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Specifications (63) 1 11 S S C C>C`k '6S CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECEIVED #15238 JUN 14 2017 CITY OF TIGARD Structural Calculations BUILDING DIVISION .�,t.00G NF o�i River Terrace Plan 7 - �d Elevation B �V RE ;e; .„„ 6 c2'es<c/v1,°''' Tigard, OR '�Fs o31 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 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 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 ROOFRoofing-', 3.5 psf Roofing-future ©.©I psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24 o.c. 4.0'psf Insulation 1.©'psf (1) 518"gypsum ceiling 2.8I psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor h ;„ NO gypsum concrete 0.04.0'psf 3/4"plywood(O.S.B.) 2.7'psf joist at 12" 2.5 psf Insulation 1.0'psf (1) 112"gypsum ceiling 2.2'psf Misc. 2.61 psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 r RB.bl GABLEIEND TRUSS RB. 1 MIN. HDR A MIN. HDR 19 S9.1 19 S9.1 - _ W I I t IS J I /I I U I il I J I ROOF TRUSSES1AT 24" O.C. TYP. I I = N I N al. I N A IK 1 I GABLE WEB ______LI _r 1 r i122"x30" I 1 � ATTIC I e ,,., .9 LACCESSJ NIa 20 I S9.1 1 f 20 1 S9.1 N I�x A I x I 21" a 'I u x1 . 1..t.,,,, c".31-C4 19 S9.1 21 ro r4N MIN. HDR c� II GABLE WEB I --- ----RB.b3 -1 r MIN HDR IN. HDR I MIN. HDR MIN. HDR I GABLEI END TRUSS I L -I-RB.b4. _ 16 SCISSOR/BOTTOM CORD TRUSS B S9.1 SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN 8 S1.2 0 A A W [1\\\ i ') i JO 1 r-n.f I 11/// O ) Q1, WASHER ______Ii r r 0ENTIRE DRYER SIDE r- 1 1 ENTIRE 0 SIDE 7 1 1 / d o lall l , of MST37 a., \\<illillIl • MST37 ■ > 08 S1.2 0 8 51.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN 19 ti� �, ____ GABLEIEND TRUSS ___ i 1 `1 —�-CON L-4 12 HDR-- 1 i THD14 4-b1 5.01 SSM• ROOF TRUSSES AT 24" 0.C. TYP. 9._6. 6x6 POST 6x6 POST S 51,1O S _TA ;inn 1 r - s 113-b2 ,. 1 6 U O lak L ft N P c, O O ci' fp ■I 014 S/HD14 13 x 14 L • _ i011i►ii11M~ ~1.4 i►fi 1 VWIIIIMIrcwi • I A I I N11R 6x6 POST- o1 I L �'�' n --- PB ESIDEE -DMi 1= 2 1'4" LOOR IRUSSESI M.i,��N ROOF TRUSSES (2)2x10 HD' �\ = I I(�15• AT 24" O.C.+--a.�1- I. a, } i I I-x A r' i�11111 7 ENTIRE P6 LEDGER I /� _ __�\ I' I==.. , SIDE � ` !'- 1 3 Ia,M --) 2)2x10 HDR 59.0 i.® n1 D.b15 , 0 a o _ f 71 I A Z + ( ? BLOCKOUT FOR 1 I MICROWAVE EXHAUST. re All -0 / T__J = 13" CLEAR = I F,� E� I„9� I1 I PICTURE FRAME o i q� 41¢ } o OPENING. DIMS N I 'A o m .A I ARE TO q STUDS. '0 mm i ( SDI N O a . . xi< 1-7-r-'f Tc 1 'A oo A I -1- N o m I I ,, 4 �' 1 a 59.0 o A ni 'IlI ' FIXTURES 1 I ABOVE . r— 6x6 POST . i2 ,•I co o E- ii !o ^1I N 2x ROOF I , 10 m I-, - T1 FRAMING I ,I m I 9 ( 4059.0 � LL— 13.b9 Ji "Ho I•.I c .0 o LEDGER °i71°i71I I SIHD14 STHD14 • 41 HD 4x8 HDR 4x8 HDR 4x8 HDR -n 0 B 2S B.brO B7b10 ' 1 w ci ® E I 59.0 o m g 2P3 z Q to ® B.b18 11,17 4' I 1-I. 4x12 HDR 4x12 HOF C LI 6x6 POST - --- - - - Q W/ACE4 17 18 & 6x6 POST All All 6x6 POST W/ACE4 W/AC4 Q ALL HEADERS CHANGED TO (2)2x10 U.N.O. LO ER LEVEL SHEARWALLS PLAN 7B UPPER VLEVEL FLOOR FRAMING 1/4"sl'-0" AMERICAN MODERN -1072 16'-3" 3--107p.. 18 Mi® 18 6 0 1;17%17 -0 56.1 111' - STHD74 r STHD1• I Q 0 J O -N...'/-' N 0- f I 3 " CONC. SLAB ^I Z Z u OVER 4" FREE DRAINAGE MATERIAL 0 w OVER COMPACTED FILL - a ,�--L �-- i� � Q X VERIFY GARAGE SLAB HEIGHT w Z - ID WITH GRADING PLAN o D o 0 N 0 CC 0 0 H 14 18'-0y" 3'-11y2'1 14 n 36.0 J0 S6.0 M J ~ O 1, + I - a -16" If 1 r-- 1 I In o 3 a CONC. 10 ® VARIES : MIN. N I ABOVE ® -14" SIM 56.0 M PATIO SLAB -3" FROM TOP OF r-- o STEM WALL / I II � SLOPE L. ® P4 _---, STHD14 J �L--� o NI 2"DN CT ♦ I ICO i O ^ � Z�S J t-, r of 56.0 1 1 STHD14 H 43 ^ 3'_yY ' I FIXTURE ABOVE— I I, Z o /4 4 1 2x4 PONY WALL I 18x24 CRAWL \ /Irn ABU66 ® I / I AT HIGH FDN. '� IJ -tPACE ACCESS - I ,� r- - 11 © 6 ��h-�i I I < ' 4' h lb H I Ell D1 S6.0 _n E-, N`,r l -- I I =N L J - 1 18"x36"x10" FOOTING r T m g �II 1 I -3" 1 (2) #4, (3) #4 I/ lig P6 N A70 ii _`�'-� I _ -__M III---�� ENTIRE }- ♦ I I_131"x 9h LVT _L , I 1 SIDE I J Lt] OO I 1- I 49 CENTER U/ WALL t 1 / - rl 17 -I J 9' 8Ya" 7 ` I " I Al% 30"x30"x10" 7 S6.0 FINISHED FLOOR l i.1 S6.0 FOOTING W/ S6.0 `o ® AT+0'-0" f 1.^ �F (3) #4 EA. WAY n ti '• al u / .1 1..LL�� /// �� , P.T. 4x4 POST • • • a� r TYP. U.N.O. •• CRAWL S I L J ,�.. DRAINAGE CONNECT 1 9)" I-JOISTS AT 19.2" O.C. FOOTING _ m I TYPICAL ALLOW P / 1 ' DRAINAGE I I-12Ye" !T 1 11'-73/4" 14'-43/4" / N I ' r$-1 .I 4 I 9'-8Y4" I L I t __ 1?/<_ x 9Yz" LVL __4_,o` I r--I- ��30"x30"x10" 1 �'7 ^ 1 ( 1 FOOTING W/ H m 18"x18"x10" FTG. " i a—j 1 (3) #4 EA. WAY I . J�_72Ya"I o9:117 1 W/ (2) #4 EW 1 I I 4110 I6x6 P.T. N I TYP. U.N.O.�T� L POST 1 `1 I 1 - 1-1.-I0 10 &' / 6_1 - -- JE x 914" LVL -- -" I SIM.NWSIM. 3" - FA PONY ^ � WALL I I TJ -.,"l§! re._._.___._i_____------- 1 10 & n j 6 1 i .� 1,_1- ^♦ ♦ . -.4- TART FRMG.I I SIM. 56.0_D1 SIM. _ ...