > Section 3.7.1.5 __Ma��aM =�= - 0.30 Constant > Section 3.7.1.5��=��_ �_�_�_� �_�1 �Section 2.3.10 __-- . ®Size 1997-NDS SKIM ��® NDS 3.9.2 Max.Wea duration duretio Sector factor use ®M®® Vert.Load Hof.Loa .1.0 Loed��PIeT=Cd Fb Cd Fc Cf Cf Cr � � E -®®®®__?��_�Q___�1 Fc ..I �� .sl � _� ��11��3�_��_f� Pgril__��Fb'•1-ffc/Fce 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 18 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 968 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud ®®ai�� 3100 0.9921 3986.7 1.00 NW 1.05 1.15 675 405 800 1,200,000 1ffilli ®®_ ®®� 395.22 393.65 1.00 0.00 0.000 SPF Stud _®__ `�'' '�' 1.00 ®®LOS®� 725 1,200,000® LEMOINEEI 0.00 0.000 SPF Stud ®�� ® 1.00 ®®1.05®� ®1,2110,000®ENIEMIUM 335.24�i r] 0.00 0.000 30.9 1760 0 0.9944 2099.8 1.00 1.15 ®1.05 1.15 675 425 725 1,200,005 1.15 675 425 725 1 200 000®875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 28.3 1525 0 0.9957 2091.8 1.00 1.15875.438 378.09 336.17 335.24 1.00 0.00 0.000 9925 1 SPF Stud 1.5 3.58.25 28.3 2030 0 8.25 28.3 3050 0 0.9957 4183.6 1.00 ®®1.05 1.15 875 425725 1,200,000 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 ®1.05 1.15 675 425 725 1,200,000 531 875.438 449.95 388.13 386.67 0.00 0.000 H-F#2 5 1.10 1.15 850 405 1300 1 300 000 1 271 5 1644 5 1378.83 031.58 H-F#2 ® 5 5 7/083 19.6 3132 0 0.3652 3132.4 1.00 1.15 ®1.10 1.15 850 405 1300 1,300,000 1.271 506 1844.5 1011.45 1837.57 5506 18 B49 0.00 0.000 06.18 0.60 0.00 0.000 H-F#2 ®®1111® 18.0 3132 0 0.2858 3132.4 1.00 ®®®®® 405 1300 1,300,000® 506 Iiii 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 ®� �11 •� ®®�]® 875 SPF#2 ®�� 0.3905 ®®�]® 875 r 1,400,00011 ®�� 0531.23 0.52 0.00 0.000 SPF#28.25 18.0 3287 0 0.3158 3287.1 1.00 1.151,400,000 ® 1069.25 531.23 0.00 0.000 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 Stud14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1,200 000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 r 1.1s HPF#2 1.5 ®�jg��® � 0.9969 ® 31M1.00� 1.18 1.3 1.10 1.15®® 1 J 1 455 1,300,000® 506 1644.5 226.94 220.14 24.34 1.00 0.00 0.000® 234.34 1.00 0.00 0.000 Page 1 D+L+W CM 14189•Betahny Creek Falls I LOAD CASE �L+� (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 Bucklin•Factor __ __ Cr � =� c 0.80(C arias > Section 3.7.1.50 --=M��® Cd(Fb) Cf(Fc)-1 E.. NDS KcE 0.30(Constant)> Section 3.7.1.5 Re, � . Cd Fb Cd Fc ND .7-1 Cb arias > Section 2.3.10 NDS 3.9.2 Ma.Wall duration duratio factor factor use If (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-tc/Fce) tb lb/ 3 16 Stud Grad- V11dth Depth Spacin•Height Le/d Vert.Load Hor.Load ue 1.0 Load IS Plat=Cd(Fb)Cd(Fc) Cf Ct Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'c fc tc/F'c in. 7. pl1 psf P 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 1,366 506 840 515.42 427.08 273.075 0.57 7.52 0.665 2 0.84 378.78 0.58 6 H-F Stud 1.5 3.5 12 9 30.9 1140 8.6 0.9998 2657.8 1.80 1 00 1.1 1.05 1.15 675 405 800 1,200 000 1,366 6 506 840 378.09 333.99 2506 840 378.09 333.99117.14 0.85 335.64 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 1,366 508 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 18 8.25 28.3 2355 8.13 0.9981 3968.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 384.87 299.05 0.78 180.69 0.394 69.21 0.65 .78 0.577 SSPF Stud 1.5 3.5 16 26.4PF Stud 1.5 3.5 16 7.7083 30.9 1 700 8.6 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 378.09 328.30 9.71 0 9971 2091.8 1 60 .00 1.1 1.05 1.15 675 425 25 1,200 000 1 366 531 76.25 515.42 415.53 177.7854 447.52 0.618 SPF Stud 1.5 3.5 16 8.25 28.3 1960 8.13 0 9970 209125 8.46 0.9931 1.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200 000 1,366 531 761.25 449.95 376.35 243.819 0.65 361.37 0.577 SPF Stud ® 3.5 ® 6.25111111MIE2 8.13 0.9952 INIEREMMECE®®®1.15 675 'm®1,200,000 1,366 531 EWE 449.95 376.35 267.62 0.71 EmagmEZZI SPF Stud 1.5 3.5 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 111 1430 83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 7.7083 16.8 3132 8.46 0.5743 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1.300 000 2 033 506 1430 1018 45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 H-F#2 1.5 5.5 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 1 400 000 2,093 531 1265 84.89 940.30 531.23 0.56 0.114 SPF#2 1.5 5.5 7.7083 18.8 3287 9.71 0.43273232® 1.60 1.00 1.10 1.15 875�'' ®�®� 425� 11501,400,000®�14 80608® 0.66 152.58� 0.169 SPF#2 ®®��` �® 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 1296.30 884.89 531.23 0.80 146.34 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#4#444 