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Specifications (26)
v ellr� FEB 0 3 2016 CT ENGINEERING Structural Engineers INC. CI Y OF 1 r 9rr' 0 Nickerson S2r0e6285.S4u52 (3V0)2 Se2a0t6tl2,85W9881(0F9)l p E #15238 Structural Calculations River Terrace �o PRp; 4 Plan 3413 �`'� ��N �� Elevation A I .d Tigard, OR 4REGolik, �,� z2 , � Design Criteria: 2012 IBC (ORSC, OSSC) 11/03/2015 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. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: The proposed project is to be comprised of two-story wood-framed single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Main floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and 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. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle,various design parameters including load factors,load combinations, allowable design stresses,etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD SUMMARY ROOF Roofing- 3.5"psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7."psf joist at 12" 2.5"psf Insulation 1.0 psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF --- --- --- --- --- -- - (2 2X10 H'R TonTimmiommiumc RB a2 RB.al _ari rt zIaq a cr 22"x30• 2 ATTIC ACCESS' -J U H E 0. cn U cc --- r w d ' 1= a i z ;l. ••• •••••• ••••••• ••••• • ••• :J. it4 i© 1 GT I -- --- — 5 RB 5 I I MIN. DR MIN. H 1 R GABLE END TRUSS Plan 3413A ROOF FRAMING PLAN ENGLISH REVIVAL MST37 F8 MST37 o ® 0 CI] to THIS P6 SIDE � V SIDE r SIDE J C t G i t • MST37 MST37 MST37 MST37 MST37 MST37 8 S1.2 Plan 3413A UPPER LEVEL SHEARWALLS 1/4"=1,-0" ENGLISH REVIVAL r P3 z ' STHD14 _ STHD14 I. i P3 STHD14.- uz : i 6X12 HDR �} .. ' — _ ;�.t, 5 a�•ea•-o•;• •n -. 2 2X8 HD 12' 12 2X8 HDR 43PI2NSR _ 2) 13.1-115R. tiDiiiiit1 2 xNNI 11: 03 topp,,i. 03 01 �111 NIMPIII Pi . _hi II X SCIlifillilli iiiI1IIiI -141 I N TILII N T THIS ttBa RING _ _ THIS SIDE �� �, LL SIDE 111 s �0 i ,,,,,,..:\,i il\ B 9 ;� I"i@ NF1 �:I �� ...__.... ..._1_ n _ —..,....__ No • THD14 { j.o e • \ l._.._.._7 I :), ,, ,...____I , ,, , . • •, r t , I I .. v / I I r • c--01 li \....i.,.,,,,,..,... ../STAIR fir- i T'1. / \\ 7:11, J f / \ :1 GT • LSL 1114122M11...3:::14 RIM \ ROVE DRI !laity A:0 12)2X: �' �- ;"� ttsoi O iiz1ITit 41. FLOOR �e 0 kill TO RIMNli RIM I:O/�RId ' '_''I I I , LS� •• EXTEND I 1 CONT.14X12 :R Vl ----.-.=.... _-- - t' �/Eli AI _ __ _ CHORDB.1� ■aili ',I;o ,�Al YSL ? I RIM. STHD14 rrrr m ; �,�� ,�Or Cli ROOF TRUSSES %F 24" O.C. STICK FRAME I 2X8 DR71 1 STRUCTURAL FACISA B• ' I • _ I 11et:I y. El 4X10 DR - tt-- 4X4 POST 0 I ® ; 4X4 POST 1 I PLATE HEIGHT AT SEE':.,SHEET A9 - UPPER LEVEL: 8'-1" FOR IMiJ00GV PLATE HEIGHT AT I HEADER HEIGHTS. i MAIN LEVEL: 9'-1" MAIN LEVEL SHEARWALLS Plan 3413A UPPER LEVEL FLOOR FRAMING ENGLISH REVIVAL 6HD14 2 1 I • �` ... 010,,,: \,1 ...N 3 I THD 2 STHD14 �_ I �s 1 r °p • I x ® j . I C' )jj"1i31 7n,. I =1 • —r T W III x 9Yz" TJI'S i I ® 16"16:01j.f.N.0. o 1 I- 1 18X18X10 FTG. \i_�' •---'' *--...,--__i_� W/(2) //4 EA. WAY _.T_ < i y' o TYP. U.N.0 ->, n ' 1 ail ' /;a, N INS TAI I SYSTEM TO : ' • ni ADEQUATEF DRAINAGE BENEATH �-125 p- 1 ' r SLAB ON GRADE AND 1 ! I 'i • i--=-+t I CRAWL SPACE :..:_._ . 1:-:.t::-:.- LI _:---._............-_:=; •-; L J CONDI IIONS 4 x THIS 510E 30X30Xi0 FTG o OL� r'W/ (3) /{4 EA. WAY -T--I i s. I BRG WALL W/FTC J -::.-POSE UP R`////////%///////////� -, - THIS ' ii >-. l i -i '/ice. 1LSLXL_I ®SIDE 4 _— ' PO51 UP � r i f. •_F; • 1 -�-i_ L` -1.._ i n� DBL J auwtlpl7— +- — — 4 y ... B ; / U A�CCESSS i I 'r --STHD14 \ -J,�.,''-1' '..ly-i IDBL -----O a 12Y4" `.= STHD14-111-1';' / . `�I,,,/ –_I)N 1-ffi.r1– _L .J_ —_____*•,' — L+J 1 ^__I i i -. -I 1 —I j i ._____.'___....._...-r x. I �3LZ<1ONC SLAB i •=‘,.,:, o I 1'. .- a a . • • — oJ rn 2 Entry : :�, 19'-5Y2 _'41\ __ _ J ... '.1 .40 Ji-Y]'-3 I; P 1314X914 LSL f' � 18 r c i!, °Ij-S S6.1 I Fl I; ABO/E L !1 NW - J i R sTHD1a . .. ; :—_. r tYi.f: . \ 1 1 ;STF�D14 SLOPE 3" ...t....„ I r ' P3 ... .3N'ri�C. 1 f _+0 ttieEijt,n :I JL11D L, 1: I .- f L L----1�6Yp '7'- J J ' NOTE:PROVIDE STHD14RJ ABU44 E� III Ile., ABU44 6-6 IN LIEU OF STHD14 AT RIM :I....._._ _......ISTEM WALL JOIST CONDITIONS: 1 —12/ T.QP OF -6Ys"t.FQP'OF SLAB 1.-10"* 16'-3" I'-10y' \'..�jt-6y" 1 :.'v' t 34'-0" { Plan 3413A FOUNDATION PLAN 1/4"=1'-O" ENGLISH REVIVAL Title: PLAN 3413 Job# Dsgnr:TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev:580006 KW-06 Timber Beam & Joist Page 1 1 User:(c)1983-2003 ENE Ver C.En,1-Dec-2003 Engineering Software 14252_Plan_3413.ecw:ROOF FRAMING ENERCALC Engineering Description 3413A ROOF FRAMING Timber Member Information RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a7 Timber Section 2-2x10 6x10 2-2x4 2-2x8 2-2x4 2-2x4 2-2x4 Beam Width in 3.000 5.500 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.500 3.500 7.250 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 Fir,No.2 Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Rr,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.50 7.50 3.00 3.00 3.50 5.50 5.50 Dead Load #/ft 315.00 315.00 60.00 315.00 60.00 60.00 60.00 Live Load #/ft 525.00 525.00 100.00 525.00 100.00 100.00 100.00 _Results Ratio= 0.8286 0.8764 0.2405 0.3678 0.3274 0.8084 0.8084 Mmax @ Center in-k 38.11 70.87 2.16 11.34 2.94 7.26 7.26 @ X= ft 2.75 3.75 1.50 1.50 1.75 2.75 2.75 fb:Actual psi 890.9 856.7 352.7 431.5 480.0 1,185.3 1,185.3 Fb:Allowable psi 1,075.3 977.5 1,466.3 1,173.0 1,466.3 1,466.3 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 89.9 71.6 27.7 52.1 33.6 56.3 56.3 Fv:Allowable psi 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK 172.5 Shear OK Reactions @ Left End DL lbs 866.25 1,181.25 90.00 472.50 105.00 165.00 165.00 LL lbs 1,443.75 1,968.75 150.00 787.50 175.00 275.00 275.00 Max.DL+LL lbs 2,310.00 3,150.00 240.00 1,260.00 280.00 440.00 440.00 @ Right End DL lbs 866.25 1,181.25 90.00 472.50 105.00 165.00 165.00 LL lbs 1,443.75 1,968.75 150.00 787.50 175.00 275.00 275.00 Max.DL+LL lbs 2,310.00 3,150.00 240.00 1,260.00 280.00 440.00 440.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.025 -0.044 -0.008 -0.005 -0.015 -0.089 -0.089 UDefl Ratio 2,617.7 2,050.3 4,587.6 7,766.6 2,889.0 744.5 744.5 Center LL Defl in -0.042 -0.073 -0.013 -0.008 -0.024 -0.148 -0.148 UDefl Ratio 1,570.6 1,230.2 2,752.5 4,660.0 1,733.4 446.7 446.7 Center Total Defl in -0.067 -0.117 -0.021 -0.012 -0.039 -0.236 -0.236 Location ft 2.750 3.750 1.500 1.500 1.750 2.750 2.750 UDefl Ratio 981.6 768.9 1,720.3 2,912.5 1,083.4 279.2 279.2 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 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 14252_Plan_3413.ecw:Upper Floor Framing Description 3413A FLR FRMG 1 OF 3 Timber Member Information 8.1 6.2 8.3 B.4 8.5 6.6 B.7 Timber Section 6x12 2-2x8 2-2x8 4x12 2-2x8 2-2x8 LVL:3.500x14.000 Beam Width in 5.500 3.000 3.000 3.500 3.000 3.000 3.500 Beam Depth in 11.500 7.250 7.250 11.250 7.250 7.250 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Kern Rr,No.2 Kern Rr,No.2 Douglas Rr- Hem Fr,No.2 Hem Rr,No.2 ilevel,LSL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 850.0 850.0 2,325.