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Specifications (47)
//4i S7-)--c1C Ca -Ce5?1" 13 ! P-1 £w //y)//z__ 1nvw� CT E N G I N E ErR I N GStructural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations F` °`�' p{p{ry-K,CITY O River Terrace Eo PRo; O4 Plan 7 �,`<c.��GINFtt Elevation A 14 ��REG SNA Tigard, OR ,V��, ,� Design Criteria: 2012 IBC (ORSC, OSSC) 09/14/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 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 7 also includes Plan 2613) 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 7A 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./Meeh. 1.5;psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2''psf Mise. ` 2.6 psf FLOOR DEAD LOAD 15.0 PSF 16 S9.1 I- ::•-. GABLE END TRUSS RB.al MN. HDR J MIN. HDR , I 19 S9.1 I D I 19 59.1 I I I Q CrJ I 0 ® IGT GT.a2 (DI I ..... ............. ...... .. .... . IIIRIMPIPMEWIAIMMIIIIIINIM ril I1 o 14 59.1 ::::::::.1::: .... L1111����� 16 r 3 S9.1 C) O IK r 22"x30'1 9 �0 I= f -- -c--- 1 ACCESSI m N w _-J rri I m re J._ cnt. o L.L. vi e ::::. K n N i_...'`:...... g tui a • ': 4., {. 7 it:. NOP cr •,(2: 2x8i HDR......-•.. C` .......... ... ... ... ....... ... • • • ll .... ...... .... ..... ... .. ...... ...... I 11 I 1 0 A10 MIN. iDR��}}M.�IN.1 HD.R MIN.AHDR 1 L GABLE jE 1M TRIM I ® 16 fill 59.9. 1 CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) PLAN 7A ROOF FRAMING PLAN 1/4"=1'-0" ENGUSH REVIVAL MST48 _A MST48 i \--N..------s- 4010 •/ W ' I ') / I 0 J (---1 V 1 1 (O\ ) r LI it WASHER 410 1=1 ` 6TM ENTIRE IDRYER PSIDE 1 o r ENTIRE SIDE I l A o 0 t J 0 0 ° MST37 2 mg,/,/ 4-- .\\\*& 0 MST37 ® 8 S1.2 OD0 CT# 14301 2015.03.05 1/4" = 1'-0" (11x17) PLAN 7A UPPER LEVEL SHEARWALLS I/4"=1'-0" ENGLISH REVIVAL An 0 59 0 abi %I - I -01MMIdidillir GABLE IEND TRUSS / 1 _. Lam_—_�__--_��.y__ _17__--� / CONT.14x12 HDR / ST1-1D14 B.al STHD1 S1H01" 1 ROOF TRUSSES IAT 24" O.C. T1P. 1 II I 1 51 x14 iBIG BEAM B.a2 1 I I I 1 14" FLOOR TRUSSES c 19.2" O.C. rip. 4 4 59.0 S9.0 li GT ABOVE 0 CI / GT ABOVE 2 17 0 59.0 D2 THD14 STHD14 , 1% x 14 LVL ilk i w I I 0 1 0 ENTIRE 6x6 POST ®' 1I L �D /=� I SIDE • ROOF TRUSSES I (2)2 8 DR L� �©l �I47:a13�`L9i`i_'1�,��1 - I i� 1'� L- 17 _ T_ --j AT 24" 0.C.-t---L--B a16 , \` II T� Ill • 4_ ENTIRE P6 LEDGER I B.a15 ��� \\ I'5 a �, SIDE _ -- \I N (2)2x8 HDR I1 I I 0 rz R 4 xLer rit--"T c.Xi-t m * I BLOCKOUT FOR v tIn -1Y 1 • I MICROWAVE EXHAUST w* —1 , i____I o 13" CLEAR _ I Q a� C9� � I X N PICTURE FRAME w I w< S9'0 ( �£ a m OPENING. DIMS N ro m I in ; 1 I '"I w ARE TO STUDS. CE � .-"*CO i� 'I = R V. X H X CO :47::: I1 ,--s—I N 'pi �� I� 1 I N 1 1 ' -t J 1 S9.0 J111 r° M Ti'• I FIXTURES Nm I I ABOVE 1.1,, [-Ic4(-16x6 POST �t I 157 c, =co F- m I I ' n� LK R brr 2x ROOFN IN I z I -1 I FRAMING ao 1 "1 = , GT ABOVE GT ABOVE— ""9) I�LEDGER�J m --....„.„.„...,....,,,,,,,,t pp v STHD14 STHD14-\\ 4x8 HDR 4x8 HDR 4x8 HDR 4x8 HDR B.a10 B.a10 B.a10 B.a10 1 . 59.0 N d N o 2P3 =:-a N �.. 8 _ B.a17 S1.2 4x12"HDR ce 4x4 POST L- J LOWER LEVEL SHEARWALLS W/ACE4 m 4x4 POST PLAN 7A UPPER LEVEL FLOOR FRAMING W/ACE4 I/4%1WAI RPW CT# 14301 2015.03.04 1/4" = 1'-0" (11x17) -1U7 16'-3" 3-19y2 L G /MAQ , I al , IIUr STHDta I * 7'1 r • 3k" CONC. SLAB N OVER 4" FREE DRAINAGE MATERIAL OVER COMPACTED FILL --L --- I VERIFY GARAGE SLAB HEIGHT WITH GRADING PLAN a U- 0 o r o 0 �1 18'-Oy" 1� r ,,r'i 1 r 16 IBM Q II 1 idrh3r CONC. mail Al% PATIO SLABSIM.�S -3""A FROM.TOP OF Ir-- 1 1 ABOVE STEM WALL 11 II SLOPE ® STHD14 �L__II Q 1 I JI 1-i 3'-9Y" iIiT, I I 2x4 CRAWL FIXTURE ABOVE—.4 III �. , r ACCESS ' j 1 18"x36"x10" FOOTING ` IRE le. SIfli (2) #4, (3) #'4 1 i1n DE 'L � 1 ENTI I. i NM 1 ' P6 SIC EMS S6.0 ®i 1E ; FINISHED FLOOR 16 I r •• ® is Q AT+0'-0" 1-1I 1 (3 #4 EA. WAY gar n =rU P.T.ll � Y.... 1 4 '"^, `}1� P.T. 4x4 POST T r IJl rip. U.N.O. •• , i^\� L+J .,. I,\Ir I (X 1N i 9r I-JOISTS AT 19.2"O.C. I )T. TYPICAL ,-0, N. I I. Ur ICV -12Y�"� 11'-73/4" 14'-43/" o I-1-1 '1 I I 9,-8y4. '-8y- u L J _ __ 1%_" x 914" LVL"___ 0:, r-�_ 30"x30"x10" I I ,( I FOOTING W/ o ®m' III 18"x18"x10" FTG. ' ' I (3) X14 EA. WAY I -12v4"I 10r r I II LnO m VI r1 lN 4- TART FRMG. • L .... � - ' I &liQ i Q L. - 31 " CONC. SLAB In S.144-1 '\-STHD1 a O ST14014 16'-6y" I 9.-5Y2" I ,s ' F 0 a 7 1 16 I I v �/ ...Ti} IL S6.1 I I. --- I. a e. TOP OF SLAB -6Y ABU4 Qj ` " TOP OF 8" -1216" hI SI 6'_0" '-934 STEM WALL i 4" 9'-4" 13/4' ABU44 10'-1)/" Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:29PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN L ev:56°°°6 Timber Beam & Joist Page 1 ser:KW-0602997,Ver 5.8.0,1-Dec-2003 14169_Plan_2613.ecw:ROOF FRAMING c)1983-2003 ENERCALC Engineering Software Description 2613A ROOF GT reactions Timber Member Information GT.a1 GT.a2 Timber Section 3.125x18 3.125x21 Beam Width in 3.125 3.125 Beam Depth in 18.000 21.000 Le:Unbraced Length ft 0.00 0.00 Timber Grade gias Flr,24F- Douglas Fir,24F- V4 V4 Fb-Basic Allow psi 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 Member Type Glu Lam GluLam Repetitive Status No No Center Span Data 0 Span ft 16.50 22.00 Dead Load #/ft 270.00 270.00 Live Load #/ft 450.00 450.00 Results Ratio= 0.6313 0.8338 - Mmax @Center in-k 294.03 522.72 @ X= ft 8.25 11.00 fb:Actual psi 1,742.4 2,275.8 Fb:Allowable psi 2,760.0 2,729.4 sending OK Bending OK fv:Actual psi 130.5 153.5 Fv:Allowable psi 276.0 276.0 Shear OK Shear OK _Reactions @ Left End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 @ Right End DL lbs 2,227.50 2,970.00 LL lbs 3,712.50 4,950.00 Max.DL+LL lbs 5,940.00 7,920.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.165 -0.328 UDefl Ratio 1,202.1 805.3 Center LL Defl in -0.275 -0.546 UDefl Ratio 721.3 483.2 Center Total Defl in -0.439 -0.874 Location ft 8.250 11.000 UDefl Ratio 450.8 302.0 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:32PM, 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_PIan_2613.ecw.ROOF FRAMING Description 2613A ROOF FRAMING Timber Member Information RB.ai RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 Timber Section 2-2x4 2-2x4 2-2x8 2-2x4 2-2x4 2-2x4 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 7.250 3.500 3.500 3.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fr,Stud Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 675.0 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 1,200.0 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 1_9enter Span Data Span ft 5.50 2.50 5.25 3.00 3.00 5.50 4.50 Dead Load #/ft 60.00 60.00 270.00 60.00 60.00 60.00 60.00 Live Load #/ft 100.00 100.00 450.00 100.00 100.00 100.00 100.00 _Results Ratio= 0.8084 0.1670 0.9656 0.2405 0.2405 0.8084 0.6815 Mmax @ Center in-k 7.26 1.50 29.77 2.16 2.16 7.26 4.86 @ X= ft 2.75 1.25 2.62 1.50 1.50 2.75 2.25 fb:Actual psi 1,185.3 244.9 1,132.7 352.7 352.7 1,185.3 793.5 Fb:Allowable psi 1,466.3 1,466.3 1,173.0 1,466.3 1,466.3 1,466.3 1,164.4 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 21.9 101.1 27.7 27.7 56.3 44.8 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 @ Right End DL lbs 165.00 75.00 708.75 90.00 90.00 165.00 135.00 LL lbs 275.00 125.00 1,181.25 150.00 150.00 275.00 225.00 Max.DL+LL lbs 440.00 200.00 1,890.00 240.00 240.00 440.00 360.00 LDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.004 -0.037 -0.008 -0.008 -0.089 -0.043 UDefI Ratio 744.5 7,927.3 1,690.7 4,587.6 4,587.6 744.5 1,254.7 Center LL Defl in -0.148 -0.006 -0.062 -0.013 -0.013 -0.148 -0.072 UDefl Ratio 446.7 4,756.4 1,014.4 2,752.5 2,752.5 446.7 752.8 Center Total Defl in -0.236 -0.010 -0.099 -0.021 -0.021 -0.236 -0.115 Location ft 2.750 1.250 2.625 1.500 1.500 2.750 2.250 UDefl Ratio 279.2 2,972.7 634.0 1,720.3 1,720.3 279.2 470.5 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 Page 1 User:KW-0602997,Ver 5.6.0,1-Dec-2003 Timber Beam & Joist (c)1983.2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 1 OF 3 Timber Member Information B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 4x12 5.5X14 IJC LVL:1.750x14.000 2-2x8 5.5X14 IJC 4x8 2-2x8 Beam Width in 3.500 5.500 1.750 3.000 5.500 3.500 3.000 Beam Depth in 11.250 14.000 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 Fur- Rosboro,Bigbeam (Level,L5L 1.55E Hem Fr,No.2 Rosboro,Blgbeam Douglas Fr- Hem 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 Manuf/Pine Manuf/Pine Sawn Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 16.50 22.00 4.00 3.50 18.00 4.50 4.50 Dead Load #/ft 75.00 15.00 150.00 195.00 195.00 195.00 75.00 Live Load #/ft 125.00 40.00 400.00 520.00 520.00 520.00 200.00 Dead Load #/ft 160.00 160.00 Uve Load #/ft 100.00 100.00 Start ft End ft Lesults Ratio= 0.9717 0.3689 0.0864 0.4901 0.6447 0.6054 0.5271 Mmax @ Center in-k 81.67 228.69 13.20 13.14 347.49 21.72 16.25 @ X= ft 8.25 11.00 2.00 1.75 9.00 2.25 2.25 fb:Actual psi 1,106.3 1,272.9 230.9 499.9 1,934.1 708.3 618.3 Fb:Allowable psi 1,138.5 3,450.0 2,673.8 1,020.0 3,000.0 1,170.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 55.8 60.5 28.6 56.6 109.3 70.0 61.1 Fv:Allowable psi 207.0 345.0 356.5 150.0 300.0 180.0 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 618.75 1,925.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 1,540.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 @ Right End DL lbs 618.75 1,925.00 300.00 341.25 1,755.00 438.75 528.75 LL lbs 1,031.25 1,540.00 800.00 910.00 4,680.00 1,170.00 675.00 Max.DL+LL lbs 1,650.00 3,465.00 1,100.00 1,251.25 6,435.00 1,608.75 1,203.75 I Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.188 -0.333 -0.001 -0.005 -0.166 -0.010 -0.018 UDefl Ratio 1,051.9 791.9 34,459.7 7,900.8 1,297.6 5,337.8 3,084.6 Center LL Defl in -0.314 -0.267 -0.004 -0.014 -0.444 -0.027 -0.022 UDefl Ratio 631.1 989.9 12,922.4 2,962.8 486.6 2,001.7 2,416.3 Center Total Defl in -0.502 -0.600 -0.005 -0.019 -0.610 -0.037 -0.040 Location ft 8.250 11.000 2.000 1.750 9.000 2.250 2.250 UDefl Ratio 394.5 440.0 9,398.1 2,154.8 353.9 1,455.8 1,354.9 Title: PLAN 2613 Job# Dsgnr:TRE Date: 4:33PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2613.ecw:Floor Framing Description 2613A FLR FRMG 2 OF 3 _Timber Member Information B.aB B.a9 B.a10 Ball B.a12 B.a13 B.a14 Timber Section 2-2x8 2-2x8 4x8 4x10 2-2x8 2-2x8 2-2x8 Beam Width in 3.000 3.000 3.500 3.500 3.000 3.000 3.000 Beam Depth in 7.250 7.250 7.250 9.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fr,No.2 Douglas Fir- iLevel,LSL 1.55E Hem Fr,No.2 Hem Fr,No.2 Hem Fr,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 180.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 1,550.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No enter Span Data Span ft 3.00 3.50 3.50 2.50 5.00 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 160.00 505.00 160.00 160.00 160.00 160.00 Live Load #/ft 100.00 675.00 100.00 100.00 100.00 100.00 Start ft End ft Point#1 DL lbs 2,228.00 LL lbs 3,712.00 @ X ft 1.750 Results Ratio= 0.2694 0.7361 0.1403 0.2590 0.8515 0.2129 0.4172 Mmax @ Center in-k 7.22 22.69 5.79 40.89 26.25 6.56 12.86 @ X= ft 1.50 1.75 1.75 1.75 2.50 1.25 1.75 fb:Actual psi 274.8 863.5 188.8 819.2 998.8 249.7 489.4 Fb:Allowable psi 1,020.0 1,173.0 1,345.5 3,208.5 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 33.2 97.8 21.4 92.3 91.7 31.4 55.4 Fv:Allowable psi 150.0 172.5 207.0 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK _Reactions 0 Left End DL lbs 352.50 910.00 306.25 818.40 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 1,513.60 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 2,332.00 1,750.00 875.00 1,225.00 @ Right End DL lbs 352.50 910.00 306.25 1,709.60 700.00 350.00 490.00 LL lbs 450.00 1,251.25 245.00 2,998.40 1,050.00 525.00 735.00 Max.DL+LL lbs 802.50 2,161.25 551.25 4,708.00 1,750.00 875.00 1,225.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.003 -0.014 -0.003 -0.003 -0.032 -0.002 -0.008 UDefl Ratio 10,410.6 2,962.8 12,641.2 9,677.0 1,887.3 15,098.3 5,502.3 Center LL Defl in -0.004 -0.019 -0.003 -0.005 -0.048 -0.003 -0.011 UDefl Ratio 8,155.0 2,154.8 15,801.5 5,497.3 1,258.2 10,065.6 3,668.2 Center Total Defl in -0.008 -0.034 -0.006 -0.009 -0.079 -0.005 -0.019 Location ft 1.500 1.750 1.750 1.360 2.500 1.250 1.750 UDefl Ratio 4,572.9 1,247.5 7,022.9 3,505.8 754.9 6,039.3 2,200.9 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:34PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 User:Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software Page Framing Description 2613A FLR FRMG 3 OF 3 Timber Member Information B.a15 B.a16 B.a17 Timber Section 2-2x8 2-2x8 4x8 Beam Width in 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Hem Rr,No.2 Hem Fr,No.2 Douglas Fir- Hem Ar,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data Span ft 4.50 4.00 9.00 Dead Load #/ft 15.00 Live Load #/ft 40.00 Dead Load #/ft 310.00 60.00 75.00 Live Load #/ft 350.00 100.00 125.00 Start ft End ft Results Ratio= 0.7045 0.1246 0.5890 Mmax @ Center in-k 21.72 3.84 24.30 @ X= ft 2.25 2.00 4.50 fb:Actual psi 826.4 146.1 792.5 Fb:Allowable psi 1,173.0 1,173.0 1,345.5 Bending OK Bending OK Bending OK fv:Actual psi 81.7 15.5 46.4 Fv:Allowable psi 172.5 172.5 207.0 Shear OK Shear OK Shear OK LReactions @ Left End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 @ Right End DL lbs 731.25 120.00 337.50 LL lbs 877.50 200.00 562.50 Max.DL+LL lbs 1,608.75 320.00 900.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.024 -0.003 -0.062 UDefI Ratio 2,230.4 17,201.9 1,734.8 Center LL Defl in -0.029 -0.005 -0.104 UDefl Ratio 1,858.7 10,321.1 1,040.9 Center Total Defl in -0.053 -0.007 -0.166 Location ft 2.250 2.000 4.500 UDefI Ratio 1,013.8 6,450.7 650.5 Title: PLAN 2613 Job# Dsgnr: TRE Date: 4:35PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN IRev: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.ecwCRAWLSPACE 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- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No _Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK _Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 1 Deflections Ratio OK Center DL Def I in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS 1 Code CodeCode Suggest __Slag!IL Suggest Lpjok Lpick L ip ck L9 ck Joist b d Spa. LL DL M max V max El Lib L fv L TL2401 L LL360 L max TL deii. LL deft. L TL360 L LL480 L?max :TL deo_TL deft.LL deft LL deft. size&grade width(in.) depth(in.) (in.) (psf) (psf) (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) (in.) (ft.) (ft.) (ft.) (in.) ratio (in.) ratio 9.5"TJI 110 1.75 9.5 192 40 15 2380 122011.40E+08 1471 27.73 15.23 14.80 14.71 0.66 0.48 13.31 13.45 13.31 0.44 360 0.321 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 12201 1.40E+08 16.11 33.27 16.19! 