0.979 108.67 0.46 927.02 0.786 SPF#2 1.5 5.5 16 19 41.5 660 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 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2 033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W..5S CT#14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/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 Bucklin.Factor D+L+W+11l2 c 0.80(Constant(Section 3.7.1.5 --__ KcE 0.30 Constant > Section 3.7.1.5_�-- 1111.113211111.111. M CMC11�= C -®--==1111.113211111.111. - arias > Section 2.3.10 __- Comp.Egn Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 l Stud Grade Width Depth Spadn• Height Vert.Load Hor.Load NDS;0 2 Load PlMa at Cd r(Fb)Cdation (Fc factor factor usef r Fc perp E Fb Fc perp' Fc• F � fb/ in. In. in. ft. •If •.f •If Fb Fc I •I psi .:I .sI • .,i H-F Stud Fb"1-fc/Fce ®�7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506 1E 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1366 506 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud ®®®�I"'-®' 0.9969 2657.8 1.15 ®�i 1.15 1011111211111,200 mon= 506 966 H-F Stud ®®m�� 0.9983 1993.4 ®®�®t� ' ®" 1 200,000 340.90 0.64 381.37 0.584 H-F Stud ®®®�� r..� 2657.8 ®®1.05 ��E��'E'�'' 381.37 0.511 H-F Stud ®®�� ®�®' 800 1,200,000 1.366�� 0.511 2390 8.13 0.9960 3986.7 1.80 1.05 405 1,200,000 1,388 506MIN 395.22 303.49 0.77 180.69 0.406 SPF Stud �J 0.9935 2091.8 ®® ®® ��®��®''®_ 0.9988 2091.8 '. 1.15 ® ,moi ® KM 725 1,200,000®�i 0.57 ®®��r'-'- 0.9944 ®'' 1.15 MUM 1.15 675 725 1,200,000 ® 8i r.M� 057 0.577 1.5 ®m �� 0.9952 ®�°1�®®1.05 .15 675 � 725 1,200,000®I 37809Mi cMI®i. 0.577 SPF Stud 1.5_ 3.5 ®� 28.3�ME 0.9952ISSIIIIII-®®1.05 1.15 675 425 ®1,200,000�.�.® �� 0.503 SPF Stud 1.5 3.5 �� ®'' 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 292.68 271.03 0.503 28.3 2380 8.13 0.9922 4183.6 1.60 1.15 1.05 1.15 675 425 725 1,200000 1,388 531 875.438 449.95 388.13 299.68 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.80 1.15 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 1.10 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 18 7.7083 16.8 3287 9.71 0.3872 3287.1 1.80 1.15 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 -®•10111MICINIEMINIECEI 0.5595 - 1.15 ®11C1®11011 425 Nall 1,400,000111WEBELM ®MEIEIES 0.169 SPF#2 ®®1illialli 3287 8.13 0.4342 3287.1 1.60 1.15 ®1.10®11111111 1150 1,400 000 2,093®1296.30 945.38 531.23 0.561iii 0.118 11111111101111IMIIIMNMIIMIIIIIIIIIINIIIIIMIIINIIIIIM------ ---- ---_---_- SPF Stud 50.0 70 8.46 0.9955 2091.8 16111111111 1 200,000®®111® 139.02 17.78 0.13iiii 0.979 - -®MIENINSEIME®'''IIIIIKNO 0.991411201111111111 1,400,000 2,093® IELE�•® 106.67�i rszammico H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.SW CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) I (BASED ON ANSI/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+8+W12 Cr c 0.80 Constant)> Section 3.7.1.5 Cf(Pb) Cf(Fc) 1997 NDS KcECb 0.30(Constant)> Section 3.7.1.5 Cd(Pb) Cb Cd(Fc) Eq.3.7-1 Cb (NVadass)) > Section 2.3.10 Bending Comp. Size Size Rep. NDS 3.9.2 Max.Wall duration duratio factor factor use Stud Grad-Width Depth Spacin Height Loki Vert.Load Hor.Load <=1.0 oad CO Plat.Cd(Fb)Cd(Fc Cf Cf Cr Fb Fc perp Fc E Fb Fc perp' Fc• Fce Pc is fc/F'c fb lb/ In. In. In. ft. pit psf plf (F6) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb•(1-fe/Fce) H-F Stud 1,5 3,5 16 7.7083 28.4 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 18 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 1,388 506 966 378.09 340.90 248.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 262.86 0.77 187.82 0.403 I+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 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2685 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 968 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0,392 SPF Stud 1.5 3.5 16 9 30.9 985 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 378.09 336.17 245.08 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 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.85 0.78 187.82 0.396 SPF Stud 1.5 3,5 16 8.25 28,3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud ®®.11 8.25 Ili 2630 4.065 0.9969 4183.8 1.80 1.15 111 1.05 Elia 425 ®1,200,000M 531 875.438 449.95. 