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 150.0 150.0 310.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,300.0 1,300.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Manuf/Pine Repetitive Status No No No No No No No _Center Span Data Span ft 6.50 3.50 3.00 5.50 5.50 3.00 14.00 Dead Load #/ft 150.00 150.00 165.00 165.00 15.00 15.00 180.00 Live Load #/ft 400.00 400.00 440.00 440.00 40.00 40.00 480.00 Dead Load #/ft 415.00 415.00 415.00 415.00 160.00 160.00 Live Load #/ft 525.00 525.00 525.00 525.00 100.00 100.00 Start ft End ft Results Ratio= 0.7526 0.8881 0.6766 0.8340 0.4636 0.1379 0.7300 L Mmax @ Center in-k 94.43 27.38 20.86 70.10 14.29 4.25 194.04 @ X= ft 3.25 1.75 1.50 2.75 2.75 1.50 7.00 fb:Actual psi 778.9 1,041.8 793.6 949.6 543.9 161.8 1,697.1 Fb:Allowable psi 1,035.0 1,173.0 1,173.0 1,138.5 1,173.0 1,173.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 81.8 118.0 95.9 107.5 46.8 19.6 118.8 Fv:Allowable psi 207.0 172.5 172.5 207.0 172.5 172.5 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,836.25 988.75 870.00 1,595.00 481.25 262.50 1,260.00 LL lbs 3,006.25 1,618.75 1,447.50 2,653.75 385.00 210.00 3,360.00 Max.DL+LL lbs 4,842.50 2,607.50 2,317.50 4,248.75 866.25 472.50 4,620.00 @ Right End DL lbs 1,836.25 988.75 870.00 1,595.00 481.25 262.50 1,260.00 LL lbs 3,006.25 1,618.75 1,447.50 2,653.75 385.00 210.00 3,360.00 Max.DL+LL lbs 4,842.50 2,607.50 2,317.50 4,248.75 866.25 472.50 4,620.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.020 -0.015 -0.009 -0.018 -0.029 -0.003 -0.125 UDefl Ratio 3,833.7 2,726.8 4,218.1 3,672.5 2,268.7 13,979.9 1,339.5 Center LL Defl in -0.033 -0.025 -0.014 -0.030 -0.023 -0.002 -0.334 UDefl Ratio 2,341.7 1,665.6 2,535.2 2,207.3 2,835.9 17,474.9 502.3 Center Total Defl in -0.054 -0.041 -0.023 -0.048 -0.052 -0.005 -0.460 Location ft 3.250 1.750 1.500 2.750 2.750 1.500 7.000 UDefl Ratio 1,453.7 1,034.0 1,583.5 1,378.7 1,260.4 7,766.6 365.3 Title: PLAN 3413 Job# Dsgnr:TRE Date: 1:27PM, 20 OCT 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 14252_Plan_3413.ecw:Upper Floor Framing Description 3413A FLR FRMG 2 OF 3 Timber Member Information B.8 8.9 B.10 B.11 5.12 8.13 B.14 Timber Section 2-2x8 LVL1.750x14.000 LVL•1.750x14.000 2-2x8 LVL:1.750x14.000 2-2x8 4x12 Beam Width in 3.000 1.750 1.750 3.000 1.750 3.000 3.500 Beam Depth in 7.250 14.000 14.000 7.250 14.000 7.250 11.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 'Level,LSL 1.55E Level,LSL 1.55E Hem Fr,No.2 'Level,LSL 1.55E Hem Fir,No.2 Douglas Fr- Larch,No.2 Fb-Basic Allow psi 850.0 2,325.0 2,325.0 850.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 150.0 310.0 310.0 150.0 310.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,550.0 1,550.0 1,300.0 1,550.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.000 1.150 1.150 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 4.50 6.00 15.00 3.50 6.00 3.00 16.50 Dead Load #/ft 180.00 300.00 30.00 15.00 30.00 15.00 30.00 Live Load #/ft 480.00 800.00 80.00 40.00 80.00 40.00 80.00 Dead Load #/ft 220.00 220.00 160.00 Live Load #/ft 200.00 200.00 100.00 Start ft 16.000 End ft 16.500 Point#1 DL lbs 352.00 LL lbs 360.00 @ X ft 10.000 Cantilever Span Span ft 3.00 Uniform Dead Load #/ft 280.00 Uniform Live Load #/ft 280.00 Point#1 DL lbs 2,430.00 LL lbs 4,045.00 @ X ft 0.500 I, _Results Ratio= 0.7478 0.4469 0.4520 0.0377 0.1872 0.2080 0.9132 Mmax @ Center ink 20.05 59.40 23.76 -_ 1.01 _ _ 28.62 6.41 76.76 @ X= ft 2.25 3.00 6.00 1.75 3.00 1.50 9.97 Mmax @ Cantilever in-k 0.00 0.00 -69.09 0.00 0.00 0.00 0.00 fb:Actual psi 762.8 1,039.1 1,208.6 38.5 500.6 244.0 1,039.7 Fb:Allowable psi 1,020.0 2,325.0 2,673.8 1,020.0 2,673.8 1,173.0 1,138.5 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 75.4 124.5 66.3 4.4 60.0 29.5 47.1 Fv:Allowable psi 150.0 310.0 356.5 150.0 356.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 405.00 900.00 60.00 26.25 750.00 352.50 387.38 LL lbs 1,080.00 2,400.00 600.00 70.00 840.00 360.00 802.58 Max.DL+LL lbs 1,485.00 3,300.00 660.00 96.25 1,590.00 712.50 1,189.95 @ Right End DL lbs 405.00 900.00 3,660.00 26.25 750.00 352.50 539.62 LL lbs 1,080.00 2,400.00 5,703.83 70.00 840.00 360.00 927.42 Max.DL+LL lbs 1,485.00 3,300.00 9,363.83 96.25 1,590.00 712.50 1,467.05 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK li Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 (c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413A FLR FRMG 2 OF 3 Center DL Defl in -0.013 -0.014 0.048 -0.000 -0.012 -0.003 -0.157 UDefI Ratio 4,027.1 5,105.1 3,758.9 102,709.8 6,126.2 10,410.6 1,263.6 Center LL Defl in -0.036 -0.038 -0.147 -0.001 -0.013 -0.004 -0.284 UDefI Ratio 1,510.2 1,914.4 1,225.2 38,516.2 5,469.8 10,193.7 698.2 Center Total Defl in -0.049 -0.052 -0.107 -0.001 -0.025 -0.007 -0.440 Location ft 2.250 3.000 6.720 1.750 3.000 1.500 8.448 UDefI Ratio 1,098.3 1,392.3 1,685.5 28,011.8 2,889.7 5,150.5 449.7 Cantilever DL Defl in -0.079 Cantilever LL Defl in -0.055 Total Cant.Defl in -0.133 UDefI Ratio 539.8 Title: PLAN 3413 Job# Dsgnr:TRE Date: 1:27PM, 20 OCT 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 KW-06 Timber Beam & Joist Page 1 User:3-2 0 3 ENE.Ver 5.8.0,1 Engineering _(c)1983-2003 ENERCALC Engineering Software 14252_Plan_3413.ecw:Upper Floor Framing Description 3413A FLR FRMG 3 OF 3 Timber Member Information i B.a15 B.16 B.17 B.18 Timber Section Prllm:7.0x18.o 2-2x8 4x10 2-2x8 Beam Width in 7.000 3.000 3.500 3.000 Beam Depth in 18.000 7.250 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Hem Rr,No.2 Douglas Fir- Douglas Rr- 2.2E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 900.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 180.0 Elastic Modulus ksi 2,200.0 1,300.0 1,600.0 1,600.0 Load Duration Factor 1.150 1.150 1.150 1.000 Member Type Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No _Center Span Data Span ft 20.00 4.50 13.75 3.50 Dead Load #/ft 150.00 60.00 75.00 180.00 Uve Load #/ft 400.00 100.00 125.00 480.00 Point#1 DL lbs 4,485.00 490.00 LL lbs 6,225.00 1,335.00 @ X ft 12.500 3.500 Results Ratio= 0.6987 0.1576 0.9150 0.4273 Mmax @ Center in-k 911.18 4.86 56.72 12.13 @ X= ft 12.48 2.25 6.87 1.75 fb:Actual psi 2,410.5 184.9 1,136.4 461.5 Fb:Allowable psi 3,450.0 1,173.0 1,242.0 1,080.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 135.7 18.3 56.6 52.3 Fv:Allowable psi 345.0 172.5 207.