-1-.., S60 SIMJ _5" I �/1� T41i1 T 'n n L--- • �r m / ----� I S6.0 i.1 7 1 STHD14 4 flip `STHD14 'n io o Di I » o in 1 31/2CONC. SLAB -61" TOP OF SLAB n I SLOPE 11/2"� -121/2" TOP OF 8" I L alEM nu._ _1 ` . ----i ; -- --- ------------ i----_ 1rt116 ?. ABU44 1 1 S6.0 ABU44 -2) 6•_0" 1 ABU44 ' Y" 1 8'-5" 3Y"L Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 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 14189_Plan_2613.ecw:ROOF FRAMING Description 2613B ROOF FRAMING Timber Member InformationII RB.bl RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x8 2-2x4 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 3.500 7.250 3.500 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 Data11 Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 225.00 60.00 60.00 225.00 225.00 195.00 Live Load #/ft 100.00 375.00 100.00 100.00 375.00 375.00 325.00 111Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 Mmax @ Center in-k 7.26 5.62 6.61 2.16 8.10 27.22 15.79 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 214.0 1,080.0 352.7 308.2 1,035.9 601.0 Fb:Allowable psi 1,466.3 1,173.0 1,466.3 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 56.3 26.9 53.8 27.7 37.2 89.2 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 ReactionsII @ Left End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 @ Right End DL lbs 165.00 281.25 157.50 90.00 337.50 618.75 438.75 LL lbs 275.00 468.75 262.50 150.00 562.50 1,031.25 731.25 Max.DL+LL lbs 440.00 750.00 420.00 240.00 900.00 1,650.00 1,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.002 -0.074 -0.008 -0.003 -0.037 -0.015 UDefl Ratio 744.5 18,789.1 856.0 4,587.6 10,873.3 1,764.6 3,717.4 Center LL Defl in -0.148 -0.003 -0.123 -0.013 -0.006 -0.062 -0.024 UDefl Ratio 446.7 11,273.4 513.6 2,752.5 6,524.0 1,058.7 2,230.4 Center Total Defl in -0.236 -0.004 -0.196 -0.021 -0.009 -0.100 -0.039 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 7,045.9 321.0 1,720.3 4,077.5 661.7 1,394.0 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:35PM, 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_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member InformationII 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- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No _Center Span DataIII 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 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 Center DL Defl in -0.027 1 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 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:Floor Framing Description 2613B FLR FRMG 1 OF 3 Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section 4x10 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 9.250 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 Hein Fir,No.2 Rosboro,Bigbeam Douglas Ar- Hem Fir,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 DataIII Span ft 16.00 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 60.00 77.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 100.00 128.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 168.00 325.00 Live Load #/ft 300.00 375.00 Start ft End ft Results Ratio= 0.9911 0.4315 0.0864 0.4901 0.6447 0.6054 0.9607 r Mmax @ Center in-k 61.44 488.60 13.20 13.14 347.49 21.72 29.62 @ X= ft 8.00 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,231.0 1,401.8 230.9 499.9 1,934.1 708.3 1,126.9 Fb:Allowable psi 1,242.0 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 53.6 88.6 28.6 56.6 109.3 70.0 111.4 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 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 ©Right End DL lbs 480.00 2,695.00 300.00 341.25 1,755.00 438.75 900.00 LL lbs 800.00 4,708.00 800.00 910.00 4,680.00 1,170.00 1,293.75 Max.DL+LL lbs 1,280.00 7,403.00 1,100.00 1,251.25 6,435.00 1,608.75 2,193.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r Center DL Defl in -0.240 -0.173 -0.001 -0.005 -0.166 -0.010 -0.030 UDefl Ratio 801.6 1,528.6 34,459.7 7,900.8 1,297.6 5,337.8 1,812.2 Center LL Defl in -0.399 -0.302 -0.004 -0.014 -0.444 -0.027 -0.043 UDefl Ratio 480.9 875.0 12,922.4 2,962.8 486.6 2,001.7 1,260.7 Center Total Defl in -0.639 -0.474 -0.005 -0.019 -0.610 -0.037 -0.073 Location ft 8.000 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 300.6 556.5 9,398.1 2,154.8 353.9 1,455.8 743.5 Title:PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 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 26138 FLR FRMG 2 OF 3 [Timber Member Information B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section 2-2x8 2-2x8 4x8 2-2x8 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Ar,No.2 Hem Ar,No.2 Douglas Ar- Hem Fir,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,300.0 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 4.00 2.50 3.50 Dead Load #/ft 75.00 15.00 15.00 120.00 120.00 120.00 120.00 Live Load #/ft 200.00 40.00 40.00 320.00 320.00 320.00 320.00 Dead Load #/ft 325.00 220.00 160.00 250.00 325.00 325.00 325.00 Live Load #/ft 375.00 200.00 100.00 250.00 375.00 375.00 375.00 Start ft End ft Results Ratio= 0.4910 0.2831 0.1403 0.2859 0.8875 0.3467 0.6795 III Mmax @ Center in-k 13.16 8.73 5.79 8.81 27.36 10.69 20.95 @ X= ft 1.50 1.75 1.75 1.25 2.00 1.25 1.75 fb:Actual psi 500.8 332.1 188.8 335.3 1,041.0 406.7 797.1 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 1,173.0 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 60.5 37.6 21.4 42.1 110.7 51.1 90.3 Fv:Allowable psi 150.0 172.5 207.0 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 .245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 @ Right End DL lbs 600.00 411.25 306.25 462.50 890.00 556.25 778.75 LL lbs 862.50 420.00 245.00 712.50 1,390.00 868.75 1,216.25 Max.DL+LL lbs 1,462.50 831.25 551.25 1,175.00 2,280.00 1,425.00 1,995.