15.73 15.73 0.72 0.52 14.14 14.29 14.14' 0.47 360 0.34 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220 1.40E+08 18.61 44.36 17.82 17.31 17.311 0.79 0.58 15.57 15.73 15.57: 0.521._ 360. 0.38 _495 9.5"TJI 110 1.75 9.5___9_..6_____40 15 2380 1220 1.40E+08 20.80 55_45 19.19 18.64- 18.64 0.85 0.62 16.77 16.94'.. 16.77 0.56 360 0.41, 495 9.5 TJI 110 1.75 9.5 19.2 40 10 2500 12201 1.57E+08 15.81 30.50 16.34 15.37 15.371 0.64 0.51 14.27 13.97 13.97 0.44 384 0.35 480 9.5"TJI 110': 1.75 9.5 16 ;40 10 i; 2500 1220; 1157E+08 '17.32 36;60 17:36, '16.34 16.34 0.68 0.54 15.17" 14.84„ 1484 ' 0.46 384 037 .,. ;480 9.5"TJI 110 1.75 9.512 40_192500 12201 1_57E+08 20.00 48.80 19.11 17.98 17.98 0.75 0.60 16_69 16.34 16 34 0 51 384 0.41 480 9.5"TJI 110 1.75 9.5 9.6 40 10 - 2500 12201 1.57E+08 22.36 61.00 20.58 19.37 19.371 0.81 0.65 17.98 17.60 17.60 0 55 384 0.44 480. I .5"TJI 210 2.0625 9.5 19.2 40 10 3000 „13301 1.87E+08 17.32 33.25 17.32 16.301 16.301 0.68 0.54 15.13 14.81 14.81., 0.46 384 0.37 480 9 9.5"TJ1 210;. 20625 . 95 16 "140 -.10 t 3000" '11330 1.87E+08 18.97 3920 18.40 "17.32;- 17.32: '"",0.72," 0.58 16.08. "15 74 1574'. 0.49 384 ;-0.39 480 9.5"TJI 210 2.0625 9.5 12 40 10 3000 13301 1.87E+08 21.91 53.20 20.26 19.06 19.061 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 10 3000 1330 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 0.471 480 - 9.5"TJI 2301 2.3125 9.5 19.2 40 10. 3330. 13301 2.06E+08 .18.25 3325 17.89 16.83 16.831 0.70 0.56 15.63 1529 15 29 0.481 384 0 38 480 9.5"TJI 230 "'2.3125 ;.9,5 16" .`40 '`10; 3330.,„113333001 4330: 2.06E+08"19.99 39.90 19:01 '17.89 17.89 ' 0.75 ' 0.60, ";,16.60 1176...285:- ;16,25 •0:51 384 0.41:; ,480 9.5"TJI 230 2.3125 9.5 12 40 10 3330 13301 2.06E+08 23.08 53.20 20.92 19.69 19.691 0.82 0.66 18.28 17.89 0.56 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 13301 2.06E+08 25.81 66.50 22.54 21 21 21.211 0 88 0.71 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 15601 2.67E+08 17.78 39.00 19.501" 18.35 17.781 0.67 0.54 17.04 16.67 16.67 0.521 384 0.42 480 11:875"TJI 110 '1.75 " 11.875 16 40 'c10- , ,3160,':,1560 2 67E+08" :19.47" .146.80 20.72, '19.501 19.47; .""0.81 165 ' '.18.10" 17.72'1:,.a7 72 "0:55 384•-; 0 44" 480 11.875"TJI 110 1.75 11.8751 12 40 10 3160 1560 2.67E+08 22.49 62.40 22.81 21.46 21.461 0.89 0.721 19.93 19 50 19.51 0.61 384 0.49 480 _11.875"TJI 110 1.75 11.875 9.6 40 10 3160 1560 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21 01 21.01 0.66_....384 0.53_480 11.875"TJI 210 2.0625 11.875 19.2 40 10 3795 1655 3.16E+08 19.48 41.38 20.61 19.39 19.39 0.81 0.65 18.00 17.62 17.62 0.55 1. 384 0.44 480 " ..20.61 F'19,13 „;1872 ,1872 0:59 384 0.47 480 1T:875";TJ12]0 2.0625 11.87,5 16„ ;40 ':10 3795:x'1655 3.15E+OB -'21.34 '49.65 '21:90.'"20.61 ;0:86 ;•""0.69• 11.875"TJ12101 2.0625 11.875 12 40 10 3795 16551 3.15E+08 24.64 66.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 ',20.61 0.641 384 0.521 480 11.875"TJI 210 2.0625 11.875 9.6 40 10 3795 16551 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22.20 ,22 20 0.69 384 0.55 480 11.875"TJI 230 2.3125 11.875 19.2 40 10 4215 1655 3.47E+08 20.53 41.38 21.28 20.03 20 031 ,0 83 , 0.67 18 59 18 20 18 20 0.57 384 0.45 480 11.875"TJI 230 2.3125 °'11.875 '16 40 101" 4215- 1655 3.47E+08'1655 3A7E+08 -22.49 49.6522.49 49.65 "22!62: 21.28 ,`21.28 ,„ 0.89 '`, 0.7,1 19.76 "18 34 19 3g; =0.60 ".384 0:48 '480 11.875"TJI 230 2.3125 11.875 12 40 10 4215 1 .89 23.42 23.42 0.98 0.78 21.74 21.28 21.28 0.67 384 0.53 480 11-�� - 11.875_TJI 230 2_3125 11.875 9.6 40 10 4215 165513 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 1.875"RFPI 400 2.0625 11.875 19.2 40 10 4315 14801 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.'^.101' -4315;,; 1480;3.30E+08".,',22.76,= 44.40 ."22.24 ,',20.93:- 20:93 0 B7 0.70 19.43 ''-19 01 :109.0613: ,059 384'- 0A8 "'480 11.875"RFPI 400 2.0625 11.875 12 40 10 4315 1480 3.30E+08 26.28 59.20 24.48 23.03 23.03 0.96 0.77 21.38 20.9543 2 0.65....__384 0.521' 480_ 11,875"RFPI 400 2.0625 11.875 9.6 40 10 4315 1480 3.30E+08 29.38 74.00 26.37 24.81 24.81 1.03 0.83 23.03 22.54 ,22.54'; 0.701 384 0.56 480 Page 1 D+L+S CT#14189-Batahny Creak Falls I LOAD CASE (12-12) (BASED ON ANSI/AFBPA NOS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S c 0.80(Constant)> Section 17.1.5 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fe) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade VNdth Depth Spacing Height Leld Vert.Load Hor.Loa <-1.0 Load @ Plats Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fe' Fee Pc fc fc/Pc ib lb/ in. in. In. R. pit psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb`(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 28.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 18 9 30.9 1340 0.9966 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0,000 N-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 39185 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 508 966 449.95 395,22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 654 506 966 449.95 395.22 393.65 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 1.15 675 425 725 1,200,000 854 531 875.438 515.42 431.52 430.48 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 8.25 28.3 1525 0.9957 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.67 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 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 1644.5 1011.45 837.57 506.18 0.80 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 18 7.7083 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 18 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1.400.000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CTC 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 D+L+W c 0.80(Constant)o Section 3.7.1.5 Cr KcE 0.30(Constant)s Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies n Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NOS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load •en 1.0 Load 83 Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce F'e fc fc/Pc lb 01/ in. In. In. ft. pif psf pit (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3.5 16 9 30.9 755 8.46 0.9942 1993.4 _ 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9998 2657.