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CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 85.451 (V) INC. 208 22 206.285.0618 (F) SEP _ 7 2017 #15238 g_ , E L 6,U 41 4'w,7 L f G1 i 'mi 0 Structural Calculations PR(:), 4 River Terrace &co4 GINF l 60 6 Plan 2610 ;Iit 4dBElevation RE`r/,p ' 2 2,� ���� Tigard, OR RFs T. G�` vI1 011 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 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(03.S.B.) 2.2_psf Trusses at 24"o.c. 4.0'psfelation 1.0 psf (1)518"gypsum ceiling' 2.8 psf Misc.IMech. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4,0 psf IVC?gypsum concrete 0.4 psf 3/4"plywood(O2 S.B.} , 2.7 psf joist at 12" 2.0 psf insulation 1.0 psf (1}112"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 MIN.HDR GABLE END TRUSS MIN.HDR r r Re3.b1 RB.b2 • •i • • i • . r • )o II L• �N 12 • ROOF TRUSSES AT 24" O.C. TYP. v+ ADD DIAGONAL MI TO TRUSS CONFIG SO THAT ATTIC S • DOES NOT ALLOW 24"Wx42"H AREA Ir 1- TWO OR MORE AL Nr 01 • LII I 'c 2011 ORSC - R3( • I22"x30" 1 `i X ATM r � 1 I ACCESS I L N Ui • is i 1 11 • �0'�!' { ----r '..;:--7.. .-: :.:.a GT.bI 1 ' _ 0 V 4:12 BOTTOM i �\f1 CHORD, TYP. i x \ T-> \y J N N. al I♦ I • 1 �� (2)2X8 HDR • • r J ��� , d RB.�5 • MIN.IN. DR ``•r \ I GABLE END1 TRUSSzB.b6 I I J TOP PLATE IS +8 ABOVE 2ND FIN. FLOOR UNLESS NOTED OTHERWISE CT# 14189 2014.09.17 1/4" = 1'-O" (11x17) SEE SHEET A9 PLAN 261 OB ROOF FRAMING PLAN WINDOWS HEIGHT. 1/4"=1'-0" AMERICAN MODERN P4 ///CS16 CS16 A r I r "1 j II 1.1J a i -ws (7-='-%C i7-J t" ti \:24_,/,-J` c_n FCII Z I— WASHER DRYER d (0 F°ti ✓ ';\N II ---------..:1 c=:..__....._:........ 1 i — i I 1 r! ((4) u 1r V T ■ ■ `MST37MST37 P4 42 CT# 13238 2013.11.19CT# 14189 2014.09.17 PLAN 26106 UPPER LEVEL SHEARWALLS 1/4"=1'-0" AMERICAN MODERN STHD14 D3 I GABLE END TRUSS B.bl ---------4717D-17.-40-27-157(-----_ A MANUFACITURED ROOF TRUSSES AT 24" O.C. T ® W cp 0 22 x3D ce P6TN [ I arnc I e a LACCESS J 1 t-. a P4 w a a a 0 /CS S816 2P CS16 i 1 de STHD14 B.b2 3.5X11 BIG BEAM GLB FB 2 J zo} X C T -- M r- 1. •Q P4 I w J M 1/STHD14 STHD14 c2? H.J J a_ J L _L 1 I o C —, — — M • ( ` , W x`t1, o 0 �I N I[lr r i N l_ �Q S i- POST— I VI FR ro Z • CC_ .. ~ co -,-- ',IIS .4.11,f-----1, L ---,-1, STAIR m 4 FRAMING/ } \ / a X CC I T \ / D 3 cJXII . \ / ><II \I \ / w i T J N.ui \ / m —� U w iL � 1 r_ r .0\ / `` Q Z o CO �; p < <i J 0 5-1C:1 p '0 ;C A o Z cv 2 I 14" FLOOR TRUSSES ® 19.2" O.C. mid 1 m u N _ 'e 1 / \\ Q w w 2 tt1 >til , w I— eD ' J cq J 11 / \ I Ce a NDI ~q �_L 111 :B.b8 c/) 0 N II ice_ C----o. J W 1 r ,��-, .?5-X1�F w o �GT ABOVE i � � �1• J —� �I�—• , w X= w w N c @ Icr J _�i �1 w GT ABOVE it 0 w ' FIXTURES _� IL 1 . _ FA 'dip -ABOVE 1 ry r it. rx o 2)2X8 HDR 27 E---I __ 4---" --- K X r NX 3 tr.n9 ,y IM 2x ROOF I LN .I I J FRAMING hoc r � J Ij - -II '1 /y� L-1�- F- II �. II SIJ W 2. I a, I iL J 1 �I Z O NN; " B.b12 B./12 B.b12 1� LEDGER , c" i �:,:on BGala2 HDRo GT ABOVE �/ 1 V --r- _..,..,,_--- - — N 8 1'')2X8 (2)"X8 ')2X8 I RIM BOARD , ( D' DR H 1 R NOR Z STHD 4 0 `'HD1 ,•;,..l::::'. TN 4X10 HD.. 4Xa!;.:lt�ET".:: a. 4X4(min.)/ 4X4(min}L 4X4(min.) POST ®® POST POST CT# 141.' 