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Specifications (43) � \ - (J 1 v W\`'\UKC\Ii2A CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 ri E3 22. B ED JUN 14 2017 #15238 Bui�f Of- TIGARD DIV Structural Calculations " (403G 1PNR:41 River Terrace .;60 4 . Plan 2610 4td 411, Elevation A ^Vy :RE '4 1-2 'eck Tigard, OR 44-s ��X011 Q1 Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : CT#14189 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 SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE 0 r (2)21fHDR HDR (2)2X13 HDRHDR RB.al i Li RB a2 I 1' I l€' I L 1 r€`t 1 x 4 Z _U H 1n U fn O rr a O L N Z w N w /11% �' Io cc lzzzw ::'. . . I ATE :.:r — !ACCESS .a•••••• E I SCISSOR TRUSSES ':l...__.:'.t::::'.::::::. 2)5:12 BOTTOM CHORD :'�:: ;'r..l:. .r::::::',:::::•:•:::::.r.:::.�.. (2)2X10 HDR ,_. ,2 �..�.1. 0 IGT GT.al - 1 RB.a5 J MIN. -IDR J 0 1 0 e I GABLE ENDI TRUSSRB.a6 ! L 1 J 0 CT# 14189 2014.09.17 1/4" = 1'-0" (11x17) PLAN 2610A ROOF FRAMING PLAN 1/4"=1'-0" ENGLISH REVIVAL P4 AIN GSM CS16 r� 1 p, WASHER DRYER f ! j �` j 1 t MST37 MST37 P4 NIP CT# 14189 2014.09.17 1/4" = 1'-0" (11x17) PLAN 2610A UPPER LEVEL SHEARWALLS I/4"=1'-0" ENGLISH REVIVAL Ark P3 STHD14 KiEr I GABLE IEND TRUSS B.al — 4x IHOR 4X12 HDR 1 I 1 1 I MANUFACTURED ROOF I TRUSSES1AT 24" O.C. 1' 22"x30' P6TN I I I ATTIC I e I I I LACCESS_1 I I I I I P4 dA NiliV 1 I I I I I I II. I I I C 16CS16 STHD14 1 B.a2 I .. I I r---- ��_; COM: __ -- _I X I CO- T -F- ?3 I ro P4 I I _1 I w STHD14 1 STHD14 2 1 I I II 1 I:.. J IIMIII __ it - - ■ 9 1 IOA1 ti i y I N CCB ! N 'ES = N �` I POST LIE- i a I " C-74' W I CC ii Ini d 11 ro` 1 IMRE9 I I co'I w �, 'x I 11 !... STAIR 11 I I \FRAMING/ ��I I I - 4 _ \ / N p I kl 1 1 i 1 Cz m- , \\ j 1 N 11 I• 11 \ II, aXc) \ / IW o 11 J \ I L- =� I 1 m\ I N0I .I- n 14" FLOOR TRUSSES CO 19.2" O.C.>Sr m :i 1 1 W u� L_ I \ a N - I \ tci 1 �r ,�i ,---I �I ;I 0 I "fes h • r. '� FIXTURES a I V .I ABOVE Im —+ 2I CC 13� m . X8 HAA�� 2x ROOF `"(-4X m FRAMING 1 ''''''` j- — j it; • 11 , IIS __ I I ' I I J 1 v cc I rt1 CI d I B.a12 B.Ia12 B.a12 2 LSL 1.75X14 B.a 1 0 POST u c° GT ABOVE B.a12 m'u GT ABOVE , 4X4(nn.) (2)2X8 (2)2X8 (2)2X8 ( )2': HDR HDR HDR HDR STHD14 STHD14 2P3 CT# 14189 2014.09.17 1/4" = 1'-0" (11x17) LO ER LEVEL SHEARWLLS PLAN 2610A UPPER VLEVEL FLOOR R MING 1/4"=1'-0" ENGLISH REVIVAL 22'-0" 3.-10/2" , 16'-3" .,-10� P3 . STHD14 0 +-' r-----1 Er 7 1 Me CONC. SLAB 1 OVER 4" FREE DRAINAGE MATERIAL o ® OVER COMPACTED FILL N lo I VERIFY GARAGE SLAB HEIGHT n WITH GRADING PLAN -i -16" I `° •----- L r O 3y' CONC. 49 PATIO SLAB I -14" e CC SLOPE NIP I o 2" DNI 6'-3" I-7"I 1'-9f 2 8" 8.-1Y" I♦ I STHD1d 2 , 4'-0" 2'-2Y2 o �., t J Z— ___ VARIES : MIN. \ -3" FROM TOP OF ' I I ' STEM WALL co I STHD14 E'4 I ' �' 0 I I -12 v4" Il STHD 14 N � J N ♦ ♦ .1 TI-_--J I - l, I ` � ( IL � YI 1rrI - Ir -, _ - I I� 1 ` I I 7 FURNACE-_J ihk ABOVE I--_I e II lo FIXTURE ABOVE—i- I---II I I 1 18x24!CRAWL FINISHED FLOOR I 2' SPACE'ACCESS/ L. AT +0'-0" ri-1 "', r11 r--1 1 - T FTG. I II e I o, I ,' 2.-8" ' 3'-9/41 1 ' 1 ,I n 4 I ri. ,1.- rt-1 1 I ♦ --1- I �91c I-JOISTS AT 19.2" O.C. Z2 n L�J I TYPICAL n 12'-0" Q 14'-O" _ LLI }ant - 1-o ti co - co -121/4"I.1 XvCC1U 1 f_01_1 L J y-12v4"I 7/ T 60 y� ` ♦ r. �-------LVL 1.75X9_5- - - 0, _ . I r -' I 1 I I ,__4111,-1, I ir- I I '-♦ \ f 9-0" L}J2x4 PONY N I e �� __ __— LVL 1.75X3.5 __ ._I -- WALLS I -5" I SLOPE 11/2" r-s 3Nt' CONC. SLAB, ,+PosT 1 I I-12v4"I I - _ d t__ 1_, 1 1 \ L _ I\I • I\1_ __j ^\ I •'" 8•-1014" 3 " _6Y2- TOP OF SLAB STHD14 17'-0" STHD14 9.-0" /4 -12'x2" TOP OF 8" 2P3 e STEM WALL 26'-0" *CT# 14189 2014.09.1 1/4" = 1'-0" (11x17) PLAN 261 OA FOUNDATION PLAN 1/4"=1'-0" ENGLISH REVIVAL Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:25PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page FRAMING _(c)1983-2003 ENERCALC Engineering Software Description 2610A ROOF GT reactions _Timber Member Information ;ode Ref: NDS IBC il GT.al Timber Section 3.125X18 Beam Width in 3.125 Beam Depth in 18.000 Le:Unbraced Length ft 0.00 Timber Grade glas Fr,24F- V4 Fb-Basic Allow psi 2,400.0 Fv-Basic Allow psi 240.0 Elastic Modulus ksi 1,800.0 Load Duration Factor 1.150 Member Type GluLam Repetitive Status Na Center Span Data Span ft 17.00 Dead Load #/ft 300.00 Live Load #/ft 500.00 Results Ratio= 0.7446 il Mmax @ Center in-k 346.80 @ X= ft 8.50 fb:Actual psi 2,055.1 Fb:Allowable psi 2,760.0 Bending OK fv:Actual psi 149.4 Fv:Allowable psi 276.0 Shear OK Reactions @ Left End DL lbs 2,550.00 LL lbs 4,250.00 Max.DL+LL lbs 6,800.00 @ Right End DL lbs 2,550.00 LL lbs 4,250.00 Max.DL+LL lbs 6,800.00 Deflections Ratio OK Center DL Defl in -0.206 UDefl Ratio 989.2 Center LL Defl in -0.344 UDefl Ratio 593.5 Center Total Defl in -0.550 Location ft 8.500 UDefl Ratio 371.0 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:25PM, 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_2610.ecw:ROOF FRAMING Description 2610A ROOF FRAMING Timber Member Information :ode Ref: NDS IBCII RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 Timber Section 2-2x10 2-2x10 2-2x4 2-2x4 2-2x10 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 3.500 3.500 9.250 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Hr,No.2 Hem Fir,No.2 Hem Hr,No.2 Hem Fir,No.2 Fb-Basic Allow psi 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 Elastic Modulus ksi 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 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No Center Span Data Span ft 5.50 5.50 2.50 3.00 5.50 3.00 Dead Load #/ft 300.00 300.00 60.00 60.00 300.00 60.00 Live Load #/ft 500.00 500.00 100.00 100.00 500.00 100.00 L Results Ratio= 0.7891 0.7891 0.1670 0.2405 0.7891 0.2405 Mmax @ Center in-k 36.30 36.30 1.50 2.16 36.30 2.16 @ X= ft 2.75 2.75 1.25 1.50 2.75 1.50 fb:Actual psi 848.5 848.5 244.9 352.7 848.5 352.7 Fb:Allowable psi 1,075.3 1,075.3 1,466.3 1,466.3 1,075.3 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 85.6 85.6 21.9 27.7 85.6 27.7 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 825.00 825.00 75.00 90.00 825.00 90.00 LL lbs 1,375.00 1,375.00 125.00 150.00 1,375.00 150.00 Max.DL+LL lbs 2,200.00 2,200.00 200.00 240.00 2,200.00 240.00 @ Right End DL lbs 825.00 825.00 75.00 90.00 825.00 90.00 LL lbs 1,375.00 1,375.00 125.00 150.00 1,375.00 150.00 Max.DL+LL lbs 2,200.00 2,200.00 200.00 240.00 2,200.