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r Center DL Defl in -0.006 -0.006 -0.003 -0.003 -0.021 -0.003 -0.012 UDefl Ratio 6,116.2 6,555.9 12,641.2 11,425.8 2,319.4 9,500.1 3,462.1 Center LL Defl in -0.008 -0.007 -0.003 -0.004 -0.032 -0.005 -0.019 UDefl Ratio 4,254.8 6,419.4 15,801.5 7,416.7 1,485.1 6,082.8 2,216.8 Center Total Defl in -0.014 -0.013 -0.006 -0.007 -0.053 -0.008 -0.031 Location ft 1.500 1.750 1.750 1.250 2.000 1.250 1.750 UDefl Ratio 2,509.2 3,243.5 7,022.9 4,497.4 905.4 3,708.4 1,351.4 Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist II (01983-2003 ENERCALC Engineering Software 14189_plan_2613.ecw:Floor Framing Description 2613B FLR FRMG 3 OF 3 Timber Member Informationil B.b15 B.b16 B.b17 B.b18 Timber Section 2-2x8 2-2x8 4x8 4x10 Beam Width in 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hein Fir,No.2 Hem Fir,No.2 Douglas Fr- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 4.50 4.00 9.00 16.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 160.00 60.00 75.00 60.00 Live Load #/ft 100.00 100.00 125.00 100.00 Start ft End ft Results Ratio= 0.3104 0.1246 0.5890 0.9911 Mmax @ Center in-k 9.57 3.84 24.30 61.44 @ X= ft 2.25 2.00 4.50 8.00 fb:Actual psi 364.1 146.1 792.5 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 1,242.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 36.0 15.5 46.4 53.6 Fv:Allowable psi 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK [eactions @ Left End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 @ Right End DL lbs 393.75 120.00 337.50 480.00 LL lbs 315.00 200.00 562.50 800.00 Max.DL+LL lbs 708.75 320.00 900.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.003 -0.062 -0.240 UDefI Ratio 4,142.2 17,201.9 1,734.8 801.6 Center LL Defl in -0.010 -0.005 -0.104 -0.399 UDefl Ratio 5,177.8 10,321.1 1,040.9 480.9 Center Total Defl in -0.023 -0.007 -0.166 -0.639 Location ft 2.250 2.000 4.500 8.000 UDefl Ratio 2,301.2 6,450.7 650.5 300.6 TJI JOISTS and RAFTERS I _ • I Code Code Code Suggest Suggest Suggest Lpick Lpick Lpick Lpick P - 1 Joist b d Spa. LL DL M max V max; El L fb rL Iv L TL2401 L LL360 L max I TL dell. LL dell. L TL360 L LL480 L max TL dell TL deft.LL dell LL deft. size&grade width(in.)'depth(in.) (in.) `(psf) (psf) (It-lbs) (psi) (psi) (ft.) , (ft.) (ft.) 1 (ft.) (ft.) ; (in.) (in.) (ft.) (ft.) (ft.) (in. ratio (in.) ratio 1. I 9 5 TJI 110 1.75 9.5 19 2 40 15 2380 1220: 1.40E+08 14 71 27.73 15.23; 14 801 14.711- 0.66 0.48 13.31 13.45 13.31 0.44 360 0.32 495 9.5"TJI 110 1.74 9.5 161 40 15 2380 122011.40E+08 16.11 33.27 16.191 15.731 15.731 0.72 0.521 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 1101 1.751 9.5 121 40 151 2380 12201 1.40E+08 18.61 44.36 17.82117.311 17.31 0.79 0.58 15.57 15.73 15.57 0 521.... 360 0 381 495 9.5"TJI 110 1.751 9.5 9.6' 40 151 2380 1220 1.40E+08 20.80! 55.45 19. 19L 18 64 18.64k 0.85 0.62 16.77 16.94 16.77 0.561.. 360 0.41 495 I . 9.5"TJI 1101 1.751 9.5 19.2! 40 101 2500 1220' 1.57E+08 15.811 30.50 16.34 i 15.37 15.37 0.64' 0.51 14.27 13.97 13.97 0.441 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500': 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34' 0,68 0.54 15.17 14.84.. ,44.84 0.46 384 0.37 480 9.5"TJI 1101 1.751 9.5 12 40 101 2500 1220: 1 57E+08 20.00[ 48 80 19 11 17.98 17.98; 0.75 0.60 16.69 16.34 16.34 0.51 384 0.41 480 9.5"TJI 110 1.75, 9.5 9.6 40 10 2500 12201 1.57E+08 22.36 61.00 20.58: 19.37 19.37 0.81 0.65 17.98 17.60 17.60 0.55 384 0.44 480 9.5"TJI 210! 2.06251 9.5 19.2 40 10 3000 1330; 1.87E+08 17.321 33.25 17.321 16.30 16.301. 0.68 0.54 15.13 14.81 14.81 0.46 384 0.37 480 9.6"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 15.74 0.49 384 0.39 480 9.5"TJI 210 2.0625 9.5 12 40 101 3000 1330 1.87E+08 21.91..1 53.20 20.26i_ 19 06 19.06: 0.791 0.641 17.70 17 32 17 32 0.54 384 0.43 480 i i 9.5"TJI 210 2.0625 9.5 9.6' 40 101 3000 13307 1.87E+08 24.491 66.50 21.82 20.53 20.537 0.86 0.68 19.06 18.66 18.66 0.58 384 0.47 480 9.5"TJI 2301 2.31251 9.51 19.21, 40 101 3330 13301 2.06E+08 18.251 33.25 17.891 16.831 16.831 0.701 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 206E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16,25•......'"‘16.96 0.51 384 0.41 480 9.5"TJI 230+ 2.31251 9.5 12j 40 101 3330 1330, 2.06E+08 23.081 53.20 20.92; 19.69 19.691 0.82 0.66 18.28 17.89 17 89 0 56 384 0.45 480 9.5"TJI 230 2.31251 9.5 9.61 40 10 3330 1330; 2.06E+08 25.811 66.50 22.541 21.21 21.211 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 I 11.875"TJI 1101 1.75 11.875 19.21 40 10 3160 1560. 