388.13 333.97 0.88 90.34 0.257 IZZEMM®®m�' ®NICE22 0.3001 IIESIMI1113311111KINIENINI 1.15®' 405 111E11 1,300,000111011E1111=3506.161111131/11M 0.059 ®®��®�r ' �®®®' 1.15� ®" 1,300,000 2,033 � 0.60 90.61 0.089 H-F#2 1,5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.10 1.15 875 425 1150® 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.10 1.15 ill 875 4251150 000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 ®®�® ®18.0 3287 4.065 0.3750 3287.1 1.60 875 1150 1,400,000 2,093®1454.75 1296.30 945,38 531.23® 0.059 SPF Stud 1,5 3.5 . 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 84.76 0.47 586.43 0.779 SPF#2 1.5 5.5 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 r 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 0.84 483.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA N Ke 1.00 Design Bucldin,Factor D+L+S+E/1.4 NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 mpg0.90(Constant)> Section 3.7.1.5 __-__ 0.30 Constant > Section 3.7.1.5 --___�EM�=n==_Cr_ �'''_[T �Section 2.3.10 111111111111111.111.1.1111111.11.111111.111..Bending Co . Cf Fb ��1897 NOS Re,.__ � ��M_Q�� NDS 3.9.2 Ma.Wall duration duo factor factor use Stud Grad- Width Depth Spurn.,Height Le/d Vert.Load Hor.Load c=1.0 Load I')Plat=Cd(Fb)Cd(Fc Cf Cf Cr Fb Fc perp Fc E FbFc perp' Fc• Fce F fc fc/F'c fb fill in. in. In. ft. pit psf plf (Fb) (Fc) psi psi psi 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 1,2 01,000 1,366 P 506 X966 515.42 441.22 359.37 0.81c fc/i si psi psiF Fb'•(1-f 0.335) H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.151.05 1.15 675 405 800 1,20,000 1,368 506 966 449.95 395.22 342.86 0.87 79.34 0.244 ll � SPF Stud 1.5 3.5 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 ® SPF Stud ®��]� 1000® 2091.8 ® Rif 115 SPF Stud ®®�� 725 1,200,000 ® 268.57� 0.358 30.9 1410 3.57 0.9962 2789.1 1,60 1.15 1.05 1.is 675 425 725 1,200,000 1,368 875.438 378.09 338.17 268.57 0.80 141.63 0.358 SPF Stud 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366®875.438 449.95 388.13 307.30 0.79 158.88 0.366 SPF Stud ®® 12 8.25 28.3®�''_3,57 0.9940 2789.1 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366_531 875,438 449.95 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95® 339.05 0.87 321.90 0.83 179.34 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 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 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 ®®�mmum ® 0.4618®®�®�� 1150 1,400,000 SPF#2 ®®ii® 18.0 3287 3.57 0.3678 3287.1 1.60 ® ,®®® ®®moi 1296.30 850.16 531.23 "55611 0.071 1150 1,400,000 2093®1454.75 1296.30 945.38 531.23 0.56 0.052 SPF Stud ®®�� 50.0 285 3.57 0.9981 2091.8 1.60 ® r ®��® 1,200,000 1,386®®® 139.02 72.38 0.52 0.727 SPF#2 ®®�� ® 0.9910 c �®®�1.15 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®® 1300 1,300,000 2,033 506 1644.5 1400000 2 093 ® 2®®®®3 0.513 40.83 Page 1 180 Ntasou St. ENGINEERING Suite 3.2 Seattle,WA «ur 98109 • Project: eDate P r. �._ ___.. -4312 - AX:2 Page Number (206)283-0618 . Client • 110 F '1621X7 Pa* P '� 1 ( 150' " f �) - at .1.2d11)(reflk .) '''' /21::* r t .04, t ( 3 rik \ W W - 'x_ 1 _ ►. SAV 2000 )4P14 F. brc '" - ) -1"14' ...-- IS'‘)PSr r . giN40.1,l - .'. 17.0 1 ` (15,( 2.4 -4. c e 0 c, x . 4,4 $*, • ft-e 6 p.r. 30 4., 2:40 4,- 425 tr.- 4:leg. k 4ef"----1 . 35 w - #'lb 1--;;; sey,-- tzg) I . Structural Engloeers 180 Nickerson St. WM ENGINEERING Suite 302 I N C Seattle,WA 98109 Project: 774) r17-A.'4. e A'..3 Date: (206)285-45/2 Client: Si hY;ItE P-At 0 4 1-11 -i--10.1t°Le2- .Page Number: FAX: (206)285-0618 .11,27:ff.„;, piztrr51,ittiprIv6, A14.0„.. #cita vrituts nrr.e._ 7.419__ ...Tiwi,ar /6067,2. , . , s 6,%,,,)+6.)p '. .7i,pt)0 fetF . ' $ ,;;;- ci ,,,„ 1110111111111111111MMEMMimign C .45 3 4 ' filSt C4:7144 ... ) -1,..tie, 2-- l'. #6.s..i9‘..) ' 3.1.1)°L) ., 41.- 140,5„ 0, 'Z'T: /*?-41$ f)1F. , 6 --Urr AA5-• PIT- 1,4 VIA iASF- --- 8.t) > i ' .. — , 2. ..- -.0•\ ,.. 16--/ /e)PS r.....,..- -, 66, (.......) ii ‘i.) - 2.." z_ 71( ' LAIAS ., tbil•ktk )(74)01 ---- 1". 1:1). 1-R61-3(Te-- ê 114 N ' - - , . 4 - -------: • - III '1'.011111 .. ''' - . 0 1 (" , , ,, . '1 540 .4,5.3/4. -i- L --•—% ie$V) oM A* :r••••1 4F- i tAGIV't V1/41 , 403 EA 4~4- 1146lit& s Is ji,‘I.t. isso$ Structural Engineers 180 Nickerson St. CT E N G I N E E R I N G Suite 302 Seattle,WA INCPrIq. �( � 52010 / p98109 Project 1 ""VYUl1.L 7 -cirE (2 c. Date: iNl2?. 0 • (206)285-4512 9-00_ ` WS FAX: Client: 2012 / 6 �IDPW "Tv Page Number: (206)285-0618 t _. a if C6 � �. � . -- 15,47- .•� s c• Q 3 1? : qty_ 12 f '` � . ' _ : ' 41.0 v lZ,L . : 2 - _ -- 't-1o65- 1i.-kL . g � „ • xr- =.f e0.41 p=as 3 } c - t ,- .,=lam . • -F- 1 ,.. —//4/(°11 , X _ 4z4- L- _._ w Li ' 3 4_ i V ;ram & 2 t'-3‘f n t AG -- --_ t - 1, -7_. z_... • • /4E 4 n11� 51Iv • , • . . . ! : , : t k 1 f` .