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Ill Center DL Defl in -0.024 -0.024 -0.004 -0.008 -0.024 -0.008 UDefl Ratio 2,748.6 2,748.6 7,927.3 4,587.6 2,748.6 4,587.6 Center LL Defl in -0.040 -0.040 -0.006 -0.013 -0.040 -0.013 UDefl Ratio 1,649.2 1,649.2 4,756.4 2,752.5 1,649.2 2,752.5 Center Total Defl in -0.064 -0.064 -0.010 -0.021 -0.064 -0.021 Location ft 2.750 2.750 1.250 1.500 2.750 1.500 UDefl Ratio 1,030.7 1,030.7 2,972.7 1,720.3 1,030.7 1,720.3 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610A FLR FRMG 1 OF 3 Timber Member Information )ode Ref: NDS IBC B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 4x12 PrIlm:7.0x14.0 LVL:1.750x14.000 LVL:3.500x14.000 4x8 LVL:5.250x14.000 LVL:1.750x14.000 Beam Width in 3.500 7.000 1.750 3.500 3.500 5.250 1.750 Beam Depth in 11.250 14.000 14.000 14.000 7.250 14.000 14.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Rosboro,Bigbeam iLevel,LSL 1.55E Level,LSL 1.55E Douglas Fir- Rosboro,Bigbeam Level,LSL 1.55E Larch,No.2 2.2E Larch,No.2 2.2E Fb-Basic Allow psi 900.0 3,000.0 2,325.0 2,325.0 900.0 3,000.0 2,325.0 Fv-Basic Allow psi 180.0 300.0 310.0 310.0 180.0 300.0 310.0 Elastic Modulus ksi 1,600.0 2,200.0 1,550.0 1,550.0 1,600.0 2,200.0 1,550.0 Load Duration Factor 1.150 1.150 1.150 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No enter Span Data 4 Span ft 16.50 20.00 4.00 9.00 3.50 17.00 8.50 Dead Load #/ft 60.00 15.00 45.00 195.00 195.00 195.00 30.00 Live Load #/ft 100.00 40.00 120.00 520.00 520.00 520.00 80.00 Dead Load #/ft 400.00 160.00 Live Load #/ft 500.00 100.00 Start ft End ft Point#1 DL lbs 120.00 LL lbs 318.00 @ X ft 8.500 Cantilever Span r Span ft 4.00 Uniform Dead Load #/ft 415.00 Uniform Live Load #/ft 540.00 Point#1 DL lbs 410.00 LL lbs 440.00 @ X ft 4.000 LLL I tiesults Ratio= 0.7774 0.6891 0.0667 0.3268 0.3662 0.6459 0.0897 ■ Mmax @ Center in-k 65.34 543.62 10.20 86.87 13.14 332.29 11.92 @ X= ft 8.25 9.76 2.00 4.50 1.75 8.50 4.25 Mmax @ Cantilever in-k 0.00 -132.48 0.00 0.00 0.00 0.00 0.00 fb:Actual psi 885.0 2,377.4 178.4 759.8 428.5 1,937.6 208.5 Fb:Allowable psi 1,138.5 3,450.0 2,673.8 2,325.0 1,170.0 3,000.0 2,325.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 44.7 138.3 22.1 73.3 48.5 111.6 20.8 Fv:Allowable psi 207.0 345.0 356.5 310.0 180.0 300.0 310.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions @ Left End "DL lbs 495.00 3,902.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 5,400.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 9,302.00 850.00 3,217.50 1,251.25 6,296.50 467.50 @ Right End DL lbs 495.00 6,468.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 8,304.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 14771.99 850.00 3,217.50 1,251.25 6,296.50 467.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 Use(c)19 3-2-03 ENE,Ver5.8.0,En ine1-Dec-2003ngSo Timber Beam & Joist Page 2 i (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610A FLR FRMG 1 OF 3 Center DL Defl in -0.151 -0.364 -0.002 -0.023 -0.004 -0.147 -0.006 UDefl Ratio 1,314.8 660.0 25,214.4 4,654.3 11,344.7 1,389.8 17,955.8 Center LL Defl in -0.251 -0.552 -0.002 -0.062 -0.010 -0.391 -0.015 UDefl Ratio 788.9 434.8 23,495.2 1,745.3 4,254.3 521.4 6,733.4 Center Total Defl in -0.402 -0.916 -0.004 -0.085 -0.014 -0.538 -0.021 Location ft 8.250 9.920 2.000 4.500 1.750 8.500 4.250 UDefl Ratio 493.1 262.1 12,162.2 1,269.3 3,094.0 379.1 4,897.0 Cantilever DL Defl i 0.196 Cantilever LL Defl in 0.262 Total Cant.Defl i 0.458 UDefl Ratio 209.5 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:27PM, 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_2610.ecw:Floor Framing Description 2610A FLR FRMG 2 OF 3 _Timber Member Information )ode Ref: NDS IBC B.a8 B.a9 B.a10 Ball B.a12 B.a13 B.a14 Timber Section -VL:1.750x14.000 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 2-2x8 6x8 Beam Width in 1.750 3.000 1.750 1.750 3.000 3.000 5.500 Beam Depth in 14.000 7.250 14.000 14.000 7.250 7.250 7.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 Hen Fir,No.2 Douglas Fr- Larch,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 850.0 900.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 150.0 180.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.150 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data 11 Span ft 6.00 3.50 9.00 5.00 3.00 2.50 2.50 Dead Load #/ft 15.00 30.00 15.00 75.00 15.00 45.00 120.00 Live Load #/ft 40.00 80.00 40.00 200.00 40.00 120.00 240.00 Dead Load #/ft 400.00 160.00 160.00 160.00 Live Load #/ft 500.00 100.00 100.00 100.00 Start ft End ft Point#1 DL lbs 128.00 2,550.00 LL lbs 340.00 4,250.00 @ X ft 3.500 1.000 Results Ratio= 0.0832 0.0754 0.7591 0.1313 0.1379 0.1292 0.9781 Mmax @ Center in-k 11.06 2.02 116.03 20.06 4.25 3.98 52.20 @ X= ft 3.50 1.75 4.50 2.50 1.50 1.25 1.00 fb:Actual psi 193.5 76.9 2,029.7 350.9 161.8 151.6 1,012.4 Fb:Allowable psi 2,325.0 1,020.0 2,673.8 2,673.8 1,173.0 1,173.0 1,035.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 22.9 8.7 195.8 43.9 19.6 19.1 156.6 Fv:Allowable psi 310.0 150.0 356.5 356.5 172.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ` [Reactions 1 @ Left End DL lbs 98.33 52.50 1,867.50 587.50 262.50 256.25 1,680.00 LL lbs 261.67 140.00 2,430.00 750.00 210.00 275.00 2,850.00 Max.DL+LL lbs 360.00 192.50 4,297.50 1,337.50 472.50 531.25 4,530.00 @ Right End DL lbs 119.67 52.50 1,867.50 587.50 262.50 256.25 1,170.00 LL lbs 318.33 140.00 2,430.00 750.00 210.00 275.00 2,000.00 Max.DL+LL lbs 438.00 192.50 4,297.50 1,337.50 472.50 531.25 3,170.