2.67E+08 17.781 39.00 19.50 18.35 17.78 0.67 0.54 I ; I ; I t-�-- -17.04 16.67 16.67 0.521 384 0.421 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0,65 18.10 17.72 11.72 0.55 384 0.44 480 11.875"TJI 1101 1.75' 11.875 121 40 10 3160 15601 2.67E+08 22.491 62.40 22.811 21.46 21.461 0.89 0.72 19.93 19.50 19.50 0.611 384 0.49' 480 11.875"TJI 1101 1.75 11.875 9.6 40 10 3160 15601 2.67E+08 25.141 78.00 24.57; 23.12 23.12; 0.96 0.77 21.46 21.01 21.01 0.661 384 0.53 480 11.875"TJI2101 2.0625; 11.875 19.2 40 10 3795 1655,3.15E+08 19.481 41.38 20.611- 19.39 19.39r 0.81 0.65 18.00 17.62 17.62 0.551- 384 0.441 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 _,0.59 384 0.47 480 11.875"TJI 210.1 2.0625 11.875 121 40 10 3795 1655 3 15E±08 24 64 66 20 24.104 22 68 22 68 0 951 0 761 21 05 20.61 20 61 0.64 384 0 521 480 11.875"TJI 210; 2.0625 11.875 9.61 40 101 3795 1655': 3.15E+08 27.551 82.75 25.96; 24.43 24.43 1.02] 0.81 22.68 22.20 22.20 0.691 384 0.551 480 1 11.875"TJI 2301 2.3125) 11.8751 19.21 40 101 4215 16551 3.47E+08 20.531 41.38 21.281 20.03 20.031 0.83 0.67 18.59 18.20 18.20 0.57. 384 0.451 480 11.875"TJI 230 2.3125 11.875 16 40 I 10 4215 1655 3.47E+08 22.49 49.65 22.62 '21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384] 0.48 480 11.875 TJI 2301 2.3125 11.875 121 40 101 4215 1655 3.47E+08 25.97' 66.20 24.89: 23.42 23.421 0.981_ 0.78 21.74 21.28 21.28 0.67 384 0.53 480 11.875 TJ1 230_1 2.3125 11.875 9.6'r 40 101 4215 16557-3.47E+08 29.03 8a75 26.811 25.23 25.2-11 1.05 0.84 23.42 22.93 22.93 0.72 384 0.57 480 i . 11.875"RFPI 4001 2.0625 11.875 19.2I 1 1 40 101 4315 1480 3.30E+08 20.771 37.00 20.931 19.69 19.691 0.82 0.66 18.28 17.89 17.89 0.561 384 0.45 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19,43 19,01 19.01' 0,59 384 0.48 480 11.875"RFPI 4001 1 11.875"RFPI 400; 2.0625, 11.8751 9.61 401 101 4315 1480; 3.30E+08 29.381 74.00 26.37, 24.811 24.81 1.031 0.83; I 23.03 22.54 22.54 0.70 384 0.56 480 Page 1 D+L+S CT#14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Loa c=1.0 Load(9 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc* Fce Fc fc fc/F'c fb fb/ in. in. in. ft. p0 psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 OFF Stud 1.5 3.5 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 18.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 508 1644.5 226.94 220.14 219.80 1.00' 0.00 0.000 Page 1 D+L*W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Budding Factor D+L+W c 0.80(Constant)> Section 3.7.1.5 __ Cr KcE 0.30(Constant)> Sec0on 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bendier Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc' Fce Pc fc fc/Pc tb 1b/ in. in. in. ft. plf psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9988 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.84 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 267.82 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 378.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 969.91 508.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 1.00 1.3 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 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 808.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 864.69 531.23 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 144.26 138.14 17.78 0.13###X## 0.979 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 1285 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 228.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+.SS 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 Buckling Factor DFL+W+Sl2 c 0.80(Constant)> Section 3.7.1.5 ___,.__ _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Walt duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <.1.0 Load a Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc ic/F'c lb lb/ in. in. in. ft. plf psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi WO-to/Fee) H-F Stud 1.5 3.5 18 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.48 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 18 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 988 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9980 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.89 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.869 SPF Stud 1.5 3.5 12 8 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.801.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.85 388.13 299.68 0.77 180.69 0.398 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3267 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 1296.30 945.38 531.23 0.56 148.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13###M## 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 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 0.798 Page 1 TT T TnT T T ��I nm NNN asYa ;NMI !11 nin m w-w w www www wiw wwww wwwwww'4 ola+� • nqm w w w w w w w w w w w w w w w w w w w w w 19.1i! 88 0 888 000 0.0.00=1 V V _ V V i V J $ 0 w 0 T mem 3Ei2 88 V wm w 0 W 7.00. 