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Specifications (154)
YY15-1 ZOr? _ oo 57c( 16 a7_(� Sl,,, L.e ass CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC_ 206.285.4512 (V) ��5/ REC JUN 22 2017 #15238 a-1,f , IoARD Structural Calculations BUILDING DIVISION �4,R G NF41je, River Terrace , 60 Plan 2610 J I� . Elevation B 46, ^' ARE 4) Tigard, OR ' tS 21-2 11 Design 01 I 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 P h: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: The structures are two-story wood-framed. Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. Floor framing over crawlspace is primarily pre-manufactured wood joists. The foundations are to be conventional spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : CT# 14189 ROOF Roofing 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"oc. 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 l 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 a2 psf Misc. 2.6'psf FLOOR DEAD LOAD 15.0 PSF SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE 0 rMIR.HDR GABLE END'TRUSS MIN.HDR I r 1 C__ I RB.b1 RB.b2 ! r 0 L rr 1.1 acv I x ROOF TRUSSES AT 24" O.C. TIP. u41 -1-- ADD DIAGONAL MI TO TRUSS CONFIG SO THAT ATTIC S DOES NOT ALLOW 1 i 24"Wx42"H AREA 0}1 TWO OR MORE AL <r0 i ASI 2011 ORSC - R31 m 122'x30"T m X, 4 1 ATTIC N., LACCESS J cv I /A• I /!:• `:Z• _.7 illo 2 4:12 BOTTOM / I '\\n 2 CHORD. TIP. `/ --1i i A, \ I \ \ I \ •\ v \•1J rT N , ni � 1 • \ \\\ (2)2X8 HDR I1 \� RB.�S J OMIN.MD© vvr GABLE ENT TRUS92B.b6 � L. I I TOP PLATE IS +E ABOVE 2ND FIN. FLOOR UNLESS NOTED OTHERWISE CT# 14189 2014.09.17 1/4" = 1'-0" (11x17) SEE SHEET A9 PLAN 26106 ROOF FRAMING PLAN FOR TOP OF WINDOWS HEIGHT. 1/4"=1'-0" AMERICAN MODERN P4 Mk NW CS16 CS16 • ltz. r L I r-I I J L r 4 , ,qi 1 0 WASF#ER�! 0 YER IL I I - I I o !rl —ILl 0 I , 1L L el , , 1 . O Je 1 I1 ?I MST37 MST37 P4 ArA NOP CT# 13238 2013.11.19CT# 14189 2014.09.17 PLAN 26106 UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN P3D3 STHD14 I- GABLE END TRUSS B-bl ----4..HDR 4X12 HDR ` MANUFACITURED ROOF /\ TRUSSES AT 24" O.C. T • ® r W ® EC a I CD r---.31:7' cc P6TN I o ACCESS I ' I 2 a P4 8s1.2 a a a 0 ,- CS16 2P3 STHD14 CS16 7 B.b2 3.5X1A BIG SEAM v 1-- - ( _ .r _-N_-1 }- X T -t--I ' n XJ P4 1 'p STHD14 STHD14 21 C a I I .L o . 7 o_ e ^_ca o o 0 T " cx" w J I POST N��x A 41T--- 1 VL FR1,0. 1 • I 1 I''• -/-1, STAIR 1 4 \FRAMING/ -_, Co II _ \ / < CV CI v��1F ., \ / \ , LL, U `IRI J !_ \, / w l�2L iA I---1 ' A\, / , J Z Co t` -4 I ' o < x� a n o Z cp A v= ' 14" FLOOR TRUSSES ®19.2" O.C. co.l \ I m Lr_ ..`44; U tJ / \ Q LL ((�t;��j} ui A SII / \ 1 i = <L. Co -1 / \ I X CeI � -7 ' 1B.b8\ I V) 0 Q` ( '';--4„ I I; J J ❑ \ �1I I w x Cr COot ' ww J No- I '. 1p > �/ J I PFIXTURES J ' ABOVE a �� r �• -4- D I o p '2}2X8 HD2 '' / aI c zi 3 ki.�y ,y ci F ROOF / ` i ~ FRAMING Y I IT j i I -/ L 11 I I J m p� � i1 ¢ o cox 6 _L�L 1 7�Xi s_b10 It? • NND.b12 D.�12 B.b12DGER /D _ _I GT •ROVE BUM?HDR& GT ABOVE N mu" 8 ii')2X8 (2) X8 ')2X8 RIM BOARD D• DR HDR R-,1DR 4.rT\�� Z ® STHD 4 HD14 ® 'P3 e c :r::r:... Q o 57.2 0 � • :'/.':P::::• :.>� 4X10 HDR ,A}G1t.' .:..::.: .` L Cl. B.b20 - :: 'IR:...:.:`:.'::r~: r.'. ............... i8.'bT 4:.':..:. :.v.: 4X4(min) 4X4(min 4X4(min.) POST 17 t8 POST POST MI All CT# 141:' 2014.09.17 1/4" = 1'-0" (11x17) 3-10Y2" 16'-3" 1.-10Y2' P3 STHD14 0, —7,.. L._ 31/2" CONC. SLAB 1 OVER 4" FREE DRAINAGE MATERIAL o ® OVER COMPACTED FILL N VERIFY GARAGE SLAB HEIGHT 10 WITH GRADING PLAN d la I -16" I L n 6'''_ 31/" CONC. N PAHO SLAB -14" I cc t Ell p SLOPE 2" DN I 6'-3" I-7l 1'-9+ 2"-13" 8'-11/2- 4'-0" 2'-2'2 O3'. ♦ I♦ I _x STHD14 ♦ 0 a, VARIES : MIN. 3" FROM TOP OF STEM WALL 0 a i I STHD14 P� I T 0 I I —1214" Ij STHD14 N• �p L_ N I rl I / I 4I FURNACE J ✓ i 1 ABOVE i 1 1 ID I �' TTVEt TURE vNI J r I N 18x241 CRAWL FINISHED FLOOR SPACE I CCESS 1 AT +0'-0" I n r L I J FTG. Q® o } 2'-8" k 3-9)41 , i J I Z z In i t� Q 0 EE r r-t- g- —I r----1- I 9)4" I-JOISTS AT 19.2" O.C. Q 1n o L#J TYPICAL ' 0 n 12'-0" Q _14'-0" c j eL 03 jai" o co��U -- LL- I-121/4"I,� X o� \ '1 1r 4.----i-o I yI-121/4"I L_J r .1-------��- 1.759_..— 00h I r T J `oma o I I I -, ♦ d'W I r W o N o L J2x4 PONY I 9-0" N O LVL 1.75X9,5 WALL INrwt ro o m1/4.0 1.0 E-6" 17 31/21. CONC. SLAB N i ✓ I ® SLOPE 31/" H o Z • E~ U 1 • • ----_1 • •el Q r n STHD14 17' o" STHD14 s'—o" J C 2P3 026'-0" i In in / in N POST L PIISJ J POST TOP OF 8" 411 121/2" STEM WALL ~ ri n -,,. I 15-10" -61/z" TOP OF SLAB I 9,-31/" I s3/4" Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:26PM, 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 (c)1983-2003 ENERCALC Engineering Software 141892lan_2610.ecw:ROOF FRAMING Description 26106 ROOF GT reactions Timber Member Information :ode Ref: NDS IBC GT.b1 Gr.b1 Timber Section 3.125x18 2-2x12 Beam Width in 3.125 3.000 Beam Depth in 18.000 11.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade glas Fir,24F- Hem Fir,No.2 V4 Fb-Basic Allow psi 2,400.0 850.0 Fv-Basic Allow psi 240.0 150.0 Elastic Modulus ksi 1,800.0 1,300.0 Load Duration Factor 1.150 1.150 Member Type GluLam Sawn Repetitive Status No No Center Span Data Span ft 26.00 10.00 Dead Load #/ft 30.00 150.00 Live Load #/ft 50.00 250.00 Dead Load #/ft 120.00 Live Load #/ft 200.00 Start ft 17.000 End ft 26.000 Point#1 DL lbs 750.00 LL lbs 1,250.00 @ X ft 17.000 Results Ratio= 0.6866 0.9700 Mmax @ Center in-k 315.85 60.00 @ X= ft 16.95 5.00 fb:Actual psi 1,871.7 948.1 Fb:Allowable psi 2,725.9 977.5 Bending OK Bending OK fv:Actual psi 110.6 72.5 Fv:Allowable psi 276.0 172.5 Shear OK Shear OK Reactions @ Left End DL lbs 836.54 750.00 LL lbs 1,394.23 1,250.00 Max.DL+LL lbs 2,230.77 2,000.00 @ Right End DL lbs 1,773.46 750.00 LL lbs 2,955.77 1,250.00 Max.DL+LL lbs 4,729.23 2,000.00 Deflections Ratio OK Deflection OK Center DL Defl in -0.386 -0.073 UDefl Ratio 808.3 1,645.4 Center LL Defl in -0.643 -0.122 UDefl Ratio 485.0 987.2 Center Total Defl in -1.029 -0.194 Location ft 13.936 5.000 UDefl Ratio 303.1 617.0 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 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:ROOF FRAMING . Description 2610B ROOF FRAMING [Timber Member Information ;ode Ref: NDS IBC RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 Timber Section 2-2x4 2-2x4 2-2x4 2-2x4 2-2x6 2-2x4 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 3.500 3.500 3.500 3.500 5.500 3.