2014.09.17 1/4" = 1'-0" (11x17) 3-10 9" 16'-3" 1' t0Y2" i , i �P3 0 STHD14 0 ,.-- —61 - - A I- 3W CONC. SLAB 1 OVER 4" FREE DRAINAGE MATERIAL o ® OVER COMPACTED FILL c.':‘,' } VERIFY GARAGE SLAB HEIGHT 10 WITH GRADING PLAN a -16" I Mn'. L 3W CONC. N PATIO SLAB I -14" I o • SLOPE NIP o1 2"DN = I P3" 6'-3" I-r"I 1'-94 8'-1Y2 4'-0" 7"-2Y2" 1 , o ♦ I, 1_ STH a` } .-k...--2--. '—'0 VARIES : MIN. ---I -3" FROM TOP OF EIS- - 1 1 M WALL ® o W 1 I THD1 P4 N -, 9 1 1 12 Ya"I STHD14 N r 3 - -T --- \ -r---- 0 1 i t___3--ttY 1 1 I r --Zi f-1 . ♦ 1 1 1 / IMP I N FURNACE--J ABOVE I I 1 . I r W ® I" \ABOVE- � p Ii 1 to 1 t-1 1 1 ---F I N V) I 1- r o I- E -1; z 1 t- ap I oL J I. a N 18.44r CRAWL FINISHED FLOOR °' I SPACc(ACCESS AT+0'-0" I1- _ r ;I 1 I; L -1 1 r - I b--i--6-te."'-rit_f--- ` - 1-1 J L1J L., Li' FTG.—r I - e Q o 30"X30"X10"FTG. (I3•-9Y 1 / ' —1 o I' I W/ 3)#4 EA.WAY— k ,,-8., k aI fo . z ' 1 I �� r u L41 4 T 1-"-�.---+� x O w iiio r, I-1- 1 I - Q a ` 1(I) \ ---� I 19Y2"1-JOISTS AT 19.2" O.C. I o S LII I TYPICAL 1 ` 0 ", 12.-0" 14-0" i i Z ' a Q a m1 1 j 18"X18"X10"FTG. W/(2)#4 EA.WAYLJ- X CC I L TYP.U.N.O. I 12%a"1-*„. O f 1 r'-1 ` L1_1J-121/4"I L /a ------��- 1.75X9 5 ---1 / o, . 1n j r 0,tT I o o L r+-1 I � " co L 1 12x4 PONY I 9-0" , Q LVL 1.75X9.5 WALL I N -5" I. I o rn� 1's. �/ b I 3W CONC. SLAB ,N I / I I SLOPE 3Y"Z T v } r Z H \ U I 71 ... 411) STHD14 17.-0 STHD14 9.-0" � ;::. In In 1 f 7.0 In POST LpQS_r J POST L _ J TOP OF 8" 42 0 -121/2" STEM WALL -2 6.-0" - -61" TOP OF SLAB, f _,,. I ' 15'-10" I 9.-3Y2" 1 5Y4" Title: BETHANY CREEK Job#14189 Dsgnr: TRE Date: 4:26PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Dec-2003Timber Beam 9 9 Software Page 1 1 `(c)1983-2003 ENERCALC En & Joist 14189_Plan_2610.ecw:ROOF FRAMING Description 2610B ROOF GT reactions Timber Member Information ;ode Ref: NDS IBC GT.b1 GT.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 uglas 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 Lc,enter Span Datail 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 0.9700il 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 Rev: 560006 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:ROOF FRAMING Description 2610B ROOF FRAMING Timber Member Information erode 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 Hem Fr,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fr,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 II 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 t Description 2610B FLR FRMG 1 OF 3 [Timber Member Information :ode 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 Fir- Rosboro,Bigbeam Level,LSL 1.55E iLevel,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 Center Span Datail 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 SpanII 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 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: 4:27PM, 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 9 _(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 UDefI Ratio 801.8 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 2 OF 3 Timber Member Information ',ode Ref: NDS IBC11 B.b8 B.b9 B.b10 B.b11 B.b12 