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.002 -0.001 -0.099 -0.005 -0.003 -0.001 -0.005 UDefl Ratio 31,996.0 51,354.9 1,093.5 11,261.7 13,979.9 20,622.1 6,334.6 Center LL Defl in -0.006 -0.002 -0.129 -0.007 -0.002 -0.002 -0.008 UDefl Ratio 12,030.8 19,258.1 840.4 8,821.7 17,474.9 19,216.1 3,747.0 Center Total Defl in -0.008 -0.003 -0.227 -0.012 -0.005 -0.003 -0.013 Location ft 3.096 1.750 4.500 2.500 1.500 1.250 1.180 UDefl Ratio 8,743.3 14,005.9 475.2 4,946.7 7,766.6 9,947.1 2,354.4 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:27PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580D06 user: - 0 602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1963-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610A FLR FRMG 3 OF 3 LTimber Member Information ;ode Ref: NDS IBC ` B.a15 B.a16 B.a17 B.a1B 1 Timber Section 2-2x82-2x8 2-2x8 2 2x Beam Widthin 3.000 3.000 3.000 3.000 Beam Depth in 7.250 7.250 . 7250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fir,No.z Hem Fir,No.2 Hem Fir,No. Fb-Basic Allow psi 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No LCenter Span Data Span ft 4.50 2.50 3.00 3.50 Dead Load #/ft 120.00 150.00 150.00 150.00 Live Load #/ft 320.00 400.00 400.00 400.00 Dead Load #/ft 160.00 160.00 160.00 160.00 Live Load #/ft 100.00 100.00 100.00 100.00 Start ft End ft Results Ratio= 0.6897 0.2463 0.3547 0.4828 Mmax @ Center in-k 21.26 7.59 10.93 14.88 @ X= ft 2.25 1.25 1.50 1.75 fb:Actual psi 809.0 288.9 416.1 566.3 psi11731173.0Fb:Allowable 1173.0 , ., , , Bending OK Bending OKBending OK Bending OK iv:Actualpsi 79.9 36.3 50.3 64.1 Fv:Allowable psi 172.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK _Reactions @ Left End DL lbs 630.00 387.50 465.00 542.50 111 LL lbs 945.00 625.00 750.00 875.00 Max.DL+LL lbs 1,575.00 1,012.50 1,215.00 1,417.50 @ Right End DL lbs 630.00 387.50 465.00 542.50 LL lbs 945.00 625.00 750.00 875.00 Max.DL+LL lbs 1,575.00 1,012.50 1,215.00 1,417.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.021 -0.002 -0.005 -0.008 UDefl Ratio 2,588.9 13,637.2 7,891.9 4,969.8 Center LL Defl in -0.031 -0.004 -0.007 -0.014 UDefl Ratio 1,725.9 8,455.1 4,893.0 3,081.3 Center Total Defl in -0.052 -0.006 -0.012 -0.022 Location ft 2.250 1.250 1.500 1.750 UDefl Ratio 1,035.6 5,219.2 3,020.4 1,902.0 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 KW-06 Timber Beam & Joist Page 1 r User:3-2 0 3 E E7,Ver C En 1-Dec-2003 BeringSo 14189_Plan_2610.ecw:CRAWLSPACE FRAMING _(cj1983-2003 ENERCALC Engineering Software Description2610 ARCD CRAWLSPACE FRAMING Timber Member Information ;ode Ref: NDS IBC 111 TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fr- 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 II Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 11 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Il Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS _Code ; Code Code 1 Suggest Suggest Suggest Lpick 1 Lpick Lpick i_Lpick Joist b d Spa., LL DL M max V max , - 4 El Lib L N L TL240 L LL360 I L max TL dell. LL dell.t L TL360 L LL480 L max TL detl TL deft LL defl LL deft size&grade 'width(in.)!depth(in.)! (in) , (psf) (psf) (ft-lbs) (psi) : (psi) (ft.) (ft.) (ft.) (ft.) ) (ft.) (in.) , (in.) 1 (ft.) (ft.) (ft) (in.) I ratio (in.) ratio III ( 9 5 TJI 110 1.75 9 5 19 21 40 15 2380 1220 1 40E+08 14 71 27.73 15.23; 14.80] 14.71 0.661 0A81 13.31 13.45 13.31 0.44r 360 0.32 495 7 -"-' _ 9.5'TJI 110 1.751 9 5 16140 151 2380 12201 1.40E+08 16.111 33.27 16.19! 15.731 15.731 0.72 0.52 14.14 14.29 874 14 0.47;-- 360 0.34 495 9.5"TJI 110 1.751 9.51 12140 151 2380 12201 1.40E+08 18.611 44.36 17.821 17.311 17.31. 0.791 0.58 15.57 15.73 15.57 0.521 360 0.38 495 � j _ 1.40E+08 20 80 55.45 19 19. 18 641 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 9 BJ__ 40 15 2380 1220 I I...... 9.5"TJI 110 1.751 9 5 19.2i1 40 101 2500 1220 1.57E+08 15.811 30.50 16.34!, 6 34 15.37 15.371 0.64 0.511 14.27 13.9713.97 0.441 384 0.35 480 9.5"TJI 110 1.75 9 5 16 40 10 2500 1220 1157E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84,`', 14.84 0.46 384 0.37 480 9.5"TJI 1101 1.75' 9.51 12 40 10 2500 1220 1.57E+08 20 001 48.80 19.11 17.98_1_ 17.98 035 0.60 16 69 16.34 16 34 0.51 384 0 41 480 -F- I 1 _ ! 9.5"TJI 110, 1.751 9.5 9.6 40 10 2500 1220 1.57E+08 22.361 61.00 20.581 19.371 19.3: 0.81 0.65 17.98 17.60 17.60 0.551 384 0.441 480 1 I 9.5"TJI 2101 2.06251 9.5 19.21 40 101 3000 1330 1.87E+08 17.321 33.25 17.32 16.30' 16.30 0.68 0.54 15.13 14.81 14.81 0.461 384 0.37) 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 2101 2.06251 9.51 121 40 101 3000 1330: 1 87E+08 21 911 53 20 20 261 19 06! 19.06 0 791 0 64 � 17 70 17.32 17,32 0.54 384 0.41 480 9 5 TJI 2101 2.0625 9 51 9.6� 40 10 3000 13301111.87E+08 24.491 66.50 21.82; 20.531 20.531. 0.86; 0.68 ! 19.06 18.66 18.66 0.58 384 0.47, 480 9.5'TJI 2301 2.31251 9.51 19.21 40 101 3330 13301 2.06E+08 18.251 33.25 17.891 16.83) 16.83 0.701 0,561 15.63 15.29 15.29 0.481 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25':".:',:"..7..'16.25 0.51 384 0.41 480 9.5"TJI 2301 2.3125 9.5! 121 40 10 3330 1330, 2.06E+08 23.08 53.20 20 92 19.69 19.69; 0.82) 0.66 18.28 17.89 17.89 0.56 384 0 45 480 ....... . 9.5"TJI 230 2.3125 9.51 9.61 40 10 3330 1330!; 2.06E+08 25.81 66.50 22.541 21.21 21.21 0 480 0.71 19.69 19.27 19.27 0.601 384 0.48 480 1 -+ 1-- 11.875'TJI 1101 1.75 11.875r 19.2: 40 10 3160 15601.-2.67E+08 17.78 39.00 19.50 18.35 17.78 0.671 0.541 T 17.04 16.67 16.67 0.521 384 0.422480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08> 19,47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72;;; 17.72 0.55 384 0.44 480 11.875"TJI 110 1.75 11.875 12' 40 101 3160 1560; 2.67E+08 22.491 62.40 22.81 21.461 21.46: 0.891 0.72 i 19.93 19.50 19.50 0.61! 384 0.49 480 11.875"TJI 110 1.75 11.8751 9.61 40 10; 3160 1560 2.67E+08 25 14, 78.00 24.571 23.121 23.121 0.961 0.77 I 21.46 21.01 21.01 0.661 384 0.53 480 _.. 