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 217.14 0.65 335.64 0.577 H-F Stud 1.5 3.5 16 8.25 28.3 970 8.13 0.9943_ 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 381.37 0.585 H-F Stud 1.5 3.5 12 8.25 28.3 1425 8.13 0.9974 2657.8 1.60_ 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 825 28.3 2355 8.13 0.9981 3986.7 1.80 1.00 1.1 1.05 1.15, 675 405 800 l 1,200,000 1,366 506 840 449.95, 384.87 299.05 0.78 180.69 0.384 SPF Stud 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 26921 0.65 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud 1.5 3.5 12 9 30.9 1125 8.46 0.9931 2789.1 1.80 1.0D 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335,64 0.567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud 1.5 3.5 12 8.25 28.3 1405 8.13 0.9952 2789.1 1.801 1.00 1.1 1.05 1.15 675 425 _725 1,200,000 1,366 531 761.25 449.95 376.35 267.62 0.71 271.03 0.490 SPF Stud 1.5 3.5 8 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725_1.200,000 1,388 531 76125 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3909 3132.4 1.80 1.001.3 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 8.46 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 16 8.25 18.0 3132 8.13 0.4411 3132.4 1.60 , 1.00 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1430_1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 _ 1.60 1.00_ 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.58 152.58 0.114 SPF#2 1.5 5.5 16 9 19,6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425_1150 1,400.000 2,093 531 1285 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.3 1.10 L15 875 425 1150 1,400.000 2,093 531 1285 1296.30 884.69 531.23 0.60 146.34 ' 0.118 SPF Stud 1.5 3.5 16 14.57, 50.0 70 8.46 0.9957_ 2091.8 1.80 1.00 1.1 1.05 1.15, 675 425, 725 1,200,000 1,366 531, 761.25 14426 138.14 17.78 0.13 686868 0.979 SPF 12 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425_ 1150 1.400,000 2.093 531 1265 244.40 233.80 106.67 0.46 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 800 9.71 0.9921 3132.4 1.80 1,00 1,3 1.10 1.15 850 405 1300 'L300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D+L+W+,55 ' CTA 14189-Betahny Creek Falls I LOAD CASE I (12-14) I (BASED ON ANSI/AF&PA NDS-199 7)Ke 1.00 Design Buckling Factor D+L+W+512 SEE SECTION: 2.3.1 2.3.1 2.3.1 3,7 1 3 71 c 0.80(Constant)> Section 3.7.1.5 KcE 0.30(Constant)> Section 3.7.1.5 Cr Cb (Nadas) > Section 2.3.10 BendingComp. Size Size Rep. Cf(Fb) Cf(Fc) 1997 NDS NDS 3.9.2 Maz.Wall duratioduration factor factor use Cd(Fb) Cb Cd(Fc) Eq.3.7-1 Stud Grade Width Depth Spacing Height Le/d Ver.Load Hor.Load 5.1.0 Load W Plats Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Ft lc fc/F'c Ib lb/ In. in. In. ft. pit psi pit (Fb) (Fe) psi psi psi psi psiP sl psi sipsi psi H-F Stud 1.5 3.5 18 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 4441.22 278.10 0.63 376.78 psiFb•(1 f 0.599) H-F Stud 1.5 3.5 16 9 30.9 785 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,386 508 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8,46 0.9969 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 969 378.09 340.90 219.05 0.84 335.94 0.584 H-F Stud 1.5 3.5 16 8.25 28.3 985 8.13 0.9963 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,368 506 966 449,95 395.22 250,18 0.63 381.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 900 1.200,000 1.366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9960 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1.366 506 968 449,95 395.22 303.49 0.77 180.89 0.406 SPF Stud 1.5 3.5 16 7.7083 26.4 1090 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8,13 0.9952 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449,95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 9.25 28.3 2380 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,368 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.3 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 18 9 19.6 3132 8.48 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 508 1844.5 1011.45 837.57 508.18 0.60 181.23 0.178 H-F A2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 508.18 0.53 146.34 0.124 SPFA2 1.5 5.5 16 7,7083 16,8 3287 9.71 0.3972 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5,5 16 9 19.6 3287 8.46 0.5595 3287.1 1.80 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 0.62 181.23 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 1298.30 945.38 531.23 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 14426 139.02 17.78 0.13 WNW 0.979 SPF A2 1.5 5.5 16 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 1454.75 244.40 235.32 108.87 0.45 927.02 0.786 H-F A2 1.5 5.5 16 19 41.5 600 9.71 0.9901 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 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls I LOAD CASE I (1246) 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+S+Wl2 c 0.80(Constant)> Section 3.7.1.5Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vales > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Well duration duration factor factor use Stud Grade Wdth Depth Spacing Height Le/d Vert.Load Hor.Load ue 1.0 Load Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fe perp Fe E Fb' Fe perp' Fc' Fce Fe fc INF'c lb Ib/ In. in. In. 0. pit psf pit (Fb) (Fe) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-tc/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 1200,000 1,366 506 966 515.42 441.22 339.05 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 1,386 506 966 378.09 340.90 248.35 032 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 282.86 0.77 167.82 0.403 H-F Stud 1.5 3,5 16 8,25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 825 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200.000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.5 8 8.25 28.3 2865 4.085 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 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 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1$ 3.5 12 9 30.9 1370 4.23 0.9990 2789.1 _ 1.60 1.15 1.1 1.05 1.16 675 425 725 1,200,000 1.366 531 875.438 378.09 336.17 260.95 0.78 167.82 0.396 SPF Stud 15 3.5 16 825 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 _725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.085 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15_ 675 425 725_1.200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 825 28.3 2830 4.065 0.9989 4183.8 ` 1.60 1.15 1.1 1.05 1.15, 675, 425 , 725 1.200,000 1,368 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 18 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 1031.58 506.18 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 850405 1300 1.300.000 2.033 506 1844.5 1011.45 837.57 508.18 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 2,033 508 1644.5 1203.70 948.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 18 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 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 2,093 631 1454.75 1286.30 945.38 531.23 0,56 73.17 0.059 SPF Stud 1.5 3.5 16 14.57 50.0 255 4.23 0.9959 l 2091.8 1.60 1,15_ 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 144.26 139.02 84.76 0.47 586,43 0.779 SPF#2 1.5 5.5 16 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 15111 0.64 463.51 0.580 H-F#2 1.5 5,5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 8501 405 1300 1,300,000 2,033 508 1644.5 226.94 22414 139,80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE ] (12.16) f (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+EI1.4 c 0.80(Constant)> Section 3.7.1.5 Cr KcE 0.30(Constant)> Sec0on 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Vales > 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 duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load <.1.0 Load W Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fe perp Fe E Fb' Fc perp' Fc' Fee F'c re Ic/F'c lb tb/ In. In. in. ft. pif psf pit (Fb) (Fe) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-Ic/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 1,368 506 968 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 966 378.09 340.90 270.48 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 1,368 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,368 506 968 449.95 395.22 342.88 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 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3,57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 253.97 0.78 188.85 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 1,366 531 875.438 378.09 336.17 268.57 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 1,366 531 875.438 449.95 388.13 307.30 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 0.9887 4183.