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Specifications CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (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. 4.0 psf Insulation 1.0'psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5'psf Insulation 1.0 psf (1) 112"gypsum ceiling 2.2 psf Misc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF Rh RB.blGABLE!END TRUSS RB.bi j I r 0 MIN. HDR ' �0� MIN. HOR 111 I I _ ' 1dm� I ' II I � II AI I NEP . I II II I I ' I I � I 1 1-"MIENEIMIIMI 11 I Lin I I I I , R ROOF TRUSSES IAT 24" O.C. 1W. f I I CC1 I 1 I = S. II I I I Ni -0 � j I I NI c4 1 I J I III GABLE WEB ' r I 1 1 1 1 1=1111411111.11.1Milii : I I I I I 1 I I I ES I A [IILCIJ 1 N■1 m I I I I 1 �I NW , 1 I 1 Rh 1 0 1 1 Y 1 =IImill1.11 rQ A N 1 I N I I I x I I_ I9 All 1" ."'.11111111M.11"11111111111 , I dm I ' I ' I Nip 1 , 1 I ' I 1 I � I AN1 1 ' [q � �x I ixI , MIN. HDR I I N I I 1��L._ I — - GABLE WEB 1 r ---RB.b3 _, I HDR f' IN. HDR I MIN. HDR�MIN. HDR I GABLE!END TRUSS I- LRB.b4 mJ SCISSOR/BOTTOM CORD TRUSS B SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN MST48tirMST48 i - 41110 iiiihAIL W 0 i i r� to P J1 a , WASHER --J 1' CDENTIRE J 1 DRYER SIDE r UI ENTIRE CO SIDE n i I l 1 o ail GI ... 0 1 ' \ MST37 i<ini MST37 III 1111111111> fal AM VP 8 51.2 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=I'-0" AMERICAN MODERN �� OP3 19 19.1 NOP � _ �—� I ,- tIIP \ GABLE'END TRUSS / / CONT 12 HDR 1 / 1 STHD14 .bl STHD14 ---- - STupu ROOF TRUSSES AT 24. O.C. TYP. 9._6. 6x6 POST 6x6 POST S_Sp9 4 5 -T Pt unn I 1 0 Q IN Q Oi cn ,.J to ccLI cc0 0 0 ttd ®P D14 �1 S 014 I� 1%x14L .,",...............„... Lk 1 �1Ii m l 1 L 17 --- --- F6 ENTIRE 6x6 POST 1 � 1 SIDE I 2 14 FLOOR INUSSE.M,I,�, ROOF TRUSSES i (2)2x10 HD' y• o AT 24. O.C.1�rb1 • II= I r'" i a I I / i ••• 1EN • iz i r ENTIRE P6 LEDGER -.11111111411 I e". mom SIDE I —_ II-- mmmmmmuti 2)2x10 I- 2)2x10 HDR ,r© •ra D.b15 1, qv .0 0I z I 0 o l Ni. rrt' ". I BLOCKOUT FOR v ii W mY j MICROWAVE EXHAUST. 0 9 --J I o 13" CLEAR = w<J 59.0 , _ PICTURE FRAME - OPENING. DIMS N I A o m I % I ARE TO FL STUDS. g-tm ' °IO1l I � N — 0 _ x a, � 11 f ID I N , z 4 II S9.0 11 \ I I i M j�� 0 -0 N L= 1111101111, FIXTURES al I I ABOVE r I 1ic bl r- 6X6 POST a o 12 H 1 I ! 'Q, O E--1- II I o 4 'i N 2x ROOF 1 N 1011 = r, 1� FRAMING I 11 ( - III (s ` J 9._I `L— B.b9 _J ti0 % ! / a . _ � 1 1= A0 LEDGER 1:11N I STHD14 STHD14 IN 4x8 HD-_4x8 NOR_4xB HDR 4x8 HDR E z mnmullrA0 B 11,"; B.b , B..10 ® 1 1 W o PI S9.0 I g 2P3 `c Io 1z VP B.b18 1q.b17 4x12 HDR 4x12 HD' QI 6x6 POST 0 W/ACE4 17 18 0 6x6 POST A11 A11 6x6 POST W/ACE4 W/AC4 Q ALL HEADERS CHANGED TO (2)2x10 U.N.O. LOWER LEVEL SHEARWALLS PLAN 7B UPPER LEVEL FLOOR FRAMING 1/4"-1'-0" AMERICAN MODERN • -1Uy2 16'-3" .5-10712 1MI 5 ,-0 56.6.10 0 S6.0 gaiP -7�--- -- I Ir. STHD14 -- STHDI' / Z Q W C * J O N o_ 31¢" CONC. SLAB Z g OVER 4" FREE DRAINAGE MATERIAL O w OVER COMPACTED FILL117f >-_ Q Q H --L ^ N X ' e --- I 0 H I VERIFY GARAGE SLAB HEIGHT i w^ .. Z WITH GRADING PLAN o Z = O y 0 O 0 o e u' H 0 78•-DY" 3'_11Y21 m n n r, J 9._0. 10 ♦ • -16" j' I I r---I I © . I I Ln " I 10 VARIES • MIN. `j I I I FURN. o 3�t CONC. 14 I SIM. 56.0 e ABOVE M 0 PA11O SLAB I -3" FROM TOP OF In o KIP I STEM WALL IL u I In SLOPE I -1s"I P4 STHD14 �L__41 `'i o 2" DN i--� L I lT-- Title: PLAN 2613 Job#14189 Dsgnr: TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 Page 1 y User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 1 _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:ROOF FRAMING Description 2613B ROOF FRAMING Timber Member Information 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 Ar,No.2 Hem Ar,No.2 Hem Fir,No.2 Hem Ar,No.2 Hem Ar,No.2 Hem Ar,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No _Center Span Data 1 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 Results Ratio= 0.8084 0.1825 0.7366 0.2405 0.2627 0.8831 0.5124 0 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 _Reactions 1 @ 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 0 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 Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software - 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING [limber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Rr- Lardh,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No [Center Span Data Span ft 5.75 Dead Load #/ft 195.00 � Live Load #/ft 520.00 I esults Ratio= 0.9884 ` �RMmax @ Center in-k 35.46 1 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions II @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 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 PLAN 7 ABD.ECW:Floor Framing 11 _(c)1983-2003 ENERCALC Engineering Software Description 2613B FLR FRMG 1 OF 3 Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 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 Fir- Rosboro,Bigbeam Revel,LSL 1.55E Hen Fr,No.2 Rosboro,Bigbeam Douglas Fir- Han 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 1 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 11_Results Ratio= 0.9911 0.4315 0.0864 0.4901 0.6447 0.6054 0.9607 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 OKBending OKBending OKBending 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 