11.875"TJI 210! 2.06251 11.8751 19.21 40 10 3795 1655 3.15E+08 19.481 41.38 20.61 19.391 19.39 0.81 0.651 18.00 17.62 17.62 0.55r 384 0.441 480 11.875"TJI 210 2.0625 11.875 16> 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18,72 18.72 0.59 384 0.47 480 11.875"TJI 210 2.06251 11.8751 121 40 101 3795 16551.3.15E+081 24.641 66.20 24.10 L 22.681 22.68. 0 95 0.76' 21.05 20.61 20.61 0.641 384 0.521 480 11.875"TJI 2101 2.0625) 11.8751 9.6; 40 10 3795 1655 3.15E+08 27.551 82.75 25.961 24.431 24.431 1.02 0.81 22.68 22.20 22.20 0.691- 384 0.5 0.551 480 , I 1 ..... 1........ 11.875'TJI 2301 2.3125) 11.8751 19.21 40 101 4215 1655 3.47E+08 20.531 41.38 21.28 0 20.03, 20.03' 0.831 0.67, 18.59 18.20 18.20 0.5711 3844 0A51 48080 11.875"TJI 230 2.3125 11.875 16 ` 40 10 4215 1655 3.47E+08 r'22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34..,:::,..:::::10.34:: 0.60 384 0.48 480 11.875"TJI 230. 2.31251 11.875 121 40 101 4215 1655: 3.47E+08 25.97L 66.20 24 891 23.42[ 23.42: 0.981 0.781 ; 21.74 21.28 21.28 0.671 384 0.531 480 0.8 ------ -- --- ---- ----- -------- 11.875 TJI 230 2.312-61 11.875 9 6, 40 101 4215 16616',3.47E+08 29 031 __82 75 26.8-1- 25.23 25.23 1.05 0.84 23.42 22.93 22 93 0.721 384 0 57 480 11.875"RFPI 400 2.06251 11.8751 19.21 40 101 4315 14801 3.30E+08 20.771 37.00 20.931 19.69) 19.691 0.82! 0.661 18.28 17.89 17.89 0.561 384 0.451 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 19.01 0.59 384 0.48 480 11.875"R FPI 4001 2.06251 11.8751 121 40 101 14801 3.30E+08 1 0.96; 0.77' 1 21.38 20.93 20.93 0.65 384 0.521 480 11.875"RFPI 400' 2.0625111.875 9.61 40 10' 4315 1480; 3.30E+08 29.381 74.00) 26.37'; 24.83; 24.871 1.031 0.831 j 23.03 22.54 22.54 0.70 384 0.56' 480 Page 1 D+L+S CT#14189-Belahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1987) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Deal.n Bucklin.Factor D+LeS _ 0eo5-- 0.30.80 ConstantConstant c SSectictlonn 33..77.1:55 5-_= �.._.._....._-IMMI®MMAIIIMEMEIEMMEM�®11111111111- m_ 31114111Sedan 2.3.10 -_--Bending Com,CM Size Via_ m[�]-Q®-��- ______--��duration duration factor factor_ _��__1MIIM__ 1111111111_ Stud Grade Width Depth Spacin. Height Le/d Vert.Load Hor.Load <=1.0 Load @ Plat=Cd(Fb)Cd(Fe) Cf Cf Cr Fb Fc perp Fc E Fb Fc perp Fc• Fce Pc fc fc/F'c tb fb/ In. In. inftPi f psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi Fb•(1-fc/Fce) H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0 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 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 ®®®m®'-'maumms 0.9947 MEM 1.00 1.15 ®mo 1.15 Kismujum1,200,000NEEmm� 966 340,90 340.00 0.00 0.000 H-F Stud ®®13 8.25 28.3 1550 0 0,9921 1993,4 1.00 1.15 ®1.05 1.15 675 405 800 1,200,000 506ME3 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 8.25 28.3 2070 0 0.9953 2657.8 1.00 12 �� 28.30.9921 MEM 1.00__ 1.15 1.05 1.15 675 405 800 1,200,000 506 449.95 395.22 394.29 1.00 0.00 0.000 _1.15 ®1111:3®11:1E111 405 OEM 1.200.000111=M1311 966EMEIMM 393.65 0.00 0,000 SPF Stud ®®IN 7.7083 26.4 1695 0 0.9952 2091.8 1.00 1.15_®1.05® 675 425 ®1,200,000 ® 431.52 430.48 1.00 0.00 0.000 ®®� 9��� 0.9944 2091.8 1.00 1.15 �® 675 725 1,200,000 ��®" 0.00 0.000 ®®®�®' mm �' 0.9944 2789.1 1.00 1.15 �l® 675 725 1.200,000�� ®rr'-MISIMMIIIMMIIIMEI 0.00 0.000 SPF Stud 1.5 ® l 0,9957 IIIEDEN 1.00__._1..15 ®_1,15 11111111111:01725 1,200,000® �� 0.00 0.000 KU SPF Stud 1.5 3.5 8.25 28.3_ 2030 0 0.9925 2789.1 100_.._._1.15 1.05 1.15 675..._425 725 1200000__854®875.438 388.13 386.67 0.00 0.000 SPF Stud 1.5 3.5 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 1.05 1.15 675 425 ®1,200,000 854®875.438 388.13 387.30 1.00 0.00 0.000 ®®111011M1 ®1111111110 '®"` 3132.4 ECM 1.15 ®®'® '®' ®' 1,300,000®®"IECZEI 1031.551110313111111 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 506.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 0.2737 3287.1 1.00 1.15 1.10 1.15 875 425 1150 1,400,000 1,308 531 454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 EGIZZINIIIIKEIEEIMIEMIEWEINECEINIMMIIIIIIIIII0 0,3905 IIIEREM®" ®®1.10®llan 425 ®' 1,400,000 ®EMEI ®IEXE 0.00 0.000 SPF#2 ®®11111111113287 0 0.3158 3287.1 ®®111® III 1150 1.400,000®1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 SPF Stud imiiiiiiiiikiiii 545 0 0.9913 2091.8 1.00 1.15 M 1.05 III1,200,000MMIIIIIIIII 139.02 138.41 1.00 0.00 0.000 ®® MEIMME111111111==111113 0.9917 MM. 1.9_9._._._1_15 ®� 425 UM 1.400,000I�®� 1 234.34 MO 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 NW mW t000OY mmm m0000m mmm o0o 0 00 LL yy Pr LAyM^ l� yr10<NC mC 1DG hG rCO0mim 47 4 47,4'fN7m 88 om r CDO OO N N gN m O _ g 1r, Y O N r mmN N N M r ERR m m N,fV N N'N NNN N N E Q m0 ' g g n g g ;53:2 O g m m W a p o IN14,4 MC 888 8W w0 N IL 6 N t7 N m r EE 488222 488222 :7P 2A2 N 00 m _ ',Mg> • yN 17 LL dNC t'I OO N 170 Y YYON 00 N 7 4F4 � m m m I'; N N N N N�N O Y Y EEE N �� LL n m n m m m mlm n 4r a08 oEIS EN n- N N N N N N N N N vNiiuN1 N N N N N N N N Iss 822222 222222 2132 2122 E EE NUf,v LL dmmmmmm lV N lV Cl CIN �- N N 000000 0000 000 000 0 00 000 000oI 000 olo 0 o a w'�oo - co 0000 ' - - - - o 00 RR RR_RRR R rm U w m w LL 8O O m m n N N N nin M c0'1 M w mmm n m � ndY OY OOIO OOOOOiO 3 L LL dom 0mm m 00000010 EEE EEE m mm R m m= NIN g4J p T, I OE olm g S 88 o i 8g-0 v0 '0�f 0i -1-11 '�1 Iii' 0 w .- _ o 0 0 0 olom mmmmlo to minmm�nm tom 1nmloo, ! ' m 0-0 0 WW - ' .7-88'828, O O I�O m N O AAA 8AV V .