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Fir,No.2 Hem Fr,No.2 Hem Ar,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 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 60.00 60.00 225.00 225.00 90.00 60.00 Live Load #/ft 100.00 100.00 375.00 375.00 150.00 100.00 Results Ratio= 0.8084 0.8084 0.6263 0.9019 0.5666 0.2405 Mmax @ Center in-k 7.26 7.26 5.62 8.10 10.89 2.16 @ X= ft 2.75 2.75 1.25 1.50 2.75 1.50 fb:Actual psi 1,185.3 1,185.3 918.4 1,322.4 720.0 352.7 Fb:Allowable psi 1,466.3 1,466.3 1,466.3 1,466.3 1,270.8 1,466.3 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 56.3 56.3 82.3 103.9 50.4 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 165.00 165.00 281.25 337.50 247.50 90.00 LL lbs 275.00 275.00 468.75 562.50 412.50 150.00 Max.DL+LL lbs 440.00 440.00 750.00 900.00 660.00 240.00 @ Right End DL lbs 165.00 165.00 281.25 337.50 247.50 90.00 LL lbs 275.00 275.00 468.75 562.50 412.50 150.00 Max.DL+LL lbs 440.00 440.00 750.00 900.00 660.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.089 -0.089 -0.014 -0.029 -0.034 -0.008 UDefl Ratio 744.5 744.5 2,114.0 1,223.4 1,926.0 4,587.6 Center LL Defl in -0.148 -0.148 -0.024 -0.049 -0.057 -0.013 UDefl Ratio 446.7 446.7 1,268.4 734.0 1,155.6 2,752.5 Center Total Defl in -0.236 -0.236 -0.038 -0.078 -0.091 -0.021 Location ft 2.750 2.750 1.250 1.500 2.750 1.500 UDefl Ratio 279.2 279.2 792.7 458.8 722.2 1,720.3 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:27PM, 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 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610B FLR FRMG 1 OF 3 Timber Member Information 3ode Ref: NDS IBC B.b1 B.b2 B.b3 B.b4 B.b5 B.b6 B.b7 Timber Section 4x12 LVL:3.500x14.000 LVL:1.750x14.000 LVL:3.500x14.000 4x8 LVL:5.250x14.000 LVL:1.750x14.000 Beam Width in 3.500 3.500 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 Rr- Rosboro,Bigbeam level,LSL 1.55E iLevel,LSL 1.55E Douglas Rr- Rosboro,Bigbeam iLevel,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 Center Span Data 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 160.00 325.00 Live Load #/ft 100.00 375.00 Start ft End ft Point#1 DL lbs 120.00 LL lbs 318.00 @ X ft 8.500 Cantilever Span Span ft 4.00 Uniform Dead Load #/ft 175.00 Uniform Live Load #/ft 140.00 Point#1 DL lbs 740.00 LL lbs 990.00 @ X ft 4.000 LLL Results Ratio= 0.7774 0.4151 0.1358 0.3268 0.3662 0.6459 0.0897 Mmax @ Center in-k 65.34 163.74 20.76 . 86.87 13.14 332.29 11.92 @ X= ft 8.25 9.28 2.00 4.50 1.75 8.50 4.25 Mmax @ Cantilever in-k 0.00 -113.28 0.00 0.00 0.00 0.00 0.00 fb:Actual psi 885.0 1,432.2 363.1 759.8 428.5 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 44.7 100.1 44.9 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 1,532.00 740.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 1,400.00 990.00 2,340.00 910.00 4,579.00 340.00 Max. DL+LL lbs 1,320.00 2,932.00 1,730.00 3,217.50 1,251.25 6,296.50 467.50 @ Right End DL lbs 495.00 3,408.00 740.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 3,204.00 990.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 6,612.00 1,730.00 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: 4:27P1M, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist g (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610B FLR FRMG 1 OF 3 Center DL Defl in -0.151 -0.252 -0.003 -0.023 -0.004 -0.147 -0.006 UDefl Ratio 1,314.8 953.1 13,970.1 4,654.3 11,344.7 1,389.8 17,955.8 Center LL Defl in -0.251 -0.286 -0.005 -0.062 -0.010 -0.391 -0.015 UDefl Ratio 788.9 838.5 10,442.3 1,745.3 4,254.3 521.4 6,733.4 Center Total Defl in -0.402 -0.538 -0.008 -0.085 -0.014 -0.538 -0.021 Location ft 8.250 9.760 2.000 4.500 1.750 8.500 4.250 UDefl Ratio 493.1 446.5 5,975.7 1,269.3 3,094.0 379.1 4,897.0 Cantilever DL Defl in 0.094 Cantilever LL Defl in 0.026 Total Cant.Defl in 0.120 UDefl Ratio 801.8 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:27PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN 06 User:5 02997,Ver 5.8.0,1-Dec-2003Page 1 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 14189 Plan 2610.ecw:Floor Framing Description 2610B FLR FRMG 2 OF 3 Timber Member Information :ode Ref: NDS IBC B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 limber Section -VL:1.750x14.000 2-2x8 LVL:1.750x14.000 LVL3.500x14.000 2-2x8 2-2x8 2-2x8 Beam Width in 1.750 3.000 1.750 3.500 3.000 3.000 3.000 Beam Depth in 14.000 7.250 14.000 14.000 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Level,LSL 1.55E Hem Fir,No.2 Level,LSL 1.55E Level,LSI_1.55E Hem Ar,No.2 Hem Ar,No.2 Hem Ar,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 850.0 850.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 150.0 150.