B.b13 B.b14 Timber Section -VL:1.750x14.000 2-2x8 LVL:1.750x14.000 LVL:3.500x14.000 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 iLevel,LSL 1.55E Hem Fir,No.2 Level,LSL 1.55E Level,LSL 1.55E Hem Fr,No.2 Hem Fr,No.2 Hem Fir,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 LLL 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 Deflection 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: 580006 Page 2 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 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 Def I in -0.140 Total Cant.Deft in -0.283 UDefl Ratio 424.7 t 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 26106 FRMG 3 OF 3 Timber Member InformationFLR ;ode Ref: NDS IBC B.b15 B.b16 B.b17 B.b18 B.b19B.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 GradeHem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem 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 Data 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 Reactions @ 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 LDefiections 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 Page 1 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist g (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- Larch,No.2 Fb-Basic Allow psi 900.0 Fv-Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status No Center Span Data Span ft 5.75 Dead Load #/ft 195.00 Live Load #/ft 520.00 Results Ratio= 0.9884 Mmax @ Center in-k 35.46 @ X= ft 2.87 fb:Actual psi 1,156.5 Fb:Allowable psi 1,170.0 Bending OK fv:Actual psi 96.2 Fv:Allowable psi 180.0 Shear OK Reactions @ Left End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 @ Right End DL lbs 560.62 LL lbs 1,495.00 Max.DL+LL lbs 2,055.62 Deflections Ratio OK Center DL Defl in -0.027 UDefl Ratio 2,558.5 Center LL Defl in -0.072 UDefl Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefl Ratio 697.8 TJI JOISTS and RAFTERS I Code Code Code Suggest Su est SL Lick wick 1 Lpick Lpick gg 9fl F_. Joist b d Sia. LL DL M max V max I EI 1-..61; Liv L TL240 L LL360 L max TL defl. LL deft L TL360 L LL480 :.L maX TL dell.TL dell. LL def.�LL dell. size&grade..-. fwidth(in) depth(.0.)..,_011).I(P58_. CPsf) ,-1n'us) a (psi) (pal) fi . j (n).. __..�8c) _. SO_)_.. 1n) t din.)-_ . . _.(in.) �h). tK.). _ (ft) (in.) ratio..-_ (in.) ...ratio 9.5"TJI 110) 1.75 9 5 19.2 40 15 2380 1220 1.40E+08 14 71 27 73 15 23 14.80 14.71 0.66 0.48 13 31 13.45 13.31 0.44 3601 0.32 495 9 5 TJI 1104 1.75 9 5 16 40 15 2380' 1220 1.40E+08 16 11 33 27 16.19 15.73 15.73 0.72 0.52 14_..1_4 14.29 14.14 0.47 360 0 341 495 99:55: 5 TJI 110 1.75 9 5 12 40 15 2380. 1220 1.40E+08 18 61 44.36 17 82 17.31 17.31 0.79 0.58 1 7 15.73 16 57 0.52 360 0.38 495 9 5 TJI 1101 1.75 9 5 9 6 40 15 2380' 1220 1.40E+08 20 801 55 45 19 19 18.64 18.641. 0.85 0.62 16 77 16 94 16 77 0.56 360 0.41 495 9.5"TJI 110 1.75, 9.5 19.2 40 101 2500 12201 1.57E+08 15.811 30.50 16.34 15.371 15.371 0.64 0.51 14.271 13 97 13.97 0.44 384 0.351 480 9.5"TJI 110 1.75 9.5 16°. 