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Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Ma Wall duration duratio factor factor use Stud Grade Width Depth Spacin• Height Led Vert.Load Hor.Load ..1.0 Load @ Plat:Cd(Fb)Cd(Fc, Cf Cf Cr Fb Fc perp Fb Fc perp' Fc• Fc fc fc/F'c fb/ in. in. in. ft. .If =f .If Fb Fc Qsi •-i • •sii •=i si is( Fb'*1-fc/Fce ®®m�"' ��® '®' �®'' 1.15 113112311113675 1.200.000��'' ESMIMMIIIIIMEIMIlil ®' 111132•11103111131111111ENIMOINEXIMEDICIIIIIIIM 0.9980 NM= 1.80 1.15 ®IM®EMI®' �" 1,200,000 111111E1M1231111EIDIEEMO 340.90 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2857.6 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 0.79 141.83 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 ®®0MEIIIIEEI�"® 0.9966 3986.7 ®1'' ®®162 1.15 675 ®' 800 1,200,000 96811111EMMECIIIIIMMIZE1 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 1.5 3.5 9 30.9 1000 3.57 0.9918 2091.8 1.80 1.15 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud ® 3.5 Bin 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366®875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 3.5 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 0.79 158.68 0.366 SPF Stud 1.5 Nom® . 1690 3.57 0.9940 2789.1 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366® 449.95 388.13 321.90 119_01 0.306 SPF Stud 1.5Kali 2870 3.57 0.9987 4183.6 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,386® 449.95 388.13 339.05 0.87 79.34 0.238 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.10 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 2,033 508 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 1203.70 948.77 506.18 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 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.82 76.47 0.071 SPF#2 11111111111111118.0 3287 3.57 0.3678 3287.1 1.60 1.15 ®1.10 1.15 lidiallfil 1,400,000 2,093®11111. 945.38 531.23 0.56la 0.052 SPF Stud • 14.57 5.0 285 3.57 0.9981 2091.8 1 60 1.15 1.05 675 425 725 1 200 000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 1020 3.57 0 9910 3287.1 1.80 1 15 ®1. SPF#2 19 45 0® 875 425 150 1,400,000 2.93 531 1454.75 244.40 235.32 184.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 180 Nickerson St. Suite 302 '041' Seattle,WA 98109 Project: *- - ..-�.- --. • -_ -+ _ Dare: -,.„_ ,.... - (206).2413-4512 PAX: Cavort Page NUmber. (206}285-0618 3, : APer, P5r 13ItsA ( / Z, .V*' MI44) °Iry P166* &44e. 62"50S) '=-.. .12,0 2r' 64 t 3 ft IL 1...,...,.... _....(it/L(4-0 tj.S) .,,'*n_ �. ib1f& : 1. Ag oki , ,,, , -rbt, •m,>,,,, - 20-010 ........ j sr 1),psr er . ail- wr- g ` ' . fes _;.,. 41-71> te 54 £ :4 l .� e or c- t a s r e.... i p...., q3cA .I„ Me 4- ,:e5 -.gr.. bag*. 'T -� "lam--. 1.07-' ► ` i ' 3-* ,s4 �4 Structural Engineers eleeuiffuj(eJfpt1%S Iiii .?,gig► tail -434-0 ". ) F Lam„ r w x I F4 z1 . • ,... i f{l www {J tl ; , + . 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M.( - - ;_ 3 32t` �,f — — ...i.:1.(, 4 zo t 3 � J2 �� • r C � p VicADoS til - offj . r2,,,,,.„) : , , -. : /,t' ,4, ( ' • 1 11=ick : { 190_ _. \ P4 OP' _! -('J�`{��_�i� 54: , 4036 . $ x nW,� /?,7--/?,7--z...�' . / tir Kt - _c = t 4DS)• ,, ' s pig .: p----' Structural Engineers aY 1 C�Q110S t., D 3./_4; �� ' 1 h 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 S,= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude=Varies N Longitude=Varies W http://ea rtho uake.usos.gov/research/hazmaps/ 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=F.*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM,=Fv*S1 SM,= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Qo= 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 SPS= 0.78 h„ = 18.00(ft) SD1= 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= 1ASCE 7-05(Section 12.8.3) TL= 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=(SD1*TO/0-2*(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 S1)/(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) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) Ew1 *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 0.42 233 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 w1 F, = EF,-wl,x 0.4*SDs*IE*wp 0.2*SDS*IE*wP LEVEL (kips) (kips) (kips) (kips) (kips) Ew1 Max.FPx 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 S-S 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 56.01 ft. V ulf. Wind Speed 3Sec.Oust= 120 120;mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3Sac Gust= 3 x,93 mph (EQ 16-33) Exposure= B B lw= 1.0 1.0'i N/A N/A Roof Type= Gable Gable Ps3o A= 28.6 28.6'psf Figure 28.6-1 Ps3OB= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 r 20.7 psf Figure 28.6-1 ps300=' 4,7_' 4.7'psf Figure 28.6-1 = IMO 1,00' Figure 28.6-1 Kn= 1.00 IMO I' Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) A*Kn*l 1 1 Ps=A*KZt*I*Ps3o= (Eq.28.6-1) Pse= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Ps c= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps D= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A