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.368 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 02644 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 16 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 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3,57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 , 1300 1,300,000 2,033 506 1844.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 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 0.56 64.26 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 1.15 875 425 725 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 1454.75 244.40 235.32 184.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.89 340.83 0.513 Page 1 180 TTickecsoa St: • I E N G $ N E `E R t t t G Suite 302 / •a c Seattle ,WA I98109 % Project' .___, _V av .inate:t1 - _ .....,_ .. (206)285-4522 - PAX: Client: Page Number. - (206)285-0638 11;14 p A zipazo psr - a_6) • ., ( 15,r) v- thve.) • at k Kovis-)or-A-g) -:_--1-20, . . witiet„ ,::: lac, Fii? -. ewt ( 3 - W F 1 ria • fa. ‘ (.14/7: • 74,00 04 ria?, rtp . ->.. ---....,..._ „ ...... i 97 0 f'sr oe" - • Z ' -i -i " - CPI' lel 54 4.4- (15,( 2.4,1-.744s1C,ii) . 45- . 4 4. 'fot e , ,.. . r�i r 1 . • • „.. .. fo3r-e if-.i p7,_ q3co 4... 2:7104._ 4275, ...;_ . . ,x.f..., '7-k , . l'it--- ir=. 1.priT I 7 1.-_ 3,s ao2i fit Structural Engineers C T E N, G• 1:'N`E E R 1 N G 180 Nickerson St. Suite 302 Project: I ,4) 1 N C. Seattle,WA Date: 48104 • C' , e (206)285.4512 Client: SMt {J jlIll L;' .1-"P+i,P� • Page Number: FAX(206)) 285-06t8 . . PR1 5�tr m--v `A'1=1.9t�, ..1 v�1 : C • r. w«gip „ (3;1%:F. � s 5 uylZt ` ; ) : . . - „ . 1 , 7 _ Ute: s -.3.1.4.)..i'i.54..)", ; ,.: :''. ;,, ;, ,- ‘,.:'.'; ' ' t�' J5 o L �� Pk • bit_ b . JZ « a(. t I {rte • ,, 5, . a e 30 a° . a F Z "� �''1 P5 60,12 P! }LY p,_=' 6;• 0�•/I � ` 23,E e ' �� C • I ^) 1 , F 1 1. • &J/L u, -- . .A p;W ,11 - - Lilt JV i , � Q ', b 7 J' 2 / , Z .. d f _ �M1 � � ei 4 WO J Structural Engineers 180 Nickerson St. CT. ENGINEERING Suite 302 Seattle,WA INC. ‘y( ,� ���]/�( n p 98109 Project: '�""� 9`® � Date: f��Z�. O . (206)285-4512 2i)8 SDPwS Q,9v.S FAX: Client: 2012 � Page Number: (206)285-0618 ---; .- . I ; I I - • W-1�VlY ��' • 1- I ,;•si ; I : 1 1 •...: i 4 �t 4.14-L 1.. I • 1 .'..a ._� r I I i i i '+ �. I tet- ' 77 u (l I } I 1 � 3J�I� ., a 111. • .1 32�t r I !`� L° Z I : I II XX i • Il, , 1 . `� !/t � t I _ 1 1 _ , -.-lc\� nom! 7. J _ ipt i 9VOS ice, i •L .71,1:K I ..._ ©]�1 -fi .( - � _JL 1. ....12)X.)-1 ' , � I — • ..F.....:. � I � �i ' � 1 I ( , I Lt JJ� L .r 1. I I i ry :1 1 r l V'� _-t..___ } t. } • , . } f I ,_ I _ _ T = — ' • o-. • .r. 1 I -' 1 S , } I ' I 1 — - 1. l/ }} I �� 1 1 _ _t f I , I - : I /.2,3-7._ . L --t ll • t - � . JI i /��� r 1 r.L t 1 j �� � I ; ' w1I24X , 1 ,: } I , I_ _ T f �7y t Structural Engineers rjStilPlil)S 4-1 3•6,4;3 I ik Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category 14/5/1./4I311 2m_.,77-,-,-,..,. .7,":.'"1:', ..14-----* `^` "7'77"7=7";'-11-14-,747,`":5;i7,:ES, ave ton 1 m I Sf/t10m . ? . it r s. 10 9g9 itl '£i 6 . � Fa�m�ngidik : ' .-.,,,,,,,,,..h,,, ,:,5,„� O arm n'', ' li ;, .) ^ s � j� , M lwauk*e a �� }}}fes� {, �•"� e. ..J' +' 4 iC:, i 2 .. l ..^..` ? R+A[7f V�°iY.4.'7}p ,f$.§ �"� 4.�...� ... . !al"' \ ^YFY fY i✓' °.. i� ..-.,s i ;yJ. x£ ? ke•--01.4.wego c Sch°lls ,v 1I � oKing City 0 •hams ; , 'J r}; -?'.i';',;'''''- '14P1 J -tin-�r Esc`. A EC A � 3 } } kS TS %la ,!,„,,..:-...t,,,,-‘,:-, ,.,p> -&v �� ^'k 2� f ? Gxb iF 3 } l Rl3 3 q R!4 U's' t '',''.,-,'-',;:r1,,,:::,<::4,6,,,:::,.'1",-.:::‘!"-: � 1 f 3ttn x ,e, 3 ,.�:.ms "�L ...,:.. �Z�IS MaptLestt 4 I�atd m +rst apQUest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Soy = 0.720 g S1 = 0.423 g SM: = 0.667 g S°, = 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. MCIEa Response Spectrum Design Response Spectrum 0.28 1.10 0,2D 0.39 0,72 0,88 0.64 0.77 0.56 0.66 ..• 0,48 is 0.55 , 0.40 0.44 Ifi 0.32 0.3) 0,24 0.22 44) 0.16 0.11 0.08 0.08 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1:50 1.80 2.00 0.00 0.20 0.40 O.K0 0:80 1.00 1.20 1.40 1.00 1. 0 200 Period,T(sec) Period,T(mac 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.q ov/research/hazmaps/ http://geohazards.usgs.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 Stas= 1.17 EQ 16-37 EQ 11.4-1 SM1=F„*Si SMS= 0.75 EQ 16-38 EQ 11.4-2 SI:*=2/3*SMs Sos= 0.78 EQ 16-39 EQ 11.4-3 5D1=2/3*SMI Sol= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D ; Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D - ` Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 ' N/A Table 12.2-1 13. Overstrength Factor Oa= 3.0 ' N/A Table 12.2-1 14. Deflection Amplification Factor CD=,4.0N/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) SDI= 0.50 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50k= 1 ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.440 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 SI)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if S,>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wX *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi ........................... ........ Roof r" - 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, FPX= EF, *w„ 0.4*SDs*1E*wp 0.2*SDs*ie Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPX Max. F„ 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 3See.Gum= ;_ .120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 s Guet 9 . F931 mph (EQ 16-33) Exposure= B , B lw=' , 1.0 1.0 N/A N/A Roof Type= Gable Gable PS30A= 28.6' ,28:6 psf Figure 28.6-1 PS30e= 4.6- 4.6 psf Figure 28.8-1 Psis c=.j 20.7 20.7 psf Figure 28.6-1 PS30o= '_ 4.7,, 4.7 psi Figure 28.6-1 X_.' 1.00' 1.00' Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee 1;00 1 00(Single Family Home) X•Ke*I : 1 1 Ps=X•Kzt•I•Pao= (Eq.28.6-1) PSA= 28.60 28.60 psf(LRFD) (Eq.28.6-1) ps 8= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf(LRFD) (Eq.28.6-1) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A end C average= 24.7 24.7 psf (LRFD) Ps s and 0 memo= 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-> 1.001 0.89: wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac Ao AA AB Ac AG per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 144 0 168 0 128.2 0 469.