40 1D 25D0' 1220 1 57E+08 17.32 36.60 17,86 16.34 15.34 0.68 .0.54 15.17.: 1484, 41444 0.46 384 C01:34.711 480 9 5 TJI 110 1.751 9•51 12 40 10� 2500 1220 1.57E+08 20 00 48 80 1230.15_4-14 17.98 17.98 0.75 0.60 16 691 16.34 16.34 0.51 384 480 9 5"TJI 110 1.751 9 5 9.6 40 10� 25001 1220 1.57E+08 22 36 61 00 19.37 19.371 0.81 0.65 17 981 17.60 17 60 0.55 3841 0.441 480 I 9.5"TJI 2101 2.0625 9 5 19 2 40 10 30001 13301 1.87E+08 17.32 33.25 17.32 16.30, 16.301 0.68 0.54 15 131 14 81 14 81 0.46 3841 0.371 480 9 5 TJI 210 .2.0625 ..!L.!' 16: 40 1 d 30D0 1330 1 87E+08 '1$97 39.90 18 40 17,32 17.32 0.72" 0.58 16 0$ :' 15?41!1.111t4' . 0.49 384' 0.39 480 9 5 TJI 210 2 06254 9 12 40 10.i3000 13301 1.87E+08 21 91 53 20 20 26 19.06! 19.06 0.79 0.64 17101 7 701 17.32 -17 32 0.54 384 0.431_._48. 9 5 TJI 210 2 06251 9 5 9 6 40 10 3000 13301 i.87E+08 24 49 66 50 21 821 20.53 20_53 - 0 86 068 19 06(1 18.66 1866 0.58 384 0.471_ 480 1 r 9.5"TJI 2301 2.31251 9.5 19.2 40 10 33301 1330 2.06E+08 18.25 33.25 17.89 16.63 16.83 0.70 0.56 15.63] 15.29 15.29 0.48 384) 0.38 480 9.5"7JI 230 2.3125 9.5 16 41 10 3330'`:1330 2 06E+08 19.99' 39.90 19,01 '17;89 17.89 0;75 0:84 16 60 ,.;,16 26, :;18 28; 0:61. ::384 041 480 9.5"TJI 230 2.3125 9.5 12 40 10 33304 13301 2.06E+08 23.08 53.20 20.92 19.69 19.691 0.82 0.66 18.28 17.89 17.89^ 0.56 384! 0.45! 480 9 5"TJI 2301 2.3125 9.5 9.6 40 10 3330 j 1330 2.06E+08 25 81 66.50 22 54 21.21, 21.21 0.88 0.71 19 69 19.27 19 27 0.60 384 0.48 480 l ... - 1 - - 2 --- 11.875"TJI 110 j 1.75 11.875 19.2 40 10, 3160 15601 2.67E+08 17 78 39.00 19 501 18.35 17.78 0.67 17 04 16 67 16 67 0.52 384 0 42, 480 t1 875"TJI 110 1.75 11.875 16 40: 16 818b' 1560,;2467E+08 '19.47 46.80 20.72=: 19.50 19.47 0.81 00;‘51. 18.10" 17.72 .; 4772 0.55" 384'. '"b.44 480 11.875"TJI 11011.751 11.875 12_ 40 10 31601 15601 2.67E+08 22 49 62 40 22.81 21.46 21 46 0.89 0.72 19 931' 19.50 19 50: 0 61 384 0.49 480 11.875"1..111194 1.751 11 875 9 6 40 10 31601 1560' 2.67E+08 25 14 78 00 24.57 23.12 23.12 0.96 0.77 21 461 21.01 21 01 0.66 3841 0.53 480 11.675"TJI 210 2.0625 11.875 19.2 40 104 37654 165514 3.15E+08 19.48 41.38 20.61 19.39 19.391 0.81 0.65 18.00 17 62 17 62 0.55 3844 0.44 480 11.875"TJI210 248255'1 .0825 11.875 16. .;,40 10. 3795' 1855 315E+b8 21.34 49.65 21,90 20.61 20.61, 0,86 0.69 19.13 1$72q `; 1L72 ;0.59 384 .0.47 480 11.875 TJI 210 2,0625 11 875 12 40 101 37954 16551 3.15E+08 24.64 66.20 24.101 22.68 22.68 0.95 0.76 21 05 20.61 20.61 0.64 384 0.521 480 r j 11.875 TJI 2101. 2 0625 11 875 9 6 40 101 37951 1655 3.15E+08 27 55 82 75 25.961 24.43 24.43 1 02 0 81 22 68 22.20 22 20 0.69 384 0 55 .-480 11.875 TJI 230 2.3125{ 11.875 19.2 40 10 42151 1655] 3.47E+08 20 53 41 381 21.28 20.03 20.03 0.83 0.67 _ 16.591 18 20 18 20 0.57 384 451 480 11;$75"T..8 230, 2.3125 11:875 16 40 10 4215' 1655 3 47E+08" 22.49 49.85 .E2 62 21,28:' 21.28 0.89 0.71 21.76 19 34 f ';=19 38: 0.60 384 ='0.48 480 11.875"TJI 230 2.3125 11.875 12 40 10 4215 1655! 3.47E+OB 25.97 66 20 24.89 23.421 23.42 0.98 0.78 21.74) 21.28 21 28 0.67 384 0.53 480 11.875 TJI 230f 2.3 125 11 875 9 6 40 10f 42151 1655 3.47E+98 29 031 82 75 26.811 25 231 25.23 1.05 0.84 23 42 22 93 22 93 .0.72 3$a 0.57 480 1 I 1 11.875"RFPI 4001 2.06251 11.87519.2 40 10� 4315 1480 3.30E+08 20.77 37.00 20.93' 19 69 19.69 0.82 0.66 18.28 17.69 17.89 0.56 384 0.451 480 11.875"RFPI 400 2.0825 11,875 16 40 10 . 