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Specifications (15) C T ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard,Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B,and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC,and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: Plan 2613 ROOF Roofing- 3.5 psf Roofing-future 0.0 psf 5/8"plywood (O.S.B.) ! 2.2 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 314"plywood(O S.B.) 2.7 psf joist at 12" =. 2.5 psf Insulation 1.0psf (1) 1/2"gypsum ceiling ` 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 r RB.bl GABLE!ENDBLE!ERB t_MIN. HDR t MN. HDR 19 S9.1 19 S9.1 - W L1) r ' ROOF TRUSSES SAT 24" O.C. TYP. � I x ' N I N • I CO T— J GABLE WEB ---J I 22ATTIC'x30' I = b I e A 1_.__ SJ `J 20 cv S9.1 1 I 20i S9.1 ccA • x N • Cs! mi 19 i I S9.1 I N = A N } MIN. HDR I GABLE WEB RB.b3 r MIN HDR IN. HDRj_MIN. HDR_MIN. HDR GABLEI END TRUSS -1-RB b4 SCISSOR/BOTTOM CORD TRUSS B 59.1 SCISSOR TRUSS A CT# 14252 2014.10.17 1/4" = 1'-0" (11x17) PLAN 7B ROOF FRAMING PLAN 1/4"=1'-0" AMERICAN MODERN MST48A MST48 , _iiiiiiihj itk GJ !\/1 1 0 [I :::::) 1 1 ® A t y ., 1 WASHER - LJ r ENTIRE DRYER SIDE ENURE 41415) [ SIDE .ZJ t I 1 7 b 0 Q (3) .)k. MST37 \\*\ 1111111 Ill MST37 0 III 0 II Oilli 1111111111> 0 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7B UPPER LEVEL SHEARWALLS 1/4"=1'-0' AMERICAN MODERN m 0 5: 0 - XI GABLE'END TRUSS / I. t I CONT.j4x12 HDR N / THD14 4.b1 STHD7 ____I I ROOF TRUSSES IAT 24" D.C. TYP. i 1 W-6 6x6 POST I 6x6 POST 4_5,19 a 1'13 wnn 1 7 /- A R Il mom_ 10. - c---:,-,.- - ,'n b.21 e C, d a 1 Q •N on L 8C' e A P4 , I 1■ 1111 D14111 S .14 I 1X 14 L a '�r�^Ii�i�VI;i� V'A� Wl 1 I 11 1 L v n - ENTIRE 6x6 POST cu ! 1 ¢� �� I SIDE " 2 4" FLODH IKUSSL MIR I M ROOF TRUSSES I (2)2,0 D' ��+��o I I �.� AT 24" O.C. �� `. I o a I I 1 ENTIRE LEDGER `�1 w m 1 I 11 a_=�s � SIDE O 1 t>�-� w 1 ir= 2)2x10 HDR I ;r © Q n 1 --� D.b15 1 0 ¢ I O • x. JAI N ^ I I BLOCKOUT FOR 91 1521 1 MICROWAVE EXHAUST. ¢ ��I y I __J o 13"CLEAR x X PICTURE FRAME qC ...”.8,1aJ 9-' � � OPENING. DIMS wA n ARE TO q STUDS. W mm I `\l o - _ = O D go 4 N ` II 59.0 c 21 �� -II I ,. M ti N 11q j 1 FIXTURES I ABOVE _ 1 I c, r I I , 6X6 POST n o m = =I cm 'y II 4 p 2x ROOF I a 41 COI_CI i I rr'- 1� FRAMING 1 w m I I I ,II - 9. i`11— B.b9 _JI �o IItiif11f1R� 1 ..qo I • 11 LEDGERS 1 �N 1 S1HD14 S1HD14 'I `r 4x8 HD' 4x8 HDR 4x8 HDR4x8 HDR ® 14 ,.DB , 1. B.b9b B 10 r' AI ci ® I 12 %1F g ® ., 'I c I � I 1" �7 B.b18 Co .b17 rt 4x12 HDR 4x12 HI `I 6x6 POST 0 - - -- - W/ACE4 ®0 © 6x6 POST 6x6 POST WI 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 -1072 16'-3" .1-1072.. An MR Ark Ida MI , iii" 1--0 1.----- , ,, , «,i, STHD14 Jzz STHDI w - 0 1,1 311" CONC. SLAB 1, V OVER 4" FREE DRAINAGE MATERIAL • W OVER COMPACTED FILL —L 1- n n X _._.- w --_ I • 1-1 s.1 '-1 j VERIFY GARAGE SLAB HEIGHT ' w WITH GRADING PLAN o MI o v) • 0 o r 18'-0)" 3'-11)41 m II I < 1 a J -16" f II © ■ 1 I,� Ln" `+�`+ 10 VARIES : MIN. i '� 1 I ABOVE o AI PAT10 SLAB mitg SIM. s6.D a�3" FRTOPOFIr-- oSTEM WALL I 1I inSLOPE ® P4 STHD14 PL___I '12"DN I MIS N O � -a 01 56.0 1 , STHD14 y 1 11 0 434 3'-7461 1 2x4 PONY WALL 18x24 CRAWL FIXTURE ABOVE—.-I\ I - o • ABU66 1111101= i I AT HIGH F N. n IIIPACE ACCESS - I ,-1 6 �] j ria I '' o * � r a ■'1D1 56.0 _. ■ -.y -r i UI •" L 18"x36"x10" FOOTINGP6ir.iink,iiiimil 1 "' 1 I ft)ENTIRE _13_x 9J4_LVLnill 1 SIDE . i ' CENTER U/ WALL :2.7 _0 I I I a S6 0 .J t__ 9'-8y" r & 1 " 1 16 30"x30"x10" I I Q ®i FINISHED FLOOR L• 56.0 FOOTING WI 10 •Q I i AT+0'-0" \ F 0(3) #4 EA. WAY A tir n • Illar • � 2,U01 I - I �._-- .Ii 1 1 f-m II P.T. 4x4 POST •% 1 I TYP. U.N.O. % CRAWL S I L J ,% DRAINAGE CONN CT 1 93r I-JOISTS AT 19.2"O.C. FOOTING I ^ TYPICAL ALLOW P 1f --- • '" ii -12Y4" I 1I'-4V 'n 14'-43%4" n r 1 g_8y" L' JI r I irk __ 134" x 91"Z" LVL" __ oz. _+-� 30"x30"x10" 1 i I I FOOTING W/ I 1 18"x18"x10` FTC. I (3) #4 EA. WAY 1 -12Y4" so' ® 1 1 W/TYP. N.O. -I a L____ I 6x6 P.T. POST ' 4 I j L.,J in 10 &, 1 �� 1 "- 134" x 9J4" LVL_-- SIM.S6.0`D1 SIM. NMI — -- - ^ 2x PONY �■ �� W. nWALL r3 31 10 erit u' at. it 4 TART FRMG.I I ISIM. A SIM.® � I 1 FlQ ® 1 wi i II STHD14 ` 2P3 STHD14 1 16.-63/2" 9'-5y" to o 1 3Y" CONC. SLAB -61x2" TOP OF SLAB I SLOPE 11/2"y 12W TOP OF 8" 1111 II L �! aT--1'✓ J - v omA-1.1-24-17"7% L ABU44 1 VFW ABU44 6•_p• I ABU44 t 3y2- 1 8'-5" 3y" Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:32PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev. 580006 Page 1 User:K 297,ver 5.8.0,1-Dec-2003 Timber Beam &Joist 14189_Plan_2613.ecw ROOF FRAMING 11 (c)1983-200-200 3 ENERCALC Engineering Software Description 2613B ROOF FRAMING _Timber Member Information III RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x4 2-2x8 2-2x4 2-2x4 2-2x8 2-24 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 Hen Rr,No.2 Hen Fir,No.2 Hen Rr,No.2 Hen Rr,No.2 Han 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 Twe Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No _Center Span Data Il 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 II @ 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 Leflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 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 II _(c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:CRAWLSPACE FRAMING Description 2613 ABCD CRAWLSPACE FRAMING Timber Member Information TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Rr- Larth,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 11iesults Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK _Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 Title: PLAN 7A Job#14301 Dsgnr. TSW Date: 2:13PM, 1 MAR 16 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev. 580006 Page 1 Use KW-0602997,Ver 5.8.0,1-Dea2003 Timber Beam &Joist _ II (c)1983-2003 ENERCALC Engineering Software PLAN 7 ABD.ECW:FIoor Framing Description 2613B FLR FRMG 1 OF 3 _Timber Member Information :ode Ref.1997/2001 NDS,2000/2003 1BC,2003 NFPA 5000.Base allowables are user defined 11 B.b1 B.b2 B.b3 &b4 6.65 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Ar- Rosboro,Bigbeam Level,LSL L55E lien Fr,No.2 Rosboro,Bigbeam Douglas Fir- Hen Rr,No.2 Lardy,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 II 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 Uve 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 0 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 11 ©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 III 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 1 Title: PLAN 2613 Job#14189 Dsgnr:TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LRev. 580006 Pae 1 UseCKW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist g (01983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Frartvng Description 2613B FLR FRMG 2 OF 3 Timber Member Information B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 limber 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 Nem Fir,No.2 Hem Fr,No.2 Douglas Rr- Hem Rr,No.2 Hem Rr,No.2 Hem Fr,No.2 Hem Rr,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 LCenter 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 Uve 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 0 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 Bendng 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 II @ 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 75_ __ -1,216 PC - 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 111 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 Deft 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 KW-06 Timber Beam &Joist Page 1 11 User:3-2-0 3 ENE Ver C Engineering eering So 14189_Plan_2613.ecw:Floor Frarrng _(c)1963-2003 ENERCALC Engineering Soitvrare Description 2613B FLR FRMG 3 OF 3 _Timber Member Information II 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 wan Fir,No.2 Kern Fir,No.2 Douglas No.2s Ar- Lardi, 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 1 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 _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 OK Center DL Defl in O. -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 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 Code Code _ Code Su,!est Suggek st Suggest_Lpic _Lpick Lelck .Lpick Joist b d - S•a. LL DL M max Qjmax El - L tb L Iv L TL240 L LITE L max TL deft. LL deft. L TL360 L LL480 L max ITL def TL dell.LL deli.LL dell. size8.rade width In. de.th in. [a11( j][ j1lEr]IjIIIIIM3'1110'11110'111113'11113'111E 'OM'MININE111[3' ft. (ft) (In.) ratio (in) ratio --_-_9_5"TJI 110 _ 1.75 19.2 r 2380 220 1.40E+08 14.71_27.73 15.23 14.80 14.71 _0,66 0_481 13.31__-13.45 13 311 0_44 _ 16 495 9.5"TJI 110 1.75 16 r® 2380 220 1.40E+08 16.11 33.27 16.19 15.73 15.73 0.72 0.521 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 110 1.75!® 40 pppl'llmma 1.40E+08 18.61 44.36 17.82 17.31®MIIIM 0.58 II 15.57 15.73 15 57 0.52 360 0.38 495 --_9.5"TTJI 110 manninastail 2380 Ili 1.40E+08 20_80 55.45 Una= 0_85 0.621 16.77 16.94 1677: 0.56 3600.41 495 9.5"TJI 110 1.75 9,5 192 40 10 2500 2201 1.57E+08 15.81 3150 1134 1137 15.37 0.64 0.51 14.27 13.97 13.97! 144 384 135 480 9,5"TJI 110 1.75 i 9.5 16'.' 40, 10 2500''j 220 1.57E+08 17.32 • 36.60 17.36 16.34 16.34 0.68 0.54 15,17 14.84 114.84. 0.46 384 0,37 : 480 9.5"TJI 110 1.75 9.5 12 40 10 2500 220 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 220, 1.57E+08 22.36 61.00 20.58 19.37 19.371 0.81 0.651 17.98 17.60 17.60 0.55 384, 0:44 480 11•11111111MNI 11111111MIIIIIIM111111•11111111111111111 M1111111111=11111 II 9.5"TJI 210 2.0625 9.5 19.2 40 10 3000 330 1.87E+08 17.32 33.25 17.32 16.30 16.30 0.68 0.54 15.13 14.81 14.81 0.46 384 0.37 480 9,5"TJI 210 2,0625' 9,5 16 40 10 3000 330 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 10 3000 330 1.87E++08 21.91 53.20 20.26 19.06 19.06 0.79 0.64 17.70 17.32 17.32 0.54 384 0.43 480 9.5"TJI 210 2.0625 9.5 9.6 40 NED 3000 330 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18.66 0.58 384 0.47 480 MUM 1111111=111111•11111111M.111111 MIIIIIII =III III 9.5"TJI 230 2.3125 9.5 19.2 40 10 3330 330 2.06E+08 18.25 33.25 17.89 16.63 16.83 0.70 0.56 15.63 15.29 15.291-0.48 384 0.38-480 9.5"TJI 230 2.3125 ', • 15 16 40 ' 10: •.3330 t 330 2.06E+08 I'19.99 39,90 19.01. 17,89 17.89 0.75 0.60 16.60 16.25 i6.25 0.51 384 0.41 480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 330 2.06E+08 23.08 53.20 20.92 19.69 19.69 0.82 0.66 18.28 17.89 17.89' 0.56 __384 0.45 480 9.5"TJI 230 2.3125 9.5 NM40111/11 jjjj I 2.06E+08 25.81 66.50 22.54 21.21® 0.88 0.711 19.69 19.27 19.27' 0.60_ 384 0.48 480 11.875"TJI 110 1.75 11.875 19.2 40- 10 3160 560 2.67E+08 17.78 39.00 19.50 18.35 17.78 0.67 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 )560 2.67E+08 19.47 46.80 20.72 „ 1150 • 19.47 181 0.65 18.10 17.721-17, 17.72: ':0.55 384 0.44 480 11.875"TJI 110 1.75 11.875 12 40 10 3160 560 2.67E+08 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50 19.50 0.61 384 0.49 480 11.875"TJI 110 1.75 11.875 9.6 ppjjripppoppigajjja3o 2.67E+08 25.14 78.00 24.57®® 0.96 0.771 21.46 21.01 21.01 _0:66 384 0_53 480 11E11 1111 _II 11.875"TJI 210 2.0625 11.875 19.2 40 10 3795 655 3.15E+08 19.48 41.38 20.61 19.39 19.39 -0.81 0.65 18.00 17-.11 1i.82- 0.55----384 0.44 --480 11.875"TJI 210 2.0825 11.875 16 40 10 ' 3795 =655 '3.15E+08^ 21.34• :4165 ,21.90 20181 20.61 .186' 169 , 19.13 ' 18.72E40:72 0,59 384 0.47 480 11.875"TJ1210 2.0625 11.875 12 40 10 3795 655 3.15E+08 24.64 66.20 24.10 22.68 22.88 0.95 0.76 _ 21.05 20.61 ' 20.61: ' 0.64 384 0.52 480 11.8757TJI75 210 2.0625 11.89.6 40 10 3795$ 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.811 22.68 22.20 22.20 0.69 384 0.55 480 ..._NM-_..----11 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 655 3.47E+08 20.53 41.38 21.28 20.03 20.03 0.83 0.67 18.59 18.20 18.20 0.57 384 0.45 480 .11.875"TJI 230 2.3125 ' 11.875 18 . 40 10 ' 4215!.:1 655 3.47E+08 22.49 49.65 22.62 21.28 , 21.28 :. 0.89 : . 0.71 19.76 19 34 a,,,,:19 3s 0.60 384 0,48 -480 11.875"TJI 230 2.3125 11.875 12 40 104215 655 3.47E+08 25.97 66.20 24.89 23.42 23.42 0.98 0.78 21.74 21.28 . 21.28 0.67 384 0.53 480 11 875 TJI 230 2 3125 11.875 9.6 40Is 4215 655 3.47E+08 29.03 82.75 26.81 25.23 - 25.23 1.05 0.84 23.42 22.93 22.93 0.72 _-384 0 57 __ 480 IIMIIIIIIIIMIll INN I 11.875"RFPI 400 2.0625 11.875 19.2 40 10 4315 480 3.30E+08 20.77 37.00 20.93 19.69 19.69 0.82 0.66 18.28 17.89 17.89' 0.56 384 0.45 480 11;875"RFPI 400 2.0625'• 11:875, , 16' ;40 ' 10 4315 ;480 :3.30E+08 22.76",,, 44.40 22.24 20.93 .'•';20.93 0.87 0.70 ' 19.43 ' ,1901,,„ 1901=:!0:59 384> 0.48 _.'480 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77 21.38 20.93 .20.930.65 384 0 52 480 11.875"RFPI 400 2.0625 11.875 9.6 40 10 4315 480 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.83 23.03 22.54 22.54' 0.70 3841 0.56 480 Page 1 D+L+S CTM 14189-Betahny Creek Falls I LOAD CASE (12.12) (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 Fedor D+L+S c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5CI(Fb) Cf(Fe) 1997 NOS Cb Fades) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Mex.Wat duration duration factor factor use Stud Grade Width Depth Spacing Height Laid Vert Load Hor.Load o.1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fe perp Fe E Fb' Fe perp' Fe' Fee re fe tclF'c Sr 1b/ In. In. In. R p0 pat pit (Fb) (Fc) Pal Pel Psi Psi Pal Pel psi pal psi psi psi Fb'(1-Ic/Fee) H-F Stud 1.5 3.5 16 7.7083 28.4 1730 0.9916 1993.4 1.00 1.15 1.1 1,05 1.15 875 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 986 378.09 340.90 340.32 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 2657.6 1.00 1.15 1.1 1.05 1.15 875 405 800 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 3988.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 968 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 28.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 53t 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPE Stud 1.5 3.5 19 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 675.438 378.09 336.17 335.24 1.00 0.00 0.000 SPE Stud 1.5 3.5 12 9 30.9 1780 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 SPE Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 368.13 387.30 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 OFF Stud 1.5 3.5 5 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 075.