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 1,300.0 1,300.0 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 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 190.00 160.00 160.00 225.00 250.00 Live Load #/ft 150.00 100.00 100.00 375.00 250.00 Start ft End ft Point#1 DL lbs 128.00 LL lbs 340.00 @ X ft 3.500 Cantilever Span Span ft 5.00 Uniform Dead Load #/ft 175.00 Uniform Live Load #/ft 200.00 Point#1 DL lbs 923.00 LL lbs 855.00 @ X ft 5.000 Results Ratio= 0.0832 0.0754 0.3140 0.5330 0.1379 0.2326 0.2615 Mmax @ Center in-k 11.06 2.02 47.99 0.00 4.25 7.17 8.06 @ X= ft 3.50 1.75 4.50 0.00 1.50 1.25 1.25 Mmax @ Cantilever in-k 0.00 0.00 0.00 -162.93 0.00 0.00 0.00 fb:Actual psi 193.5 76.9 839.5 1,425.0 161.8 272.9 306.8 Fb:Allowable psi 2,325.0 1,020.0 2,673.8 2,673.8 1,173.0 1,173.0 1,173.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 22.9 8.7 81.0 105.1 19.6 34.3 38.6 Fv:Allowable psi 310.0 150.0 356.5 356.5 172.5 172.5 172.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 98.33 52.50 922.50 -773.00 262.50 337.50 462.50 LL lbs 261.67 140.00 855.00 750.00 210.00 618.75 612.50 Max.DL+LL lbs 360.00 192.50 1,777.50 -23.00 472.50 956.25 1,075.00 @ Right End DL lbs 119.67 52.50 922.50 3,746.00 262.50 337.50 462.50 LL lbs 318.33 140.00 855.00 3,960.00 210.00 618.75 612.50 Max.DL+LL lbs 438.00 192.50 1,777.50 7,706.00 472.50 956.25 1,075.00 Deflections Ratio OK Deflection OK Deflection OK De`lection OK Deflection OK Deflection OK Deflection OK Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:27PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 560006 Pae 2 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist s (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610B FLR FRMG 2 OF 3 Center DL Defl in -0.002 -0.001 -0.049 0.013 -0.003 -0.002 -0.003 UDefl Ratio 31,996.0 51,354.9 2,213.6 4,752.2 13,979.9 15,657.5 11,425.8 Center LL Defl in -0.006 -0.002 -0.045 0.012 -0.002 -0.004 -0.003 UDefl Ratio 12,030.8 19,258.1 2,388.4 5,058.5 17,474.9 8,540.5 8,627.6 Center Total Defl in -0.008 -0.003 -0.094 0.024 -0.005 -0.005 -0.006 Location ft 3.096 1.750 4.500 2.980 1.500 1.250 1.250 UDefl Ratio 8,743.3 14,005.9 1,148.8 2,450.4 7,766.6 5,526.2 4,915.7 Cantilever DL Defl in -0.143 Cantilever LL Defl in -0.140 Total Cant. Defl in -0.283 UDefl Ratio 424.7 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 2610B FLR FRMG 3 OF 3 Timber Member Information erode Ref: NDS IBC B.b15 B.b16 B.b17 B.b18 B.b19 B.b20 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 4x10 4x10 Beam Width in 3.000 3.000 3.000 3.000 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Ar,No.2 Han Fr,No.2 Hen Ar,No.2 Han Fr,No.2 Douglas Fir- Douglas Fr- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 1,600.0 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 DataI Span ft 4.50 2.50 3.00 3.50 10.00 16.00 Dead Load #/ft 120.00 150.00 150.00 150.00 75.00 60.00 Live Load #/ft 320.00 400.00 400.00 400.00 125.00 100.00 Dead Load #/ft 250.00 160.00 325.00 325.00 Live Load #/ft 250.00 100.00 375.00 375.00 Start ft End ft Point#1 DL lbs 836.00 LL lbs 1,394.00 @ X ft 1.250 Results Ratio= 0.9262 0.7889 0.5474 0.7451 0.4839 0.9911 Mmax @ Center in-k 28.55 24.32 16.87 22.97 30.00 61.44 @ X= ft 2.25 1.25 1.50 1.75 5.00 8.00 fb:Actual psi 1,086.4 925.3 642.1 874.0 601.1 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,242.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 107.4 113.2 77.6 99.0 39.3 53.6 Fv:Allowable psi 172.5 172.5 172.5 172.5 207.0 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [eactions @ Left End DL lbs 832.50 805.50 712.50 831.25 375.00 480.00 LL lbs 1,282.50 1,322.00 1,162.50 1,356.25 625.00 800.00 Max.DL+LL lbs 2,115.00 2,127.50 1,875.00 2,187.50 1,000.00 1,280.00 @ Right End DL lbs 832.50 805.50 712.50 831.25 375.00 480.00 LL lbs 1,282.50 1,322.00 1,162.50 1,356.25 625.00 800.00 Max.DL+LL lbs 2,115.00 2,127.50 1,875.00 2,187.50 1,000.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.028 -0.006 -0.007 -0.013 -0.046 -0.240 UDefl Ratio 1,959.2 5,002.7 5,150.5 3,243.5 2,626.5 801.6 Center LL Defl in -0.042 -0.010 -0.011 -0.021 -0.076 -0.399 UDefl Ratio 1,271.7 3,036.7 3,156.8 1,987.9 1,575.9 480.9 Center Total Defl in -0.070 -0.016 -0.018 -0.034 -0.122 -0.639 Location ft 2.250 1.250 1.500 1.750 5.000 8.000 UDefl Ratio 771.2 1,889.6 1,957.2 1,232.5 984.9 300.6 Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:28PM, 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:CRAWLSPACE FRAMING Description 2610 ABCD CRAWLSPACE FRAMING Timber Member Information ;ode Ref: NDS IBC TYP BEAM Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade Douglas Fir- Lards,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 LCenter Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 1 jklesults Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Dell in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS , _ 1 . Code 1 Code Code I Suggest Suggest Suggest _Lpick Lpick _Lpick Lpick Joist i b I d ir Spa.1 LL DL M max V mail- El L lb Liv L TL246-L LL360 L max-1 TL deft. LL dell. L TL360 L LL480 L max TL defr.91 deft7LL deft.IL del: size&grade width(in.) depth(in.) (in.) 1 (psi) (psi) , (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) (ft.) (ft.) 1 (In.) (in.) (ft.) (ft.) (ft.) (in.) ratio (in.) ratio 9.5"TJI 1101 1.75[ 9.5 19.21 40 15 2380 1220; 1.40E+08 14.71 27.73 15.231 14.80 14.71; 0.66 0.48 13.31 13.45 13.31 0.44 360 0.32 495 9.5"TJI 1101 1.75] 9.5 16 40 15 2380 12201 1.40E+08 16.11 33.27 16.11. 15.73 15.731 0.72 0.52 14.14 14.29 14.14 0.47 360 0.34 495 9.5"TJI 1101 1.751 9.51 12,1 40 151 2380 12201 1.40E+08 18.61 44.36 17.82; 17.31 17.311 0.79 1 0.58 15.57 15.73 15.57 0.52 360 0.38 495 9.5"TJI 1101.7519.5 9.6 40 15 2380 1220L 1.40E+08 20.80 55.45 1919. L_ 18.64 18.641---------------5.] 