�g Q t . 7 , . . ....„,v,. .:. , ! ,. .L,.._, ,, , , ,......i. , . .: • _., . i„6:.,...., , : , , . ...„.„.e..., ,,,.... ..:.,..:2_,...........: ,..t__ • w�, R 2 4 - ii Structural Engineers /a COp� 4..3.6,4. 3 - • "),1 t ' r Design Maps Summary Report Page 1 of 1 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 1- ., ,, ,.'''---,41-i, '-;',, '1-- ' `,-i:,.'P,j.c cir 7,- ,.- !.,'-,,:',,e,,,,,'t*7:'cri.s,--, 4 5,-,t,J.i.A.,-4,-_--,--,r,-,,'-ffz.--? `fit 4 ,Z6 ?4-4k0:; kf z l moi, +«x , � ; , T' ' I crt,4 ' , ` ,'.King Citi -b hire r .iceii 1 -444444'24,4,41440 .4-',4 �� >� F, - ' £te 41 •� '« r4r ., USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°S = 0.720 g S: = 0.423 g Sm. = 0.667 g Sol = 0.445 g For information on how the SS and S1 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. MICE Response Spectrum 0. Design Response Spectrum 0,00 1.14, 0 72 0.62 C.6s 4117 et 0,40 74 au a 013 32 9.440. ii 044 041 0.00 O22 act tk, tt.00 0,254 &.40 0.60 kett LW L20 Lill 1.0 1Att1 Z, 'k 0,20 il,L 0.681 O. L h o 1.40 1.0 LSO 2..00 P T{1t*c) Pte' T t;x 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 2012 IBC ASCE 7-10 Step# 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://e arthq u ake.u sgs.gov/research/hazm aps/ http://geohazards.usgs.qov/designmaps/us/application.php a- 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*S1 SMS= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 Sol=2/3*SM1 5D1= 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 Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A 13. Overstrength Factor C20= 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) SD,= 0.50 X = 015 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) le= 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=SDs/(SIE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (forT<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,* (TZ*(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) 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= 64.8873.7 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; F = EF; "w, 0.4*SDs*IE*w, 0.2*SDs*1E*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 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#14253:Plan 2613 NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- Building Width= 26.0 56.0ft. V utt. Wind Speed 3seg.Gnat= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 se,,Gave= �93,.. 7:1'.93mph (EQ 16-33) Exposure=' B B Iw= 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30A= 28.6 28.6;psf Figure 28.6-1 Ps3o B= 4.6 4.6 psf Figure 28.6-1 Ps30c= 20.7 : 20.7;psf Figure 28.6-1 PS30 D= 4.7 4.7 psf Figure 28.6-1 A= 1 00 ' 1,00 Figure 28.6-1 Krt= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00(Single Family Home) X*Kn*I : 1 '. Ps=A*Kzt*l*Pe30= (Eq.28.6-1) PSA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) pss= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) PsD= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps Aand Caverage= 24.7 24.7 psf (LRFD) Ps a D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 14 44 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 psi min. width factor 2nd-> 1.00 0.89 wind(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(BAN) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 AF= 1307 10.4 20.9 V(ns)= 9.68 V(e-w)= 18.70 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#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART I Wind(NS) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM Wind (LRFD)SUM WDESIGN (LRFD)SUMLEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-VV) V(E-V ft Roof - 18.00 18.00 0.00`> 0.00 0.001 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 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(ns)= 0.00 V(e-w)= 0.00 V(ns)= 10.40 V(e-w)= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(NS)(LRFD) Wind(E-W)(LRFD) Wind(NS)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(NS) V(NS) Vi(E-W) V(E-W) Vi(NS) V(NS) 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 V(ns) 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) I Part 1 Base Shear Part 2 Base Shear = 0.0 0.01 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14253:Plan 2613 SHEATHING THICKNESStsheaming 7-- 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 r S. G. footnote 2) (divide by 2.0 FOS) (divide by 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= 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 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 0 i 241-,94 , I .11-,Z • • .Z4Z-,41 .Zi{4-,Z• As-S •Zi(L-•s .3(l-,L .4-,f )X4-,01 L } 4i�6-.I .4,(s-,9 I„Z ll-,l « /f 3Z aON....1A1�dI -td0.3.'