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F 02 1.5 5.5 18 7.7083 16.5 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 1031.58 508.18 0.49 0.00 0.000 H-F#2 1.5 5.5 18 9 19.8 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1844.5 1011.45 537.57 506.18 0.60 0.00 0.000 H-F M2 1.5 5.5 18 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 1203.70 948.77 506.18 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 1484.69 1015.45 531.23 0.52 0.00 0.000 SPF#2 1,5 5.5 16 9 19.8 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.18 53123 0.62 0.00 0.000 SPF 02 1.5 5,5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.58 0.00 0.000 SPF Stud 1.5 3.5 18 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 SPE#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 18 18 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 0.0001 Page 1 h D+L+W I CM 14189-Betahny Creek Falb 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 Ks 1.00 Design Budding Factor ' D+L+W 0.80(Constant)> Section 3.7.1.5 - KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Nadas) > Section 2.3.10 Cf(Fb) Cf(Fc) 1997 NDS - Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2"Max.Well duration duration factor factor use Stud Grade VNdth Depth Spadng Height Lard Vert.Load Hor.Load <.1.0 Teed @ Plate Cd(Fb),Cd(Fc) Cf Cl Cr Fb Fc perp Fc E Pb' Fc perp' Fc• Fce Pc 1c fc/F'c lb To/ in. In. In. 6. p# psfp6 _(Pb) (Fc) psi pal psi pal psi psi psi /Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1075 9.71 0.9951 " 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5013 840 515.42 427.05 273.02 0.64 378.78 Fb'(1 Psi psi Pei 0.566 H-F Stud 1.5 3.5 15 9 30.9 755 8.48 0.9942 r 1993.4 1.60 1.00 1.1 1.05_1.15 575 405 800 1,200,000 1,386 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05.1.15 675 405 800 1,200,000 1,368 506 840 378.09 333.99 217.14 0.85 335.84 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943 1993.4 1.80 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 840 449.95 364.87 246.35 0.64 361.37 0.585 H-F Stud 1.5 3.5 t2 825 28.3 1425 8.13 0.9974 2857.8 1.60 1.00 1.1 1.05 1.15 675 405 600 1,200,000 1,366 506 840 449.95 354.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 _ 3988.7 1.80 1.00 1.1 '1.05 1.15 675 405 800 1,200,000 1,366 506 540 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 12091.8 1.80 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 761.25 515.42 415.53 269.21 0.65 378.78 0.577 SPF Stud 1.5 3.5 16 9 30.9700 8.48 0.9115 2091.6 _ 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.616 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 1.15 875 425 725 1,200,000 1,368 531 761.25 378.09 328.30 214.29 0.85 335.84 0.587 SPF Stud 1.5 3.5 18 8.25 28.3 960 8.13 0.9970 ' 2091.8 1.60 1.00 1.1 1.05 1.15 675 425725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.60 1.00 1.1 1.05 1.15 875 425 .. 725 1,200,000 1,386 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8,25 28.3 2320 8.13 0.9958 w 4183.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 378.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 18 7.7083 18.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15' 850_ 405 - 1300 1,300,000 2,033 506 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 8.48 0.5743 --3132.4 1.80 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 18 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 1203.70 899.13 508.18 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 02 1.5 5.5 16 9 19.6 3287 8.46 0.6033 J 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.28 808.08 531.23 0.68 181.23 0.189 SPF#2 1.5 5.5 16 825 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 1285 1298.30 884.69 53133 0.60 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.48 0.9957 -2001.8 1.80 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 MON 0.979 SPF 02 1.5 5.5 16 19 41.5 880 9.71 0.9941 -3287.1 1.60 1.00_ 1.3 1.10 1.15' 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.48 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 ,. 3132.4 1.80 1.00 1.3 1.10-1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+,5S ' CTO 14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSIIAF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.21 3,7.1 3.7.1 Ke 1.00 Design Bucking Factor D+L+W4812 c 0.80(Constant). Section 3.7.1.5Cr ' KcE 0.30(Constant)s Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vades s 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%Mdth Depth'Spadini Height Lent Vert Load Hor.Load x.1.0 Load @ Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Pb' Fc perp' Fc• Fee F'c fc tcIF a fbFb'(1-bNFce) . in. In. In. It p8 MI I* (Fb) (Fe) pal Psi psi psi PW PW Psi psi psi Pal psi H-F Stud 1.5 3.5 18 7.7083 28.4 1095 9.71 0.9962 1993.4 1.80 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 506 966 515.42 441.22 278.10 0.83 378.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 5.48 0.9988 1993.4 1.50 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,356 506 988 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.48 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 449.95 395.22 250.18 0.83 381.37 0.596 H-F Stud 1.5 3.5 12 825 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 508 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 825 28.3 2390 8.13 0.9960 3988.7 1.60 1.15 1.1 1.05 1.15 675 , 405 800 1,200,000 1,368 506 968 449.95 395.22 303.49 0.77 180.69 0.408 SPF Stud 1.5 3.5 18 7.7053 28.4 1080 9.71 0.9935 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,388 531 875.435 515.42 431.52 274.29 0.64 376.78 0.559 BPF Stud 1.5 3.5 16 9 30.9 780 8.48 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.436 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.48 0.9944 2789.1 1.80 1.15 1.1 1.05 1.15 875 425 725 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 18 8.25 28.3 975 8.13 0.9952 2091.5 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.82 0.84 361.37 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 1,386 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 388.13 299.88 0.77 150.59 0.398 'H-F 12 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1376.83 1031.58 508.18 0.49 152.58 0.119 37 3132.4 180 1.15 1.3 1.10 1.15 550 405 1300 ;1,300,000 2,033 506 1644.5 1011.45 37.57 506.18 0.80 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.41008 3132.4 1.60 1 15 1.3 1.10 1.15 850 405 1300 1,300 000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 18 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 0.5595 3287.1 1.80 1.15 1.3 1.10 1.15 875 , 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.18 531.23 0.82 181.23 0.19 SPF 02 1.5 5.5 16 8.25 18.0 3287 8,13 0 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 94538 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 18 14.57 50.0 70 8.48 0.9955 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 144.26 139.02 17.76 0.13~NM 0.979 SPF#2 1.5 5.5 16 19 41.5 680 9.71 0.9914 3287.1 1.80 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 02 1.5 5,5 18 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 1844.5 226.94 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.SW C7#14189-Belahny Creek Falls I LOAD CASE I (12.16) .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+B+W/2 c 0.80(Constant)r. Section 3.7.1.5 Cr KcE 0.30(Constant)0 Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies). > Section 2.3.10 Bending Camp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 l4ax.Wat duration duration factor factor use Stud Grade IMdth Depth Spadng Height Le/d Vert.Load Hoc.Load 5.1.0 Lid 12 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. 