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 156.6 0 6.7 12.8 3.98 3.98 7.41 7.41 2nd 8.00 10.00 10.00 9.0 108 0 126 0 108 0 396 0 3.7 8.1 5.70 9.68 11.29 18.70 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 Ar= 1307 10.4 20.9 V(ns)= 9.68 V(e-w)= 18.70 klps(LRFD) kips(LRFD) kips kips Page 1 • • ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14253:Plan 2613 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(N-S) Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof - 18.00 18.00 0.00 0.00 0.00 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 2031 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) v. DESIGN WIND-MinJPart 2/Part 1 ASD Wind(N-S)(LRFD)y 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(NS) 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(n-s)= 10.40 V(e-w)= 20.91 V(n-s)= 8.06 V(e-w)= 16.19 kips(LRFD)- kps(LRFDL kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: CT#14253: Plan 2613 SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F orSPF;; SPECIFIC GRAVITY S.G.= 0.43 , ANCOR BOLT DIAMETER Anc.Bolt dia.= 0.625 ASD F.O.S.= 2.0z SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V sallowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) —I 0 1 0 1 P6TN=', ,,, , 150. ; 150 150: 150 P6 520; 242 730`. 339 P4,• 760 353 1065 495 P3 , 980 456 1370 637 P2':,. . .,-1280; 595 1790 832 2P4 ,..1,520' 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 orW • 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 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.21 kips Design Wind N-S V t= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.21 kips Sum Wind N-S V I= 5.16 kips Min,Lwall= 2.29 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Lot.eft C 0 w di V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usem OTM RorM Unet Usum U. HD (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plt) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1* 360 27.5 27.5 1.00 0.15 1.45 0.00 0,90 0.00 1.00 1.00 33 P6TN P6TN 53 7.23 28.08 -0.78 -0.78 11.60 34.03 -0.84 -0.84 -0.78 Ext. left 2 0 ,< 0.0 0 0 1.00 0.00- 0.00 0.00 0.00 0.00 1.00 0.00 0-- - - 0; 0.0 0.0 1.00. - 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ ---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4 280 ';.16.0 16.0' 1.00 0.15 1.13 0.00 0.70 0.00 1.00 1.00 44 P6TN P6TN 70 5.62 9.50 -0.25 -0.25 9.02 11.52 -0.16 -0.16 0.16 - - 0 0.0 0.0 - 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - - _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. '0.0. 1.00'. 0.00' 0.00 0.00 0.00 0.00 1.00 0,00 0-_ - - -_ 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ - - 0 0.0 0.0 ,1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-„ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 640 46.0 ' 46.0 0.95 0.15 2.58 0.00 1.61 0.00 1.00 1.00 37 P6TN P6TN 59 12.85 78.56 -1,45 -1.45 20.62 95.22 -1,65 -1,65 0.47 pert Ext. right2 0 0.0 0.0 1.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -< - 0" 0.0 0.0. 1.00- 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, rght3** 0 0.0 0.0 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-_ _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 : SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14253:Plan 2613 Diaph.Level: 2nd Panel Height.`. 9ft. Seismic V I= 2.33 kips Design Wind N-S V I= 2.90 klps Max.aspect=-! 3.5:.SDPWS Table 4.3.4 Sum Seismic V I= 5.54 kips Sum Wind N-S V I= 8.06 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL et C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext.' left 1* 370 '.18.0,. 18 0::'0.65.--.-:--0,16,: 0.81 1.45 0.65 0.90 1.00 1.00 133 P6TN P6 193 14.00 12.03 0.11 -0.66 20.37 14.58 0.33 -0.50 1.74 pert Ext. left 2 ` 0 ;' 0.0"::-:...0.0 1.00 0.00: 0.00 0.00 0.o0 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 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; SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan7A Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 3.08 kips Design Wind E-W V I= 7.71 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.08 kips Sum Wind E-W V I= 7.71 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL off. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIt) (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 00.0 .1.00' '0.00! 0.00 0.00 0.00 0.00 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 1 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1280 18.6 18.6=L eff. 7.71 0.00 3.08 0.00 EVwind 7.71 EVEo 3.08 Notes: denotes with shear transfer '" denotes perferated shear wall SB denotes SB Shear Panel NOTE: 4'GARAGE WALL DESIGNED AS A STANDARD SHEAR WALL BUT CONSTRUCTED AS PART OF DOUBLE PORTAL FRAME GARAGE SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:PIan7A Diaph.Level: 2nd Panel Height 9 ft. Seismic V i= 2.23 •s Design Wind E-W V I= 4.84 kips Max.aspect="S -3.5f SDPWS Table 4.3.4 Sum Seismic V 1= 5.3' ips 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 pc= 1.30 Table 4.3.3.5 Wind Wind E... E.Q. p= 1.30 • E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w di V level V abv.V evel V abv. 2w,'1 v i Type Type v i OTM Row Unet U. OTM Row Une Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front LIV*. 306 '!8.0, 17.0 1.00: 0 15. 1.12 -.00 0.52 1.50 1.30 1.00 328 P4 P3 515 23.59 5.13 2.52 4.12 37.09 6.12 4.22 7.85 7.85 0: ,0:0 -' 0.0 1 00 0.00; 0.00 0.00 0.00 0.00 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 0.01.00` 0.00; 0.'4 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 ', 0.0F; 0.0 1.00 0 00i 0.00 0.00 0.00 0.00 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...",.:::,9,01',:.,E.0.0 1.00; '0.0•; 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 0:-, ,-0.0:t---.0.0,-',1,.00-. 040 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 :::p.p., 0.0 1.90,-."'.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •Rear Kit/Gar, 660 11.5, 16 0 1.''` 0 15 2.42 2.49 1.11 0.77 1.00 1.00 213 P6 P4 426 22.03 6.94 1.39 1.39 44.14 8.28 3.31 3.31 3.31 ,:".,'..:9,...:„..0.0.'.:.j..9.0. .'!..00 .,:::0:00.` 0.00 0.00 0.00 0.00 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 .3 5 6';'0." 1.00t 0.75,: 0.00 0.00 0.00 0.00 1.00 0.78 0-- -- 0 0.00 17.16 -6.06 -4.76 0.00 20.48 -7.23 -4.29 -4.29 _ 0 '. 0 0 0 1.00= 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0-. • y+ ,. ..1 II' • : 6- ' .0 0 s s 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:D-;1.00q-0:00 0.00 0..0 0.0' '.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 Gar ABWPi 118 2.0 8 0 1.00 0 15 0.43 0.83 0.20 0.26 1.00 0.44 671 2P4 P3 631 5.37 0.60 3.58 3.58 11.36 0.72 7.98 7.98 7.98 ,'" 0.0 '''0 1'.''' 4:04 4 00 0 40 0.0' '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 0 ` 0.0 0 0 1`00:; 0.00.: 0.00 0.00 0.00 0.00 1.000.0 0- -- 0 0.00 0.00 0.00 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; :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 0' '.'.0.0 0.0 :1.00, . 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 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.,,,l.:00:...,.:.0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 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 0'.''0.0 ,.0:0 ,.1.00` 0;00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 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 29.0 29.0=L.eff. 4.84 7.98 2.23 3.04 £Vnd 12.81 £VEQ 5.26 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#14253:Plan 2613. ID:UpperLeftl•(MSTR and BR4) Roof Level wdl= 150 pH V eq 900.0 pounds V1 eq= 495.0 pounds V3 eq= 157.5 pounds V5 eq= 247.5 pounds V w= 1450.0. pounds V1 w= 797.5 pounds V3 w= 253.8 pounds V5 w= 398.8 pounds ,....... ► vhdreq= 32.7 pB ► 0. H1head=$ vhdr= 52.7plf I H5 head= $ 1 ' Fdragl eq= 45.0 Fdrag2 eq= 14.3 Fdrag5 eq=28.6 Fdrag6 eq=45.0 A Fdragi w= 5 Fdragi. 