., 5 ” ®� ] � -' h a 'f On mO eo GowN � d 3 a .....--.=, U a a .� Z at-_+ F-. oy • 4.1 T L H O OUG Ham�•./� • „ m 4y Q •iq1 o1- 0O o K O Q K I .V Q r--, N IP cc) Q1 pNp mD� w 3 I�<uj NI L w+ '11: O ' c Mk m CA \ \. J ♦ ,*.;.:•' a w . U o I n ?/£L-,4 .Z�(£-,4 1"(4-,Z1 04 • ��. z \ MSH 9- o o h .f-.6 .L-�Z p saam o "' _ _ -� �, r M o a' T, IL , _ t a O o C �0_ cu "� ~ `JNIZYlO AliiY a 0 3 n m6 ;;3 j a J o-s 0-4© - m --. o o m CU (CS o o T pax i... ry 44 IN p SS3803 I N. ls 0- -s i i J..9-,f .9-.£ .Zi(Z-,c .L-,9 '.9-,L .Zj(s-,ZL r .01-,11 .S-,Z Z-,L -.Z401-,Z .Z46-,01 a .Z41 L-S 1 .Zi(0-,64 22'-0" 10'-0" � 12'-0" ROOF ABOVE I -1 r111 -I ,�-.1AEI 616-0 7-0 OH Gar � ar ABREMOVED 2x8FRAMINFORQELECANELy- 0 i• _ FLOOR ABOVE-' JGarage -1 •2?? WALL FINISH: J GWR :OLLARD CEILING FINISH fie" TYPE X' G : >: `� FIRE-TAPE ALL GNB < er-IWRAP BEAMS BELOW CEILING LEVEL in NrINSULATE FLOOR ABOVE. /31 II "1'1 42"x12"W000 TREAD MAX. RISER 7" PLATFORM. (ADD MORE STEPS AS REQUIRED PER +18"A.F.F. 9 0 :till aSITE CONDITION) o rh��18'-0YZGUARD RAIL WITH 6"HIGH /©2x4 CURB AT BOTTOM- FURN'�TOPAT+3�4 Ifc_ 1 \1PatiN ^4 4i'YBcI. III 4 ill 1 Hzl rigilie 11 Pwdr. 1 ill 77 n T < J_.___A. 2.-8. a T , - D2 A (®18"x24"CRAWL I .� 0. 1!?W SPACE ACCESS -*- Kitchen '4'1 o I 2x4 35" HIGH N, i en IPONY WALL T' 1 ©17 i I�y __� I DiningII 1 7 o nII D ' Im O INSULATE FLOOR ; y I OVER CRAWL SPACE I 8 7Y2 r { o II - 1 COUNTERTOP "" ,4 OVER STANDARD © BASE CABINET 1 Ii a +36"A.F.F. I ° :Il NI UL APPROVED 36' WIDE FLUSH BEAM I D P_ FACTORY-BUILT DIRECT ABOVE '�� ® A VENT GAS FIREPLACE i� Ci I 6x6 POST W/GWB FINISH \_ Entry ,o n 1■ o �, SY2 III I o .. v '- jj d Living 2x6 39"HIGH 0, 4 AS APP ABLE 11 WALL W/FINISH > ,` PER SITE Q TRIM AT TOP a CONDI 0 S W .. , I " 11" 12" TILE = h HEARTH v Ii A 0 < Fro Iv 4'-9Y4 .1' 4'-8Y4 N 1ini • 2-0 -.03.-_;-6 5-0 SH 2-0 9-0 SH L 5'-°Y4r j 3. 3. Jr_ _5_OY4 l Porch �i 0 16•_6Y2 �j 9-SY2 r� Qi `" AI First Floor IONS Plan 7D FIRST FLOOR Second Floo 1/4"=1'-0" FRENCH REVIVAL Total SF SHEET TITLE: LATERAL N-S(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 N-S V I= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.08 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (ply ROTM Unet Ueum OTM ROTM Unet Usum Uaum HD (pif) (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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - - 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 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. left 4 384 16.0 16.0 1.00 0.15 1.55 0.00 0.92 0.00 1.00 1.00 58 P6TN P6TN 977 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 0.0 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 0.00 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 0.0 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 0.00 0.00 0.00 0.00 0.00 0.00 Ext. righty* 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 69.773 -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 1.00 0.00 0--- - - 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 0.00 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__ -- 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 0.00 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. rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ - - 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 0.00 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 0.0 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 0.00 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 0.0 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 0.00 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 0.00 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 0.0 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 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 EVw,nd 5.16 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189'PIan7A; ID:Upper Leftl (MSTR and 8R4) Roof Level wd1= 150 plf V eq 870.0,. pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds V w= 1450.0 pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds vhdreq= 31.6 pB vhdr= 52.7 pH H5 head= H1 head= 1 v 1 Fd2g1 eq=43.5 Fd2g2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 A Fdragl w= 5 Fdragl 23.1 Fdrag5 w= ••.1 Fdrag•w=72.5 v3 w= 72.5 p43.5 H5 pier= 43.5 ptf v3 eq= 43.5 plf v5 eq= H1pierw= 72.5 p - v1 e = v5 w= 72.5I'> 4.0 4.0' vl w lf B feet feet 2,m= 1 2w/h= 1 H total= 2wlh= 1 8.0 Fdrag3= • Fdra. - 13.8 feet X Fdragl w=72.5 Fdragf w=23.1 Fdrag7eq= .7 Fdrag8e. 43.5 n P6TN E.Q. Fdrag7w=46.1 FdragBw=72.5 P6TN WIND I v sill eq= 31.6 Of H5 sill= Hl sill= (0.6-0.14Sds)D 0.6D vsillw= 52.7 pH 3.0 3:0 " Wind feet feet OTM 6960.0 11600.0 R OTM 25310 30628 v 1 y UPLIFT -741 -769 Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0 L2= 2:5 L3= 3.5 L4= 5.0 L5= 5.5 Htotal/L= 0.29 y ► ►-� ► r 4 r Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0,90 L reduction SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.23 kips Design Wind N-S V I= 2.