1 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 800.004,7 08.00 800.00 910.00 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 ` Center DL Defi in -0.240 -0.173 -0.001 -0.005 -0.166 -0.010 0.030 1 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 m1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing 1 Description 2613B FLR FRMG 2 OF 3 Timber Member Information B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 1 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 Fir,No.2 Hem Ar,No.2 Douglas Fir- Hem Ar,No.2 Hem Fir,No.2 Hem Ar,No.2 Hem Ar,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 DataII 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 I 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 ReactionsII @ 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 (01983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Foor Framing Description 2613B FLR FRMG 3 OF 3 Timber Member Information B.b1S 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 Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- Douglas Fr- Larch,No.2 Lards,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 II 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 I __ End ft esults Ratio= 0.3104 0.1246 0.5890 0.9911 �RMmax @ 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 _Reactions 1 @ 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 OK11 Center DL Defl in -0.013 -0.003 -0.062 -0.240 UDefl 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 Def I 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 -------------------.------------_________.__________ 1 Code Code Code 1 Suggest Suggest Suggest ' Lick : Lpick IrpLick Lick Joist i b d Spa. LL DL M max V max, El L fb Liv L TL240'L LL360 L max TL deft. I. dell.+ L 11360 L LL480 L max ff.de-11TL deft. LL aefl. LL dell. s¢e&grade ,width(in.) depth(in.) (in.) (psf) {psf) (ft-lbs) (psi) (psi) 1 ) (ft.) (ft.) (n) (ft.) 1 (tt.) (in.) I (in.) - (ft.) (ft.) (ft.) (in.) i ratio (in.) ratio 9.5"TJI 1101 1.75 9.51 19.27 40 15 2380 1220; 1.40E+08 14.71 27.73 15.231,- 14.80 14.71, 0.66 0.431 I 13.31 13.45 13.31 0.44; 360 0.32 495 . 3 0 0.3 495 1.40E+OS 16.11 33.27 16.191 15.73 15.7310.72. 0.521 14.14 14.29 14.141 ' 0.471360 0.34 495 9 5 TJI 110 1.75, 9 5 16� 40 15 2380 12201 9.5"TJI 1101 1.751 9.5 12 40 15-2380 1220. 1.40E+08 18.61 44.36 17.821 17.31 17.311 0.79 0.58 15.57 15.73 15.57 0.52j 360 0.381 495 9,5"TJI 110; 1.751 9 5 9.6 40 15 2380 1220L 1.40E+08 20.80 55 45 19 191 18.641 18.641. 0.85 0.62 1 16.77 16.94 16.77 0.56L_ 360 0.41 495 9.5"TJI 110 1.751 9.51 19.21 40 10 2500 1220 1.57E+08 15.811 30.50 16.341 15.371 15.37 0.64 0.511 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 '' 14.84 0.46 384 0.37 480 9.5"TJI 1101 1.751 9 5 12' 40 10 2500 1220 1.57E+08 20.00 48.80 19.111 17.981. 17.98: 0/5t 0.60 I 16.69 16.34 16 34 0 51 384 0 41 1 480 --- ------ ---- --- - -- ----- ----- ---- ----- - ------ 9.5"TJI 110' 1.75 9.5 9.6 40 10 2500 1220 1.57E+08 22.36 61.00 20.58-1 19.37 19.37 0.811 0.65.65 I 17.98 17.60 17 60 0 55 384 0.44 480 9.5"TJ12101 2.06251 9.51 19.2 40 101 3000 1330 1.87E+08 17.32 33.25 17.32: 16.30 16.30 0.681 0.54 1 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„, ,15.74 0.49 384 0.39 480 9.5"TJI 2101 2.06251 9.5' 121 40 10 3000 13301 1.87E+08 21.91 53.20 20.26! 19.06 19.06 _ 0.791 0.64 j 17.70 17.32 17.32 0.541 384 0.43 480 0.68 8. 3 0.4 -_- 9.5"TJI 210 2.06251 9.5 9.6 40 10 3000 1330r 1.87E+08 24.49 66.50 21 82 20.53 20.53f 0.8610.68 19.06 18.66 18.66 0.58r 384 0.47 480 9.5"TJI 2301 2.31251 9.5 19.21 40 10 3330 13301 2.06E+08 18.25 33.25 17.891 16.83 16.831 0.701 0.561 { 15.63 15.29 1529 0A91. 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 16.26 ,, 16.29 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.51 121 40 10 3330 1330' 2.06E+08 23.081 53.20 20.921 19.69 19.691 0.82 0.661 18.28 17.89 17.89 0.561 384 0.45 480 9.5"TJI 230 2.31251 9.5 9.61 40 10 3330 1330; 2.06E+08 25.81 66.50 22.541 21.21 21.211 0.88 0.71 19.69 19.27 19.27 0.601 384 0.48 480 - --- 11.875"TJI 1101 1.751 11.875 19.2r 40 10 3160 1560, 2.67E+08 17.78 39.00 19.50 18.18.35 17.78 0.671 0.54 17.04 16.67 ',16.67. 0.. 52 384 0.42 480 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 s.17.72 0.55 384 0.44 480 11.875"TJI 110 1.75 11,8751 121 40 10 3160 1560 2.67E+08 22.49' 62.40 22.81 21.46 I 21.46; 0.89 0.721 19.93 19.50 19.50 0.611 384 0.49 480 11.875"TJI 110: 1.751 11.875 9.6 40 10 3160 15601 2.67E+08 25.14 78.00 24.57: 23.12' 23.121 0.96 0.771 21.46 21.01 21 01: 0.66 384 0.53 480 1 - --------- ..--- 11.875"TJI 2101 2.06251 11.875 19.2 40 10 3795 1655r 3.15E+08 19.481 41.38 20.61 19.39 19.39] 0.81 0.651 � 18.00 17.62 .17.62 O.SSr- 384 0.44 480 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 1 480 11.875"TJI 210 2.06251 11.875 121 40 10 3795 1655. 3.15E+08 2464 66.20 24 10L_ 22.681 22 68 0.95 0 761 21 05 20.61 20.61 0.641 384 _0 521 480 11.875"TJI 210 2.0625 11.875 9.6 40 101 3795 1655.: 3.15E+08 27.55 82.75 25.961 24.43 24.431 1.02 0.81 22.68 -22.20 22.20 0.691 384 0.55 480 ...._._. ..._...._ ............. 11.875"TJI 2301 2.3125 17.875 192 40 101 4215 16551 3.47E+08 20.53 41.38 21.281 20.03 20.03 480 0.831 0.67 18.59 18.20 :18.20 0.571 384 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 ! 