4315 1480" 3_30E+0$ 22.76 .'44.40 22'.24' 20.93 .: 20.93 ., 0.87 .0.76 19,43 .19,01•; , 18 01; 0:59 384'. 0.48 480 11.875"RFPI400� 2.0625 11.875 12 _ 40 101 4315 14801 3.30E+08 26.28 59.20 24.48 23.03 23.03' 0.96 0.77 21 36' 20.93 2093____0.65 384] 0.524 480 11.875"RFPI 4001 2.06251 11.875+ 9.6 401 10 43151 14801 3.30E+08 29.38 74.00 26.37 24.81 f 24.81 1.03 0.63 23.031 22.54 22541 0.70, 3841 0.56 480 Page 1 i D+L+S CT#14189-Betahny Creak Falls LOAD CASE I (12-12) 1 1(BASED ON ANSI/AFBPA NDS-1997 1SEE SECTION: 1 2.3.1 2_3.1 2.3.1 3.7.1 1 3.71 I 1 a Cr - c 0 80f(Constant)> YSecdon 3.7.1.5 11 -� .., ,.. _...1.........- ... - .._� _�___ �_ _ L KCb 0 30 Cades nt > Section 3.7.1.5 4 eendmg Comp Size Size Rep 1 __, Cd(Fb). Cf(Fc)� __1997 NDS _ 1 Ke 1 00 Desl n BuckLn Factor -1 D+L+S _ _ .. iN ) > Secllon 2.3.10 a 1 Cb Cd Fc] ,- I E.R. 71 i - � ._( } NDS 3.9.21 Max.Wall 1,duration duratwnfactor factor us 1_111.. !.. 11_11 _._. Stud Grade.Width 1 De�h.SpclHeight" Le/d Vert.Load"Hor.Load 1 <=1.O�LoeddPlate!Cd(Fb)1Cd(Fc)! Cf Cf Cr 1 Fb 1Fcpe_T Fc 1 E _1 Fb FP L Fc 1 Fce_ F c fc 1 fc/F c Hb . ib/ I in. ¢ In 1n.1 ft plf psf_..... pit......_r .1...._.... -1(Fb).:(Fc) 1 psi 1 oil psi { psi psi-t psi .....psi psi psi 1 psi t psi'Fb(1 fc/Fce) H-F Stud 1 5 1 3 5 16 1 70831 26.41 17301 0 0 9916 1993 4 100 1.15 1A 1 1.05 1 151 675 1 405 800 1 1 200,000 85471 506) 966 515.421 441.22f 439.371 1 00 0.001 0.000 0.0011 0.000 H F Stud 1 1.5 ' 3.5 12 �... 9)... 30.9' 1 85-�-_ 0 00 9947---} 2657 8 1993.4 L 1.00 1 00 } 1.15 1 1 1.05 1.15' 675 405 800 1 1,200,000.1,200,0001 8541 506 966 378 09 340 90 340 00 1 0 506 9661 378.091.- 340.901 340.321 } 0 00 0.000 .. .. 1111... .. H-F Stud1.5 I •3.5 16 6 251 28 3 15501 01 0.9921 1993.4 1.00 1 1.15 1.111.05 1.15 I 675 II 405 BOO I 1,200,000 8541 506 9661 449.95 395.2211 393.681__ 1.00 0.001 0.000 H-F Stud 1 1.5 3.5 12__1 8.251 28.3i 2070 0 0.9953 I 2657.8 ,1.00 I 1.15_, 1.1 1.05 1.151 675 I 405 } 800 1 1,200,000 _854- 5061 9661 449.95. 395.22 394.291 00 0001 0.000 H-F Stud 1 5-1 3 5 8 8 251 28 3 31 01 0 9921 1 00 1 1.15 1 1 1.05 II 1.15 6751 405 800 1 1,200,001 854 506 9661 449.95-1-395 221 393.61 1.001 0.001 0.000 _ .. l .. 1 ....1111 .. .. F-3986.7 ..�. I. _... f }... }.. ..._ i .}-_ _ 1 Si542 ... } . .. - 1 11.1 111 ... ... fIII 1 SPF Stud 1 5 3 5 16 7 7083 26 4 16951 Or 0.9952 2091.8 1.00 1.15 1 1 11.05 1 151 675 1 425 725 t1 200,000 854 531 875 4381 431.521_ 430 48 t 00 000. 0.000 f 1.00 SPF Stud 1 5 3.5 16 1 9t 30 91 1320101 0 9944 I 2091 8 1 1 00 I 1.15 1 1 1.05 1.151 675 4251...725 )1 200,000 854~ 531.875.4381 378.091 336 171 335 241 1 00 0.00 0 000 0.000 __... 1511...1 1111 .9(11... ... 111.1+ 111..1 ... 6111 SPF Stud i 1 5 3.5 12 9I 30.91 1760 0 0.9944 2789.1 1 100 t 1.15 1 1.1 105 1.15 675 I 425 _ I 1 5311 SPF Stud 1.5 1 3.5 16 8.251_28.31 1525 01 0.9957_ 2091.8 1 1.00 1-1.15 1.1 1.05 1.151 675 425 _725 11,200,000 854' 531 875.43A 449.95 388.13L:- 387.30 1.001 0.001 _0.000 SPF Stud I 1.5 3.5 12 1 8.251 283. 2030 0 09925. 2789.1 � 100 1.1.15 111 ,.105 115 675 1 425 725 1200000 854 531 8754381.449.95. 