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.30 kips Sum Wind N-S 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 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM Unet U. OTM RoTM Unet Veum U m HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 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 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. 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 0.00 0.00 0.00 0.00 0.00 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. rightl** 660 53.0 53.0 0.91 0.15 1.12 2.58 1.11 1.54 1.00 1.00 55 P6TN P6TN 77 23.86 ##### -1.57 -2.92 33.31 ##### -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 0.00 0.00 0.00 0.00 0.00 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. rights 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 1,00 000. ' 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 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 1320 74.5 69.7=L eff. 2.25 5.16 2.23 3.08 1.00 EVwind 7.40 EVEQ 5.30 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS 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 pt= 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. Lwall LDL efl. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U. OTM RoTM Unet Usum U:um HD (soft) (ft) (ft) (kiO (kip) (kip) (kip) (kip) p (pIf) (plf) (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 0.5 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int 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 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 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 BR23* 640 9.1 14.0 1.00 0.16 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 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 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 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 -- 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=Leff. 7.71 0.00 3.08 0.00 EVnd 7.71 EVEQ 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 E-W 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.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.30 Table 4.3.3.5 Wind Wind '.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 Logy eff. C 0 w dl V level V abv level V abv. 2w/h v i Type Type V i OTM R Yp YP orM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (k's (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Fr- -ont LIV' 306 5.0 16.5 1.00 0.251 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-- 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 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 2.44 2.44 - - --- 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 0,1: 0.00 0.00 0.00 0.00 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 1.10 0.00 0.00 0.00 0.00 1.00 0.00 0--- - - 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 1.01 0.00 0.00 0.00 0.00 0.00 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 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 Re-ar 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--- Rear BR23 0 0.0 0 1 1.00 0.75' 0.00 0.00 0.00 0.00 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 ,1.0 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 2.94 2.94 W- -ar A: 2 6 4., 8.0 1.10 0. • 1.8 .66 0. 0 0.5 .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 1.01 0.00 0--ar AeVVP 118 ' 2.1 'g 1 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1- - 00 0. 5' 0.4 1.83 0. 0 0.2. 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 - - I ''0 1.1 .1r *•11 1.11 1.11 1.01 1.'0 'x,11 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 0.0 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 0.00 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-__ 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 """ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EVwind 13.67 EVEQ 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:PIan7A SHEARWALL WITH FORCE TRANSFER ID:Front Upper MSTR* Roof Level w dl= 150 plf P V3 eq= 490.0 pounds 490.0 pounds V eq '980.0, pounds V1 eq= V3 w= 1220.0 pounds V w= 2440.0 pounds V1 w= 1220.0 pounds 59.4 plf -----10. --> v hdr eq= •H head= A v hdr w= 147.9 plf 1.083Fdragl eq= 342 F2 eq= 342 Y Fdragl w= c-0 F2 -850 H pier= v1 eq= 196.0 pif v3 eq= 196.0 plf P6 E.Q. 5.0 v1 w= 488.0 plf v3 w= 488.0 plf P4 WIND feet 2w/h= 1 H total= 2w/h= 1 8.083 , Fdrag3 eq= F4 e.