-�0 N 0 NNN NNN M 00 MMM N N( J �3 N V m V r N O 0 0 0 O 0 O 0 0 0 0 0 0 O O O O O O O O O v. v m m` r w w^nlln a mmm W m m�^ W m ac W m cc m W W W �n mm YIN M M J o 0 0 Y N O O 1W N M M EE O J � N W Y W W mfDO mm0 �I"s N�"NNN N���NN mW N NN Co, V HAIc W mmm O W mmm m W m p W 0 r�- ���� WCOW �W r n W W 4 AIA A 6 c m m N m N m m m N m N m mmm mmm m VV LL m'c U r7T2 21 .L 900 W M W 000000 NNN NNN 0 NN 2 Flo o g I� a01Y Y LL"LL,LL lLL!;IL LL! > ILL"LL" NNLL Nryry3 LL NNR aala000 0250 0 AI U , N S S S S SS m!N m m mim f S S N m,m m D+L+W+.55 CT#14189-Betahny Creek Falls LOAD CASE (12-14) (BASED ON ANSI/AFEPA 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+312 c _ 0.80,Constant)> Section 3.7.1.5 1111 Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max,Wall duration duration factor factor use Stud Grade Wdth Depth Spadng Height Le/d Vert.Load Hor.Load <=1.0 Load itti Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb fb/ I, in. in. in. ft. pif psf Of (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 1095 9.71 0.9962 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 765 8.48 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 966 378.09 340.90 194.29 0.57 447.52 0.674 '. H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2657.8 1.80 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 1,366 506 966 449.95 395.22 250.18 0.83 361.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 275.24 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 1,366 506 986 449.95 395.22 303.49 0.77 180.69 0.408 SPF Stud 1.5 3.5 16 7.7083 28.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.8944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 217.14 0.65 335.64 0.577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 4251 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 0001 -.- 1...1 1._0.5 10172 _-1_--SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 675.438 449.95 388.13 299.68 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 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.46 0.5437 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 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 1203.70 946.77 506.18 0.53 146.34 0.124 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 SPF Stud 1.5 3.5 16 14.57 50,0 70 8.46 0.9955 2091.8 1.80 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###### 0.979 SPF#2 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 106.87 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9901 3132.4 1,60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.02 0.786 • Page 1 D+L+S+.5W CT#14189-Betahny Creek Falls LOAD CASE (12-15) BASED ON ANSI/AF&PA NDS-199 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 IIIiMIIIIIII Dash Bucida*Factor _- ,+ .111111111 MIME INMNMNIII _- _0.80 Constant)= Section 3.7.1.5 MIME_ 0.30 Constant > Section 3.7.1.5 I� =M _ LM®MMM- ]_1997 NDS_ E 0[ �Section 2.3.10 �_-- Comp_®Size®=M��� m� MI■�E�MI-__- _____-- ��-duration dura_tio factor __MI■MI■MI_MI-__- � � a�"-'m�31Q Hot.Load�31 .: 11X Cd Fb Cd Fc,MI Cr 1101 ( �`�© [��®®®�®Q® -®®®Om�MI�MI MAN _ NO���MI�IIMMINIIIIIMIllormlIMIIIINIINM,NI�M�mINNI Fb"1-ic/Fce H-F Stud HRH167.7083 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 1366 506 ® 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 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 1,366 506 378.09 340.90 246.35 0.72 223.76 0.470 GMZEMMMIIMEMIIII 12 9 MEMIIIMMEMMER 0.9976 2657.8 1.60 1.15 1.1 1.05 1.15 mm 800 1,200000 Numnim 966 Km 340.80 ®1 0.403 H-F Stud ®®mi 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 449.95 395.22 303.49 0.77 180.89 0.408 H-F Stud 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 _1.15 ®1.05 1.15 675 405 800 1200,000 1,366 506111E 449.95 395.22 320.00 0.81 135.51 0.343 ®®��m��i. 0.9999 3986.7 1.60 1.15 mama 675 405 800 1 200 000 iNEy.]NED 966 gumgcmiwrgia 0.86 _®_®_I�__� ®' 0.267 SPF Stud 1315 4.855 0.9907 2091.8 1.60 1.15 1.05® 675 425 725 1,200,000®�® 431.52 333.97 0 77 188.39 0.392 SPSPF Stud �'- 1370® 0.9970 2091.8 MI.r' 1.15 1.05 1.15 675 m®1,200,000 j® 336.17 0.73 223.76 0.486 0.9990 2789.1 1.15 Ma 1.05 1.15 675 `IMI1,200,0001111110 OFF Stud MINNEINIENIERIMININIECININEENDIENI 2091.8 N 1.15 ®1.05 1.15 InallatillEall 1,200,000 ® 1��� 0.396 SPF Stud 1.5 3.5 ®� 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 ® � 135.51 0.334 SPF Stud 1.5 3.5 EMIR 28.3 2630 4.065 0.9969 4183.6 1.60 1.15 ®1.05 1.15 675 425 725 1,200000 1,366 531 1 200 000 366 531"® 388 13 316.19 0.81 10 334 388 13 333 97 0.86 90 34 0 257 ®®IIMII�'�'' ® 0.3001 3132.4 1.60 1.15 ®®i 1.15®1 mm 1,300,000 0.059 ®®��]�®� '�' ''�� 1.60. ._1.15 ®1.10® `®' ®' Q"�' 1.300,000_��'•® 508.18 Com®®mom® 1.60 115 ®1.10® 850 1300,000�� � � tMI 0.062 ���������� ®� ® 505.16 o.s3® o.o6z ®■®�m® � � � 3287.1 _1.15 ®1.10® 875 425 1150 1,400000 m®�` ® 3287.1 151 ® 875 425 1150 1,400,000 2,083 1015.45 531.23 0.52 0.085 ®®m ®'' 1.60 1.15 ®h 1089.255 -.®MIi.�. 90.61 0.059 -______MI-MI-MI_ 1150 1,400,000 2,093®®® 945.38 531.23�® 0.059 -m__mm-- r _®®MIME_ E1223101®®iL•M�E�®i!® 0.96.59 2091.8 1.60 1-15 ®�� ®1,200,000��������� ������� i1173j® �� tE�7E7�3ID ®®m���� 0.0025 1.60 MIME 1.15 MI ��425 1150 ;too ----__ ��_ H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.9970 3132.4 1.60 1.15 �®® 850 405 1300 1300,000®® 1644.5 ® 22®® 1151.11 0.64 39.80 0.64 44®® Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls LOAD CASE (12-16) BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 mINM _- D+L+S+E/1.4MIMI c _ 0.80(Constant)=Section 3.7.1.5 =M�-__...-....