19.34 0.60 384 0.48 480 1. 11.875"TJI 230 2.3125 11.875 121 40 10 4215 16551 3.47E+08 25.97 66.20 24.89; 23.42 23A2 0.98 0.78 21.74 ___21 28 21.28 0.67 384 0 53_ 480 11.87F TJI 230 2.3125 11.875 9.61 40 10 4215 1655 3 47E+08 29.03 82.75 26 817 25.23 25.23 1.05 0.841 23A2 22.93 22.93' 0.72 384 0.57 480 - - l I 11.875"RFPI 400 2.0625 11.875! 19.21 40 10 4315 14801 3.30E+08 20.77! 37.00 20.931 19.69E 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 400 2.06251 11.875 26.281 24.48! 23.03 23.031 0.961 .93 0.651 3841 0.521 480 11.875"RFPI 400 2.06251 11.875 9.6! 40 101 4315 14801 3.30E+08 40 10 4315 14801 � 29.38 74.001 26.371 24.81 24.811 11.031 0.83) 23.031 22.54 21.38 20.93 22 54 0.701 384 0.56 480 Page 1 TIT L L,T T T T TV -Tib V T V T"NO T T T T T T G I X nn aTYl�l Ta nnn TTTTT mNNmNN C nn�nm+ n N W N N N m m W W m N 4] Q m t n nnnnnn nnnnnn NN N NNN NNN NNNNNN NNNNNN' oc N N N N N N N N N t:1= N NNN i I N N�S w w % 9 p l m O m x N c T 88 W 888 WWW m N.N W W VVV � tl V V V v = HER NT A m m W m m m m m m W.^ O E Q mm V N.5 Nm tNlN NNm m N N tNOmm ^ N W i + ++ N N O N N N N W N p O m m m � W m� O O � N N N N O O W O m W w m A W w W m m P G C 0 +++ o N W V 0 O O N 4 N N N 0 0 0 0 0 0 8 0 0 fm1 0 0 G 2 m o O o 0 0 0 0 0 O o 0 0 0 0 0 0 0 0 0 0^Q 2 0 oN m Or N W mWV Mill 000 y W rN gA V r m NjV+N+ WA gA gP C1 PALM Nm Nm mm ®N m N O m '� VmAmAA T y $+O o oO$ 888 888888 888888 U.! 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W �N D o$$ o$w$$v^D O Z O O 888 0 0 0 N N N N N N � A � fn N N N N N N N N NNN N N N N N N N V T EE N EEE V N N 0 0 0 �I V N fV n tsi n n.,151-0 v O m V N N N N N N N N O N + A N N A A P A IA N A N A N N A a ln N N N N $$N C W _ aT' m N O o o+ N N 0 N N N N N N $0 0$00 o tl-" "711 0 0 O m m O A O O A A W 8 o HEM N o O O D O p o 0 0 0 0 0 0 0 D o o$ a o 0 m Z $e § $$0 § k§§§§§ $8 8$$8 1010 gT n_C� V$ A 0$$ V j j E�0 m m01 m m m t� m m-Q T Q + A A A A A> A>+A A A $9 W ww EEE$, 1010+ $ w22242 $$$$$$ NWW W pp��tWpmmm 2y W N m N NJ AN� mmm mm m OW OI O+W 01 W 20 - NA Et-ME A O�NA W+m tli MIE3 m St A p N O N S O N W N N O N m X00 N N N N$S W mm a� O ww N w N EEE W J+� EEEEE N U mN O O N 0 0pp: V 0 + m O +m AN N OWOWN -12R WW WVVN N NN (u O N N j j i 00pp Y m ro AAA N +m p w $$$ V m V N N O A W O O b_0 SS + N N N 888 Q V O a P m R N tm!N 8 N V 80 O WNN nam 8108888 888888 $ O O O 0 0 0 0 0 0 O O O O O O O O O m 8 8 O 8 8$ 8 0 8 8$8 8 8 8 $8 8$8 0 O O 0 0 0 O O 0 0 0 0 0 ?a O O O G S o CO §§§§§§2 O O O O O OO 0 0 8 $0 0 0 'er DtLoW CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor DtL*W c 0.80(Constant > Section 3.7.1.5 _ Cr KcE 0.30 Constant > Section 3.7.1.5_- 1.11111 -__ 1111111Cf Fb _Cf c M.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 duratio factor factor use Stud Grade Width Depth Spadn. Height Le/d Vert.Load Hor.Load u 1.0 Load(0 Plat=Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp Fc Fce F fc fc/F'c fb Po/ in. in. in. ft. plf 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 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.48 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 0.9898 2657.8 1.60 1.00 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.85 384.87 246.35 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 1.05 1.15 675 405 800 1,200,000 1,366 509 840 449.95 384.87 271.43 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 1.05 1.15 875 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.80 1.00 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 930.9 700 8.46 0.9115 2091.8 1.60 1.00 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 ®®® I 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366® 761.25 378.09 328.30 214.29 0.65 335.64 0.567 SPF Stud 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 II 8.25N 1405 8.13 0.9952 2789.1 1.60 1.00 1.05® 675 425 725 1,200,000 1,366 531 EzumumaimEmEacsonanum 0.490 SPF Stud 1.5 3.5 8.25 iii 2320 8.13 0.9958 4183.6 1.60 1.00 1.05® 675 425 725 1,200,000 1,386 531 SEM 376.35 294.60180.69 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 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.8 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 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 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 148.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.10 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 EIEMIMESINEINIIIMIIIIIIIIIIESCRIME 0.6033 INEEDUIIIIIKEI®" ®®i 1.15 111B111:011®' 1,400,000 J I 806.08® MIME 0.169 SPF#2 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.10 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.89 531.23 0.60 148.34 0.118 SPF Stud 14.57 50.0 70 8.46 0.9957 2091.8 1.80 1.00 1.05 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13#p0### 0.979 SPF#2 : 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.10 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 108.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 226.94 219.02 98.97 0.44 927.02 0.796 Page 1 D.L.W.