38813 386.67} 1.00 0.007_ 0.000 SPF Stud 1.5 1 3 5 } 8 8 251 28.3! 30501 Ol 0.9957__1 4183.6 1 1.00 1 1.15 1 i 1.05 115 1 675 425 725 j 1,200,0001 8541 53t 875 4381 449_95r 388.131 387.30} 1.001 000 0.000 1-/ + a - 1 - i a H-F#2 ,1 1.5_-I 5.5 1611 7.70831 16.8 31321 .0 0 2408__ 3132 4 + 1 00 1.1..15 1 3)1.10 1.15 r 850_t 405__1300 1 1,300,000 1,2711 506._1644 5�1378.831 1031 581 506 18 0.491 000. 0 000 2 1.5 5 5 16 9' 19 6 31321 01 0.3652 3132.4 ' 1,00_ 1_15 1 3 .1.10 1.15 850 405 _1300 1,300,000 1,271 5061_1644.5i 1011.45; 837_57 508.181 0 60 0.00' 0.000 H F#2 H F#2 ''1 5 5 5 16 I 8 25' 18 0 3132; 0 0 2858 r 3132 4 1 1 00 1.15 1 3 1 1.10 1.15 1 850 405_ 1300 1 1 300,000 1 271 5061 1644 51 1203 70 946 771- 506.1_-0 53 0.001 0000 5555 5555 I} - ... ___ __, -_ __ -� t _ -__ t__ 1 _-_ 1 _- SPF#2 1 1.5 5 5 16 4 7.70831 16.811_, 3287 0: 02737 1 3287.1 ....r 1.00 1 1.15 1 12 1.10 k 1.151-_875 1 425 1150 1,400000, 1,3081 53111454.75 1484.89,' 1015.455 531 231 0.52' 0.00. 0.000 SPF#2 i 1.5 5.5 t 18 91__1961 32871 0 0.3905 _1. 3287.1 1 1.00 _1.15 1 1.3 11.10 1_15__875.1_425_ 1150. 1,400,000 1,3081 531 1454_7511089.25_ 850.161 531.23. 0.621 0.001 0.000 SPF#2 1 1 51 5 5 I 16 4 8 25r 18 01 32871 01 0 3158 1 3287 1 + 1 00 1 1.15 1 1 3 1.10 1 15 I 875 1 425 1150 1 1 400000] 1 308E 531$1454 751 1296.30 945.381_ 531 23} 0 56 000 0.000 _. . II _ _._ ._ ---1117--- t 1 r 4- i4 1 SPF Stud I 1.5 3.5 ........18 14.571 50 0 5451 1 0 9913 2091 8 1 00 1.15 I 1 1 1.05 1 t5 675 } 425 725 I 1 200,000 854 531 875.4381 144 26 139 02 138 41 1 oD O.; 0.000 1... . .1 1 ._ 1 ._. t..........................1..... }_ }1111.. i. 1 I �.......... SPE#2 1.5 5.5 16 191 41 5 1450 0, 09917 3287.1 1 00 1.151 3 ,1.10 1.15 875 425 1150 1 1,400,0001 1,308 531 1454.75 24440 235.32'- 234.34 1.0011-000 0.000 aI 1 1 1cfi , H-F#2 1.5 I 5.5 } 16 1 191 41.5; 13601 01 0.9969 I 3132.4 1.00 I 1.15 I 1.3 '1.10,1.15f 850 I 405 1300 1 1,300,0001 1,271, 5061 1644.5, 226.941 220.14, 219.80, 1.001 0.001 0.000 Page 1 D+L+W CT#Ke 189--B 1 00 Dei•n Buckl nFaclor_ LOAD CASE_ (12-13) (BASED ON ANSI/AF&PA NDS-1997) 4.1SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 1 3.7.1 Y • 1 L D+L+W� __ 1 _ _ -- _ Ij c I 0 80(Constant)> ]Section 3.7.1 5 I { _...1 ...1 _-- 1 .. ...._ 1 .._ Cr_- -t - - -- j KcE _0 30f(Constant)> Sectwn 3.7.1.5 1 4 _ --_ )-_.- I`Cf(Fb) Cf(Fc)1 141997 NDS Cb I (Nadas) > Section 2 3 10 Bendm9 Comp Size Size Re Cd(Fb)). Cb Cd(Fc) Eq.3.7-1 ........ I III ' f ( I NDS 39.2 Mac Well durahoniduratio factor factor use'''. { StudGrade Width Depth(SpacIng Heiat�..Le/d .Vert.Load,Hor Load < 1.0 Load Plat Cd Fb1Cd-Fc Cf Cf Cr , Fb 1Fc pep Fc, _ { F Ti 1 in.... in ,.,in .ft pit put - ( ( FD Fc P� E . Fb F�� Fc Fsi Fc fc �fdFc }b/ .__. p .._ r .. .1.13.1-1 ( ). ( ) ....psi 1 psi psi { psi psi... psi ...psl1-psi. 1 psi 1 psi L,,.., psi ;Fb(i fc/Fce) H-F Stud I 1.5 1 3.5 .16 1 7.70831 .26 4_ .1075 9.71 0.9951 1983.4 1 1.60 1.00 1 1 1.05 1.15 675 405 800 11,200,000 13661 506, 840 515.41.... 427.01 273.02; 0 64 376 78 0.586 fl.. t ...... 800 1,200,000 501_ 840 37899. 333.99 957 7521 0565 H-F Stud 1 15 3.5 12 I 91 30.91 _1140 8.461 0.9 98 . 2657.8 ' 1 60 ' 1 00 . 