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,181.87 135.00 515.62 315.00 LL lbs 6,334.37 225.00 859.37 840.00 Max.DL+LL lbs 9,516.25 360.00 1,375.00 1,155.00 @ Right End DL lbs 4,303.12 135.00 515.62 805.00 LL lbs 7,890.62 225.00 859.37 2,175.00 Max.DL+LL lbs 12193.75 360.00 1,375.00 2,980.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.231 -0.004 -0.163 -0.004 UDefl Ratio 1,040.8 12,081.4 1,010.4 10,534.3 Center LL Defl in -0.412 -0.007 -0.272 -0.011 UDefl Ratio 582.4 7,248.9 606.2 3,950.4 Center Total Defl in -0.643 -0.012 -0.435 -0.015 Location ft 10.400 2.250 6.875 1.750 UDefl Ratio 373.4 4,530.5 378.9 2,873.0 Title: PLAN 3413 Job# Dsgnr: TRE Date: 1:28PM, 20 OCT 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 14252_Plan_413.ecw:CRAWLSPACE FRAMING Description 3413 ABCD CRAWLSPACE FRAMING Timber Member Information TP BEAM 4x10 option powder Timber Section 4x8 4x10 LVL•3.500x9.500 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Level,ISL 1.55E Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 2,325.0 Fv-Basic Allow psi 180.0 180.0 310.0 Elastic Modulus ksi 1,600.0 1,600.0 1,550.0 Load Duration Factor 1.000 1.000 1.330 Member Type Sawn Sawn Manuf/Pine Repetitive Status No No No Center Span Data Span ft 5.00 6.00 6.00 Dead Load #/ft 255.00 255.00 15.00 Live Load #/ft 680.00 680.00 40.00 Point#1 DL lbs LL lbs 3,770.00 @ X ft 2.500 Point#2 DL lbs LL lbs -3,770.00 @ X ft 5.500 Results Ratio= 0.9774 0.9367 0.3645 Mmax @ Center in-k 35.06 50.49 59.35 @ X= ft 2.50 3.00 2.50 fb:Actual psi 1,143.5 1,011.6 1,127.3 Fb:Allowable psi 1,170.0 1,080.0 3,092.3 Bending OK Bending OK Bending OK fv:Actual psi 105.0 96.7 90.6 Fv:Allowable psi 180.0 180.0 412.3 Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 637.50 765.00 45.00 LL lbs 1,700.00 2,040.00 2,005.00 Max.DL+LL lbs 2,337.50 2,805.00 2,050.00 @ Right End DL lbs 637.50 765.00 45.00 LL lbs 1,700.00 2,040.00 -1,765.00 Max.DL+LL lbs 2,337.50 2,805.00 -1,720.00 Deflections Ratio OK Deflection OK Deflection OK Center DL Defl in -0.020 -0.020 -0.001 UDefI Ratio 2,975.6 3,576.4 63,804.9 Center LL Defl in -0.054 -0.054 -0.058 UDefl Ratio 1,115.9 1,341.2 1,248.3 Center Total Defl in -0.074 -0.074 -0.059 Location ft 2.500 3.000 2.736 UDefI Ratio 811.5 975.4 1,224.6 I TJI JOISTS and RAFTERS _ Code _I Code Code Suggest Suggest 'Suggest Lpick Lpick_Lpick Lick Joist b d Spa. LL DL M max V max El L fb L he L TL240 L LL360 L max TL dell. LL def]. L TL360 L LL480 L.'max' TL dep.TL deft LL dell.LL den. size&grade width(in.) depth(In.) (in.) (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) (in.) (ft.) (ft.) (ft.),,,,., , (In.) ratio (in.) ratio ` 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 1220 1.40E+08 14.71 27.73 15.23 14.80 14.71 0.66 0.48 13.31 13.45 2,13.31 13.31: 0.44 360 0.32 495 9.5"TJI 110 1.75 9.5 16 40 15 2380 1220 1.40E+08 16.11 33.27 16.19 15.73 15.731 0.72 0.52 14.14 14.29 '•,14.141 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 1157: 0.521 360 0.38 495 9.5"TJI 110 1.75 9.5 9.6 40 15 2380 12201 1.40E+08 20.80 55.45 19.19 18.64 18.641 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'r=`16. •40" 10 '2500•'^;1220 1.57E+08, 17.32 36:60 17:36-" 16.34 16.34 '-0:68 I 0.54: 15.17• "..14:84 1484 0.46; 1384 :_0 37 •= D+L+S CTS 14189-Betahny Creek 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 3.7.1.5 Cr KCE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending,Comp. Size Size Rep. Cd(Fb) Cb Cd(Fel. Eq.3.7-1 NOS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade Wdth Depth Sparing Height Le/d Vert.Load Hor.Loa ..1.0 Load @ Plats Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fe perp Fe E Fb' Fc perp' Fc• Fce Fc fc le/F'c fb tb/ In. In. in. 0. pit psf pit (Fb) (Fe) psi psi psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 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 1,200,000 854 506 966 378.09. 340.90 340.32 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 9 30.9 1785 0.9947 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1.5 3.5 16 8.25 28.3 1550 0.9921 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 1.5 3.5 12 8.25 28.3 2070 0.9953 2657.8 1.00 1,15 1.1 1.05 1.15 675 405 800 1.200,000 854 506 966 449.95 395.22 394.29 1.00 0.00 0.000 H-F Stud 1.5 3.5 8 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.1 1.05 1.15 875 405 800 1,200,000 854 506 966 449.95, 395.22 393.85 1.00 0.00 0.000 SPF Stud 1.5 3.5 16 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 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 16 9 30.9 1320 0.9944 2091.8 1.00 1.15 1.1 1.05 1.15 875 425 725 1.200,000 854 531 875.438 378.09 338.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 9 30.9 1760 0.8944 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 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 SPF Stud 1.5 3.5 12 8.25 28.3 2030 0.9925 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 386.87 1.00 0.00 0.000 SPF Stud 1.5 3.5 8 8.25 28.3 3050 0.9957 4183.6 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 18.8 3132 02408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0.3652 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1.300.000 1.271 506 1644.5 1011.45 837.57 508.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 18.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400.000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1089.25 850.16 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0.3158 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400.000 1,308 531 1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 1.15 1.3 1.10 1.15 675 425 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 1844.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 h. P. D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSIIAF&PA NDS-19970 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 • e 0.80(Constant)a Seddon 3.7.1.5 Cr KcE 0.30(Constant)a Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies), e Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NOS 3.9.2 Maz.Well duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Nor.Load u=1.0 Load dIg Plate Cd(Fb)Cd(Fc) Cf CI Cr Fb Fc perp Fe E Fb' Fe perp' Fc- Fee F'c fc INF'c fb lb/ in. In. In. R plf psf pit (Fb) (Fe) psi psi psi psi psi psi psi psi psi psi psi Fb"(14dFee) H-F Stud 1.5 3.5 16 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1,15 675 405 800 1,200,000 1.366 508 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 1.5 3,5 16 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,386 506 840 378.09 333.99 191.75 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 1,366 506 840 378.09 333.99 217.14 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 0.64 361.37 0.585 H-F Stud 1.5 3.5 12 825 28.3• 1425 8.13 0.9974 2857.8 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 271.43 0.71 271.03 0.500 H-F Stud 1.5 3.5 8 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1.200.000 1.366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud ' 1.5 3.5 16 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.85 376.78 0.577 SPF Stud 1.5 3.5 16 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1.200,000 1,366 531 761.25 378.09 328.30 177.78 0.54 447.52 0.818 SPF Stud 1.5 3.5 12 0 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 378.09 328.30 214.29 0.65 335.64 0,567 SPF Stud 1.5 3.5 16 8.25 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 243.81 0.65 381.37 0.577 SPF Stud 1.5 3.5 12 825 28.3 1405 8.13 0.9952 2789.1 1.80 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 8 825 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.1 1.05 1.15, 675 425 725 1,200,000 1,366 531 761.25 449.95 376.