-.5S CM 14189-Betehny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Budding Factor D+L+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 NOS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duratio factor factor use Stud Grad: Wdth Depth Spadn. Height Le/d Vert.Load Hor.Load u.1.0 oad @ Plat:Cd(Fb)Cd(Fc Cf Cf Cr Fb Fc perp Fc E Fb' Fc perpFc• Fee Fc fcfb fb/ in. in. in. ft. p8 psf plf (Pb) (Fc) pal psi psi psi psi pal psi pal psi psi pal Fb"(1-fclFce) H-F Stud 1.5 3.5 16 7.7083 28.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 515.42 441.22 278.10 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 194.29 ' 447.52 0.674 0232:1111®®®�®''-� 1 ®®�®� 405 800 1,200,000 1,366 340-00111153121111131031 r �� 0.584 H-F Stud H-F Stud ®® 1.37 0.59 8.25 28.3 1445 8.13 0.9959 2857.8 1.60 1.15 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 ®1 05 1.15 675 405 800 1,200,000 1,366 506 449 95 395.22 275.24 0.70 1.05 1.15 675 405 800 1 200 0 1,366 506 1E 9.95 395.22 250.16 0.63 271 03 0,511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.05 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 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 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 ®a 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.82 IRE 361.37 0.588 SPF Stud 1.5 8.25 28.3 1430 8.13 0.9952 2789.1 1.80 -1:15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 271.03 0.503 SPF Stud 1.5 3.5 8.25 28.3 2360 8.13 0.9922 4183.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.89 .396 H-F#2 1.5 5.5 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 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 825 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 0.53 148.34 0.124 SPF#2 1.5 5.5 - 07.7083 18.8 3287 9.71 0.3872 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 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.78 0.13 WWI, 0.979 SPF#2 1.5 5.5 18 19 41.5 860 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 1454.75 244.40 235.32 108.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 800 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 D+L+S+.SW CT#14189-Betahny Creek Falls I LOAD CASE I (12-15) 1 (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+Wf2 c _ 0.80,(ConstanL>_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 Mez.Wall duration duration factor factor use Stud Grade Wdth 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 Fb' Fc perp' Fc• Fce F'c fc fc/F'c fb lb/ in. in. in. ft. p6 psf plf (Fb) (Fc) psi psi psi psi psi psi pal psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23, 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,388 506 966 378.09 340.90 246.35 0.72 223.76 0.470 44-F Stud 1.5 , 3.5 12 9 30.9 1360 4.23 0.9976 2657.8 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 167.82 0.403 kl-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.408 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2857.8 1.80 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 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 338.41 0.86 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 30.9 965 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.8 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.398 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 1,366 531 875.438 449.95 388.13 299.88 0.77 180.69 0.398 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2830 4.065 0.9969 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.80 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 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 18.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 16 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 11-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 2,033 508 1644.5 226.94 220.14 139.80 0.64 463.51 0.594 Page 1 D+L+S+,7E CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+5+E/1.4 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.Well duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <.1.0 Load GI Plate Cd(Fir)Cd(Fc) Cf, Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc tc/F'c fb fb/ In. In. in. It. p# psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-1c/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 966 378.09 340.90 256.51 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 1,200500 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 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9986 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 378.09 338.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 268.57 0.80 141.63 0.358 SPF Stud 15 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 18 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 18 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 78.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 508.18 0.53 64.28 0.055 SPF#2 1.5 5.5 18 7.7083 18.8 3287 3.57 0.3154 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 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.58 64.28 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 . , aill 1 1 - 130 NO:error),St, Suite 302 / t . M r Seattle,WA / Project: (`-- ...-..- -=.S . 93109 4 " Date: - „ Client: PAX: Page Number:. (206)2364618 * 04 p P OKA, • 0000 P5r 04 ' I50T, V"*. f414‘. ^T--/20 . Oa- "5 , MAL 2- (W)eic+15 v= 3eis- AI, Iv- i OP ftti. k 0tfizil$) .... los /belt> AP -1$tl. favpitV liis t Iv ...3.. - 2coc) .... i Sr c)r-sr. "-- ---3i— — tor:. gr#Ly4to.fris\>00.3 .4..... cam 5y . tel stt ,..4., ii ( 2.W)--451;:its e 0 c AI - .