1 1 1.05 1.151 675 1 405 i 800 I 1,200,0001 1,3681 5061 840 378.09 333.99 217.14 0.651 33564' 0.577 H-F Stud � 15 I 3.5 16 j1 8.251 28.31 - 9701 8.131 0.9943 1993.41 1.60 1 100 I 1 1 i 1951_1.151 675 405 800 1 1 200,0001 1,366 5061 8404 449.95 384.87` 246.35 0 64 361 37 0.585 H-F Stud I 1.5 3.5 1 12 1 8.25!_ 28.3 1425 8.13 0.9974 26578_ I 150 1-1_00 11.1 1.051.15; 675__405 J_ 800_'1_200,000__ 1,366, 506,__840_449.951 384.87] 271.43 __0.71.14 271.031 0_500 H F Stud } 1 5 1 3 5 I 8 8 251 28 3 23554 8.111 0 9981 1-3986.7 1 1 60 1 1.00 1 1 1.05 1 15 r 675 • 405 800 1 1 200,000 1 366 5061 8401 449.95 384 871 299 051 0 781 180 69. 0.394 ....... I_..._. .._. .... _.. ... .._ 1...._ III r 1 SPF Stud 1.5-� 35 I 16 770831 26.4i 10801 9.71 09971 20915 4 150 1.00 1.1 1.05 1.15) 675 I 425 725 11 200000* 1,3661 531 761.251 515.421 415 531 269 211 0 65 376 78 0.577 SPF Stud 1.5 3.5 1 18 91 30.91 700 8.464 0.9115 1 2091.8 1.60 1 1.00 1.1 1.05 I{1.15' 675 425 725 1,200,000 1,36611- 531 761.251 378.09 328 30 177.78 054 447 521 0.618 SPF Stud 1 15 j}_3.5 1_12 9} 30 9. 1125} -8.46} 09931 • 2789 11 1.60 I__1 00 I 1.1 �1 105 1 1.151 675 i 425, 725 1 1 200,000 1,3661 5311 761.251 378.091 328.30. 214/91 0 65 33564' 0.567 SPF Stud 1 5 1 3 5 1 16 8.21 28 3. 9601 8.13 0.9970 2091.8 1 1.60 1 1.00 1.1 1.05 1.15+ 675 ' 425__725*1,200,000 1,366 531' 761.251 449.95! 376.351 243 81' 0.65 361.37 0.577 SPF Stud 1 15 3.5 12 '4 8 254 28.31 .1405 8.13 09952 2789.1 rt 1 60 I. 1.00 1 1.1 ',1.05 1.111:675 1 425 725 1,200,000. 1 366 531 761.25 44995.. 376.35 267521 0.71 271.031 0.490 SPF Stud 1.5 1 3.5 8 8.251 28.31 2320] 8.13 0.9958 4183 6 I 1.60 1 1.00 1.111.05 1 15 675 I 425__725 4 1,200,000 1,366 531: 761.251 449.914 376.35: 29450: 0.78 180.69. 0.383 1 H-F#2 T 15 I 5.5 f 16 1 7.70831 16.8T .31321 9/11 0.3909 3132A + 150 1,.1 A0 1.3 111.10 1.15' 850 1 405.• 1300 1,300,000 2 033} 506- 14304 1378.83 969 91, 5013.181 0 52 152581 0.119 H-F#2 1.5 4 5.5 18�1 94 19 6 3132, 8_46 0_57431 3132.4 1.60 1_00 1 3 1 1_10 1.15 1 850 405 13004t 1,300,000 2,033 _506 1430 1011.451 804.50' 506.1134__0 63l 181.23 0.178 H-F#2 1 15 1 5 5 16 1 8 251_ 18 0 3132,_ 8.13 04411 r 3132 4 1 160 11.0o1 1 3 1.10 1 15 I 850 1 405 4 1300 I 1 300,000 2 0331 5061 _ 14301 1203 70 899 131_ 50518 0 56 146.34I 0.124 .__ I _ _ 1I 1.. SPF#2 1 1.5 5.5 16 1 770831 16.81 3287 9.71 0.4327 L 3287.1 L 150 I 100� 1.3 1.10 1.15T 875 f 425 1150 11,400,000 2 093 531 12651 1484.89 940.30 531 23 0 56 15258': 0.114 SPF#2 1.5 I 5 5 16 91 19.8' 32871 8A61 0.6033 3287.1 j 150 1.00 1.3 1.10(1 15 875 I 425.f' 1150 1 1 400000 29934 531 12651 1089214 806.01 531.23. 0 66 181.23 0.169 SPF#2 1 15 , 5.5 16 ' 8 251 18 0 _ 3287 8.131 0A790 1 3287.1 4 1 60 I 1.00 1 1.3 1.10 1.154 875 f 425. 1150;1.400,000[ 2 0931 5311 12651 1296.301 884.691- 531/31 0 60{146.34; 0.118 }- -- _� t t __ 1 ( r j : 1 ... f. SPF#2 155.5 16 191 4L5µ 680; 9.71-I L 0.9941 3287.1 1.60_ _1 00 1.3 1.10 1.15 875 � 425 1150 11,400,000 2,093 531 1285 244.401 138 141. 17 781 .0 13�#Np#pJfa 0.979 SPF Stud f 1 5 1 3 5 16 14 571. 