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 16 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 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 18 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1011.45 804.50 508.18 0.83 181.23 0.178 H-F#2 1.5 5.5 16 825 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#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1089.25 806.08 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4790 3287.1 1.80 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1296.30 884.89 531.23 0.60 146.34 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 1,15 875 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 NOW 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1265 244.40 233.80 106.67 0.46 927.02 0.788 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9921 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.798 Page 1 D+L+W+,5S CT#14189-Betahny Creek Falls ( LOAD CASE _I (1244) 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+W+S12 c 0.80(Constant)> Section 3.7.1.5 Cr KeE 0.30(Constant)> Section 3.7.1.5 _ Cf(Pb) Cf(Fc) 1987 NDS Cb (Varies), > Section 2.3.10 Bending Comp. Size Size Rep. _ Cd(Fb), Cb Cd(Fe) 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 Plate Cd(Fb)Cd(Fe) CI Cf Cr Fb Fc perp Fc E Fb' Fe perp' Fc• Fce Fc fc Ic1F'c lb tb/ in. In. in. It. pit put pit JFb) (Fc) psi psi psi sl p psipsi psi psi Psi psi psi Fb"(1-felFce) H-F Stud 1.5 3.5 18 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.76 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 506 966 378.09 340.90 194.29 0.57 447.52 0.674 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 966 378.09 340.90 219.05 0.64 335.64 0.584 H-F Stud 1.5 3.5 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 1,366 506 966 449.95 395.22 250.16 0.63 361.37 0.598 H-F Stud 1.5 3.5 12 8.25 28.3 1445 6.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 0.70 271.03 0.511 H-F Stud 1.5 3.5 8 8.25 28.3 2390 8.13 0.9980 3988.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1.368 506 986 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 18 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.48 0.9988 2091.8 1.80 1.15 1.1 1.05 1.15 875 425 725 1.200,000 1.368 531 875.438 378.09 338.17 193.02 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 1.60 1.15_1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 381.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 OFF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4163.6 1.60 1.15 1.1 1.05 1.15 875 425 725 1.200,000 1,368 531 875.438 449.95 388.13 299.88 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 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.48 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 508.18 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 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 1089.25 850.18 531.23 0.82 181.23 0.189 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 1,366 531 875.438 144.26 139.02 17.78 0.13 088668 0.979 SPF#2 t5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 244.40 235.32 108.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 98.97 0.44 927.02 0.796 • Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+W/2 c 0.80(Constant)s Section 3.7.1.5 Cr KeE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NOS Cb Wades) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fe) Eq.3.7-1 NDS 3.9.2 Max.Wali duration duration factor factor use Stud Grade Width Depth Spedng Height Le/d Vert.Load Hor.Load u-1.0 Load©Plate Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fe perp Fe E Fb' Fe perp' Fc' Fee Pe Ic fe/F'e Ib Ib/ In. in. In. R plf psf Of (Fb) (Fe) psi psi psi psi psi psi psi psi psi psi psi Fh'(1-fc/Fee) H-F Stud 1.5 3.5 16 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 1,1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 515.42 441.22 339.05 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 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1.200,000 1,366 506 966 378.09 340.90 262.88 0.77 167.82 0.403 H-F Stud 1.5 3.5 16 6.25 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 1,366 508 968 44925 395.22 303.49 0.77 180.69 0.408 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 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 8 825 28.3 2865 4.085 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 508 986 449.95 395.22 338.41 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 1.80 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1.366 531 875.438 378.09 338.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0,9990 2789.1 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 338.17 260.95 0.78 167.82 0.398 SPF Stud 1.5 3.5 16 8.25 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.88 0.77 180.69 0.398 SPF Stud 1.5 3.5 12 8.25 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28.3 2830 4.085 0.9969 4183.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1.368 531 875.438 449.95 388.13 333.97 0.88 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1378.83 1031.56 506.18 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 1.15 850 405 1300 1.300,000 2.033 506 1844.5 1011.45 837.57 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.085 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 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 78.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.21 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 1089.25 850.16 531.23 0.62 90.81 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.085 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 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 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 18 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.84 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 885 4.855 0.9970 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 226.94 220.14 139.80 0.64 463,51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls I LOAD CASE I (1246) 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 Desk n Buckle.Factor D+L+8+EI1.4 IMMIN --■■■...