- linre f- i p....,. , 1114 ail=. 1.87- 4 47-44019,.. pix . , .... , , . 2.:16'' 1 3eiv Seiftem rA Structural EngInaers . 180 Nickerson St. re ENGINEERING Suite 302 I N C. Seattle,WA �} 98165 Project: E ( P ,,(� Date: (206)285-9512 Ghent: S J P1h 4 ' yf i/ L ••Page Number (206)285-0618 CSS 4= k ? J 64. �: . 4 ; Rte= titins.). , ?-71 42 t viz - � , -:: � ` t �.. 4DO5 :- n — . - f .. ''P6 a V C 2 : )"1"" I' J LY C.t : W/ _,. - , 100 . N ' - of -. - SDIA, rr;`` ( Aare.�, wotik. ,uatokt. .: .v... 1 s. 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' : & d Il' Structural Engineers ‘.e.e._SOFfrOc 4,3.6.4; 3 - U,_ _ ________- ,Ift...._-/„ folg.ribi '‘',); ........1 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 D —"Stiff Soil" Risk Category I/II/III Class gion' -1'''- ---,-,- -is I -8-----' 7;2-'-t ir,--,4 ,� ,e `,, ,.,4 i01"^� k 4.4-'-:-.' .. r s s • o` , 'i AMEl 1 } ' E i y tai "`' �� USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S� = 0.720 g S: = 0.423 g SMS = 0.667 g SDI = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCE*Response Spectra Design Response Spectrum cell i.io 0. o 0:_32 0 U 04* 77 GS' 40 I so 044 0.41:. a22 12 da21 0,22 cif. L4.il 0. ! 00 #. fl.o0 PI.20 0.t0 o C0 o o 1.04 1,20i to 1.d x o 2.00 too 0.2o a* o 0. 0 a i.00 h." i_at!r Y. i 2.00 T(c.c) ( Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14253: Plan 2613 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE=II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W http://earthq uake.usgs.gov/research/hazmaps/ http://geohazards.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SMS=Fv*Si SM1= 0.75 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS Sips= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 SDI= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 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 Sips= 0.78 h„ = 18.00(ft) Sp,= 0.50 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.50 k = 1ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sps/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sp,/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*TJ/(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 SOAR/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,„, = 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 0.42 233 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 W; Fp, = EF;*wpY 0.4*SDs*IE*wp 0.2*SDs*IE*wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, F,, 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 56.0'ft. V ult. Wind Speed 3 sea a,At= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec.Gast= m,,,,,, i mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0> N/A N/A Roof Type= Gable Gable PS30A= 28.8'. 28.6 psf Figure 28.6-1 Ps30 e= 4.8 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 KK= 1.00 1.00' Section 26.8 windward/lee= 1.00 ; 1.00(Single Family Home) A*Kn*I : 1 1 Ps=X*Kzt*I*peso= (Eq.28.6-1) PsA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) PsB= 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 A end C average= 24.7 24.7 psf(LRFD) Pse and 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 psf 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-VV) 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(n-s)= 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 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-VV) Roof - 18.00 18.000.00: 0.00 0.00: 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00 0.00 0.00; 0.00 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-MinJPart 2/Part 1 ASD Wind(N-S)(LRFD) Wind(EW)(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 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) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3P 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) I (for ASD) (for ASD) 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 9801 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'-0h" ' 13'-11y2" 10'-gyp" 2'-10Yp" 7'-2" 2'-5" 11'-10" i I2'-2Y2" ,1-9" 5'-7 5'-2Y2" 3-6" 3-8" • O� ©I 1 r , _, . MT 5-0'4-0 SL II ,� ...,,,,,,,,,n,,,.,.,.�„.���•• ��= U , ECRES� EGRESS I + o > u Z p• q... Left 1K co 1 aLA N G D 4-0 3-0 F _ AFETY GLAZING , A Deft D rn ley ° I” GO w ql'T . F.rt. W 3 O g I�__ w q I41. IIIIII1M ' 111 ® .0W �D 6D a T G r/ 3 G_- 2'-7" 9'-3" 0 NII NCW �\ Z �! 111 1 ' 0 LI a ^'v`C. yc4r- 5 > 3'-5Y2 A N O N A 0 O O `1C T n 12.-4Y4" 4.-3)F 4._73a" w / 7 T • 4J I N 1, I]o m 1 ti.' x" stip N f yIN I , ' °Q..- = Insr.1l W w O1 ', ;nol n = C� o (,/1 N __ o2 il ma, ' a� • D N f"h D oawN �n� eL Dfa> 'LI OP * I m ® R. ■ 1 0 y O N yON■ Fi • I ,.101 /W` ?1A Dr w , NIs �� OI Ama VIO II T; W 4. O I N y r V AU I 1J = D n IL 0. a m\ N m A N o O ? 1 0 �:' �1 v Right 1 1 71 w ��; a Q ' 'C i ® nit $ dc P 111011n1 .� , 1 = I D -. '-. F 2-. T N AIIMMINI TY�GLAZING D RE LASS> -1521 8.-5Y4" .-B�1 '! 10'-434" 3.-4" 7'_1Y4" 5•_7 " ' 5-5Yp ,2'-4Y", 14'_2Y2" • 2.-11" 46'-1Y2" ' 10•_0• 12._0. ROOF t rABOVE -I j 6 16-0 7-0 OH © -i I Gar AB Gar ABM/ REMOVED 2x8 FRAMING FOR Q ELEC. PANEL I—_ FLOOR ABOVE I Io To N Garage 3.