end c sweep= 24.7 24.7 psf (LRFD) PS B end 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(E-W) 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 Ar= 1307 10.4 20.9 V(n-s)= 9.68 V(e-w)= 18.70 klps(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 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 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(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 W) 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 8.25 16.19 1st(base) 0 0 0 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 1 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) I 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 ' 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W' Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V 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 49'-0Y" • 13'-02" 10'-9Y2" 2'-10,2" 7'-2" 2'-5" II'-10" / 12'-2Y2" „I'-9" 5'-7" 5'-2Y2" 3'-6" I 3'-6" • 0 ,' 1111)! I I nWiri _Jr- I -614-' rSMT 5-0'4-0 SL • o > L J w EGRES D EGRESS Ao �� Z q Left 1 co CC ; .I� pm I 'Z Left lig wt' ©IMOMfA o 11 J$ A0zIJIi 2'-7" 9'-3" II N 2 /rn1 ( 1 -6 HCW \ z i IIIIIPt: � Pi H a l N c� o > J'-SY2III ,9'� �� a r. xi t o Ti t1 12'-43a" 4.-3V 4'-73/4" D �: / 7 H 0 0 II r1 j si' It 00%oF IrM.N1 m u 4o ' 1 m I • 1 L--J . C m alic x c Zn t. �® CA -- Q I + v , '� ® 9ony 'Z m f I o il 0, (Is li O R.:* N I 4 I 9; °'D O W 11 N V �" A "'E w 0 N D D 3 A a Q - -mow 'b ' e,✓ �' •D v ( - v � D o\ N rnn A 0 S -n � o f 4.,...._., (/,��1Right 1 � olii A wr � � A o C� ® nhir s & P L !D Z' X -' MF 2-0 TH S ETy,GLAZING D RE LASS D -11}'2"1 6'-5/4 1.-91'41 r 10'-434 3'-4" , 7'-1Y4" 5'-7Y2 5'-5YZ 2'-4Yi, 14'-2Y2" / 2'-11" 46'-1Y2" 22-0 t 12'-0" R ABOOOFVE 1 ♦ ♦ <—� I I e ,. .... ♦ a 6 16-0 7-0 OH ©` -i Gar AB 2 12FGar ABI/ i IREMOVED 2x8 FRAMING FOR Qz ELEC. PANEL Or' 3 L_ FLOOR ABOVE-y _� 5I a ;� N Garage 3•_10/2" 0, I WALL FINISH: z" GWB BOLLARD 3. N CEILING FINISHH %" TYPE X• GWB FlRE-TAPE ALL GWB N WRAP BEAMS BELOW CEILING LEVE INSULATE FLOOR ABOVE. Iill ® ,�J 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM 'I 44 (ADD MORE STEPS AS REQUIRED PER +18"A.F.F. 1© 9-0" _, N SITE CONDITION)—\ o cp, &,4'�' '‘ +- 4i, 16'-0/2 GUARD RAIL WITH 6"HIGH 7 ©2x4 CURB AT BOTTOM- \ FURN lay TOP AT ABOVE Kit/G r • • -• • • ' � Patio r 3-9) (--e- N? A • Pwd r. fir , UP Fe✓s' I o. 7`\ 4.n N I en 1 ti -.-I-, 1 xni o I n L en 1 C� 0' L "' °4 ' .: _....•__ • 42 Hi 1 r11 � ♦ . t � D2 .N 18"x24"CRAWL �, " 4 SPACE ACCESS 2x4 35"HIGH j ; N Kitchen _ o T^ +__ >1 PONY WALL i I t n OW L Ln J 5 Dining ©�I) - • 5I k o 4D LI 0 I 10 - I. '� 4 H_ INSULATE FLOOR OVER CRAWL SPACE B-7y2� % - o COUNTERTOP . 1 `L` j ',., ,4l. OVER STANDARD I m 0 BASE CABINET 1 I e o- +36" A.F.F. I I ' Iw o Q 7+ �"11 i� N UL APPROVED 36"AIDE FLUSH BEAM 2X4 I � 208 z • FACTORY-BUILT DIRECT ABOVE ♦ VENT GAS FIREPLACE 2•-0" 2'-7y2 A ♦N♦ .N �Q a 6x6 POST • • Ell `♦ WI GWB FINISH ,1,) ♦ Entr ♦ V o a I Syy 11 0-m,, I ;;, a Living 2x6 39"HIGH } I I AS APP ABLE I WALL W/FINISH in NPER SITE ` ♦ TRIM AT TOP i CONDI`0�S �. I SAFETY o SAFETY a •.c, GLAZING y GLAZING '-i 11" \ 12" TILE .- I ♦ ♦ N 17h HEARTH 1-6 6-0 F I 1-6.6-0 F c v +--o- 20 m '-7y2 2'-By2" 2•-By2 2'-6" �L A10 a Front LI`� 1 1 j N 22�6 5,0I____ ,'0 SH•2-6 ISS-0 SH 2- 5-0 OH 2,6 5-0$$�H c 3'-9y4 j 3'-0" � 3'-0" 4 3'-0" . 3-9/4" ,, Porch I 'T r , 16-6y2" ` 9'_5y2" n a 16 All .,_ I J 20 1 1 A11 r k 1 7• -II3/4 A kTIONS 26-7" PLAN 7B FIRST FLOOR SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height=' 8 ft. Seismic V i= 3.08 kips Design Wind N-S V I= 5.16 klps 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. (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 v i OTM ROTM Unet U.m OTM RDTM Unet Ustm Usum HD (sqft) (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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 4 384 16.0 16.0 1.00 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 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 0.00ss 0.00 0.00 0.00 0.00 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**! 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 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00; 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00; 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00; 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• •- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 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 EVwlnd 5.16 EVE0 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:Plan7A ID:Upper Left11(MSTR and BR4) Roof Level wdl= 150 pB V eq 870.0',', pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 eq= 239.3 pounds li V w= 1450.0 pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds _�____^ vhdreq= 31.6 plf H1 head= v hdr= 52.7 plf H5 head= 1 y Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1 V_ A Fdragl w= •5 Fdragl, 23.1 Fdrag5 w= ,•.1 Fdrag•w= 72.5 A H1 pier= v1 eq= 43.5 pit v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0 ' v1 w= 72.5 pH v3 w= 72.5 p/f v5 w= 72.5 a- 4.0 feet I feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= , . Fd.