-SIN-NFA-1997 NDS-.._ 111111211111.1111.1rEll=1111•1111111111111111=1111•1111111111CIIIMIIIEMEME3111 Re..���-QZZ�E1��Q�����- -�����--11'•' �durauo mom use IIIIIIMIMIMIIIIINI-_-----MIIIIIIMIIII- Stud Grad= Wdth Depth Spade.,Height Le/d Vert.Load Hor.Load u.1.0 Load dal Plat-Cd(Fb Cd(Fc Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fe• Fce Pc fc IcIF'c 1b Ib/ In. In. In. if. pit psf ptf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb'•(1-tdFce) 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 1.15 875 405 600 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 0.9980 1993.4 1.80 1.15 1.1 1.05 1,15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 258.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9937 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 986 378.09 340.90 270.48 0.79 141.63 0.364 H-F Stud 1.5 3.5 16 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9968 3986.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 SPF Stud 1.5 3.5 16 7.7083 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 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 18 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.78 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9982 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 268.57 0.80 141.63 0.358 SPF Stud 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 0.9987 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200.000 1,366 531 875.438 449.95 388.13 339.05 0.87 79.34 0.236 H-F#2 1.5 5.5 16 7.7083 16.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1.300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 18 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300.000 2.033 506 1644.5 1011.45 837.57 506.18 0.60 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 1644.5 1203.70 946.77 506.18 0.53 64,28 0.055 SPF#2 1.5 5.5 16 7.7083 16.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 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 0.82 76.47 0.071 SPF#2 1,5 5.5 16 825 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 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 SPF#2 1.5 5.5 18 19 41.5 1020 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,001 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 t60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 228.94 220.14 152.73 0.69 340.83 0.513 Pa0e 1 , 9s.1819.1A30*-2 n St. /on ENGINEE. RING • Seattle,WA /- Project- *-e--7..--,,-- ----: — —bate: • - -1-• ._ . .._ __ , (206)28S-4512 PAX: Client: Page Humber: (206)285-0618 -33Lft. : APOEP P5r * MA ., ( 150y, v- fiisic. . se," • *) (1-6.,}- . -7- • _ widet, i.-,, lock FIL 2,_ Ng)mails Nokit...., IF 1 oa ii,A,jC7) , -044s) rh_ 3615 • 2,. „......... kc, fs; 4 ) a . ...._ ii--* . . 4 le sti -4. 65,( 2.4)J.451 Its . —.II-. ---- - .,. ._ pirt_ q3as 4-- 2-74•0kaiis". , k I .1:=.. ,ERT, .1-41v•vpx ,, • — RI 1 , z•• . . i . . -.• , . • 1,90 )0.- - lr- - 2 :lb -Fe ..._ , Structural Engineers C T E N G 1 N.E E R l 'N G 18o Nickerson St. Suite 302 A I N CA 58109,WA Project: I F JY� CO i 1 Date: (206)2854512 Client: 5)N" -i1(1 L4I *—Y'LIPLL+X • Page Number: (206)285-0618 f ._ -w: PR m�V : .i411,4014.4.6-. `.vALL.G£c - PFK-. --- ' f.E�' :1020,./4,:, l�t?��-- � ' caw . . moo.. 5.G �SIJa i s 5 rev t l': t�� �\ 3s z U! a . : Z v v _ t:v u • . ; `� QLD42 PF .__. 24`" j } 8. 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I I , t 1_1_s, L. !_417.741111Main.i__:„-. ... .,..;.........1 . !..I, 1..- 7-27_i...".--.:---•._tt:-:-.4.-,2;:41—.__.. _.._ •ru. • ', • ' . , , , . • : . , , . Structural Engineers SOP/1)C 4-.3.64; 3 — -`x i f - & Design Maps Summary Report Page 1 of 1 EMS 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 " a , Y' >1 2mi .., - bigverton r .. y �t aaom -7:. .�. - --, # "''',, t{ ,.� &'s U 37 r- r z .#.ate ...K # �i..,rrow Ip71' .i 3 t s # sites., .r ,• 3i % t §#d # # t 11 -I - l`• -''.7�y,p" a a ' M1IW, k1@ r '-. i. ' • j • ..:,:<'A. ,:. 3, v ,� . --r."7''''-'7-7?''-'::::;:- ,; ', .,, ,,, t , �` ` ---i take#Oswego ,+ s,. -7 x # ` ', E e: t� O R T { l K f p Y T5 a „+, d ,,"fi r' § 9i�ing Ctty ? 'haat ''t ��, ,,za� t �,�. �� s ✓ p.. .s m ; aP i i,?R �`, .Siii, `i 't �F r "s i i�' atln gr?3 , `e Tt ` �t q� mir.. t' mapquest r ®20ianesied ' ' ®NlapRuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g SDS = 0.720 g S± = 0.423 g SMI = 0.667 g S°1 = 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. MCER Response Spectrum Design Response Spectrum 0.28 1.10 0.20 Al, 0.72 0.22 0.44 0.77 0.S4 A 0.48 S 0.48 0 0.85 , a 0.40 i 0.14 0.32 0.23 0.24 0.22 0.16 0.11 0.02 0.00 - 0,00 0.00 0.20 0.40 0.40 0.80 1.00 1.20 1.40 1,50 1.80 2.00 0.00 0.20 0.40 0.40 0.20 1.00 1.20 1.40 1.60 1.40 2.00 Period,T(sec) Period,T(sec) 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#14252: Plan 3413 ; 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.i 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 I Longitude=Varies W http://earthq uake.usgs.q ov/research/hazmaps/ http://earthquake.usqs.qovklesignmaps/us/application.php 6. Site Coefficient(short period) F.= 1.06 , • Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1 50 - Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM,=F„*Si SMS= 0.75 EQ 16-38 EQ 11.4-2 Sos=2/3*SMS Sps= 0.78 EQ 16-39 EQ 11.4-3 SDI=2/3*SM1 Spy= 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 no= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor C =410N/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#14252:Plan 3413 SDs= 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) le= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.50 k= 1 ASCE 7-05(Section 12.8.3) T�= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=Sin/(R/lE) 0.120 W ASCE 7-05(EQ 12.8-2) Cs=Sol I(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 S1)/(R/IE) 0.038 W ASCE 7-05(EQ 12.8-6)(MIN.if St>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *his' wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) EW; *h;k Vi DESIGN Vi Roof - 18.00 18.00 1460 ` 0.022- 32.12 578.2 0.59 3.58 3.58 2nd 8.00 10.00- 10.00 - 1460 -. 