-11)2 1 WALL FINISH: 14"GWB BOLLARD ° M CEILING FINISH %" TYPE 'X' GWB � FIRE-TAPE ALL GWB N O D WRAP BEAMS BELOW CEILING LEVE. INSULATE FLOOR ABOVE.49 r 42"x12" WOOD TREAD MAX. RISER 7" PLATFORM D .1.3 (ADD MORE STEPS AS REQUIRED PER +18"A.F.F. © I • a SITE CONDITION) o'�' .,,,4 GUARD RAIL N1TH 6"HIGH 1 2 2x4 CURB AT BOTTOM- FURN b 02 'TOP AT+36" ABOVE NOSI Rear Kit/G-r�ai\-. . Patio ♦ . _—_ ._. .._. . , ? ---- k o a 2j .-4 21' TB E—--o- 1 Q h I N I i., 1 �_—'. 1 N mom— �7 �L b • •rn UP z `N 1 --a 1 F:a, Y.. 1 i n N I I -. I I\ -,..,1 �� !� n N �_ 1 � 1 _ 1•,.. Alk Fr 4-0" -7Y2 3'-10" 2'-6" HIT v ur 0 I� 18"x24" CRAWL �� .4 SPACE ACCESS 2x4 35" HIGH , • Kitchen b' o }__Ln PONY WALL o I Ria-, 10 `I 1 . DW L>� h 0 Dining © © ---= , • I M• D :� `I o 0 To) C INSULATE FLOOR OVER CRAWL SPACE { I 6-7Y2 =?. b I o COUNTERTOP ,�- 1 a • "+ OVER STANDARD . I 1 '? A BASE CABINET 1 ; I m < '` +36" A.F.F. I I ll v, - o i .:I UL APPROVED 36" WOEA FACTORY-BUILT DIRECT FLUSH BEAM 2X4 , 208 ABOVE ♦N♦ VENT GAS FIREPLACE . ' ( 6x6 POST ^�` r�I W/GWB FINISH ,1 Entry `17,o '' o 5 in 0 I•� li - aLiving 2x6 39"HIGH Y2 + of �ASPAPRP SI ABLE • I I WALL W/FINISH u, Y " CONDITIONS TE © TRIM AT TOP . z e ♦ ♦ • 1..c...%, SAFETY o SAFETY - LI GLAZING n GLAZING --Fl •, 1 ■ 1. 12" TILE -..'I �� - 1....... . -' �-- 20 o HEARTH mx. ....II-6,6-170F,, I 1-6I6-0 F ' N A10 < Front LI`� -7Yz}z-eye l 2 6Yz z s" N N 1 . _ .r( a ?7.p 54-0 SH 2-6 -0 SH 2- 5-0 SH 2 6 5-0$H 3-9"yy 4 l 3-0" .1, 3-0" I, 3-0" � 3'-9X4" {I Porch i'-): 16'-02" 9'-5Y2" n • .- 16 All t___—___—J� .+�• t -•20II J All I 17-0" ,„ 7-113/4 Y-i kTIONS , , 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 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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL ell. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Unet Usnm OTM RQTM Unet Unum Usuro HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (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 0.0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext right1`* 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 perf 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 0,00` 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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. 5.18 0.00 3.08 0.00 EV wind 5.16 EVEQ 3.08 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB It:CT#14189:Plan7A ID:Upper Leftl*(MSTR and BR4) 'r<Roof Level _.. wdl= 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 -i ► v hdr eq= 31.6 plf ► ► A H1 head=A vhdr= 52.7 plf IH5head= F 1 y Fdragl eq=43.5 Fdrag2 eq= 13.8 Fdrag5 eq=27.7 Fdrag6 eq=43.5 1. Fdragf w= 5 Fdragl, 23.1 Fdrag5 w= •-.1 Fdrag.w=72.5 n Hl pier= vi eq= 43.5 plf v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0 of w= 72.5 p„ v3 w= 72.5 plf v5 w= 72.51: 4.0 feetfeet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 v Fdrag3= ,.. Fd2. - 13.8 feet A Fdragf w=72.5 Fdragi w=23.1 Fdrag7eq= .7 Fdrag8-• 43.5 P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND 1 v sill eq= 31.6 plf Hl sill= (0.6-0.14Sds)D 0.6D v sill w= 52.7 plf H5 sill= 3.0`:..: EQ Wind :. 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 v UPLIFT -741 -769 Up above 0 0 Up Sum -741 -769 H/L Ratios: Ll= 11.0 L2= :: 2.5 L3= 3.5 L4=:'. 5.0 L5= 5.5 Htotal/L= 0.29 Hpier/L1= 0.36 ► 1. 1. 1.40. Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction 4 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 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL etf. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Us., OTM ROTM Unet Ue„m U,um HD (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIf) (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 i 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 `f 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 perf 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 1 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 5.18 2.23 3.08 1.00 EVwlnd 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:PIan7A 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 Logy eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM Roan Unet Ueuni OTM RoTM Unet Utter', U. HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 406 5.0 17.0 1.00 0,15' 2.44 0.00 0.98 0.00 1.00 1.00 254 P4 P4 489 10.15 3.21 1.60 1.60 19.55 3.83 3.63 3.63 3.63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front Bath* 234 4.5 9.5 1.00 0.15 1.41 0.00 0.56 0.00 1.00 1.00 162 P6 P6 313 5.85 1.61 1.11 1.11 11.27 1.92 2.44 2.44 2.44 - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 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=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 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:Plan7A 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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi.= 1.30 Table 4.3.3.5 Wind Wind r.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv level V abv. 2w/h v i Type Type vi OTM ROTM Unet limn OTM RoTM Unet U,un, Uenm HD (sqft) (ft) (ft) (kit) (kip) (k•, (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV* 306 " 5.0 16.5 1.00 0.25 1.1 3.85 0.52 1.54 1.30 1.00 534 P2 2P3 995 24.03 5.19 4.35 5.95 44.77 6.19 8.90 12.53 12.53 - - 0 0.0 0.0 1.00 0.00 O.,* 0.00 0.00 0.00 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 5.00 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 0.1• 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 'r 0.0 0.0 1.00 1.