8. pit psf p6 (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 28.4 1335 4.655 0.99351993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 508 986 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 18 9 30.9 970 4.23 0.9923 1983.4 1.80 1.15 1.1_1.05 1.15 875 405 800 1,200,000 1,368 508 968 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9978 ,2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800_1,200,000 1,386 506 968 378.09 340.90 262.86 0.77 187.82 0.403 H-F Stud 1.5 3.5 18 825 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 1,386 508 988 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 '2657.8 1.60 1.15 1.1 1.05 1.15 675_ 405 800 1,200,000 1,386 506 986 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2665 4.085 0.9999 ;3988.7 1.80 1.15 1.1 1,05 1.15 675 405 800 1,200,000 1,388 506 966 449.95 395.22 338.41 0.86 90.34 0.287 SPF Stud 1.5 3.5 19 7.7083 28.4 1315 4.955 0.9907 1.,+2091.8 1.80 1.15 :1.1 1.05 1.15 875 425 725 1,200,000 1,369 531 875.438 515.42 431.52 333.97 0.77 188.39 0.392 SPF Stud 1.5 3.5 18 9 30.9 985 4.23 0.9970 _ 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 378.09 338.17 280.95 0.78 187.82 0.396 SPF Stud 1.5 3.5 18 8.25 26.3 1180 4.065 0.9922 ~2091.8 1.60 1.15 1.1 1.05 1.15 675_ 425 725 1,200,000 1,368 531 875.438 449.95 388.13 299.68 0.77 180.89 0.398 SPF Stud 1.5 3.5 12 825 28.3 1680 4.065 0.9973 2789.1 1.60 1.15 1.1_1.05 1.15 675 425 ' 725 1,200,000 1,366 531 875.438 449.95 388.13 318.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 825 28.3 2830 4.085 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 0.88 90.34 0.257 H-F#2 1.5 5.5 18 7.7083 16.8 3132 4.855 0.30013132.4 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 1.60 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 0.80 90.61 0.089 H-F#2 1.5 5.5 18 8.25 18.0 3132 4.085 0.3479 ,3132.4 1.60 1.15 _1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1844.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 '7.7083 16.8 3287 4.855 0.3304 -3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 78.29 0.057 SPF#2 1.5 5.5 16 9 19.8 3287 4.23 0.4750 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 53123 0.82 90.81 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.3750 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 _1150 1,400,000 2,093 531 1454.75 1296.30 945.38 53123 0.58 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 1.15 875 425 725 1,200,000 1,368 531 875.438 144.26 139.02 84.76 0.47 588.43 0.778 SPF#2 1.5 5.5 18 19 41.5 935 4.855 0.9925 3287.1 1.80 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 0.84 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 885 4.855 0.9970 -3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 226.94 220.14 139.80 0.84 463.51 0.594 • Page 1 J D+L+S+.7E CTO 14189-Betahny Creek Falls I LOAD CASE I (12.16) 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 D+L+S+EH.4 e 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) C1(Fc) 1997 NDS Cb (Valise), > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spadnq Height Le/d Vert Load Hor.Load 4.1.0 Load a Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fe E Fb' Fc perp' Fe• Fee Pc tc tclPc fb ib/ in. in. in. 8. P9 pat pif (Fb) (Fe) pd psi psi pdPsi pili pd Psi Pal pal pal Fb"(1-fc/Fee) H-F Stud 1.5 3.5 18 7.7083 28.4 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 968 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1810 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 075 405 800 1,200,000 1,366 506 968 378.09 340.90 256.51 0.75 186.85 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 1.15 875 405 800 1,200,000 1,368 506 868 378.09 340.90 270.40 0.79 141.63 0.364 H-F Stud 1.5 3.5 18 825 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 0.378 H-F Stud 1.5 3.5 12 825 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 1,386 508 986 449.95 395.22 325.71 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 1.15 675 405 600 1,200,000 1,366 506 968 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 28.4 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 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 185.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 286.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 875.438 449.95 398.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 625 28.3 1890 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 OFF Stud 1.5 3.5 8 8.25 28.3 2870 3.57 0.9987 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,356 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F02 1.5 5.5 18 7.7083 18.8 3132 3.57 0.2844 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 508.16 0.49 56.10 0.044 H-F02 1.5 5.5 16 9 19.8 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 650 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 78.47 0.075 H-F 02 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 84.28 0055 SPF O2 1.5 5.5 16 7.7083 18.8 3287 3.57 0.3154 3257.1 1.80 1.15 1.3 1.10 1.15 975 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF 02 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.80 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 0.82 76.47 0.071 SPF02 1.5 5.5 18 825 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 84.28 0.052 SPF Stud 1.5 3.5 18 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 1,368 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF O2 1.5 5.5 16 19 41.5 1020 3.57 0.9910 3287.1 1.80 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 02 1.5 5.5 16 19 41.5 945 3.57 0.9939 _ 3132.4 1.80 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 J E N G ' ' 280 Nickerson St. Suite 30Z •u r Seattle,WA / Poject: fel-- •.. - _., Date 109 Y 98 ; _: (206)285-4312 FAX: Client Page Number: (206)285-0618 R C - ) -o l .. ... 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I Page 1 of 1 Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III '_ - za KS ',,`,...`...* P" •'+' '''" - '. -i,,%I,-*-. , ,...r u-i,;L1:;1;':'_,:i'„A_1';,-,.47.:.,A7,L'!..7„:,-.1.-,:itt*2wA1?1t.,..=„^k.':'.49.i.7„:•1rf:'i*,...•l?"et'.o«•t.,t-,*4"'.*3'4.4,---,1,R--..%4.-/°1/4;1,i*.,.':.,,---1..,,1,.'.%,':4,,='':':4,1,-d.-.*:0':.-.41r.-,t'..4re,.1.,;...t.v-...:'-'44,-'-.A,,4.',,s..'-.1r:;...1 1..r1,•."a 4.4.l,4c.1„'-4,i,,,e•*,+-4.;.".e-:.l.:..-1.-..r°'i.1,vi.7 i4°i-6---.,••4I,.;*-tA.-:"VL,.:-.-,'..-,.„.'..'.„,7i.1-‘,-,.7+.f-,"AF:tv,t,:-..v..41:.,:-.t--11Aa':-1'44.•,',,'*1,4'-4,-::n.1-,."11 1.,.s-'-f,5NL1°.'4i4-'i'„c'tfr.'.,-1,.:„trr5':1.t0,2i°,t4:,it11.4j.Ss.°4.'r:,,.,4,.•-4A-.,tf6itt,.*I;-t.i1-..%-t.l0-'-A.-'3,4V,s, . , € 4.4.t.,=/,-.-1.. , x o ' c ', - tea" � '» ' ' iv k� �k art., 6 tea"• �� i i? 3a� s •t•q `. ,s7 a • 'ice --- - _-- �n ,,. ,, � "�""""'� fze, .�re ' USGS-Provided Output S: = 0.9729 S,,,s = 1.080 g Ste = 0.720g S3 = 0.4239 S„1 = 0.667g So: = 0.4458 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 NEI-IRP"building code reference document. MCER Response Spectrum Design Response Spectrum $2931 1.10. 13 0 0.230,72 0.20 2.44 0.77 Olg S► 0 0.4* A 0.32 a &40 f {3!R 0.32 233 0.22 0.22 0.14 f311 0.00 130* 0.00 0.20 0.40 0.t 0.00 1.l30 1 1.40 1.00 LW 2.00 000 11 0> 0.40 0.20 1.03 1.20 1.t0 l.a 1.00 2 ti0 P.R T( Po d►T(o�c) &E0 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 S1= 0.50 Figure 1613.3.1(2) Figure 22-2 Latitude= Varies N Longitude= Varies W htto://earthquake.usgs.gov/research/h azmaps/ http://qeohazards.usqs.qov/desiqnmaps/us/application.oho 6. Site Coefficient(short period) F.= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 •= Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SMS=F„*S1 SMS= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 Sal=2/3*SM1 SDI= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC = 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 Da= 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 1 ASCE 7-05(Section 12.8.3) Ti_ .,6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(ME) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(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 S1)/(R/I0 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 - 1800: 18.00 1280 15.022 28.16 506.9 0.58 3.21 321 2nd-;,..:; 8.00 10.001 1000 .....:1310, ;0028,' 36.68 366.8 0.42 233 5.54 „14(base)Y 10.00 ,. 0.00' SUM= 64.8 873.7 1.00 5.54 E=V= 7.75(LRFD) E/1.4= 5.54(ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fpx= DIAPHR. F, E F, w, E w, Fpx= LE,`wp+ 0.4*SDs*IE*Wp 0.2*SDs*la*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 JSING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14253:Plan 2813 NS E-W F-B SS 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00::ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 26.0 56.0ft. V ult. Wind Speed 30eaGust= 120 120 mph Figure 1609 Fig. 26.5-1Athru C V asd. Wind Speed 3 sac.oust= „ mph (EQ 1 33) Exposure= B B Iw= 1.0 1.0- N/A N/A Roof Type= Gable Gable P030 A= 28,8 28.6;psf Figure 28.6-1 Ps30 e= 4.6 4.6 psf Figure 28.6.1 Pa30 c= 20.7 20.7.psf Figure 28.6-1 P030 0= '. 4,7 4.7 psf ', Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Ke= 1,00 1_00 Section 28.8 windward/lee= 1,00 1,00;(Single Family Home) A*KA•I : I I Ps=A•Kzt•I•p.30= (Eq.28.6-1) PeA= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.80 psf(LRFD) (Eq.28.6-1) Pac= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf(LRFD) I (Eq.28.6-1) PsAand cmem.= 24.7 24.7 psf (LRFD) Pee ando.ver.o= 4.7 4.7 psf(LRFD) a= 3 3 Figure 28.8-1 2a= 6 6 width-2'2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(l-S) Areas(E-W) (NS) (E-W) Wind(NS)(LRFD) Wind(E-W) (LRFD) width factor roof-> : 1.00' 1.00 0.89' ° 0.89 18 pet min. 18 psi min. width factor 2nd-> 1 1.00' 0.89:: wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA As 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 1 144 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 I 0 0.00 0.00 1 AF= 650 AF= 1307 10.4 20.9 V(n-s)= 9.88 V(e-w)= 18.70 1 kips(LRFD) kips(LRFD) kips kips Page 1 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-VV) Vi(N-S) V(N-S) VII(E-W) V(E-W) Roof - 18.00 18.00 0,00i 0.00 = 000 0.00 6.66 6.66 12.84 12.84 2nd 8.00 10.00 10.00 0.00', 0.00 0.00 0.00 3.74 10.40 8.06 20.91 1st(base) 10.00 0.00 0.00 V(ns)= 0.00 V(e.wr)= 0.00 V(nap 10.40 V(e-v4= 20.91 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-MinJPart 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(Em) 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(na)= 10.40 V(e-v0= 20.91 V(nap 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 I 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) I (for ASD) (for ASD) — 0 1 0 1 P6TN 150 150 150 150 P6 ; 520 242 730 339 P4 'i 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 _tsheaming 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 a allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed2-noi-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._0Y2• • 1J•_11Y.. { 10•-9Yi 2'-10Yi 7'-2" , 2'-5" i 11'-10' 12'-2Y2"'2 T1._9.1 S•-7' 5'-2Yi i ! -8" 3-8 , i I I \Ab N - ' -0 \ Jr -6 . 7 4-0 SL .«..«. U • ' ♦ ♦ ♦ «« « . . . EOR��.D .—"..". .EGRESS w L J c Left 1 Z N - I 0.1 CIZ Li +p 0 a .0 AFETY GLAZING Left 4 N121 sN CD i /� of a „ CO Q ,► m a Y.L. 4--p Q W m I. VI w 0131. CD 1 0--'4 3 Nw •EM CAS O c 3 _ o$ 11,5p, MOW 2.-7". 9-3. �. m p N i� QQ .n _0 HCW Z 1- - gl 1 ' u w w ♦ ♦ °. bF 12'-4Y4 4''3V 4'-7v 3. mU -111111. mmm I. io " CD c LJ �• I ,Tiij19 L J •� �m �p% coW D+�f" N \• m '1, � I N S N>r 3 >OBm G cil-- 2 � +- - - — gym )/ v ;IIS '® r-- -- DL.SI El T c^. ] g Ttw N A u r w 1' _ Z114.71,,Lr. D �D $-11 T'.CLA2INC 8,_SY� 0 4� l♦ 10'-44 3'-4' , 7•-l)4 5.-7h- 5'-SYi 2.-4h"« t4'-2Yi 48'-1Yi 1 2'-11" , 22'-0' r to'-0" 12'-0" • ROOF t ABOVE j a ♦ ♦ I fc--17---.-tet 16-0 7-0 OH 1141 Gar AB Gar ABWP REMOVED 2x8 FRAMING FOR Q ELEC. PANEL a L. FLOOR ABOVE 0 __I I In b ' Garage 3'_11}1• I WALL FINISH: TBOLLARD Kt CEILING FINISH 44' TYPEX'X'GW13 i FIRE-TAPE ALL GIVE; IrIlk N i I WRAP BEAMSBELOW CEILING LE a , '� INSULATE FLOOR ABOVE Wry irk © .0 ®42"x12"WOOD TREAD MAX. RISER 7" PLATFORM , '® N (ADD MORE STEPS AS REQUIRED PER +18'A.F.F. t 9_o (l1 SITE CONDTON) � ♦Ja 41°4 16'-0}1- , GUARD RAIL WITH 6'HIGH I m2 2x4 CURB Ai BOTTOM- FURND2 TOP AT+36"ABOVE NOSINGRear Kit/G-r . . -. . Patio !1WU Pw.. r UP , n �� ^ ::4: i I it 1 n I_ y l I ,7.1,...)::::...}:: '•:; I IA �- I � >t L - F N �' •-?, -�1 Iii Ia 4-0 -7y. . 3-10- 2-8 i O 0 1 c II N 18"x24"CRAWL , 0 I SPACE ACCESS I, -,,, c 2x4 35'HIGH I I Kitchen .: 41 __—o PONY WALL al .T __} 1I. n . I , I. A. Q DWL4 9' Dining © © . .��' ?� O I I n 1 le N I I- e .4 > i p O o-�I I • INSULATE FLOOR I InOVER CRAWL SPACE I I .f6-7Y2" ` � II i n COUNTERTOP 1 1•:•.., ", OVER STANDARD ' I i ' : BASE CABINET 1 la +36"A.F.F. o 11 I %1 n UL APPROVED 36"YWDE FLUSH BEAM Igatida ♦ ;,, FACTORY-BUILT DIRECT ABOVE 1 VENT GAS FIREPLACE 2'-7 e —' 6x6 POST v r I ^` W/GWB FINISH ♦ Entry `•IL:HI o off_ 5 n AS APP®ABLE 10 11 y, a Living 2x6 39"HIGH h ' Irt PER SITE I I WALL W/FINISH in Z : Y ♦ CONDI`ON,S TRIM AT TOP . SAFETY ` W O SAFETY i- Y �, ,_� GLAZING I GLAZING ., C 11' 12" TILE n ID m °' HEARTH • _ ` I 4.---9- 20 c m i t-6..6-0 F 1.6I.6-0 F a . A10 Front LI Tip t 7Y2�-O j 2 �'2 # 2•-5. • �; N Al / i t t-.0 5,0 SH 2-6 -0 s,2- 5-0 SH 2,6 5-0 Porch c 3'-914' j 3•-0• j 3'-O• j 3•-0• j 3.-974. ' i •I'-6' 16'-6}4- 9.-5)- 16 N ♦ ♦ All _ _—_— _-3_L r � � _— , 20 \ ---t i 1 1 f All i0F 17'-o- r-114- P. J kTIONS 26'-r PLAN 7B FIRST FLOOR SHEET TITLE: .LATERAL:NS(frontto back-up/down) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height: 8 ft. Seismic V I e 3.08 kips Design Wind NS V I- 5.18 kips Max.aspect= 13.54 SDPWS Table 4.3.4 Sum Seismic V I• 3.08 kips Sum Wind NS V I= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W perSDPWS-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. Wnd Wind Wnd Wind Max. Wall ID T.A. Lwall LDL elf. C 0 w di V level V abv.V level V abv. 2w/h v i Type Type v! OTM ROTM Una( U. OTM ROTM Una( ileum Unum HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pit) (pit) (kip-ft) (klp-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1*" 256; 1 i 0 11 0 ,1.00 015: 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 tl 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0 0 A 0N1.00 0 00; 0.00 0.00 0.00 0.00 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 4 0 1.00 0 00; 0.00 0.00 0.00 0.00 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 ,;18 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 b : o 0 0 0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 '1;00M',0:00•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 0 '. 0 0 0 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 Ext. rightl`u 640 .43 0 `.43 0 .0.95 0 15. 2.58 0.00 1.54 0.00 1.00 1.00 38 P6TN PSTN 63 12.30 69.73 -1.36 -1.36 20.62 83.21 -1.48 -1.48 0.50 pert .Ext.'°right' 0.. 0 0 0 0 .1.00 0100;: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 i0 0 ' 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.:11Ext. rg9ht3* 0 0 0 0 0 `1 ,00 0 00'. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ,: 0,0„„0 0 1.00 0 00, 0.00 0.00 0.00 0.00 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. nght4 0 0 0 0 0 .1.1)0 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' a 0 0 0 1.00 0 00' 0.00 0.00 0.00 0.00 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. dght5 0 ' 0 0 10 0 e'1 00 0 Doi 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 0 1.00 0x00; 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.:r o,0,` '0 0 1'.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 . i'0 0 1.00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0_:` 0 0 0 0 1;.00 0 00. 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0 0 0 0 1 00 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1-.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 )00 0 0a'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ,;0 0 ,1 00 '0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 UO 0 00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ;,,00 „0 a '1:00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 a 0 1'.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 70.0 67.9=L eff. 5.16 0.00 3.08 0.00 EVwind 5.18 EVEa 3.08 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#:CT#14189:Plan7A'. ID:Upper'Lett1'(MSTR and BR4) j' ,',Roof Level . .. wdl= 150. plf V eq 870.0 pounds V1 eq= 478.5 pounds V3 eq= 152.3 pounds V5 V w= 1450.01 pounds V1 w= 797.5 pounds V3 w= 253.8 w= 239.3 pounds pounds VS w= 398.8 pounds _a,. vhdreq= 31.6 pH ► -__,.. •H1head=1 vhdr= 52.74fI H5 head= T 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 Fdra.:iv=72.5 A Hi pier= of eq= 43.5 pi/ v3 eq= 43.5 plf v5 eq= 43.5 H5 pier= 4.0:', v1 w= 725 pM v3 w= 725 pM v5 w= 72.51 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 `, Fdrag3= Fd -13.8 feet A Fdragl w= 2.5 Fdragl w=23.1 Fdrag7eq= .7 Fdrag:-. 43.5 P6TN EQ. 1 Fdrag7w=46.1 Fdrag8w=72.5 A PUN WIND v si#eq= 31.6 plf Hl sill= (0.6-0.14Sds)D 0.6D vsillw= 52.7 p6 H5 sill= 3.0 EQ Wind 3.0 feet OTM 6960.0 11600.0 feet R OTM 25310 30628 y UPLIFT -741 -769 Up above 0 0 Up Sum -741 -769 H/L Ratios: L1= 11.0' L2= 2.5 L3= 35 L4= ,' 5.0 L5= 5.5 HtotalIL= 0.29 4 ► 1 -- Hpier/L1= 0.36 1.4 ►� ► 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=filtHlljft. Seismic V I= 2.23 kips Design Wind N-S V 1■ 2.25 kips Max.aspect=igio.1.4= 1.4SDPWS 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 0.60+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 LQL.R, C 0 w di V level V abv.V level V abv. 2w/h vi Type Type v i OTM RoTM Unet U,.um OTM ROTM Unet U.um U. HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pif) (Pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (klP-ft) (kip) (kip) (kip) •r 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 51gwpaletzwohnp,illlt 0.0 :.,4 0 1.00 0 00 o.00 0.00 0.00 0.00 too 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ENRIENNORIMAilifIftagr011itoopiiotol 0.00 0.00 0.00 0.00 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 too o.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0 0 0 0 1 00 0 00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ql:iExt left4' 860 '21 5 .21 5 ,,1.00 015: 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 i ..0 0. 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 itipaiRtila0 0 0 p 0 1,00 0 00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 4 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext nghtl** 660 '53 0 53 0 0.91 015 1.12 2.58 1.11 1.54 1.00 1.00 55 P6TN P6TN 77 23.86 ##### -1.57 -2.92 33.31 #iii## -1.78 -3.26 1.20 perf ,Ex0right2 0 0 0 ' 0 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 npitINbItfORIMAIREWIRtontogligrcopj 0.00 0.00 0.00 0.00 too 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o 0 0 0 0 f 60-miltOtii 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 IN,EtAtigtiomosElogiElLptiiiUtGiiiitqpiivicool 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 " 0 0 :'0 0 1.00 b 00 0.00 0.00 0.00 0.00 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 a 0 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 b ; 0 0 0 0 1.00 a 00 0.00 0.00 0.00 0.00 too o.00 o-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ilicluf4lifilifigailitilitiA0 0,0 "0 0 1.00 0 00j o.00 o.00 o.00 0.00 too o.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 , 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 PIII.egliollgloltlig0 0,0 0 0 1.00 10.00'. 0.00 0.00 0.00 0.00 1.00 o.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 ,• 01111111 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0, 1;00 it0f/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 0 0 0 0 0 1.00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0 0 „ 0 0 ,1,.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, 0 0 0 0...1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0_ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 0. °0 0 1.00 0 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oa 0 0 0 1; .00 0 00. 0.00 0.00 0.00 0.00 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=Leff. 2.25 5.18 2.23 3.08 1.00 E V„;nd 7.40 E V EQ 5.30 Notes: denotes with shear transfer •• denotes perferated shear wall MB denotes MB Shear Panel SHEET TITLE: LATERAL E-W(side to side-lef/right) CT PROJECT#: CT#14189:Plan7A Diaph,Level: Roof Panel Height= 8 ft. Sol mlc V I m 3.08 kips Design Wind E-W V i- 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Sol is V i- 3.08 klps Sum Wind E-W V I- 7.71 kips Min.Lwall= 2.29 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.60+W pt.= 1.00 Table 4.3.3.5 Wind Wirt. E.Q. E,Q. p= 1.30 E.O. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T,A. Lwall Loan, C 0 w dl V level V a .V level V abv. 2w/h v i Type Type lel OTM ROTM Unet Usum OTM ROIM Une1 Ueum U. HD (sqft) (ft) (ft) (kif) (kip) (ki.1 (kip) (kip) p (1)if) (pif) (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 0.10 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.'O 0.00 0.00 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 0.10 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..0 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 . 0.0 0.0 1.00 0.00 0.00 0. 1 0.00 0.00 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. , 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0 0.0 . 1.00 "0.00 0.00 0. , 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0. 1,00 0.00' 0.00 0.11 0.00 0.00 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 0.1, 0.00 0.00 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. , 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 • 0.00 0.00 0.1. 0.00 0.00 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 0.11 1.54 0.00 1.00 1.00 220 P6 P4 424 18.00 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 0.01 0.00 0.00 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 0.1 1 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00, 0.00 0.01 0.00 0.00 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 0.01 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00. .0.00 0.00 0.01 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.01 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 " 0.00 0.00 0.1 1 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0, 1.00' 0.00 0.00 0.11 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0' 1.00 0.00' 0.00 0.11 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.1 1 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '1.00 : 0.00 0.00 0.1. 