0.028- 40.88 408.8 0.41 2.53 6.11 1st(base) 10.00 0.00 SUM= 73.0 987.0 1.00 6.11 E=V= 8.73(LRFD) 0.7*E= 6.11 (ASD) DIAPHRAGM FORCES PER ASCE 7-10 SECTION 12.10.1.1 (EQ 12.10-1) Design Fox = DIAPHR. F! E F; w; E w, FPx= EF;*wPx 0.4*SDs*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.FPx Fox Min. Roof 3.58 3.58 32.1 32.1 4.99 3.58 9.99 4.99 2nd 2.53 6.11 40.9 73.0 6.36 3.42 12.71 6.36 1st(base) 0.00 0.00 0.0 73.0 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#14252:Plan 3413 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)_ 30.00 ;x 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - - Building Width= 34.0 43.0,;ft. V ult. Wind Speed 3 See.oust=„ 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3See.Gust= 93 `` ; 831mph (EQ 16-3 Exposure= B B Iw 1.0 •" ;1.0 N/A N/A Roof Type= ',Gable Gable Ps30A 26.6 28.6;psf Figure 28.6-1 Ps30 B= 4.6 4.6psf Figure 28.6-1 P330 c= 20.7'; ;'. 20.7;psf Figure 28.6-1 PS300= 4.7 'r 4.7 psf Figure 28.6-1 A ' '1'.00; " 1.00' Figure 26.6-1 Kr, 1,.00 ' °`I 00i Section 26.8 windward/lee 1.00" ' 1.00(Single Family Home) A*Krt'I : 1 1 Ps=X*KZt*I*P.3o= (Eq.28.6-1) PsA= 28.60 28.60 psf(LRFD) (Eq.28.6-1) PSB= 4.60 4.60 psf(LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Ps 0= 4.70 4.70 psf(LRFD) (Eq.28.6-1) Ps A and c average= 24.7 24.7 psf (LRFD) Pseand o average= 4.7 4.7 psf (LRFD) a= 3.4 3.4 Figure 28.6-1 2a= 6.8 6.8 width-2*2a= 20.4 29.4 1 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> ,1.00 1.00; 0.89; 0.89 16 psf min. 16 psf min. width factor 2nd-> 1.00 0..89.', wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD per 28.4.4 per 28.4.4 WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) 30.00 12.0 0 163.2 0 244.8 0 145.2 0 314 Roof - 18.00 18.00 4.0 54.4 0 81.6 0 54.4 0 104.7 0 8.7 9.9 5.15 5.15 5.87 5.87 2nd 8.00 10.00 10.00 9.0 122.4 0 183.6 0 122.4 0 264.6 0 4.9 6.2 7.30 12.45 8.98 14.84 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 850 AF= 1005 13.6 16.1 V(n-s)= 12.45 V(e-w)= 14.84 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#14252:Plan 3413 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(NS) 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) V(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 8.70 8.70 9.89 9.89 2nd 8.00 10.00 10.00 0.00 0.00 0.00 0.00 4.90 13.60 6.19 16.08 1st(base) 10.00 0.00 0.00 V(n-s)= 0.00 V(e-w)= 0.00 V(n-s)= 13.60 V(e-w)= 16.08 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(N-S)(ASD) rWind(E-W)(ASD) 0.6`W 0.6*W DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 8.70 8.70 9.89 9.89 5.22 5.22 5.94 5.94 2nd 10 0 0 4.90 13.60 6.19 16.08 2.94 8.16 3.72 9.65 1st(base) 0 0 0 V(n-s)= 13.60 V(e-w)= 16.08 V(n-s)= 8.16 V(e-w)= 9.65 kips(LRFD) ki•s(LRFD1 kiesJASD) 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#14252: Plan 3413 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 a allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) -- 0 1 0 1 P6TN :_ 150 150 ''.150 150 P6;;1 520 242730` 339 P4'<' 760; 353 ' 1065 495 P3' ! 980; 456 : - 1370' 637 P2 . ,.1280 595 y1790`. 832 2P4 1520; 707 2130 990 2P3. ..,.1960----- 911 2740' 1274 2P2 2560' 1190 '3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing 1/2 NAIL SIZE nail size= 1 1/4u,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 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 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#14252:Plan 3413 Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 3.58 kips Design Wind N-S V i= 5.22 kips Max.aspect=;" 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 3.58 kips Sum Wind N-S V I= 5.22 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. 1 Wall ID T.A. Lwall LDLeC. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Use Usum OTM ROIM Unet Usum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext.' left 1 456 20.0 24.0 1.00 1 0.15 1.63 0.00 1.12 0.00 1.00 1.00 56 P6TN P6TN 82 10.06 17.82 -0.40 -0.40 14.68 21.60 -0.36 -0.36 -0.36 Ext. left 2 0 "'0.0 0.0. 1.00 !0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00" :.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3.. 274; 12.0 16.0 1.00. " 0.00'; 0.98 0.00 0.67 0.00 1.00 1.00 56 P6TN P6TN 82 6.05 0.00 0.53 0.53 8.82 0.00 0.78 0.78 0.78 0 0.0 ` 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00. ' 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,= i0.0 00` 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' . ;0•0"" 0•0` 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 "".0.0 ';1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rightl** 730 ..40.0." 40.0 0.95 0.15 2.61 0.00 1.79 0.00 1.00 1.00 47 P6TN P6TN 69 16.11 59.40 -1.10 -1.10 23.50 72.00 -1.23 -1.23 0.62 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 :00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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"s 0 "-'0.0 0.0 1.00- "�.0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0- - " -`0.0 0.0, 1.00 0.004 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .00 "! 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext right5 0 0.0 0.0 1.00""" 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ;«i 0.0 0.0 '-1100 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 -' 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 I 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 00 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0..' 0.0` ".0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '"'0.0 : 0.0 ,"1.00. 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. .0 . "00,; 1.00 i"0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0" 10.0 0.0 1.00 :`'0.00' 0.00 0.00 0.00 0.00 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'.00; 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 -- - 0',.. 0.0 :" 0 , 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 72.0 70.0=L eff. 5.22 0.00 3.58 0.00 • EVwind 5.22 EVEQ 3.58 Notes: * denotes with shear transfer "' denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd Panel Height :/--10,ft. Seismic V i= 2.53 kips Design Wind N-S V I= 2.94 kips •Max.aspect= `3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.11 kips Sum Wind N-S V I= 8.16 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 p t= 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. Lwail LDL en, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM Unec Usum OTM RorM Unet U. U. HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext.: left1 730 r' 34.0,.>::40.0..:-::100:-.:.:-;4 0.16i * 15: 1.47 2.61 1.27 1.79 1.00 1.00 90 P6TN P6TN 120 30.56 50.49 -0.60 -1.00 40.79 61.20 -0.61 -0.97 -0.97 Ext: left2 0. . '0 0 00 1.00-- 0 00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 -,•,:-.0.6::.;: 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 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 0.53 0.00 0.00 0.00 0.78 0.78 1 ,',:;::.4,N,!.:,,...0,,0;,•• 0 0 ,1.00' 0.90! 