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 l 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 a0 0.00 0.00 0.00 Q.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 660 `11.5 11.5 .00 0.15' 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 4.99 1.57 1.57 44.14 5.95 3.52 3.52 3.52 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear BR23, 0 0.0 0• 1.00 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 if.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .ar A:' - 2 6 4., v8.0 1.•0 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 1.011 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar A: • 118 2.1 8.1 1 00 0. 5 0.4 •.83 0. 0 0. • .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 - - 11 11,• e,e "I •,•• 1,11 1,1111 11,01 11.10 1.11. 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 l 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1320 22.5 22.5=L eff. 4.84 8.83 2.23 3.08 EVnd 13.67 EVEa 5.30 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#14189:Plan7A SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 plf V eq 980.0' pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= 2440.0! pounds V1 w= 1220.0 pounds V3 w= 1220.0 pounds ► i v hdr eq= 59.4 p/f ► •H head= A v hdr w= 147.9 p/f 1.083 jv Fdragl eq= 342 F2 eq= 342 • Fdragl w= :=0 F2 -850 H pier= v1 eq= 196.0 p/f v3 eq= 196.0 plf P6 E.Q. 5.0 vl w= 488.0 p/f v3 w= 488.0 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= F4 e•- 342 feet • Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 p/f P6TN 2.0 EQ Wind v sill w= 147.9 p/f P6TN feet OTM 7921 19723 R OTM 10124 12251 if 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 ► 4 ►t 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 p/f 1.083 v Fdragl eq= 484 F2 eq= 484 • Fdragl w= .13 F2 -1213 H pier= v1 eq= 307.6 p/f v3 eq= 307.6 p/f P4 E.Q. 5.0 vi w= 770.6 p/f v3 w= 770.6 plf P2 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= .: F4 e.- 484 feet • Fdrag3 w= 1213 F4 w= 1213 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 113.9 p/f P6TN 3.0 EQ Wind v sill w= 285.4 p/f P6 feet OTM 13970 34997 R OTM 6777 8201 v v UPLIFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: L1= 25' L2= 8.5 L3= 2.5 Htotal/L= 0.67 Hpier/L1= 2.00 041 ► Hier/L3= 2.00 P L total= 13.5 feet JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath* Roof Level w dl= 150 p/f V eq '590.0EE 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 plf — •H head= T v hdr w= 191.6 p/f 1083 IW Fdragl eq= 155 F2 eq= 155 • Fdragl w= , • F2 -479 H pier= vl eq= 131.1 plf v3 eq= 131.1 Of P6TN E.Q. 3.5 v1 w= 404.4 plf v3 w= 404.4 p/f P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= • F4 e•- 155 feet • Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 Of 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 ► 4 ►4 ► Hpier/L1= 1.56 4 ► Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear Upper BR23* S'Roof Level w dl= 160 plf V eq 1610.0', pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds VS eq= 424.811pounds V w= 4970.0 pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds vhdreq= 73.2 plf --110. A H1 head=T vhdr= 225.9 ph' I H5 head= W 1 W 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= vi eq= 134.1 ph v3 eq= 134.1 ph v5 eq= 134.1 H5 pier= 4.0 v1w= 414.0 ph v3 w= 414.0 pH v5 w= 414.0 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 y Fdrag3= •c. Fd-•-- 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e• 96.5 V P6TN E.Q. Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 plf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 225.9p/f H5 sill= 3.0 ; EQ Wind 71 3.0 feet OTM 12880.0 39760.0 feet R OTM 18074 22078 • y 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 ► • ►• ►, 1041 f Hpier/L1= 1.26 Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction :7. ,.7:4;z7;717,.;7,;,...,:.7 �;1Z�i Sit '.;" QY': Vit- .' M1' a �,a ec IMC Mc TT- 1O0F 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 CURSE 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 forShear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code(IBC)drift limit and an adequate safety factor are maintained.For seismic design,APA recommends using the design coefficients and factors for light-frame(wood)walls sheathed with wood structural panels rated for shear resistance(Item 15 of Table 12.2-1 of ASCE 7-10).See APA Report T2004-59 for more details.For designs where deflection may be less of a design consideration,for example,wind loading while the portal frames are used in tandem with each other,and not used as conventional shear walls,a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap-type hold downs,design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid-base foundations,such as a concrete foundation,stem wall or slab,and using a similar embedded strap- type hold down. 1 ©2014 AM—The Engineered WoodAssocialion 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 Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Shearon(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) Foundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=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 heoder with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening t 1� J y _ _ opposite side of sheathing Pony 7 wall height . 