0.62 16.77 16.94 16.77 0.5-----360 0.41 495 1 , 9.5"TJI 110 1.751 9.5 19.21 40 10 2500 1220 1.57E+08 15.81 30.50 16.3411 15,371 15.371 0.64 0.51 14.27 13.97 13.97 0.44 384 0.35 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37 480 , • . , .. 9.5"TJI 1101 1.75j 9.51. 121. 40 101 2500 1220: 1.57E+08 20.0014_48.80 19.11 17.9814_ 17.981 0.75L 0.6016.69 16.34 16.34 0.51 384 0.41 480 9.5"TJI 1101 1.75 9.5 9.61 40 101 2500 1220: 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.651 17.98 17.60 17.60 0.55 384 0.44 480 i 9.5"TJI 210,1 2.0625 9.5 19.21 40 101 3000 1330; 1.87E+08 17.32 33.25 17.32: 16.30 16.30: 0.68 0.541 1 15.13 14.81 14.81 0.461 384 0.371 480 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 2.0625 9.5 12 ... 1O 3000 133014 1. 708 21.91 53.20 20.261. 19.061_ 19.061 0.791 -------------17.70 17 .32 17.32 0.541 384 0.43 480 9.5"TJI 210. 2.06251 9.5 9.61 40 101 3000 1330! 1.87E+08 24.49 66.50 21.81 20.53 20.53; 0.86 0.681 19.06 18.66 18.66 0.58.1 384 0.47 480 1 , , 9.5"TJI 2301 2.31251 9.5 19.21 40 101 3330 13301 2.06E+08 18.25 33.25 17.891 16.831 16.83 0.701 0.561 15.63 15.29 15.29 0.48; 384 0.38 480 • 9.5"TJI 230 2,3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 2301 2.31251 9.5 121 40 101 3330 13301 2.06E+08 23.08 53.20 20.921 19.6919.69: 0.82j 0.661 I 18.28 17.89 17.89 0.561 384 0.45 480 9.5"TJI 2301 2.31251 9.5 9.61 40 10 3330 1330 2.06E+08 25.81 66.50 22.541 21.211 21.211 0.881 0.71 19.69 19.27 19.27 0.601 384 0.48 480 , • I I 1 . 11.875"TJI 1101 1.751 11.875 19.2: 40 10 3160 1560: 2.67E+08 17.781 39.00 19.501 18.351 17.781 0.671 0.54 17.04 16.67 16.67 0.52{ 384 0.42 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72' 17,72 0.55 384 0.44 480 . , , , 11,875"TJI 1101 1.75 11.8751 121 40 10 3160 1560: 2.67E+08', 22.491 62.40 22.81 21.46' 21.461 0.891 0.72 19.93 19.50 19.50 0.61 384 0.49 480 11.875"TJI 1101 1.75 11.8751 9.6 40 10 3160 15601 2.67E+08 25.14 78.00 24.57 23.12 23.121 0.96 0.77 21.46 21.01 21.01 0.66 384 0.53 480 11.875"TJI 210; 2.06251 11.8751 19.2; 40 10' 3795 1655: 3.15E+08 19.48, 41.38 20.61: 19.39 19.391 0.81 0.651 1 18.00 17.62 17.62 0.55: 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 20.81 20.61 0.88 0.69 19.13 18.72 11E72 0.59 384 0.47 480 11.875"TJI 2101 2.06251 11.8751 12_1 40 101 3795 16551.3.15E+08 24.64 66.20 24.10 L_22.681 22.681- 0.951 036 21.05 20.61 20.61 0.641 384 0.521 480 11.875.'TJI 2101 2.06251 11.875, 9.-6r 40 101. 3795 16551.3.15E+08 27.55 82.75 25.96i 24.431 24.4311.02 0.81 22.68 22.20 22.20 0.69 384 0.55 480 ; ! 1 I . I 11.875"TJI 2301 2.3125 11.875 19.21 40 10 4215 16551 3.47E+08 20.53 41.38 21.281 20.031 20.031 0.83 0.67 18.59 18.20 18.20 0.57 384 0.45 480 11.875"TJI 230 2.3125, 11.875 16 40 10 4215 1655 3.47E+08 22,49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875"TJI 2301 2.3125j 11.8751 11 40 101 4215 1655 3.47E+08 25.971 66 .20 24.89 23.42 23.421 0.98; 0.78 21.74 21.28 21.28 0.67; 384__4 0.53 480 11.875"TJI 2301 2.31251 11.8751 9.6, 40 -10142155 1655' 3.47E+08 29.03 82.75 26.811. 25.23 25.231 1.051 0.84 23.42 22.93 22.93 032 384 0.57 480 I- - . . , I : : • 11.875' RFPI 4001 2.06251 11.8751 19.21 40 10, 4315 14801 3.30E+08 20.77 37.00 20.93, 19.69 19.69, 0.82 0.66 18.28 17.89 17.89 0.561 384 0.45 480 11.875"REP'400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0,87 0.70 19.43 19.01„„.„,,,,,,,•19.01 0.59 384 0,48 480 11.875"RFPI 4001 2.06251 11.8751 121 401 101 43151 14801 3.30E+08 26.28 59.20 24.4/ 23.031 23.031 0.96 0.771 21.38 20.93 20.93 065] 384 0.521 480 11.875"RFPI 4001 2.06251 11.8751 9.61 40 10 4315 1480, 3.30E+08 29.38 74.00 26.371 24.811 24.811 1.03 0.831 23.03 22.54 22.54 0.701 384 0.561 480 Page 1 t D+L+S CTA 14189-Betahny Creek Falls I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S ' c 0.80(Constant)> Section 3.7.1.5 ___ ___ _ Cr , KcE 0.30(Constant)> Section 3.7.1.5 -~ Cf(Pb) 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 Width Depth Spadng Height Le/d Vert.Load Hor.Loa <=1.0 Load trg Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• " Fce Pc fc tc/F'c lb ib/ in. In. In. 8. p5 psf pif (Fb) (Fc) pal psi psi psi psi psi psi psi psi psi pal Fb'•(1-fc/Fce) H-F Stud 1.5 3.5 18 7.7083 28.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 0.000 H-F Stud 1.5 3.5 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 1,200,000 854 508 966 449.95 395.22 393.65 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 1.15 675 405 800 1,200,000 654 506 966 449.95 395.22 393.65 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 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 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 OFF Stud 1.5 3.5 12 9 30.9 1760 0.9944 2789,1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 378.09 336.17 335.24 1.00 0.00 0.000 SPF Stud 1.5 3.5 18 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 92 1.5 5.5 16 7.7083 16.8 3132 0.2408 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 18 9 19.6 3132 0.3852 3132.4 1.00 1.15 1.3 1.10 1.15 650 405 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 16.8 3287 0.2737 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF 92 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 1089.25 850.18 531.23 0.62 0.00 0.000 SPF 92 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 92 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00_ 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F 92 1.5 5.5 16 19 41.5 1380 0 0.9968 3132.4 1.00 ' 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 228.