0.00 0.00 0.00 0.00 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. ft 4 le "` 0 `"?00 " '00 1 00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.,•:,;0.0 • 0.0 1 00..''','.0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 6.0, 0.0 1 00 0 00, 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,;,':0.0'. 00 1.00;,1 F0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 `.:0 0 0.0 •1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext:, right1 730:.,',.':.'40.0'-,,',.40.0...-..,:;'.0.89 0 15, 1.47 2.61 1.27 1.79 1.00 1.00 86 P6TN P6TN 115 30.56 59.40 -0.73 -1.83 40.80 72.00 -0.79 -2.03 1.76 pert Ext. nght2- 0. •'`;0 0 0.0 1.00 -0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ..:0 0..,.. 00 1.00:' 0.00`: 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 -`0 0 0...0 1.00=-.sum. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .. .,.'';....,- (=Y,',,,'-'-0 0 00.,,,,,T 00. 0.00: 0.00 0.00 0.00 0.00 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',,,:-.13.0-,:..:.:0.0".,',..,.1.'.00,:, :.0,do,: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 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 nght5 r 0 10 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 0 `'0 0 00 1.00'`0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' -, 0.0'., ;0 0 1.00` 0 00 0.00 o.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0•; 10.0. 00 , '1.00;,:`0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 `, 0 0 '.- 0 0 `1.00 `0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ',0 0 0 0 1'.00'..-:o.00i..-:o.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 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 ..00 1 00' 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' :-0.0 '-.,6.9..--1.00,----,..0.06. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 - 6.0::: 00 =1•.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 . 0.0 1.00:..0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 74.0 69.6=L eff. 2.94 5.22 2.53 3.58 1.00 EVxind 8.16 EVEQ 6.11 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to,side-left/right) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: Roof Panel Height 9 ft. Seismic V I= 3.58 kips Design Wind E-W V I= 5.94 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 3.58 kips Sum Wind E-W V I= 5.94 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 en. C 0 w di V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Ucum Usum HD (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front BR2* ,263 6.8 12.3 1.00 :0.15 1.07 0.00 0.64 0.00 1.00 1.00 96 P6TN P6 158 5.80 3.09 0.45 0.45 9.62 3.75 0.97 0.97 0.97 - - , 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 BR1*' 329 .'87 15.2 1.00. '0.15 1.34 0.00 0.81 0.00 1.00 1.00 93 P6TN P6 154 7.26 4.88 0.30 0.30 12.04 5.92 0.76 0.76 0.76 Front loft*. 138 4.0 6.5 1.00 0.15 0.56 0.00 0.34 0.00 1.00 0.89 95 P6TN P6TN 140 3.05 0.97 0.62 0.62 5.05 1.17 1.16 1.16 1.16 - 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 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 MSTR 730 18.0 20.0 1.00 0.15 2.97 0.00 1.79 0.00 1.00 1.00 99 P6TN P6 165 16.11 13.37 0.16 0.16 26.71 16.20 0.61 0.61 0.61 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 Living ; 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 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• 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 `°0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 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 1460 37.4 37.4=L eff. 5.94 0.00 3.58 0.00 EVwind 5.94 EVE0 3.58 Notes: denotes with shear transfer '" denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14252:Plan 3413 Diaph.Level: 2nd Panel Height= 10 ft. Seismic V I= 2.53 kips Design Wind E-W V i= 3.72 kips Max.aspect= 3.5!SDPWS Table 4.3.4 Sum Seismic V I= 6.11 kips Sum Wind E-W V I= 9.65 kips Min.Lwall= 2.86 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 ery, C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Unet U um OTM RoTM Unet Veum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Gar ABWP'4 0!:: :):3 0' " 1;1.3 1.00' 0.15,: 0.00 1.07 0.00 0.64 1.00 0.60 358 P3 P4 356 6.45 1.26 2.22 2.67 10.69 1.53 3.93 4.89 4.89 ..',0.., 0.0 00:',.,.1.00.,-,„:,0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 "Gar •ABWP', 0, 3.0."` 14.2 1.00-' 0.151 0.00 1.34 0.00 0.81 1.00 0.60 448 P3 P4 446 8.07 1.58 2.78 3.08 13.38 1.91 4.91 5.68 5.68 lift! pdr. > 02. -"3 0 80 1 00 , 0.15 0.00 0.56 0.00 0.34 1.00 0.60 188 P6 P6 187 3.38 0.89 1.07 1.69 5.61 1.08 1.94 3.11 3.11 ,(1•,::::::i'0.0, 001.00% 0.00' 0.00 0.00 0.00 0.00 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:::.*;,-.00-..:0.00`, 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .0..1 0 0 " -0 0 "1.00 '" 0.00'. 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 " 0 .. 0 0 0.0 1 00. 0 00; 0.00 0.00 0.00 0.00 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 1075".-.14.0', 16.0 l'.00,,,,:0.00.:: 2.74 0.00 1.86 0.00 1.00 1.00 133 P6TN P6 195 18.64 0.00 1.40 1.40 27.36 0.00 2.05 2.05 2.05 Gar Rear: 0 ,. 0.0‘...,•:,.6.0,.':,51 00" '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 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,: Dining 1284 5 0 8 1 00 0 30 0.33 0.99 0.22 0.60 1.00 0.90 203 P6 P6 292 8.22 2.67 1.45 1.61 13.16 3.24 2.59 3.19 3.19 Rear Dininga' 128 " 42. " 80 1 00 0 30 0.33 0.99 0.22 0.60 1.00 0.87 219 P6 P6 304 8.22 2.57 1.54 1.54 13.16 3.12 2.74 2.74 2.74 Rear .LIV" i" 129 5.0 17.0'':',I'.00..,.-'0:36,: 0.33 0.99 0.22 0.60 1.00 1.00 165 P6 P6 264 8.24 6.31 0.44 0.44 13.18 7.65 1.28 1.28 1.28 Cr,; 0 0 0"0 ,10,.0 0.06: 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 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 00. -1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 " 0.0 00 1.00 k 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 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 .0.0" 0'..Q... .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 0:' 0 000 <,-:.1:00.-..".,0.0O:" 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,,,0 .0 0 „00 1.0 ='`0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '0.0., 0.0 "..1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:,:- 0.0, :,00 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ,,o,:•,.,-0 0 00„ 1 00..-,,,,,0,..00.. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .0 0 '00 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 :..:'.;-:.1):,.,0:...0.0.,,:":10.0.--1.00 .1.0.06. 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 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:: O.0,.: 1.00',",,0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1460 36.8 36.8=L eff. 3.72 5.94 2.53 3.59 EVwind 9.65 EVEQ 6.12 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#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper BR2* Roof Level w dl=, 150 plf V eq 810.0 pounds V1 eq= 405.0 pounds V3 eq= 405.0 pounds V w= 1340.0 pounds V1 w= 670.0 pounds V3 w= 670.0 pounds ► - ► v hdr eq= 65.6 plf ► •H head= T v hdr w= 108.6 plf 1.083 W Fdragl eq= 181 F2 eq= 181 • Fdragl w= !9 F2 -299 H pier= v1 eq= 118.4 plf v3 eq= 118.4 plf P6TN E.Q. 4.0 v1 w= 195.9 plf v3 w= 195.9 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= : F4 e.