'm - Fasten top plate to header /with two rows of 16d t "�" _z - at0f _ ,.4. sinker nails at 3"o.c.typ • .r Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown /panel sheathing max totalHeader to jack-stud strap per wind design. • / wall Min 1000 lbf on both sides of opening opposite height side of sheathing. " If needed,panel splice edges shall occur over and be i0 Min.double 2x4 framing covered with min 3/8" nailed to common blocking max .•` thick wood structural panel sheathing with within middle 24"of portal height :;, 8d common or galvanized box nails at 3"o.c. '. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each - panel edge. • Min length of panel per table 1 Typical portal frame N construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar jack studs per IRC tables z top and bottom of footing.Lap bars 15"min. x`\, R.502.5(1)&(2). 4 t Min footing size under opening is 12"x 17.A turned down\ Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2"x 3/16"plate washer info framing) 2 CO 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.AM.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 www.apawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: MA 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.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 fo 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 AM—The Engineered WaudAssuciation 180 Nickerson St. C T E N G I N E E R I N G Suite 302 INC. r,, A / n _ Seattle,WA -frfrnR �j r61 V V f0 i t� �. I (206) Prosect: @ �i L I+��'� Date: (206)285-4512 —P� 25 �, 2 ( /)S5C- 29,1P5,6..5,-2.) PAX: Client: + . Page Number: (206)285-0618 0 �1 tl `` X L 6`` )2,'rf3dni Fipa- ‘o•r)-t) / , 4377•Pm ofro- ri* 255)7nW eat,DIU) k 2� k-nu . ! A M 8600/16 i'Ot (Z0,2 0 ) 9.5 no;v, �A.= 6)Co 2 6v� ‘r ( 06 (S�C3 L1z) (1— goil) (6.0) - ".5±2d) 6V,2)//az) ,34-) 66 ,014 - }, �� �s �t�► tot' ) 5 e x 1cw/(2) 4- 01_ ©,7e3,V i c tiUr 12,tkZ L0/4-4-1=i-11, p 2. X4-4— ( 6,tut.)A .. 5 t 8AU, e9_,W s die �' Px$-4-R r A16•L. cl o,soe Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 63 ;. Table 2.2A Uplift Connection Loads from Wind .f . , (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 110 115 120 130 140 150 7,60 170 180 195 3-second gust(mph) , Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1'3'4'N'6'7 Design Dead Load _ 12. 118 128 140 164 190 219 249 281 315 369 V 24 195 213 232 •272 315 362 412 465 521 612 2 O psf6 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1.100 M 60 428 468 509 598 693 796 906 3.022 1146 1345 v • 12 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 M co 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 14 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. i 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 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-wall•or 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. t...• 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. ' :<-'. T For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length : Includes the overhang length and the jack span. r`� s Tabulated uplift loads for 0 psf design dead load are included for Interpolation or use with actual roof dead loads. al. . 'aka. AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 ,V/lV11/�! )��/ 1 N C. 1 // 1� E:'SlZ Project: 11 , *L SII iIR6 . Date: FAX: Client: Page Number: (206)285-0618 Vin\IND Of)‘R+. 717N4 74P 1411— 6010r,CD !S WAD g t mwA tg2AekiTT54 E 2,2 A i -- 1lD i* - ( wjr m.p. t C NAotv S5 9 1 ' 36 : 40L: LitIFZIM 'Pe l` , " 60"0- 0,c)(61 (cz6 )6p 4'1-- 0L7 - :tsb 660-4---n7NioaTE 43/ • 1tY. enw: ffi J ' 2Y031411043 IIS, _ X75 ( CSN 6 2.�- (2 (4 )(2) (I, 66) 2 a `+,P, A0r ali t - 60/7.)(0,,-5 (0,61 . 4-11b e ft,ate -tyt,75(t, (eYngss) .:- Structural Engineers , TRUSS TO WALL CONNECTION ',ISI VAI(11", #OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 'Wi III I 1 PLIES 1 H1 (6) 0.131" X 1.5" (4) 0.131" X 2.5" 100 :U) 1 H2.5A (5) 0.131" X 2.5" (5) 0.131" X 2.5" 5.',:) Ilii 1 SDWC15600 - - qv, _...i ..... 2 H10-2 (9) 0.148" X 1.5" (9) 0.148" X 1.5" Tn/U7G0 2 (2)H2.5A (5) 0.131" X 2.5" EA. (5) 0.131'X 2.5" EA. lii/a ...7 .6._ 2 (2)SDWC15600 - - WO 7.10 3 (3)SDWC15600 ROOF FRAMWG PER PLAN 8d AT 6" O.C. 2X VENTED BLX'G. 0.131" X 3" TOENAIL �, AT 6' O.C. IMILRITTN1 ,may 11111 H2.5A & SDWC15600 STYIF \ COMMON G �� 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 SP(' VALUES I OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES UPI.WI 11 PLIES 1 H1 (6) 0.131' X 1.5" (4) 0.131" X 2.5" -900 L 415 1, H2.5A (5) 0.131'X 2.5" (5)0.131"X 2.5" 035L..._Iw... 1 SDWC15600 - - 405 115 2 H10-2 (9) 0.148" X 1.5" (9)0.148" X 1.5" 1070 70li-- 2 (2)H2.5A (5) 0.131' X 2.5' EA. (5) 0.131'X 2.5" EA. 1070 22n-_.. 2 (2)SDWC15600 - - i7U a.to-.. 4 3 (3)SOWC15600 - _ 1a: ;.1----4T1----- ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE _ Bd AT 6' O.C. CONNECTIONS �� ,G �i�►►t% i3. %" 0- i w1 }12.5A & SDWC15600 STYIF IIi 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 [