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls LOAD CASE (12-13) BASED ON ANSI/AFBPA NDS-1997 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke .80 Design nucklin.Factor D+L+W . �- Cr ---- .. c 0.80(Constant)> Section 3.7.1.5 __ _____ 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 - Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Ma Wall duration duratio factor factor Stud Grade Width Depth Spacin.,Height Le/d Vert.Load Hor.Load <=1.0 Load ffe Plat=Cd(Fb)Cd(Fc Cf Cf Fb Fc perp' Fc• F fb/ In. in. in. ft. •If f .if Fb Fc • ••I •si i •si Fb'•1-fc/Fce H-F Stud 1.5 ® . 7.7083 26.4 1075 9.71 0.9951 1993.4 1.80 1.00 ®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 9 30.9 755 8.46 0.9942 1993.4 1.80 1.00 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.665 H-F Stud_ 1.5 ®®�®r ®' 0.8998 2657.8 1.60 1.00 ®�®�®' 800 1,200,000�� ®�'- �®'' EM®' H-F Stud 1.5 ® • 8.25 28.3 970 8.13 0.9943 1993.4 1.60 1.00 ®1.05 1.15 675 405 800 1,200,000 1,366 506 840 449.95 384.87 246.35 0.64 381.37 0.585 H-F Stud 1.5 8.25 28.3 1425 8.13 0.9974 2857.8 1.60 1.00 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 ®011111DEIIKE®111.101E '®-' NE3111031®®' ®11:011®' 1.200,000 384.87 299.05 180.69 SPF Stud 1.5 3.5 . 7.7083 26.4 1060 9.71 0.9971 2091.8 1.80 1.00 ®1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 515.42 415.53 269.21 0.65 378.78 0.577 SPF Stud 1.5 3.5 9 30.9 700 8.46 0.9115 2091.8 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 531 781.25 378.09 328.30 177.78 0.54 447.52 0.618 SPF Stud ®®®� 30.9 1125 8.46 0.9931 2789.1 1.60 1.00 ®1.05 1.15 675 425 725 1,200,000 1,366® 761.25 378.09 328.30 214.29 0.65 335.64 0.567 OFF Stud 28.3 960 8.13 0.9970 2091.8 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 761.25 449.95 376.35 243.81 0.65 361.37 0.577 SPF Stud ®®®mmanzE 1405MIIIMIIII"5 2789.1_MLA 1.00 1.15 675 425 7251,200,000 1.366 531 761.25 1112MIIMMIIIIEME0.71 271.03 0.490 SPF Stud 1.5 3.5 8.25 28.3 2320 8.13 0.9958 4183.6 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 531 76125 449.95 378.35 294.60 0.78 180.69 0.383 H-F#2 1.5 5.5 7.7083 16.8 3132 9.71 0.3909 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1011.45 804.50 506.18 0.63 181.23 0.178 H-F#2 1.5 5.5 8.25 18.0 3132 8.13 0.4411 3132.4 1.80 1.00 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 1.5 5.5 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.56 152.58 0.114 SPF#2 ®®mMOINIM 3287 11131011111ECAIII 1.60 1.00 ®®'®IIIMIKEEIM®' 1,400,00011110BMIE 1089.25 808.081111EM 0.661 0.169 SPF#2 ®®11111 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 ®11®1111111 1150 1,400,000®M 1296.30 884.69 531.23 0.60 146.34 0.118 SPF Stud ®®111111®® 70 8.46 0.9957 2091.8 1.60 1.00 111 1.05®®®®1,200,000®®®® 138.14 17.78 0.13j 0.979 SPF#2 1.5 5.5 18 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 0.48 927.02 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 98.97 0.44 927.02 0.796 Page 1 D+L+Wo.5S CV(14189-Betahny Creek Falls LOAD CASE (12-14) (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+S/2 c 0.80(Constant)> Section 3.7.1.5 _____ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb), Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade VMdth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb Sr/ In. in. in. It plf psf plf (Fb) (Fc) psi_ psi psi psi psi psi psi psi psi pal 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 1,366 506 986 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 1.5 3.5 16 9 30.9 785 8.46 0.9986 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 988 378.09 340.90 194.29 0.57 447.52 0.874 H-F Stud 1.5 3.5 12 9 30.9 1150 8.46 0.9969 2857.8 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 0.84 335.64 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 0.63 381.37 0.596 H-F Stud 1.5 3.5 12 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 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 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 968 449.95 395.22 303.49 0.77 180.69 0.406 SPF Stud 1.5 3.5 16 7.7083 28.4 1080 9.71 0.9935 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60_ 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 193.02 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 1,386 531 875.438 378.09 338.17 217.14 0.85 335.64 0.577 SPF Stud 1.5 3.5 18 8.25 28.3 975 8.13 0.9952 2091.8 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.588 SPF Stud 1.5 3.5 12 8.25 28.3 1430 8.13 0.9952 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 272.38 0.70 271.03 0.503 SPF Stud 1.5 3.5 8 8.25 28.3 2360 8.13 0.9922 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.68 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 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 18 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 1011.45 837.57 506.18 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 0.53 148.34 0.124 SPF#2 1.5 5.5 - 16 7.7063 18.8 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 0.168 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.80 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.58 148.34 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 6# 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 1454.75 244.40 235.32 106.67 0.45 927.02 0.786 H-F#2 1.5 5.5 16 19 41.5 800 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 226.84 220.14 96.