• - 13.8 feet A Fdragl w=72.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag+-• 43.5 v P6TN E.Q. I Fdrag7w=46.1 Fdrag8w=72.5 A PSTN WIND II v sill eq= 31.6 pH Hl sill= (0.6-0.14Sds)D 0.60 vsil/w= 52.7 pH H5 sill= 3.0 EQ Wind 3.0. feet OTM 6960.0 11600.0 feet R OTM 25310 30628 V v UPLIFT -741 -769 `t 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 4 ► 4 IN ..._I.4 ►_ I. 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 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Ueum Ueum HD (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (pif) (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 r 0 0.0 0.0 1,00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00'; 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 4 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 1.001 0.00` 0.00 0.00 0.00 0.00 1.00 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 3 0,0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 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 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. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Vsum HD (sqft) (ft) (ft) (Id() (kip) (kip) (kip) (kip) p (plf) (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 0.009 0.00 0.00 0.00 0.00 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 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 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 0.001 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 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=L eff. 7.71 0.00 3.08 0.00 EVwind 7.71 EVEQ 3.08 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: 2nd Panel Height= 9 ft. Seismic V I= 2.23 kips Design Wind E-W V I= 4.84 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.30 kips Sum Wind E-W V I= 12.54 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7pGe 0.6D+W per SDPWS-2008 pt= 1.30 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.G. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL es. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RQTM Unet Veum OTM ROTM Unet Usum Usum 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) Front LIV* 306 5.0 16,5 1.00 0.25' 1.12 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' 0.00 0.00 0.00 0.00 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 0.00 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 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 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/Oar 660 '11.5 11.5 1.00 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 0.0 1:00 0.75' 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 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 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' 236 4.0 8.0 1.00' 0.15 0.87 1.66 0.40 0.51 1.00 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 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP' 118 2.0 8.0 1.00' 0.15' 0.43 0.83 0.20 0.26 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 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 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 1320 22.5 22.5=Leff. 4.84 8.83 2.23 3.08 EV wind 13.67 EVEQ 5.30 Notes: * denotes with shear transfer ABP Alternate Braced Wall Panel-2308.9.3.2 ** Wdenotes 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 p/f 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 •H head= A v hdr w= 147.9 plf 1.083 Iv 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 v 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 41 ► 4 ►4 Hpier/L1= 2.00 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 p/f 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 •H head= A v hdr w= 285.4 plf 1.083 -u Fdragl eq= 484 F2 eq= 484 Fdragl w= .13 F2 - 1213 H pier= v1 eq= 307.6 p/f v3 eq= 307.6 plf P4 E.Q. 5.0 v1 w= 770.6 Of v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= .= F4-.- 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 pff P6 feet OTM 13970 34997 R OTM 6777 8201 e 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 ► . ►i ► 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 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 W 1.083 Fdragl eq= 155 F2 eq= 155 • Fdragl w= , • F2 -479 H pier= v1 eq= 131.1 p/f v3 eq= 131.1 pff P6TN E.Q. 3.5 v1 w= 404.4 pff v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= - F4 -.- 155 feet A Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 pff 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 0 4 104 0 Hpier/L1= 1.56 Al 10- Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23' J.Roof Level w di= r 160: ph` 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 ► -► vhdreq= 73.2 plf ► •Hl head=W vhdr= 225.9 ph J IH5head= W 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdrag6 eq= 96.5 1 A Fdragl w= •,..0 Fdragl . 