- 342 feet A 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= 2.5 L2= 11.5', L3= 2.5 Htotal/L= 0.49 ► 4 11041 ► Hpier/L1= 2.00 4 ► 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 V3 = 769.0 pounds Sum V eq 1538.0 pounds V1 eq= 769.0 pounds V3 eqw= 1926.5 pounds Sum V w= 3853.1 pounds V1 w= 1926.5 pounds v hdr eq= 113.9 p/f ---A' •H head= A v hdr w= 285.4 plf 1.083 � Fdrag1 eq= 484 F2 eq= 484 Fdragl w= .13 F2 -1213 v3 eq= 307.6 plf P4 E.Q. S.0 v1 w w= 770.6 plf H pier= v1 eq= 307.6 plf v3 w= 770.6 plf P2 WIND 5 feet H total= 2w/h= 1 2w/h= 1 9.083 , 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 Of P6 feet OTM 13970 34997 R OTM 6777 8201 • 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 ► 4 ►4 ► Hpier/L1= 2.00 ► Hpier/L3= 2.00 L total= 13.5 feet JOB it CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath* Roof Level w dl= 150 plf V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 pounds V1 w= 910.0 pounds V3 w= 910.0 pounds v hdr eq= 62.1 p/f > •H head= $ v hdr w= 191.6 p/f 1.083 Fdragl eq= 155 F2 eq= 155 A. Fdragl w= , • F2 -479 H pier= v1 eq= 131.1 p# v3 eq= 131.1 plf P6TN E.Q. 3.5 vl w= 404.4 p/f v3 w= 404.4 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= . F4-.- 155 feet . Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 plf P6TN 3.5 EQ Wind v sill w= 191.6 plf 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 10 Hpier/L1= 1.56 11,4 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23` Roof Level w dl=' 160 p/f V eq 1610.0 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 Hl head=W vhdr= 225.9 plf H5 head= W 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq=196.5 1 A Fdragl w= •:.0 Fdragl , 533.4 Fdrag5w= 3.4 Fdra•%w=298.0 A H1 pier= v1 eq= 134.1 plf v3 eq= 134.1 plf v5 eq= 134.1 H5 pier= 4,0.1 v1w= 414.0plf v3w= 414.0p/f v5w= 414.OI:-. 4.0 feet ....feet 2,m= 1 2/h= 1 H total= 2w/h= 1 8.0 V Fdrag3= Fdra• - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8-• 96.5 V P6TN E.Q. Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 plf H1 sill= (0.6-0.14Sds)D 0.6D v sill w= 225.9 plf H5 sill= 3.0''. EQ Wind 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 V 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 ►4 0-4 ► Hpier/L1= 1.26 > Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95.L reduction 9 .. -. ;��„�� sir ip A PATecnnic 9 TT- 100F APRIL 2014 A Portal Frame with Hold Downs for PP Engineered A lications 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 I 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 APA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN.WIDTH = 22 1/2°): EQ=480#< EQ(ALLOW)= 1031# WIND = 1390#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable De gn Val. •s for APA Portal Frame Used on a Rigid-Base Allowable Design(ASD)Values per Frame Segment Minimum Width Maximu " eight (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 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10fay 1 31 EQ(1444 WIND) %oundation 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 ore 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 per wind design min 1000 lbf 2'to 18'rough width of openingI on both sides of opening for single or double portal opposite side of sheathing Pony .- ;�� wall , height Fasten top plate to header a`T with two rows of 16d _ UI- sinker nails at 3"o.c.typ I� "▪" Fasten sheathing to header with 8d common or , i Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown I, r panel sheathing max 1 total / Header to jack-stud strap per wind design. wall .