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CT#14189-Betahny Creak Falls I LOAD CASE I (12.15) I (BASED ON ANSI/AFSPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Budding.Factor D+L+S+W/2 , c 0.80(Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5' Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wa0 duration duration factor factor use Stud Grade Wldth Depth Spacing Height Le/d Vert.Load Hor.Load u 1.0 Load Q Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc ' E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb fb/ In. in. In. ft. plf 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 1335 4.855 0.9935 1993.4 1,60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 339.05 0.77 188.39 0.403 H-F Stud 1.5 3.5 16 9 30.9 970 4.23 0.9923 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 Miellinnla 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 1,366 506 968 378.09 340.90 262.86 0.77 167.82 0.403 H-F Stud 1.5 3.5 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 1,366 508 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 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 MINIM 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 16 7.7083 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 333.97 0.77 188.39 0,392 SPF Stud 1.5 3.5 18 9 30.9 985 4.23 0.9970 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 245.08 0.73 223.76 0.466 SPF Stud 1.5 3.5 12 9 30.9 1370 4.23 0.8990 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 338.17 260.95 0.78 187.82 0.396 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 1,366 531 875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 Illffill..1111 28.3 1660 4.065 0.9973 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 316.19 0.81 135.51 0.334 SPF Stud 1.5 3.5 8 8.25 28,3 2630 4.065 0.9969 4183.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 90.34 0.257 H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 650 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 508.18 0.80 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 _SPF#2 1.5 5.5 Mill7083 18.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.62 90.61 0.085 SPF#2 1.5 5.5 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 73.17 0.059 EMI SPF Stud 1.5 3.5 ® 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 1,366 531 675.438 144.26 139.021 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 41.5 935 4.855 0.9925 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32, 151.11 0.64 463.51 0.580 H-F#2 1.5 5.5 16 19 41.5 865 4.855 0.8970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.94 220.14 139.80 0.64 483.51 0.594 Page 1 D+L+S+.7E 1 CT#14189-Betahny Creek Falls I LOAD CASE I (12-16) I (BASED ON ANSI/AF&PA NDS-1897) 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+E/1.4 c 0.80(Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) 1997 NDS Cb (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grade Width Depth Sparing Height Le/d Vert.Load Hor.Load 0.1.0 Load 11)Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Fe fc fc/F'c Po ' fb/ in. in. In. ft. p8 psf pif (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 1415 3.57 0.9983 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 515.42 441.22 359.37 0.81 138.53 0.335 H-F Stud 1.5 3.5 16 9 30.9 1010 3.57 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 506 966 378.09 340.90 256.51 0.75 188.85 0.430 H-F Stud 1.5 3.5 12 9 30.9 1420 3.57 0.9837 2857.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 270.48 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 1,366 508 966 449.95 395.22 311.11 0.79 158.68 0.376 H-F Stud 1.5 3.5 12 8.25 28.3 1710 3.57 0.9947 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 325.71 0.82 119.01 0.315 H-F Stud 1.5 3.5 8 8.25 28.3 2700 3.57 0.9966 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 342.86 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 1,386 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 SPF Stud 1.5 3.5 16 9 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3,57 0.9962 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 268.57 0.80 141.63 0.358 SPF Stud 1.5 3.5 16 8.25 28.3 1210 3.57 0.9932 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 307.30 0.79 158.68 0.366 SPF Stud 1.5 3.5 12 8.25 28.3 1690 3.57 0.9940 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 321.90 0.83 119.01 0.306 SPF Stud 1.5 3.5 8 8.25 28.3 2670 3.57 0.9987 4183.6 1.80 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 339.05 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 16 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 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 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.0 3287 3.57 0.3678 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 SPF Stud 1.5 3.5 16 14.57 50.0 285 3.57 0.9981 '2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 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 11501,400,000 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1.5 5.5 16 19 41.5 945 3.57 0.9939 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 226.94 220.14 152.73 0.69 340.83 0.513 • Page 1 180 Nickerson St. /AIM ENGINEERINGSuite 302 ... r Seattle, e,WA 09 Project: 't (206) 2864512 FAX: Client: Page Number: (206)285-0818 ....A., 4 Amy p5r 1%6) /50y, v.., 64144, .0.,..1. Kattv 0,44 6 -=-1- z)(1-54--, .) 2- LAS- --- j FUL -2-. e ( 3e15- wkii--- - oa ft& W =. ,g, ' 104> 1# '5?,2, 44220 .2000 le *-- - ---- -- ,.. isroesr V, . iffiz wt._ giVek+-15)-f-10(3 gr.- ch> lei s4 "'"" 65 c2...r_ .), 1 e , ' , ---e-G. ,.. finr-e 4 P- q3a + 2:Rt ...... st. . 0 4-3495 - iyais- , ,.., 7- k 4 43 11-7-4,-ri . „rite- 7 - - . - »'. I 3 . M.) I 105 _ 1 Structural Engineers MEIE N G I M E R I N G 180 Nickerson St. Suite 302 .J} t N C. Seattle.WA � 98109 Project: L P i 6 i t Date: 9806 �J,�, i (2061 285-9532 Client 5) 11 t`'1. I Page Number: (206)28S-0618 'Ct..,Ak5s 4- -. 1 9 $` , ? i�f— hGl 2 - CSL 5-.50e fir`. pt1) ?sy42 —Alt } -,r-z,01._. " ,, ISS" (t4k j47,.n5 i t l.C.. t dV 100 .r.1.1.) 43, a. 6 `.t.., Ik ---- i i 'irck .