� ngmum CfCr b 1997 NDS�•� KcE 0.30 Constant > Section 3.7.1.5 _ Size�a�`a���- m�I_ -��- �_1�. Section 2.3.10 -_- ®�� ��®® NDS 3.9.2 Mex.Well duration duratlo factor factor use F'c fc ®� lb/ � �Vert.Load Hoa Load 1.0 Load�o Plat:Cd Fb Cd Fc Cf Cf Cr E i _®®®�_�11I�M-�_ IU 1.05 Q� 1,200,000 � ��138.53 GME ®®�MM ��® 0.9983 ��®® 800 1,200,000�� �''' 340.90_ 0.430 cilimm®®���"�' ® 0.9960 1993.4 1.60 ®®1.05 1.15 Em966 378.09 340.90 �� 0.364 ®®®���® 0.9937 2857.8 1.60__1.15 ®1.05 1.15 405 800 1,200,000 H-F Stud 1.5 3.5 8.25 28.3 1225 3.57 0.9961 1993.4 1.60 1.15 ®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 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 ® 8.25 28.3 2700 3.57 0.9966 3988.7 1.60 1.15 1.05 1.15 675 405 800 1,200.000 1,366 506 966 449.95 395.22 342.86 0.87 79.34 0.244 NE ' ®®� ' �� i 0.9984 ®MIN ® 675 �®1,200,000 ® ®� MIZIIIENI 0.324 SPF Stud ®®mom-] ] 1000® 0.9918 2091.8 ® so® 675 ma 1,200,Oo0�® 378.9 ®' 'EM 0.421 SPF Stud ®®®� 28 3 1210 3.57 0.9932 2091.8 1.60 1.15.1 1.60 1.15 ®1.05 1.15 875 425 725 1,200,000 1,3661.05 1 15 675 425 725 200 000 ®875.438 449 95 388.13 307.30 0.79 158.68 0.368 875.438 378 09 336.17 268.57 0.80 141.63 0.358 SPF Stud SPF Stud_ ® 8.25 28.3 1690 0.9940 2789.1 1.60__._1:15 1.05 1_15 675 _425 725_ 1,200,000_ 1,366 875.438 449.95 321.90 0.83 119.01 0.306 SPF Stud ��0 8.25 28.3 MEM '" 4183.6 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,368 875.438 449.95 339.05 0.87 79.34 0236 �___�__-- _ �� ___ ___--�_- H-F#2 in 7.7083 16.8 3132 3.57 02844 3132.4 1.60 1.15 ®1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1011.45 837.57 508.18 0.60 76.47 0.075 0.055 PSF#2 � 4 3.57 1.60 1,15 ®�® IEI �i 1,300,000 "Q ' 506.18�� SPF#2 ®®,11E 3287 3.57 0.3154 3287.1 1.60 ®®�'®1g119 1150 1,400,000 2,093®®® 1015.45 531.23 0.52 MI 0.042 MNN ®NINIIMILI 18.6 ® '�' 'NNEEMIN 1.60 ®®IMIC]® 875 IMMIIIMII 1,400,000�`r'- ®EMIM' INOM 531.23 111111115MINIIIKEW SPF#2 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.10 875 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1457 50.0 285 3.57 0.9981 2091.8 1.60 1.15 1.05 675 725 1,200,000 1,368 531 875,438 144.26 139.02 72.38 0.52 494.93 0.727 raff11.®®m1.11133111113011111111M1 3.57 0.9910 3287.1 1.80 1.15 ®IAf]® 875 ExEman 1,400,000 c']® .�'® 164.85 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 152.73 0.69 340.83 0.513 Page 1 i if 1801)cketsoa St. ra 11 r Seattle WA •Project: u.. �. _.-: 98109 /� ar ` ,v r , .,. Date: ( }253-4522 Clleul Page Number FAX (208)2$5-062$ at* KatiF (244)0-54-is) ----II° Fes-. .. t 3 glop PE& (4011.5) - 36S 2 4441> 1 40 .--,- . - - ` if,..e. _, . zr-#40144-15)-00]. . , cao 'et sitt ....40. tiii5,)7(. 2. -e-.4 e ch .11 117W it= 1,..8trf z - 215 . ' t� Srpre- M { Struotura7 Engineers 180 Nickerson St ENGINEERINGIICEI Suite 302 Seattle„WA i N c project: . i- VitfP @Date: 9810 9 (206)2 85-4512 FAX: Client: S./Mt-4SPI�'i�ALy . j°ljL. .__,______.Page Number: (206)285-0618 s _ Wittt, : C SIV itNi 0 Lim 1_010 4 , R flx, 9 - + ' -.. -le SA P•O s =. i - " Xt - IV 1 $ --- 3.31 ti I sr of 54,11, Structural Engineers • 180 Nickerson St. C T ENGINEERING Suite 302 INC /� n Seattle,WA Project I f4 4 c.� 7 ',0��Lt� • ®O - Date: 9',02 j. tag. 9 (206)285-4512 Client: '6IC� �+ ,✓ V Jd/Pev 9.17 ws Page Number: (2 6)285-0618 l/ 0 J ✓5�` * 4f4 --. L.,_ r _. i . s _ i_,- _L - -.--ii.- --r $3 fo 3l-pis -- - .- ......_ Pjr ,- 4_ _ Z't J� 1'..1i1� l0 fJ.f • • • � t‘ �, t:z34. t( : . 12 c 1,-.7 , jz,z �r 2 165, i , il; { - -=H , x . . ` =5`6 A D/7 ' , 11::-/C16‹ i - ' t 31 • X r \ _ _ 4 s Ai �40,4 „. M E J 2 _W ,_. t -- ---jiti".14 . _ [D $4It'- , _ao, (;4.14-,'05 ' r w, 2x4 — . , Z ,�� It , ..ii. N. Structural Engineers ‘-ee_ 41)1,0c. ¢,3 6,41 3 • -e-)7Ii1� c--9 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189: Plan 2610 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= 1.02 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.45 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.57 N Longitude= -122.83 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazmaps/ http://earthquake.usqs.qov/designmaps/us/application.php 6. Site Coefficient(short period) Fa= 1.09 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.55 Figure 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.12 EQ 16-37 EQ 11.4-1 SMI=F„"Si SMI= 0.69 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.74 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD1= 0.46 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC = D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 2610 SDS= 0.74 h„ = 18.00(ft) SD1= 0.46 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S1= 0.45 k = 1-ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=SDI I(T*(R/IE)) (for T<TO 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(T2x(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) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.114 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) (soft) (ksf) (kips) (kips) Ew1 *h,k Vi DESIGN Vi Roof - 18.00 18.00 1190 0.022 26.18 471.2 0.55 2.91 2.91 2nd 8.00 10.00' 10.00 1360 0.028 38.08 380.8 0.45 2.35 5.25 1st(base) 10.00 0.00 SUM= 64.3 852.0 1.00 5.25 E=V= 7.36(LRFD) E!1.4= 5.25(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;*www 0.4*SDS*IE*Wp 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPx Max. FPx Min. Roof 2.91 2.91 26.2 26.2 3.90 2.91 7.79 3.90 2nd 2.35 5.25 38.1 64.3 5.67 3.11 11.33 5.67 1st(base) 0.00 0.00 0.0 64.3 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#14189:Plan 2610 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00f' 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. - -- Building Width= 26.0 56:0 ft. V ult. Wind Speed 3 see.cga<= 120 120 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec.Gust_ ` '-,,,,,..1� mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0; N/A N/A Roof Type= Gable Gable Ps30 A= 28.6 28.6;psf Figure 28.6-1 PB3o B= 4.6' 4.6`psf Figure 28.6-1 Ps3oc= 20.7 20.71 psf Figure 28.6-1 Ps3o o= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Krt= 1.00 1.00' Section 26.8 windward/lee= 1.00 1.00;(Single Family Home) X*Krt*I : 1 1 Ps=A*Kzt*I*pa30= (Eq.28.6-1) Pse= 28.60 28.60 psf (LRFD) (Eq.28.6-1) Pse= 4.60 4.60 psf (LRFD) (Eq.28.6-1) Psc= 20.70 20.70 psf (LRFD) (Eq.28.6-1) Pso= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Ps A end c average= 24.7 24.7 psf (LRFD) Ps a and D average= 4.7 4.7 psf (LRFD) a= 3 3 Figure 28.6-1 2a= 6 6 width-2*2a= 14 44 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(N-S) Areas(E-W) (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) width factor roof-> 1.00 1.00` 0.71 0.71 16 psf min. 16 psf min. width factor 2nd-> 1;00 0.71 wind(LRFD)wind(LRFD) DIAPHR. Story Elevation Height AA Aa Ac