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 >0.0 0.0 1.00 0.00 0.00 0.0.1 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 ' 0.00 0.00 0.11 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0" 0.0 ' 1.00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 0.0 0.0 1.00 0.00 0.00 0.0 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0.0 -,1.00 0.00: 0.00 0.0 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - 0 0.0. 0.0 1.00 -0.00 0.00 0.0 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 "1,00 0.00 0.00 0.0 0.00 0.00 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 18.8=L eff. 7.71 0.0 3.08 0.00 E V xind 7.7 EV Ea 3.08 Notes: denotes with shear transfer ** denotes perferated shear wall iSB 1 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=..:r:,3„5 SDPWS Table 4.3.4 Sum Seismic V I■ 5 L 0 kips Sum Wind E-W V I- 12.54 kips Min.Lwall= 2.57 ft. (0.6-0,14Sds)D+0.7pQe 0.6D+W per SDPWS-2008 pr.= 1.30 Table 4.3.3.5 Wind Wnd ".Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL.R. C 0 w dl V level V abv level V abv. 2w/h vi Type Type vi OTM RoTM Unit U. OTM RoTM Unit U-um U. HD (soft) (ft) (ft) (kW) (kip) (k', (kip) (kip) p (pIt) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV"`` 306' 5 0 1;6 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 tl ' 0 a 0.0 1.00 0 0tl 0 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 0 0 0 D 0 1 00 0 00 %.00 0.00 0.00 0,00 1.00 0.00 0- - 0 0.00 0.00 0.00 1.11 0.00 0.00 0.00 2.44 2.44 b d 0 6 0 1,00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 a 0 0 '1.00 0' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 int KIT; 0 0 0 0 0 1.00 a 0: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RIHRgigigaNgthira tl 0 tl 0 „1.00 a 00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - o o.00 o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 a 0 0, 0 0 .1'0 a 0 00" 0.00 0.00 0.0o 0.00 1.0o 0.00 0- - 0 0.00 0.00 0.00 0.00 0.0o 0.00 0.00 0.00 0.00 MgMUkDOM0 D 0 0 0 1 ..0 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear KiHGar 660 11 5 11 5„ .00 a 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 INNUtiallaildll!iiIIIIIIIIIRIIIIjIlifQ: 0 0 ..;0 0 .'100 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 a, a 0 O 1.00 0 00'' 0,00 0.00 0.00 0.00 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 �6 0 1,1 0 0 1.8 68 0. 0 0.5 .0. 0.89 331 P4 P3 631 10.59 1.21 2.81 2.81 22.73 1.44 8.39 6.39 6.39 0 0 0 0 0 1,00 0 00,: 0.00 0.00 0.00 0.00 1.0. 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ar An 118= 2 s v� 6 ' 1'00 0. 5. 0.4 '.83 0. 0 0. a .00 0.44 671 2P4 P3 831 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 �; w e e I ee e,•e 1,.1 i,.e '.0' '.'0 1.•I 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0` 0 0 0 0 1.00 0 00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1 0 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0? 0 0 "0 0 1.00 0 00 0.00 0.00 0,00 0.00 1,00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1:110 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - o 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0 0 )00 0 00 o.00 o.00 o.00 0.00 too o.00 o- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ligIIIIIIiNIIIIIIRit:iipilllimillIliII0.; 0 0 r 0 0. 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' tl 0 0 0 1.00 tl 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a 0 0 0 0 1.00 a 00 0.00 0.00 0.00 0.00 1.00 0,00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 (('= tl 0 :a 0 0 1,00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x 01 , 0.0, tl 0 1 00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D_ 0.0 `',0 0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 tl tl tl 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:' 0 0 0 0 100 0 00j; 0.00 0.00 0.00 0.00 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 EV„;„d 13.67 EVEQ 5.30 Notes: denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 •* denotes perferated shear wall ISB denotes iSB Shear Panel .... ................... ..____.__....... . .. JOB#: CT#14189:PIan7A SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR' Roof Level w dl= 150 p/f V eq 980.0 pounds V1 eq= 490.0 pounds V3 eq= 490.0 pounds V w= 2440.0 pounds Vi w= 1220.0 pounds V3 w= 1220.0 pounds -' --II, v hdr eq= 59.4 plf ► •H head= A v hdr w= 147.9 p/f 1.083 y Fdrag1 eq= 342 F2 eq= 342 Fdrag1 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 plf P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= F4 e.- 342 feet £ Fdrag3 w=850 F4 w=850 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 59.4 plf P6TN 2.0 EQ Wind v sill w= 147.9 plf P6TN feet OTM 7921 19723 R OTM 10124 12251 UPUFT -139 472 Up above 0 0 UP sum -139 472 H/L Ratios: L1= 2.5 L2= 11.5 L3= : - 2.5 HtotaLL= 0.49 ► Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet ► JOB#: CT#14189:PIan7A SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV" Floor Level w dl= 150 p/f ._............_...._......... V eq 516.0,', pounds V w= 1121M 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 p/f ► •H head= A v hdr w= 285.4 plf. 1.083 "; Fdrag 1 eq= 484 F2 eq= 484 Fdrag1 w= •13 F2 -1213 H pier= v1 eq= 307.6 plf v3 eq= 307.6 plf P4 E.Q. 5.0 v1 w= 770.6 p/f v3 w= 770.6 plf P2 WIND feet = 2w11)= 1 2w/h= 1 9.083 y Fdrag3 eq-- •= F4-.- 484 feet 1 A 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 y UPUFT 560 2088 Up above -139 472 UP sum 421 2560 H/L Ratios: ....._................____ L1= 2.5 L2= 8.5 L3= 2:5 Htotal/L= 0.67 4 ► 4 ►4 4 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 13.5 feet JOB#..CT#14253Plan2813WilltiMnigailaga0 SHEARWALL WITHFORCE TRANSFER is ID: Front Upper MST# Bath , Roof Level w dl =. 150; pff V eq M596.'1 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 ► 62.1ff v hdr eq- p •H head= $ v hdr w= 191.6 pff 1`<083 Fdragl eq= 155 F2 eq= 155 A Fdragl w= • F2 -479 H pier= vl eq= 131.1 pff v3 eq= 131.1 pff P6TN E.Q. B 5..._..... v1 w= 404.4 pff v3 w= 404.4 pff P4 WIND feet Htotal= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= - F4-.- 155 feet • Fdrag3 w=479 F4 w=479 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 62.1 pff P6TN ijliill1159':5111Pgil EQ Wind v sill w= 191.6 pff P6 feet OTM 4769 14711 R OTM 3325 4061 v UPLIFT 164 1206 Up above 0 0 UP sum 164 1206 H/L Ratios: L1= 2.3.' L.2=Autgb0 L3=!iliiiimaip Htotal/L= 0.85 4 0 .4 ►4 ► Hpier/L1= 1.56 ► Hpier/L3= 1.56 L total= 9.5 feet JOB#.CT#14253:Plan 2613 ID:Rear Upper BR23' Roof Level w dl= ...160. plf ............._.......... V eq 1610.0 pounds V1 eq= 424.8 pounds V3 eq= 760.5 pounds V5 eq= 424.8 pounds V w= 4970.0 pounds V1 w= 1311.2 pounds V3 w= 2347.5 pounds V5 w= 1311.2 pounds --► --► v hdreq= 73.2 pH ► - •Hl head=$ v hdr= 225.9 ph 1 H5 head= T 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 Fdra•:w=298.0 A H1 pier= vl eq= 134.1 plf v3 eq= 134.1 plf v5 eq= 134.1 H5 pier= 4.0 -. v1 w= 414.0 pH v3 w= 414.0p!f v5w= 414.01 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= Fdra - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag•-• 96.5 V P6TN E.Q. Fdrag7w= 533.4 Fdrag8w=298.0 A P4 WIND v sill eq= 73.2 pK Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 225.9ph H5 sill= 3.0 '` EO Wind -3.0 feet OTM 12680.0 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 ► ► ► ► o. Hpier/L3= 0.71 L total= 22.0 feet Hpier/L5= 1.26 `_.;_995.Lreduction j { rh 5 y 1- -�vV iy •• � 4 .It f • i' i sM9 R _ U ifi N APA Tehnuc TT- 100F 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 ightframe 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 CURES 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. io 2014 APA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN. WIDTH=22 1/2"): EQ=480#< EQ (ALLOW)= 1031# WIND = 1390#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable D• gn Val. •s for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eighl Allowable Design(ASD)Values per Frame Segment (in.) ) Shearm(lbf) Deflection(in.) Load Factor 16 8 850 (1190 WIND) 0.33 3.09 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 • • '' 0.51 3.42 1'-101/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 f■"b•c Q31 EQ(1444 WIND) roundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 2'to 18'rough width of opening I per wind design min 1000 lbf for single or double portal on both sides of opening _ .. opposite side of sheathing Pony I wall height I Iii ` Fasten top plate to header /with two rows of 16d } IIIIIIE!EIEEIIIIIIPII sinker nails at 3"o.c,typ 4 •. • Fasten sheathing to header with 8d common or 'H 12' ', galvanized box nails at 3'grid pattern as shown Min.3/8"wood structural max ;: /panel sheathing total 4 j.,. Header to strap wall jack-stud per wind design. ::- height i Min 1000 Ibf on both sides of opening opposite g . • r — needed, t r// shall occur over and berms 10 `: ^:' Min.double 2x4 framing covered with min 3/8' � nailed to common blocking max rj r" thick wood structural panel sheathing with s .-r--r.t• within middle 24'of portal height ;. .,. 8d common or galvanized box nails at 3"o.c. ,r height.One row of 3'o.c. in all framing(studs,blocking,and sills)typ. r nailing is required in each panel edge. Min length of panel per table 1 . Typical portal frame construction tr. Ilk 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 foundat on,one#4 bar t I jack studs per IRC tables top and bottom of footing Lap bars 15 min R502.5(1)&(2).,ill fi PIII Min footing size under opening is 12"x 12'.A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into 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 into framing) 2 ©2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7.American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings,ASTM International.West Conshohocken,PA. SEAOSC, 1997,Standard Method of Cyclic(Reversed)Test for Shear Resistance of Framed Walls for Buildings,Structural Engineers Association of Southern California.Whittier,CA. • • • We hove field representatives in many major U.S.cities and in Canada who can help answer questions involving www.at,awood,org AM trademarked products.For additional assistance in specifying engineered wood products,contact us: 411 APA HEADQUARTERS:7011 So.19th St.■Tacoma,Washington 98466•(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@apawood.org Form No.11-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Associations 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 APA 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 ore used,it cannot accept responsibility of pradud performance or designs as actually constructed. • 3 ©2014 APA—The Engineered WoudAssocialiun C T E N G I N E E R I N G 180 Nickerson St. Suite 302 Seattle,WA Project: -fogni3c, ;nAddDate: )nat . � .!/T 98709 'f' 6' 6'..5.1) (206)285-4512 Client: 74%6 23°.316),"J.Z V JS C� 09)195i PAX: Page Number: (206)285-0618 1 Ife," 30-irb • j= lamatiP Ovr-As"t (A-criz) . I o111(I ® . X db`` vl 034)tFV12- �v� V T �I-be 8� rD� QaS177w" . rott., (zYoz p.Snly) 4, a (©-z _ 0-31z (5 L16 , g9Z3 L lz) '51.-2'_3) �3�z f�I n= (2 o ) 60c • /11,1ti (062 1�v � e .- _ Jot* 10'1 > af 5`' 8x7& Fr3, bo/(2) ot= 0,666 RU( 71-2) d\ `' +5'' 8)(16 ep�vJ1t5 \n (civ ; Structural Engineers WOOD FRAME CONSTRUCTION MANUAL 03 Table 2.2A Uplift Connection Loads from Wind 11) .• .• • • (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) • • 700-yr.Wind Speed 110 115 120 130 140 150 160 170 180 I 195 2 3-second gust(mph) ' Roof/Ceiling Assembly 'Roof Span(ft) 'Unit Connection Loads(p101'213'446° Design Dead Load try 12. 118 128 140 164 190 219 249 281. 315 369 z 24 195 213 232 •272 315 362 412 465 521 612 Z 0 psf6 36 272 298 324 380 441 506 576 650 729 856 n in 48 350 383 417 489 567 651 741 836 938 1100 60 428 468 509 598 693 796 906 1022 1146 1345 MI . 12 70 80 92 116 142 171 201 233 267 321 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 48 1.94 227 261 333 411 495 585 680 782 944 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 1.46 189 236 286 339 395 486 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 �J � I 20 psf 36 32 58 84 140 201 266 336 410 489 616 1' 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. k. z Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate _ adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. F 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 ' I . • . connectors: Connection Spacing(in.) 12 16 192 24 48 Multiplier I 1.00 I 1.33 1.60 I 2.00 4.00 1• 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. "rs Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads.for wall-to-wall-or .t . wail-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. 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the ;1;•'; header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. sb '= 7 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 Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. VOL AMERICAN WOOD COUNCIL 180 Nickerson St. CT ENGINEERING Suite 302 ��//t(/1�/ l INC. Seattle,WA Project: �i 1 rcAL s) t - f w Date: 98109 (206)285-4512 FAX: Client: Page Number: (206)285-0618 \)(11W LOCO titeVt7q- 47A11\95erM•616 3! Ilit 5C-- AQP WAD itiA0v1►h -rl 6- -z A . ,W) 1 �- 1 /n MQt ( utyj .. g ' 11,44.1,',.. 3f- . • C N1a `Mss ; 4?) 6 q„ cA MICR ?P8 /44 6-171744 °,6)(10/7 ( f3. 1°- 56--C47.01710A'F' 11 1!rJ► ep.: • t nom. � .�1 ids 2Y iA '3--,AtK._ -7121446 ec9RoA_ (4)(z) 0, -k - i, 4* ,� � fib - : - A)Cn.,-5 o . . ,-- - 9o & CD T(P GvikhiktrOdo .e64. PP? --""t5> S Nr D 14-1- ,q. 4- 1- AIZAteint im -PlP � " C -0; - Gt-r- Co C n A-1 = fi - Structural Engineers TRUSS TO WALL CONNECTION '4'1 VA1III`'; #°FPLES SS CONNECTOR TO Noss 10 TOP PLATES MIDI I 1 1 H1 (6)0.131'X 1.5' (4) 0.131' X 2.5' 4iil is • 1 H2.5A (5)0.131" X 2.5' (5)0.131' X 2.5 `o.. Ilii 1 SDWC15600 - - QV. I i5 ._ 2 Frio-2 (9)0.148' X 1.5" (9)0.148"X 1.5" Iwo MO 2 (2)112.5A (5)0.131' X 2.5' EA. (5) 0.131"X 2.5" EA. Iwo !;o 2 (2)SDNC15600 - - 5/I) 7.10 3 (3)SDWC15600 - - 1455 :145 ROOF FRAMING PER PLAN 8d AT 6' O.C. 2X VENTED BLK'G. 0.131" X 3" TOENAI. '- �'�''" AT 6' O.C. IP : r1 112.5A & SDWC15600 STYLE ` MON GIRDER TRUSS ---1-- 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 SPF VAI.UE # L� COIlIECTOR TO TRUSS TO TOP PLATES UPLIFT Et 1 H1 (6) 0.131'X1.5' (4)0.131" X2.5" 400 415 1 112.5A (5)0.131'X 2.5' (5)0.131" X 2.5' 535 _ ha1 SDWC15600 - - 41.5 -11.5. • 2 1110-2 (9)0.148'X 1.5" (9)0.148' X 1.5' 1070 -i611- 2 (2)H2.5A (5)0.131'X 2.5' EA. (5) 0.131"X 2.5" EA. 1070 22I1 2 (2)SDWC15600 • - - 970 'LSD 3 (3)SOWC15s09 - - -1455------;r45 4 , ADD A35 o 48"0.C. ROOF FRAMING PER PLAN FOR.H2.5A AND 0.C. SDWC STYLE ed AT B' CONNEC110NS 2X VENTED BUCG. IIIIIILAI&.'Nittoll 111111111311.- 4144 • i IIII H2.5A & SDWC15600 STYI F COMMON/ ER 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 [