23.1 Fdrag5w= ••.1 Fdrag•w= 72.5 A H1 pier= vi eq= 45.0 p1! v3 eq= 45.0 p# v5 eq= 45.0 H5 pier= 4.0 vi w= 72.5 pH v3 w= 72.5 pp v5 w= 72.51 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 8.0 V Fdrag3= .1 Fdra• - 14.3 feet A Fdragi w=72.5 Fdragi w=23.1 Fdrag7eq= •.6 Fdrag8-. 45.0 V P6TN E.Q. Fdrag7w=46.1 Fdrag8w=72.5 A P6TN WIND v sill eq= 32.7 Of Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 52.7p1f H5 sill= 3.0 EQ Wind feet OTM 7200.0 11600.0 feet R OTM 25073 30628 V UPLIFT -722 -769 W Up above 0 0 Up Sum -722 -769 H/L Ratios: 11= 11.0 L2= 2 5 L3 3.5 L4= 5.0 L5= 5.5 Htotal/L= 0.29 t 14 „ 1.4 , Hpier/L1= 0.36 Hpier/L3= 1.14 L total= 27.5 feet Hpier/L5= 0.73 0.90 L reduction JOB#:CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR` ' Roof Level w dl= - 150 plf V eq., 1020.0 pounds V1 eq= 510.0 pounds V3 eq= 510.0 pounds Vw=` 3160.0 pounds V1 w= 1580.0 pounds V3w= 1580.0 pounds v hdr eq= 61.8 p/f > ♦H head= � v hdr w= 191.5 plf 1.083 Fdragl eq= 355 F2 eq= 355 ♦ Fdragl w= •01 F2 -1101 H pier= v1 eq= 204.0 plf v3 eq= 204.0 plf P6 E.Q. 5.0 vi w= 632.0 plf v3 w= 632.0 p/f P3 WIND feet.. .. H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= • F4 e.- 355 feet ♦ Fdrag3 w=1101 F4 w=1101 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 61.8 plf P6TN 2 0 EQ Wind v sill w= 191.5 plf P6 feet OTM 8245 25542 R OTM 10029 12251 v • UPLIFT -113 839 Up above 0 0 UP sum -113 839 H/L Ratios: L1= '...•[•:!,2.5, L2 11.5 L3= Z.5 Htotal/L= 0.49 4 0 4 ►4 0 Hpier/L1= 2.00 0 Hpier/L3= 2.00 L total= 16.5 feet JOB*. CT#:14253:Plan 2613. SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 p/f V eq 1130.0. pounds V w 3270.0' pounds Sum V eq 2150.0 pounds V1 eq= 1075.0 pounds V3 eq= 1075.0 pounds Sum V w= 6430.0 pounds V1 w= 3215.0 pounds V3 w= 3215.0 pounds > v hdr eq= 126.5 plf A H head= v hdr w= 378.2 p/f 1.083W Fdragl eq= 727 F2 eq= 727 A Fdragl w= • 5 F2 -2175 H pier= vi eq= 390.9 Of v3 eq= 390.9 plf P3 E.Q. v1 w= 1169.1 plf v3 w= 1169.1 Of 2P3 WIND feet Htotal= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= 7 F4 e.- 727 feet Fdrag3 w=2175 F4 w=2175 2w/h= 1 H sill= (0.6-0.14Sds)O 0.6D v sill eq= 126.5 plf P6TN ,3.Q.., EQ Wind vsill w= 378.2 plf P4 feet OTM 19528 58404 R OTM 10646 13005 w v UPLIFT 544 2780 Up above -113 839 UP sum 431 3619 H/L Ratios: L1= Z8 L2 11.5 L3 2 8 Htotal/L= 0.53 4 0 4 0 4 0 Hpier/L1= 1.82 0- Hpier/L3= 1.82 L total= 17.0 feet JOB#: CT#14253:Plan 2613 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR Bath* Roof Level w dl= 150 plf .... . . . ....... ... V eq 590.0 pounds V1 eq= 295.0 pounds V3 eq= 295.0 pounds V w= 1820.0 pounds V1 w= 910.0 pounds V3 w= 910.0 pounds v hdr eq= 62.1 plf - o- •H head= v hdr w= 191.6 plf W 1.083 Fdragl eq= 155 F2 eq= 155 • Fdragl w= - 9 F2 -479 H pier= v1 eq= 131.1 p/f v3 eq= 131.1 plf P6TN E.Q. 3.5 v1 w= 404.4 plf v3 w= 404.4 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v 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 p/f P6TN 3.5 EQ Wind v si/l w= 191.6 plf 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 L2= 5.0 L3= 2.3 Htotal/L= 0.85 Hpier/L1= 1.56 Hpier/L3= 1.56 L total= 9.5 feet JOB#:CT#14253:Plan 2613 ID:Rear UpperBR23' Roof Leve l 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 vhdreq= 73.2 plf ► A H1 head=$ v hdr= 225.9 plf I'H5 head= $ 1 Fdragl eq=96.5 Fdrag2 eq= 172.8 Fdrag5 eq= 172.8 Fdmg6 eq=96.5 ` 1 A Fdragl w= •:.0 Fdragl . 533.4 Fdrag5 w= 3.4 Fdrag•w=298.0 A H1 pier= vleq= 134.1 plf v3eq= 134.1 plf v5eq= 134.1 H5 pier= 4.0 '--,' vi w= 414.0 plf v3 w= 414.0pIf v5 w= 414.0 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 6.0 V Fdrag3= Fdra• - 172.8 feet A Fdragl w=297.9524 Fdragl w=533.4 Fdrag7eq= 2.8 Fdrag8e' 96.5 V P6TN E.Q. Fdrag7w=533.4 Fdrag8w=298.0 A P4 WIND vsill eq= 73.2pIf Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 225.9pIf H5 sill= 3.0 ' EQ Wind feet OTM 12880.0 39760.0 feet R OTM 18074 22078 V UPLIFT -248 846 V Up above 0 0 Up Sum -248 846 H/L Ratios: L1= 3.2 L2= ,. '-5,0 L3=y: ',5:7 L4= ;,5.0 LS=,�! 32 HtotaUL= 0.36 4 It a ►.4 ►4 0.4 ► Hpier/L1= 1.26 Hpier/L3= 0.71 < L total= 22.0 feet Hpier/L5= 1.26 0.95 L reduction .• sr!' 11`✓7 .V ':s .......,. ..7,.. : ., A PA C., r:n mc ; 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 construction.However,it can also be used in engineered applications,as described in this technical topic.The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi-rigid,moment-resisting frame.The extended header is integral in the function of the portal frame,thus,the effective frame width is more than just the wall segment,but includes the header length that extends beyond the wall segment.For this shear transfer mechanism,the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal-frame design(APA 2012).Recommended design values for engi- neered use of the portal frames are provided in Table 1.Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CUREE cyclic test protocol(ASTM E2126),using a flexible load head.Earlier testing was conducted using rigid load heads and the sequential phased displacement(SPD)method, as outlined in SEAOSC(1997)Standard Method of Cyclic(Reversed)Test 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 APA—The Engineered Wood Association PORTAL FRAME DESIGN (MIN.WIDTH =22 1/2"): . EQ =480#< EQ (ALLOW)= 1031# WIND = 1390#<WIND (ALLOW)= 1444# Table 1.Recommended Allowable De gn Val • for APA Portal Frame Used on a Rigid-Base Minimum Width Maximu eight Allowable Design(ASD)Values per Frame Segment (in.) ) Sheart"•'t(lbf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 . t 0.51 3.42 1-10 1/2" 8 1520 EQ(2128 WIND) 1-10 1/2" 10fah c(Q31 EQ(1444 WIND) oundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values 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 I. 2'to 18'rou h width of opening J per wind design min 1000 lbf g 1 on both sides of opening for single or double portal } opposite side of sheathing • t T wall . II height s Fasten top plate to header /with two rows of 16d • sinker nails at 3'o.c.typ 4 I t • •} i•^ '' Fasten sheathing to header with 8d common orMin.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown panel sheathing max c " total ;4j Header to jack-stud strap per wind design. wall •'r, Min 1000 lbf on both sides of opening opposite height r; side of sheathing. " If needed,panel splice edges _ shall occur over and be 10' 4 Min.double 2x4 framing covered with min 3/8" �- nailed to common blocking thick wood structural panel sheathing with within middle 24'of portal max :ii. : 8d common or galvanized box nails at 3'o.c. - height.One row of 3"o.c. height ;'� "" in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. .ti t. Min length of panel per table 1Typical portal frame , 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 :477- t jack studs per IRC tables • , ' top and bottom of footing.Lap bars 15"min I R502.5(1)&( ) r tr� . � :' 5 1 :' V. PAW Wifitr2'Fk, --cc-r,Fertex., : VS,4"`ati- r Min footing size under opening is 12"x 12'.A turned-down slab shall be permitted at door openings. Min 1000 lb hold-down device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x2'x 3/16"plate washer 2 0 2014 APA—The Engineered Wood Association References APA, 2004, Confirmation of Seismic Design Coefficients for the.APA.Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association,Tacoma,WA. APA,2012,Effect of Hold-Down Capacity on IRC Bracing Method PFH and IBC Alternate Method,APA Report T2012L-24, APA—The Engineered Wood Association,Tacoma,WA. ASCE,2010,Minimum Design Load for Buildings and Other Structures.ASCE 7,American Society of Civil Engineers. Reston,VA. ASTM E2126-11,Standard Test Methods for Cyclic(Reversed)Load Test for Shear Resistance of Vertical Elements of the Lateral Foize 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 viiww.aliawood.org APA trademarked products.For additional assistance in specifying engineered wood products,contact us: APA HEADQUARTERS:7011 So.19th St.•Tacoma,Washington 98466■(253)565-6600•Fax:(253)565-7265 APA PRODUCT SUPPORT HELP DESK:(253)620-7400■E-mail:help@apawood.org Form No.1T-100F Revised April 2014 DISCLAIMER:The information contained herein is based on APA—The Engineered Wood Association's continuing programs of laboratory testing,product research,and comprehensive field experience.Neither APA nor its members make any warranty,expressed or implied,or assume any legal liability or responsibility for the use,application of,and/or reference to opinions,findings,conclusions,or recommendations included in this publication.Consult A PA your local jurisdiction or design professional to assure compliance with code, construction,and performance requirements.Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used,it cannot accept responsibility of product performance or designs as actually constructed. 3 0 2014 APA—The Engineered Weed Association 180 Nickerson St. C T ENGINEERING Suite 302 -frS��'1(� R INC. Ma-- /�n /ll71� Seattle,WA Project: c N", �' " ' Date: iw�"l• I (20()9285-4512 Client: g_n2- 503,6),3,z ( /)5 5 6- 2275. I&.r .1 Page Number: PAX: (206)285-0618 H . ' f : • i �1 OCISVle_ b . Hvi=-AsVel-q/z) • 4' r __, ---, .R.,.50 . . & . ,, . t``". X l6(` )2:` X l2(.I . �. Lt3'ilt P A-2s—w)*K-. R i . (. �6A 1.1 ...rD( pm,7� r�-85114 `'I . v �- ?.�11ffr f-.--1,0.0.10A '" R I O vt"8604/16 i 01. ( Xoz D. = p.st. l.soi a� . L►)(02 Lo) ael2 (5. 0 LL6 , g9L3 e_l ) — . z . Gln . ( ti) zen ( 4._ * hC1 (,2J1&I) e - `q) 156 ‘014.4- • . 4„,. . : •ei; (.s. ` • }i Goy'. o 5`' • • O. X tc rrs, 1„)/(2) 44_ 1 01....._ 0, 8,6 6-atm, --1-1) 12,,tlz /-0/4-4-1:43 t,,v1 : 1l2. 644- .1,,, . l N . ut'N6., - A �I ri �,C� poo l� Par die l A-.-.L 4'S • . P?t*-R,MG i. . Ka-_ I 0,, ,01,44 in . Structural Engineers j WOOD FRAME CONSTRUCTION MANUAL 63 1f. Table 2.2A Uplift Connection Loads from Wind �`• . •• . ' , (For Roof-to-Wall,Wall-to-Wall,and Wall-to-Foundation) 700-yr.Wind Speed 3-second gust(mph) 110 115 120 130 140 150 160 170 180 195 Roof/Ceiling Assembly Roof Span(ft) Unit Connection Loads(plf)1'2'3,4,5'6" Design Dead Load 12. 118 128 140 164 190 219 249 281 315 369 Z 24 195 213 232 •272 315 362 412 465 521 612 0 0 psf8 36 272 298 324 380 441 506 576 650 729 856 M 48 350 383 417 489 567 651 741 836 938 1100 M . 60 428 468 509 598 693 796 906 1022 1146 1345 M . 12. 70 80 92 116 142 171 201 233 267 321 24 111 129 148 188 231. 278 328 381 437 528 M 10 psf 36 152 178 204 260 321 386 456 530 609 736 N 48 194 227 261 333 411 495 585 680 782 944 22 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 G 20 psf 36 32 58 84 140 201 266 336 410 489 616 ,1 �� :4ff 48 38 71 105 177 255 339 429 524 626 788 • 60 44 84 125 214 309 412 522 638 762 961 12 - 8 20 44 70 99 129 161 195 249 ' 24 - 3 22 62 105 152 202 255 311 402 25 psf 36 - - 24 80 141 206 276 350 429 556 48 - - 27 99 177 261 351 446 548 710 60 - - 29 118 213 316 426 542 666 865 1 Tabulated unit uplift connection loads shall be permitted to be multiplied by 0.75 for framing not located within 6 feet of corners for buildings less than 30 feet in width(W),or W/5 for buildings greater than 30 feet in width. 2 Tabulated uplift loads assume a building located in Exposure B with a mean roof height of 33 feet. For buildings located in other exposures,the tabulated values for 0 psf roof dead load shall be multiplied by the appropriate adjustment factor in Section 2.1.3.1 then reduced by the appropriate design dead load. '• 3 Tabulated uplift loads are specified in pounds per linear foot of wall. To determine connection requirements, f: multiply the tabulated unit uplift load by the multiplier from the table below corresponding to the spacing of the . connectors: Connection Spacing(in.) I 1216 19.2 24 48 ) Multiplier 1.00 f 1.33 1.60 2.00 E 4.00 .I ' 4 Tabulated uplift loads equal total uplift minus 0.6 of the roof/ceiling assembly design dead load. '' • 5 Tabulated uplift loads are specified for roof-to-wall connections. When calculating uplift loads.for wall-to-wallor 1 •• 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. i '.s ' " 6 When calculating uplift loads for ends of headers/girders,multiply the tabulated unit uplift load by 1/2 of the fr ;i�`j': header/girder span(ft.). Cripple studs need only be attached per typical uplift requirements. 3lily° 7 For jack rafter uplift connections,use a roof span equal to twice the Jack rafter length.The jack rafter length i-.. '4-1Y.• includes the overhang length and the Jack span. 5 If.s. 8 Tabulated uplift loads for 0 psf design dead load are included for interpolation or use with actual roof dead loads. AMERICAN WOOD COUNCIL 180 Nickerson St. CT - ENGINEERING Suite 302 /�j )��/ Iy,N C. S98109 eattle,WA Protect: �Y�� /\� I1VClIfJ J 'I L1� Date: (2o 1 (206)285-9512 PAX: Client: Page Number: (206)285-0618 i I i 1: ` UP) 4, 7) 4cPP • \A) D :g CQ , M 3\A►9z : ) 1 /0: MQ u t: .. g 15 : �►,� avtiAm TMMss 4p 36L4127.7: 7747. � : ....' • . . . lig. 2��, . • .. ... c.4ANp.A-*:• : •.'. .• • i. ! . • • 4.71 (_A-()(z).-61,..G. 6.4). . • ..... • n • 14=, (71-by 4-M 44. !.• • : Gond & . •P4Y,. Xaa. 1Ts Structural Engineers 1 TRUSS TO WALL CONNECTION '44 VM UI OF TRUSS CONNECTOR TO TRUSS TO TOP PLATES 01 111 I 11 1 HI (6) O.131" X 1.5" (4) 0.131"X 2.5k -•1011 ,I,.. 1 H25A (5) 0.131" X 2.5" (5) 0.131"X 2.5" ..'3i -ilii. .. 1 SOWC15600 - - 2 1110-2 (9) 0.148" X 1.5" (9) 0.148` X 1.5" 11ii0 *•760 2 (2)H2.5A (5) 0.131"X 2.5" EA. (5) 0.131"X 2.5" EA. 10)0(0. 11!. 2 (2)SDWC15600 - - . _.�i%ti-... - x.10 3 (3)SDWCI5600 - - ***14.5i..;- ._ a•15 ROOF FRAMING PER PLAN 8d AT 6` O.C. z 2X VENTED BLK'G. 4 0 zI 0.131" X 3" TOENAIL �, ,I'r'` AT 6" O.C. ,_ j :::-.-..14 H2.5A & Sf)WC15600 STYI F \ Co MMON/GIRDER TRUSS --11- 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 SPE ____._.........AI_ AIUr CONNECTOR 10 1RUSS pUEs TO TOP PlA1FS UPLIFT rt 1 HI (6) 0.131" X 1.5" (4) 0.131" X 2.5" 400 415 1 H25A 5 0.131"X 2.5" -535 i -- O (5)0.131' X25" :��5 Ii0 I SDWC15600 - - --311;,5-----11.5... • 2 1110-2 (9) 0.14$" X 1.5" (9)0.148" X 1.5" -11N 7011 -- 2 (2)H25A (5)0.131" X 2.5" EA. (5) 0.131`X 2.5" EA. 1070 22n.• • 2 (2)SDWC15600 • - - 0711 MC-_.• 3 (3)SDWC15600 - - I.i55 - s45 ADD A35 0 48"O.C. ROOF FRAMING PER PLAN FOR.H2.5A AND SDWC STYLE ` 8d AT 6" O.C. CONNECTIONS i ,G iiiiice. -�;, lit H?5A & SDWC15600 S E • � COMMON/GIRDER TRUSS PER PLAN TRUSS TO WALL CONNECTION TO EACH Hi STYLE BEARING/SHEAR WALL PER TRUSS PLY PER TABLE ABOVE PLAN AND SCHEDULE SCALE 3/4"= 1'-0" (BEAM/HEADER AT SIMILAR) ' 1 19 I TYPICAL TRUSS TO WALL CONNECTION [