� 3a' S" tePS1 W/ S -.- - 7 : !V rn. ! z.3 3x." 51 ( leo 15 Sty L' 2914 1. OwrXAVI i Structural Engineers 180 Nickerson St. C T ENGINEERING Suite 302 I N C. / �' /� Seattle,WA Project i li4D6l� 7 "7J0Yi.t.' I. ®C2— C, Date: 9�o21. Y7g. 98109 ��''ap�� 919°. � Q /� �� (206)285-4512 ;4').. iT/°V �1)PW S (2-f7ISWIS FAX: Client: { Page Number: (206)285-0618 i " ' 4 Pff p 1 � f v V LLL/// el 11y411 " t �Zj ! I r ' _ — r 23. 3l°IT S - .._ 6. . -. -mss i-:. • Z-0 I. ... _ _ . - 3 • �J� f j - �� Y , „-,_- 4� ! 1Eq -6 Xi- if � Jirf C� { Vii_ , , x i _ , 4 , i i , r b.• th r. , __.- 5 _ _ t ' ,; _ F [ _,I____:,_ / .i7�W� I 2-/3- 7_. • ._ - -- /€9q. { k 1 v j.. z _ A, € { F �: 4,( �7��J j��� �t, ` i. _ Wim • rK Z . , �i ��� I Structural Engineers4-,3.6,/-, t? I, � s�Pws 3 Design Maps Summary Report Page 1 of 1 usGs 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 •g, i lam. B a on ## y ,� gY IF Ac /� t Wal€iii r }- • s 'w g Lake Oswego . ti s 146 _ 0 3 yn eit y-74 mi. am. E 4, AMERICA eta, Otis') s. r , ,0203 w "re dit;s + ', MapQ.aest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g Sps = 0.720 g Si = 0.423 g SM1 = 0.667 g Sol = 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. MCEf Response Spectrum Design Response S sectrut 1.10 teo 0.9, 072 0,22 0,64 0;77 0.04 0.44 s 0,44 c. , e-40 0,44 ' 0,72 042 0,74 0.22 0.16 0.11 0.04 000 00 0.00 0.20 0.40 0.60 0 1.00 1.20 1.40 1.00 LSO Z. 0.04 0.20 0,40 0.641 0.40 1.00 1.70 1.40 1,.0 1-00 2.00 Pette T(sew) Period,T(vet) 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#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. = 0 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 S1= 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 SM1= F„*Si SM1= 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 SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - --- N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor po= 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) SDI= 0.46 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) St= 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/1E) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=Sol/(T*(R/IE)) (for T<TL) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(Sol*TO/(T2*(R/IE)) (forT>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 St)/(R/IE) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if St>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 w, *hXk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *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, Fp,„ = EF, "w, 0.4*SDs*IE*W, 0.2*SDS*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, Max.FPX 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)= 30:00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- -- Building Width= 26.0 56:0 ft. Vu/t. WindSpeed 3Sec.Gust= 120 120 mph Figure 1609 Fig. 26.5-1AthruC V asd. Wind Speed 3Sec Gust= X93 93 mph (EQ 16-33) Exposure= B B lw= 1.0, 1:0 N/A N/A Roof Type= Gable Gable PS30A=` 28.6 28.8;psf Figure 28.6-1 Ps30 e= 4.6 4.6'psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 P030 D= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00' Figure 28.6-1 Kit= 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 a Poo= (Eq.28.6-1) PS= 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) PsD= 4.70 4.70 psf (LRFD) (Eq.28.6-1) PS AendC average= 24.7 24.7 psf (LRFD) Pseend0average= 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) 1 DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac A0 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-VV) V(E-VV) 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 AF= 1154 10.4 18.5 V(n-s)= 9.68 V(e-w)= 17.48 klps(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: CT#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(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(E-VV) V(E-VV) 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 8.00 10.00 10.00 0.00 ODD 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(NS)(LRFD) Wind(E-IN)-(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(ns). 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 tsheathin9 = 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F,or SPF SPECIFIC GRAVITY S.G.= 0.43'', ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsbeatbin9 = 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 of. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RorM Unet Isom OTM ROTM Unet Usum Usurn HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plt) (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 perf Ext. right2 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. rght3** 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. right4 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. ,rights 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - ` 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 '' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1190 77.0 77.0=L eff. 5.16 0.00 2.91 0.00 E V wind 5.16 EV EQ 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. (0.6-0.14Sds)D+0.7pQe 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 eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Line Usum OTM ROTM Unei Usum Usum HD (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (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 16.5 16.5 1.00 0,151 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 0.00 0.00 0.00 0.00 0.00 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 97.0 89.8 =L eff. 2.90 5.16 2.35 2.91 1.00 EVnd 8.06 EVEO 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= 3.5 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 o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Row Unet Use 1 OTM RoTM Ufet Use,,, Use,, HD (sgft) (ft) (ft) (id() (kip) (kip) (kip) (kip) p (plf) (pif) (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 4r 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 r 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVw,,,d 5.16 EVE0 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. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wnd E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wnd 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 v i OTM RorM Unet OTM ROTM Unet Usun, U.., HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plt) (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 P6TN 52 1.32 0.66 0.23 0.23 1.63 0.79 0.30 0.30 0.30 - 0 i, 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext. left 4 ' 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0'- 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 s,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 Vw;nd 8.06 EVEO 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 Ge 0.6D+W per SDPWS-2008 pt= 1.00 Table 4.3.3.5 Wind Wnd E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. Wall ID T.A. Lwall LDL eff, C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet OTM Rom' Unet Usum U:„n, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) (pif) (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 0.0 0.0 : 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.005 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Wnd 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 v i OTM RorM Unet Dsum OTM Ron,/ Unet Urn Qsum 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Rear Kit/Gar 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 r: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 P6TN 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 EVwind 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 p/f 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 ► A H head= A v hdr w= 237.1 plf 1.083 V 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 plf v3 w= 474.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 v Fdrag3 eq= s F4 e.- 363 feet A Fdrag3 w= 1008 F4 w= 1008 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 85.3 plf P6TN 2.0 EQ Wind v sill w= 237.1 plf P6 feet OTM 11720 32574 R OTM 10747 13005 r UPLIFT 60 1198 Up above 0 0 UP sum 60 1198 H/L Ratios: L1= 4.3 L2= 8.5 L3= 4.3 Htotal/L= 0.48 ► H ► 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 ► A H head= A v hdr w= 368.8 plf 1.083 V Fdragl eq= 775 F2 eq= 775 A Fdragl w= • 1 F2 -2121 H pier= v1 eq= 416.4 plf v3 eq= 416.4 plf P3 E.Q. 5.0 vl w= 1140.0 plf v3 w= 1140.0 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 v Fdrag3 eq= 7 F4 e.- 775 feet a 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 pif P4 feet OTM 20800 56950 R OTM 10747 13005 v • 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 ► 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: pH V eq 1450.0 pounds V1 eq= 317.2 pounds V3 eq= 996.9 pounds V5 eq= 135.9 pounds V w= 4030.0 pounds V1 w= 881.6 pounds V3 w= 2770.6 pounds V5 w= 377.8 pounds vhdreq= 55.8 plf -11. i A H1 head=W vhdr= 155.0 Of IH5head= W 1 Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 1 A Fdragf w= •'.5 Fdragl , 532.8 Fdrag5 w= 2.8 Fdra•;w= 72.7 A H1 pier= vi eq= 90.6 pH v3 eq= 90.6 pH v5 eq= 90.6 H5 pier= 4.0 vi w= 251.9 pH v3 w= 251.9 pH v5 w= 251.9 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 y Fdrag3= • .1 Fdra• - 191.7 feet A Fdragl w= 169.5313 Fdragl w= 532.8 Fdrag7eq= •1.7 Fdrag8-• 26.1 V P6TN E.Q. Fdrag7w=532.8 Fdrag8w=72.7 A P6 WIND vsilleq= 55.8 Of Hl sill= (0.6-0.14Sds)D 0.6D vsill w= 155.0 Of H5 sill= 3.0 EQ Wind 3.0 feet OTM 11600.0 32240.0 feet R OTM 22624 27378 y UPLIFT -471 208 y 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 41 ► 4 ►4 ►4 ►4 ► Hpier/L1= 1.14 Hpier/L3= 0.36 L total= 26.0 feet Hpier/L5= 2.67 0.90 L reduction rci) 2610 B 4-19-16 Roseburg J6 MAIN 1:48pm CoreRt FTtuerS(as ; I of 1 CS Beam 2016.4.0.5 kmBeamEngine 4.13.19.1 Materials Database 1547 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 0480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 0 11\ I / i 14 0 0 12 0 0 7 0 26 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 485# -- 2 14' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1336# — 3 26' 0.000" Wail DFL Plate(625psi) 3.500" 1.750" 413# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to canying members Live Dead 1 382#(238p1f) 103#(65p1f) 2 1028#(642p1f) 3086(193p1f) 3 334#(208p1f) 79#(50plf) Design spans 13' 9.375" 11' 9.375" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1409.'# 2820.'# 49% 5.73' Odd Spans D+L Negative Moment 1730.'# 2820.'# 61% 14' Total Load D+L Shear 698.# 1220.# 57% 13.99' Total Load D+L End Reaction 485.# 1151.# 42% 0' Odd Spans D+L Int.Reaction 1336.# 1775.# 75% 14' Total Load D+L TL Deflection 0.2243" 0.6891" 11737 6.42' Odd Spans D+L LL Deflection 0.1847' 0.3445" 0895 6.42' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All productnamesaetademaksattheirespectiveowners KAMI L.HENDERSON r EWP MANAGER -S,e1`_, "q Copyright(C12016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Pang is defined as when the member,IIoorjoist,beam or girdet shown on this drawing meets applicable design criteri a for Loads,Loading Conditions,and Spans listed on this sheet.The BEAVERTON,OREGON 97005 tlesign must be reviewed by a qualified designer ordesign profe�onal as requiretl for approval.Thisdesign amimes product installation according la the manufacturer's specifications. 503-858-9663