533.4 Fdrag5 w= 3.4 Fdrag•w=298.0 A H1 pier= vl eq= 134.1 pit* v3 eq= 134.1 ph' v5 eq= 134.1 H5 pier= 4.0 v1 w= 414.0 pH v3 w= 414.0 p/f v5 w= 414.0 i 4.0 feet I 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 Fdraghw=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 V 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 Hpier/L1= 1.26 ► 4 ► ► ► Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95;'.L reduction S .: + 17 = c : 41, x'p A PA Tecnnuc a Topics TT- 7OOF 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—Thc 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,Mininuun 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 www.opawood.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@opawood.org Form No.TT-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 in 2014 APA—The Engineered Wood Association CT ENGINEERING 180 Nickerson St. 302 e Project: (f(L/�'j^��j•'f') 1i �J ( 98109 ( Date: �. I . (206)285-4512 Client: rw 25i60,2 ( 55c_,_ 22�516,,,p.�) PagePAX: Number: (206)285-0618 ri Ve.,: 3,0711 I I 1/) 6-0 CUP oC1S'VL to ' VIrl-----AS-t (el—q/z) ;:r o A, d,6 r : L4' d) 5(i ® . '" X lb`` il' Xtel 03eniA2� 6 --w K- F7(2- (011-1) / dor 6 r (cs)7)V 85TGOA . k7V M-- --V A -8604/16 i tots-:-._ &e____\/19_1.... _ 19. 93t• 4= ()(o,-LY60) 0. 412 (5 0 (.16 WZ3)e-le-) z o i ( o - * z Cl)62 ltal) L e .- ,3-t I- 11 to ) af 5`' 0 x 1 , 1,0/(2' A-4- oi_ 0, 86 ezi uu( b iz-,t z L0y14+7 P&ii112. °4-4- ,‘,, 1 N PD' ., �1 ` �, I I 8,' U ep�v11L5 BIZ k12 die P5 .,K r A16, 10‘) ,e9144- Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 . ,y :, Table 2.2A Uplift Connection Loads from Wind !' ` . (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • 700-yr.Wind Speed 110 115 120 730 140 150 160 170 180 I 195 3-second gust(mph) _ , Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(pif)1'43'4' '7 Design Dead Load 12. 118 - 128 140 164 190 219 249 281 315 369 24 195 213 232 •272 315 362 412 465 521. 612 a! 0 psf6 36 272 298 324 380 441 506 576 650 729 856 2 IRT 48 350 383 417 489 567 651 741 836 938 1.100 ni 60 428 468 509 598 693 796 906 1022 1146 1345 0 • 12 70 80 92 116 142 171 201 233 267 321 0 24 111 129 148 188 231. 278 328 381 437 528 N 10 psf 36 152 178 204 260 321 386 456 530 609 736 0 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 20 psf 36 32 58 84 140 201 266 336 410 489 616 A p4, 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. 2 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 19.2 24 48 Multiplier I 1.00 I 1.33 I 1.60 I 2.00 I 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 ,:•• wall-to-foundation connections,tabulated uplift values shall be permitted to be reduced by 73 plf(0.60 x 121 plf) for each full wall above. f-�1'4. jj F� 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the 19 4 y., '; header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ;<`r ' - For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length `€i j,. includes the overhang length and the Jack span. .4 ' 6 Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. 1 .mss,. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 Seattle,WA Project: Mi Plat 5)AvA C. I L / R65. Date: 98109 (206)285-4 512 PAX: Client: Page Number: (206)285-0618 \141\ti) lAkt(8 010)‘R-i- ‘0,05c))4.L ! I � I�l,S cP 1 1n D :A-Nth off; M4ovl 1 lo MQ ( u.Lri 15P5 P, t) C ►AM `T SS '�; +1)1 . ► $6. 4177 8 EliPe. • 0,k -7--• 04)(o.: (,2,6) )6:p l/ l , ;3 r - ► 1 `SK- Th46C69Pio ) _-6 2)= 2 r LA,* -- ( 4)(2) 1,o ( 6,6) , 1)114_. . gip, 400 Gni 2- Tfv1A- J _-4,� < (2 ( 2, *>61 . 14= (1'6Y 6V2)(P.,-5 (o,G9 .----- 44- Vb4. . c-.04\16'7. Po i i16- (I) - r�'P64. PL -- j sem6-D ict (4,(0.1607m4 ,q, ( Aranvtes Fes- ,o)- Ct.- 65Y co ✓' Structural Engineers TRUSS TO WALL CONNECTION ';I'I vii(II', #OFUES TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI III 1 1 1 HI (6) 0.131" X 1.5" (4) 0.131'X 2.5" 400 P) 1 H2.5A (5) 0.131" X 2.5" (6) 0.131" X 2.5" 5.,:1 1111 1 SDWC15600 - - Citi',_ .. .I ..._. 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" 10/0 100 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131"X 2.5" EA. Wit) ,;"n 2 (2)SDWC15600 - - 'yin 751) 3 (3)SDWC15600 - - I4't, a4F, ROOF FRAMING PER PLAN 8d AT 6" O.C. 2X VENTED BLK'G. • z "•• 0.131" X 3" TOENAIL RL'',"' AT 6" O.C. H2.5A & SDWC15600 STY F \ COMMON GIRDER TRUSS -4- 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) 14 TYP. RAISED HEEL TRUSS TO WALL CONNECTION [ TRUSS TO WALL CONNECTION tiPFyAi.U(:S 1 OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI III 11 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 400 415 1 112.5A (5) 0.131'X 2.5" (5)0.131" X 2.5" --!73-5-r ITT)- - 1 SDWC15600 - - 41:5 115 2 H10-2 (9) 0.148"X 1.5" (9)0.148" X 1.5" 1610 7011 - 2 (2)H2.5A (5) 0.131' X 2.5" EA. (5)0.131"X 2.5" EA. --IOW _-fin._... 2 (2)SDWCI5600 - - 9rii 2.1U- 3 (3)SDWC15600 - - 14'5._._._.._4S ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 8d AT 6" O.C. SDWC STYLE 111% CONNEC110NS 2X VENTED BL.K'G. 4i►� ice %" 11111 il, I H2.5A & SDWC15600 STY 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"= I'-O" (BEAM/HEADER AT SIMILAR) 19 TYPICAL TRUSS TO WALL CONNECTION [