AD AA AB Ac AD per28.4.4 per28.4.4 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) (E-W) V(E-W) 30.00 12.0 0 144 0 168 0 102.2 0 374.9 Roof - 18.00 18.00 4.0 48 0 56 0 48 0 125 0 6.7 10.4 3.98 3.98 6.19 6.19 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 17.48 1st(base) 10.00 0.00 0.00 0 0.00 0.00 AF= 650 Ar= 1154 10.4 18.5 V(n-s)= 9.68 V(e-w)= 17.48 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#14189:Plan 2610 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(NS)(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 10.40 10.40 2nd 6.00 10.00 10.00 0.00; 0.00 0.00 0.00 3.74 10.40 8.06 18.47 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)= 18.47 kips kips kips(LRFD) kips(LRFD) DESIGN WIND-Min./Part 2/Part 1 ASD Wind(N-S)(LRFD) Wind(E-W)(LRFD) Wind(NS)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Vi(N-S) V(N-S) Vi(E-W) V(E-W) Roof 8 10 10 6.66 6.66 10.40 10.40 5.16 5.16 8.06 8.06 2nd 10 0 0 3.74 10.40 8.06 18.47 2.90 8.06 6.25 14.30 1st(base) 0 0 0 V(n-s)= 10.40 V(e-w)= 18.47 V(n-s)= 8.06 V(e-w)= 14.30 kips(LRFD) kips(LRFD) kips(ASD) kips(ASD) Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3P CT PROJECT#: CT#14189: Plan 2610 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 DIAMETERAnc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V wallowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S.G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) I (for ASD) (for ASD) — 0 1 0 1 P6TN 150150 150 150 P6' 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370' 637 P2' 1280595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2' 2560 1190 3580' 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.91 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.91 kips Sum Wind N-S V i= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Veum Usum HD (sgft) (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 1 595 <39.5 39.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 I 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 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** 595' 37.5 37.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 perf Ext. right2 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, right4 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5s 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 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 1190 77.0 77.0=L eff. 5.16 0.00 2.91 0.00 EVnd 5.16 EVEO 2.91 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#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.35 kips Design Wind N-S V I= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind N-S V 1= 8.06 kips Min.Lwall= 2.57 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 LDL eff C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RDTM Unet Usum OTM ROTM Unet Ueum 1J rn, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIO) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1** 595 23.0 23.0 0.77 0.15 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 perf 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 gar left 85 16,5 16.5 1,00 0,15 0.18 0.00 0.15 0.00 1.00 1.00 9 P6TN P6TN 11 1.32 10.27 -0.57 -0.57 1.63 12.25 -0.67 -0.67 -0.57 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 1.00 000 0.00 0.00 0.00 0.00 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** 595 37.5 37.5 0.95 0.15 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 perf Ext. right2 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 Ext. right4 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1360 97.0 89.8=L eff. 2.90 5.16 2.35 2.91 1.00 EVwind 8.06 EVEQ 5.25 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#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.91 kips Design Wind N-S V i= 5.16 kips Max.aspect= 3.5SDPWS Table 4.3.4 Sum Seismic V i= 2,91 kips Sum Wind N-S V I= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1 595 39,5 39.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 37 P6TN P6TN 65 11.62 58.84 -1.22 -1.22 20.62 70.21 -1.28 -1.28 -1.22 Ext. left 2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 3** 0 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext, left 4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 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 Ext. rightl** 595 37,5 37.5 1.00 0.15 2.58 0.00 1.45 0.00 1.00 1.00 39 P6TN P6TN 69 11.62 53.03 -1.12 -1.12 20.62 63.28 -1.16 -1.16 0.55 pert Ext. right2 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,004 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 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 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 1190 77.0 77.0=L eff. 5.16 0.00 2.91 0.00 EVwind 5.16 EVEQ 2.91 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#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.35 kips Design Wind N-S V I= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind N-S V i= 8.06 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 Wnd Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM R0TM Unet Deurn OTM Rolm Unet Usum Qeum 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** 595 23.0 23,0 0.77 0.15 1.27 2.58 1.03 1.45 1.00 1.00 140 P6TN P6 217 22.32 19.95 0.11 -1.11 34.62 23.81 0.48 -0.79 1.95 pert 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. gar left 85 3.5 5,0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 0.78 54 P6TN P6-TN 52 1.32 0.66 0.23 0.23 1.63 0.79 0.30 0.30 0.30 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0----- ---- 0 0.00 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 Ext. right1** 595 37.5 37.5 0.95 0,15 1.27 2.58 1.03 1.45 1.00 1.00 70 P6TN P6TN 108 22.32 53.03 -0.83 -1.96 34.62 63.28 -0.78 -1.94 1.52 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. gar RT 85 20.0 20.0 1.00 0.15 0.18 0.00 0.15 0.00 1.00 1.00 7 P6TN P6TN 9 1.32 15.08 -0.71 -0.71 1.63 18.00 -0.85 -0.85 -0.71 