▪;. i4 Min 1000 lbf on both sides of opening opposite height " If needed,panel splice edges 9 side of sheathing. shrill occur over and be Min.double 2x4 framing covered with min 3/8" 1 nailed to common blocking 10' • thick wood structural panel sheathing with ��EEE within middle 24'of portal max 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. height Cr. inr all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. �j Min length of panel per table 1 . Typical portal frame construction ` Min(2)3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud ).Number of i i jack studs per IRC tables Min reinforcing of foundation,one#4 bar __ R502.5(1)&(2). top and bottom of footing.Lap bars 15"min. ' R502.5(1) t Min footing size under opening is 12 x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and noiled Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2'x 3/16"plate washer 2 0 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic 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 wuvw.apawood.org 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.1T-100F 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—The Engineered WuodAssociation 180 Nickerson St. CT ENGINEERING Suite 302 Protect: -frt o", @ f3R 7,6`n0• wktia WV - Date: f076. ( SeattlW A (2O6 285-4512 Client: d Z5 +6),2 2 22)19p1&.5+ ) Page Number: (206)285-0618 � I „ 6'0 aw a= A I"In---AsVei-q/Z) At X l 6`` 12R k V - f3e0 FvR 57.7)1t4 6 .r Q�s1 k& m & 1- v (-mc - sL I Y4Tht 46 V164-))) _ 19. 6 ;y-) Vii= aVO2 (v) 0, 612 6)6 g5 Z3 tiz) Vort.) (6 ( - Inti of _ 5° S X Ccs , w/(2' 44- 0, e36 6-6utur -p) 12Xk2 LD/4-4-1 ct 4-4- I N earpo l., .0*-) +Sr Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 03 I • Table 2.2A Uplift Connection Loads from Wind A'i '' - •. •• • , . (For Roof-to-Wall,Wali-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) • Unit Connection Loads(plf)1'2'e'4,5'6'1 Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 2 0B 36 272 298 324 380 441 506 576 650 729 856 Z in 48 350 383 417 489 567 651 741 836 938 1100 M . 60 428 468 509 598 693 796 906 1022 1146 1345 IRI . 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 Iii CO 10 psf 36 152 178 204 260 321 386 456 530 609 736 48 194 227 261 333 411 495 585 680 782 944 Z 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 1dl20 psf 36 32 58 84 140 201 266 336 410 489 616 i�4- 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 1 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. z Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings • located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. ' 3 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 16 192 24 48 Multiplier I 1.00 1.33 I 1.60 + 2.00 ( 4.00 '3' 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-walior wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) ,.1for each full wail above. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by1/2 of the .iqb p p Y p ';,',!1: header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. •' 'tt`i ' .. For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length -.I.rr . . includes the overhang length and the Jack span. t .n=s B Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. �1 i:la. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 1n!►/�1 )��1� Iy�N C. 1 S98109 eattle,WA Protect: �Y1 ,v�� IIVII�t F-444I Af5L� Date: (206) (20G)285-4512 PAX: Client: Page Number: (206)285-0618 \)(40D. LAOS tit•e)'R4-. 74$5 7s1.3 6p,A)Wer7) 1. 1�5 • WAD A ev77-, M tot is D 1''tPf ( w-r•1l 1 �p ,► � '-jam• zA _ • C, NI6N ss 17)1 621312 1pe 1/41- , • . . , , . • :t . • ger ,� ,� • • .•• - 49tt •:• I'Y? � ff /is ee A"TTC446 j c410164 • - s r ( 4)(7,) 6•4) a -TYR A, o - Gji?4,e- (2 ( ]6,r (I-6y -_-_ 44_ Pe, 4& () -[YR Gvo#COrdo PLV @Fes- �� re,-7-•(5Y n.0-.D7--- eDv* 1 -77 Structural Engineers TRUSS TO WALL CONNECTION ,;I,i vnl ilr #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES (will I 11 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 4011 ;1'i 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" `o:) inui 1 SDWC15600 41i', .. .1i...... 2 H10-2 (9) 0.148"X 1.5" (9) 0.148' X 1.5" IIVO Mu 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131' X 2.5" EA. MN ?.1) 2 (2)SDWC15600 - - till 7Sn 3 (3)SDWC15600 - ROOF FRAMING PER PLAN 8d AT 6" O.C. z BUM. VENTED BL . 0.131" X 3" TOENAIL ett, Intti `�' AT 6' O.C. ..11Tjp \H2.5A & SDWC15600 STYIF COMMON/G -•1--- PER PLAN IRDER TRUSS 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) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION 'TF VALUE_ i OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI 11 T IIv PLIES 1 H1 (6) 0.131"X 1.5" (4) 0.131" X 2.5" 4001 41 1 H2.5A (5) 0.131"X 2.5' - (5)0.131"X2.5" 35 L •5S5 1tt) 1 SDWC15600 - - 4Y5 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 0010 Ton 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. IOW 'di - 2 (2)SDWC15600 - - 1171) 7.10- 3 (3)SDWC15600 ...._._.....___5 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE 8d AT 6" O.C. CONNECTIONS 2X VENTED BUM IMIIIiihi-)% -0- w f H2.5A & SDWC15600 5111 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 [