- 181 feet A Fdrag3 w=299 F4 w=299 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 65.6 plf P6TN 4.0 EQ Wind v sill w= 108.6 plf P6TN feet OTM 7357 12171 R OTM 5610 6852 UPLIFT 150 456 Up above 0 0 UP sum 150 456 H/L Ratios: L1= 3.4 L2= 5.5 L3= 3.4 Htotal/L= 0.74 I to 4 1.4 0. Hpier/L1= 1.17 + Hpier/L3= 1.17 L total= 12.3 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE'TRANSFER ID: Front Upper BR1' Roof Level w dl= 150 plf ......._..._.._..:............... V eq - 1010.0 pounds V1 eq= 505.0 pounds V3 eq= 505.0 pounds V w= : 1370.0 pounds V1 w= 685.0 pounds V3 w= 685.0 pounds v hdr eq= 66.6 p/f A H head= T v hdr w= 90.4 p/f 1.083 I W Fdragl eq= 217 F2 eq= 217 A Fdragi w= '4 F2 -294 H pier= vl eq= 116.6 plf v3 eq= 116.6 p/f P6TN E.Q. 5.0 vi w= 158.2 plf v3 w= 158.2 p/f P6 WIND feet,_.,. H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4 e.- 217 feet A Fdrag3 w=294 F4 w=294 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 66.6 p/f P6TN EQ Wind v sill w= 90.4 p/f P6TN feet OTM 9174 12444 R OTM 8466 10342 UPLIFT 49 145 1. Up above 0 0 UP sum 49 145 H/L Ratios: L1= 4.3: 1.2 . 6.5 L3= . 4.3 Htotal/L= 0.60 4 0 4 H Hpier/L1= 1.15 0 Hpier/L3= 1.15 L total= 15.2 feet JOB# CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Front Upper Loft* Roof Level w dl= 150 plf V eq 340.0 pounds V1 eq= 170.0 pounds V3 eq= 170.0 pounds V w= 560.0 pounds V1 w= 280.0 pounds V3 w= 280.0 pounds . v hdr eq= 52.3 p/f --0- A >•H head= v hdr w= 86.2 p/f Ni,1.083 Fdragl eq= 65 F2 eq= 65 A Fdragl w= ,8 F2 -108 Hpier= v1 eq= 85.0 plf v3 eq= 85.0 plf P6TN E.Q. ......_.............. 4-0 v1 w= 140.0 p/f v3 w= 140.0 p/f P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 . Fdrag3 eq= •• F4 e.- 65 feet - Fdrag3 w=108 F4 w=108 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 52.3 plf P6TN 4.0 EQ Wind v sill w= 86.2 p/f P6TN feet OTM 3088 5086 R OTM 1556 1901 v. UPLIFT 263 546 Up above 0 0 UP sum 263 546 H/L Ratios: L1= 2.0 L2= 2.5 L3= 2.0 Htotal/L= 1.40 I. II ►-4 0 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 6.5 feet JOB#: CT#14252:Plan 3413 SHEARWALL WITH FORCE TRANSFER ID: Rear Upper MBR* Roof Level w dl 150', p/f V eq 1790.0 pounds V1 eq= 1481.4 pounds V3 eq= 308.6 pounds V w=; 2970.0 pounds V1 w= 2457.9 pounds V3 w= 512.1 pounds > -_p. v hdr eq= 64.5 p/f •H head= $ v hdr w= 107.0 p/f 1.083 Fdragl eq= 320 F2 eq= 67 • Fdragi w= •=1 F2 -111 H pier= vi eq= 82.3 p/f v3 eq= 82.3 Of P6TN E.Q. -4,0 vi w= 136.6 p/f v3 w= 136.6 p/f P6TN WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= I F4 e.- 67 F4 w=111 feet • Fdrag3 w=531 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 64.5 p/f P6TN 4.0 EQ Wind v sill w= 107.0 p/f P6TN feet OTM 16259 26977 R OTM 28368 34653 UPLIFT -447 -283 Up above 0 0 UP sum -447 -283 H/L Ratios: L1= 18.0 L2= ., 6.0 L3= ,"3.8 Htotal/L= 0.33 Hpier/L1= 0.22 Hpier/L3= 1.07 L total= 27.8 feet JOB#: CT#14252:Plan 3413 - . SHEARWALL WITH FORCE TRANSFER ID: Rear Lower LIV' Roof Level w dl= 150 plf V eq 850.0 pounds V1 eq= 425.0 pounds V3 eq= 425.0 pounds V w= 1360.0 pounds V1 w= 680.0 pounds V3 w= 680.0 pounds v hdr eq= 50.0 p/f A H head= � v hdr w= 80.0 p/f 2.083 Fdragi eq= 300 F2 eq= 300 • Fdragl w= •?0 F2 -480 H pier= vi eq= 170.0 plf v3 eq= 170.0 plf P6 E.Q. 5.0 v1 w= 272.0 p/f v3 w= 272.0 plf P6 WIND feet H total= 2w/h= 1 2w/h= 1 10.083 * Fdrag3 eq= _1 F4 e.- 300 feet A Fdrag3 w=480 F4 w=480 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 50.0 p/f P6TN 3.0 EQ Wind v sill w= 80.0 plf P6TN feet OTM 8571 13713 R OTM 10646 13005 * UPLIFT -127 43 Up above 0 0 UP sum -127 43 H/L Ratios: L1= 2.5 L2= 12.0 L3= 2.5 Htotal/L= 0.59 I. 0-4 P Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 17.0 feet JOB#: CT#14252:Plan 3413SHEARWALL WITH FORCE TRANSFER ID: Rear Lower KIT* Roof Level w dl=' 150 p/f V eq 820.0 pounds V1 eq= 474.7 pounds V3 eq= 345.3 pounds V w= 1320.0 pounds V1 w= 764.2 pounds V3 w= 555.8 pounds o• ► v hdr eq= 56.6 p/f --► •H head= v hdr w= 91.0 p/f W 2.083 Fdragl eq= 164 F2 eq= 119 • Fdrag1 w= ;4 F2 -192 H pier= v1 eq= 86.3 plf v3 eq= 86.3 plf P6TN E.Q. 5.0 vi w= 138.9 p/f v3 w= 138.9 plf P6TN WIND feet H total= 2w/h= 1 2w/h= 1 10.083 . Fdrag3 eq= :• F4-•- 119 feet A Fdrag3 w=264 F4 w=192 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 56.6 plf P6TN 3.0 EQ Wind v sill w= 91.0 plf P6TN feet OTM 8268 13310 R OTM 7745 9461 v T UPLIFT 38 278 Up above 0 0 UP sum 38 278 H/L Ratios: L1= - 5.5 L2= 5.0 L3- `. 4.0 Htotal/L= 0.70 4 I. 4 H Hpier/L1= 0.91 Hpier/L3= 1.25 L total= 14.5 feet it Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment •.nLoad Factor (in.) (ft) Shear< (lbf) Deflection(in.) 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loading'''Ad) (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 o enin I per wind design min 1000 lbf 9 P 9 j on both sides of opening for single or double portal _ opposite side of sheathing t r 1f Pony - '' wall height • • a-� +: Fasten to late to header 4f'' -2.r..., r iv .4'gra qtr sa" 0 P P ft. 1vVn 3 X11 •• head- with two rows of 1 bd «* te6 ata o •(lowed sinker nails at 3"o.c.typ >� �� x.. _..,�sc,..,e .._�.z�,- •.ass:� � �..._. ... :M, 4: Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3'grid pattern as shown 1 /panel sheathing max rl :; f/ total ;�, Header to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be 10' • Min.double 2x4 framing covered with min 3/8" / nailed to common blocking max rr thick wood structural panel sheathing with . within middle 24'of portal height 8d common or galvanized box nails at 3"o.c. height.One row of 3'a.c. '.. in all framing(studs,blocking,and sills)typ. nailin 9 is required vired in each panel edge. Min length of panel per table 1 ?> Typical portal frame N ,;: construction Min(2)3500 lb strap-type hold-downs Min double 2x4post kin (embedded into concrete and nailed into framing) (king . and jack stud).Number of Min reinforcing of foundation,one#4 bar __ t t jack studs per IRC tables I top and bottom of footing Lap bars 15'min - R502.5(1)&(2). j / .it7 ;1•1:I;'- 'i 111 "'*fir • 1r i. .. Mt,3 '7401 ' 3 x tu.'^ • ' •,4: Min footing size under opening is 12"x 12 A turned-down Min 1000 lb hold-down device(embedded into slab shall be permitted at door openings. • concrete and nailed Min(1)5/8'diameter anchor bolt installed per IRC R403.1.6- into framing) with 2"x 2'x 3/16"plate washer 2 0 2014 APA-The Engineered Wood Association