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right5 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- ----- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0---- - --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1360 84.0 76.8=L eff. 2.90 5.16 2.35 2.91 1.00 EV,,,nd 8.06 EVEQ 5.25 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V i= 2.91 kips Design Wind E-W V i= 8.06 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.91 kips Sum Wind E-W V i= 8.06 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pL= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet U. OTM RoTM Unet Us,,m Usem HD (sqft) (ft) (ft) (kl() (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Front MSTR* 595 8.5 17.0 1.00 0.15 4.03 0.00 1.45 0.00 1.00 1.00 222 P6 P4 474 15.11 5.45 1.23 1.23 32.23 6.50 3.28 3.28 3.28 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 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 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* 595 26.0 26.0 1.00 0.15 4.03 0.00 1.45 0.00 1.00 1.00 73 P6TN P6 155 15.11 25.49 -0.41 -0.41 32.23 30.42 0.07 0.07 0.07 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 3 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00J 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 s 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 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 X00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 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 1190 34.5 34.5=L eff. 8.06 0.00 2.91 0.00 EVwind 8.06 EVEQ 2.91 Notes: denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.35 kips Design Wind E-W V i= 6.25 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind E-W V I= 14.30 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.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 eR. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type •v i OTM ROTM Unet Ueum OTM ROTM Unet Ueum U:gym 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) Front LIV* 595 5.5 '17.0 1.00 0.15 2.24 4.03 0.84 1.45 1,30 1.00 542 P2 2P3 1140 26.85 3.53 4.83 6.06 56.41 4.21 10.80 14.08 14.08 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Front 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --_ Int KIT 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__. - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 980 8.3 16.0 1.00 0.15 3.69 0.00 1.39 0.00 1.00 1.00 217 P6 P4 444 16.22 5.01 1.47 1.47 33.19 5.98 3.56 3.56 3.56 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 26.0 1.00 0.75 0.00 4.03 0.00 1.45 1.00 0.78 694 2P4 2P3 1151 17.00 17.16 -0.06 -0.47 36.26 20.48 5.57 5.64 5.64 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 85 4.0 8.0 1.00 0.15 0.32 0.00 0.12 0.00 1.00 0.89 44 P6TN P-6TN 80 1.41 1.21 0.06 0.06 2.88 1.44 0.43 0.43 0.43 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Gar ABWP 0' 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1660 21.3 21.3=L eff. 6.25 8.06 2.35 2.91 EVwnd 14.30 EVEQ 5.25 Notes: * denotes with shear transfer ABWP Alternate Braced Wall Panel-2308.9.3.2 ** denotes perferated shear wall iSB denotes iSB Shear Panel JOB#: CT#'14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150 plf V eq 1450.0 pounds V1 eq= 725.0 pounds V3 eq= 725.0 pounds V w= 4030.0 pounds V1 w= 2015.0 pounds V3 w= 2015.0 pounds __ - v hdr eq= 85.3 plf - •H head= Iv hdr w= 237.1 plf 1.083 Fdragl eq= 363 F2 eq= 363 • Fdragl w= .08 F2 -1008 H pier= v1 eq= 170.6 plf v3 eq= 170.6 plf P6 E.Q. 5,0 , v1 w= 474.1 Of v3 w= 474.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 • Fdrag3 eq= - F4-.- 363 feet • Fdrag3 w=1008 F4 w= 1008 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 85.3 Of P6TN 2.0 EQ Wind v sill w= 237.1 plf P6 feet OTM 11720 32574 R OTM 10747 13005 UPLIFT 60 1198 Up above 0 0 UP sum 60 1198 H/L Ratios: L1= 4.3 1.2= 8.5 L3= 4.3 Htotal/L= 0.48 4 ► 4 1.4 ► Hpier/L1= 1.18 ► Hpier/L3= 1.18 L total= 17.0 feet JOB#: CT#14189:Plan 2610 SHEARWALL WITH FORCE TRANSFER ID: Front Lower LIV* Floor Level w dl= 150 plf V eq 840.0 pounds V w= 2240,0, pounds Sum V eq 2290.0 pounds V1 eq= 1145.0 pounds V3 eq= 1145.0 pounds Sum V w= 6270.0 pounds V1 w= 3135.0 pounds V3 w= 3135.0 pounds -► v hdr eq= 134.7 plf 1.- A •H head= A v hdr w= 368.8 plf 1.083 °'y Fdragl eq= 775 F2 eq= 775 A Fdrag1 w= . 1 F2 -2121 H pier= v1 eq= 416.4 plf v3 eq= 416.4 plf P3 E.Q. 5.0 v1 w= 1140.0 p/f v3 w= 1140.0 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 • Fdrag3 eq= 7 F4-.- 775 feet • Fdrag3 w=2121 F4 w=2121 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 134.7 plf P6TN 3.0 EQ Wind v sill w= 368.8 pff P4 feet OTM 20800 56950 R OTM 10747 13005 w • UPLIFT 615 2691 Up above 60 1198 UP sum 675 3889 H/L Ratios: L1= 2.8 L2= 11.5 L3= 2.8 Htotal/L= 0.53 4 ► 4 ►4 ► Hpier/L1= 1.82 ► Hpier/L3= 1.82 L total= 17.0 feet JOB#CT#14189:Plan 2610 ID:Rear Upper BR23` 'Roof Level w dl= 150'. pK V eq 1450.0 pounds V1 eq= 3172 pounds V3 eq= 996.9 pounds V5 eq= 135.9 V w= 4030.0; pounds V1 w= 881.6 pounds V3 w= 2770.6 pounds ► pounds VS w= 377.8 pounds ___,, v hdr eq= 55.8 pK ► _► A Hl head=W vhdr= 155.0 pK H5 head= W 1; Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 1 A Fdragl w= -•.5 Fdragl , 532.8 Fdrag5 w= 2.8 Fdrag•w= 72.7 n Hl pier= vi eq= 90.6pl v3 eq= 90.6 plf v5 eq= 90.6 H5 pier= 4.0 vlw= 251.9[Of v3w= 251.9pK v5w= 251.1 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 V Fdrag3= • .1 Fdra. - 191.7 feet A Fdragl w= 169.5313 Fdragl w= 532.8 Fdrag7eq= •1.7 Fdrag8-. 26.1 P6TN E.Q. V Fdrag7w= 532.8 Fdrag8w=72.7 A P6 WIND v sill eq= 55.8 pK Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 155.0 plf H5 sill= 3.0 EQ Wind 3.0 feet OTM 11600.0 32240.0 feet R OTM 22624 27378 V UPLIFT -471 208 Up above 0 0 `•' Up Sum -471 208 H/L Ratios: L1= 3.5 L2= 5.0 L3= 11.0 L4= 5.0 L5= 1.5 Htotal/L= 0.31 Hpier/L1= 1.14 ► ►� ►� 1.4e. Hpier/L3= 0.36 L total= 26.0 feet > Hpier/L5= 2.67 0.90 L reduction