50 0 70 8.4614 0 9957 2091 8 1- 1 60 1.00 1 1 1 05 1 151 675 425 725 1 1 200,000 1 366 5311 761 25 144 26 4 I 11I_ 1 I_ 1 233.80 106.67 0.4827.02 0.786 H-F#2 1 15 1 5.5 1 16 1 191 41.5; 600T 9.711 0.9921 I 31324 I 1.60 I 1.00 11.3 11.10,1.15 1 850 1 405 1 1300 1 1,300,0001 2,033, 506 1430,226.941 219.0 96.97, 0.441927.021 0.796 Page 1 I D+L+W+.5S CT#14189-Betehny Creek Fells 1 1 LOAD. __CASi.E _ (12.14) 1 __ (BASED ON_ANSI/AFBPA NDS-1997) 1 1SEE SECTION, 1 2.3.1 2.3.11 2_3.1 I 3.7.1 3 7 1 Ke 1 OO1Deslgn Buckling_Factor _ D+L+W+SM I-.1 -rt T �- -- --- c 0.80(Constent)> Section 3.7.1.5 { _..I _ ; _:... L. .. ..¢ Cr 71 - - {I-- - --- KcE 0.301(Constant)> ;Section 3.7.1.5 1 1 _ _ 1_ ) _ _ I 4Cf(Fb 11C1jFc)1 1997 NDS_ -C__ Cb (Varies) > Section 2.3 10 'Bending]Comp Size 1 Size Rep. Cd(Fb). Cb 'Cd(Fc) Eq 3.7-1 r . 1 i 1 NDS 3.9.21 Max Wall I duration�durahonlfactor factor use( 1 I 1 .._ _..._ _. ... t ._.1 ._ .... Stud Grade Width I Depth Spacm$He.gh11 Le/d Vert.Load]Hor.Load I 1.0_load(rg Plats Cd Fb 1Cd(Fs) Cf Cf Cr � Fb 1Fcye� Fc 1 E 4 Hi F�� Fc Fce_ F c 1 fc _1 fclF c fb ' Po/ in. i in. in 1 ft. +-. pit { Psf � ..... Plf -T (Fb)1.(Fc) ..Pal psi.......psi psi p81 Psi ......_psi-1 psi... pal T. Pal psi Fb(1 fc/Fce) H-F Stud 1. 1.5 3.5 16 7.70831 26.4. i0951 9.711 0.9962 1993.4 1 1.60 1 1.15 1 1 1.05 1.15 1 675 . 405 800 1 1,200,0001 1,366. 506 966 5115.42' 441 22. 278 10. 0 631 376.781. • 0.599 H_F Stud 1 1.5 3.5 16 1 91- 309' 765 8:461 0.9986 � 1993.4 4 1.60 ' 1.15 1 1 1 i 1.05 1.15} 875 1 405 800 11,200,0001 1,388 506 966 378.091 340.901 194.29 0.571 447.521 0.674 1J¢¢¢ H-F Stud 1.5 3.5 12 91 30.91 11507 8.461 0.9969 I 2657.8 1 1.60 I 1.15 1.1 ;1.05 1.15 1 675 1 405 . 800 1 1,200,000 1,3664 5061.. 966' 378.09. 340 90, 219.05, 0 64 33564, 0.584 H-F Stud 1 1.5 1 3.5 { 16 8.251 28 3 985 8.13, 0.9963 1993.4 1.60 1.15 1.1 1:05 1.15 675 405. ._800 1 1,200 0001 1366 506 9661449.95 395.21 250.16 0 63361.371 0.596 H-F Stud 1.5 3.5 -l- 12 1 8.251 28.31 1445 8.13 0.9959_I 2657.8 L 1.60 I 1.15 1 1.1_11.05 1.15 675 l 405� 800 }1,200,000 1,3661 5061 966 449.95.. 395.221 275.24 0.70 271.03: 0.511 H F Stud 11-s 1 5 1 3.5 8 1 8 251 28 3 23901 8.131 0 9960 : 3986 7 1 1 60 1.15 1 1 1.05 1 15 ff 675 405 800 1 1,200,0091 1,3661 506 966 449.957 395.221 303.491 0.771 180 69 0.406 10801 9.711 0E935 t . - I 1.05 1.15 t 515A2; 431.521 274.29; 0.641.376./81 0.589 SPF Stud 1.5 SPF Stud 1 1.5 I 3.5 16 7 70891 30.9 760 8.461 0.9988 l 2091.8 1.60 1 1.15 1.1 1 1.05 1.15 1 675 675 ( 425 1425 1 725 725 1 1,200,000 1,3661 531 875.438 1,3561 5311 1 378.09.. 336.17 193.02 0.57 447521 0.669 SPF Stud 1 1.5 ' 3.5, 12 I 94 30.91 11401 8.4fi 0.9944 1 2789.1 I 1.60 1- 1.15 1 1.1 1.051 1.151.675 1 425 725 }441,200,00k 1,36 5311 875.438 378.09 336.171 217.14T 0.654.335.641 0.577 SPF Stud 1.5 1 3.5 1_16 8.251 28.91 975 8.131 0E952 1 2091B if 1.60 1"1.15 1.1 1.05 1.151 675 425 725 1 1,200,000 1.368 531:1875.4381 449.951 388.13• 247.62 0.644 361.37 0.588 SPF Stud I 1.5 f 3.5 f 12 1 8 251 28.3I 1430 8.13 0.9952-7 2789 171 1.60 11 1.15 I 1.1 1.05 1.15' 675 f 425 725-1 1,200,0001-1,366 5311 875A381 449.95 388.13 27238 0.70.271.031 0.503 _-J 8.2517 1--- � 1. 151 675 . 425 I_725 1 1.200,000] 1,366, 5311 875 438 449.96T 388.13, 299.681 771180.694 0.396 SPF Stud 1 5 3 5 ( 8 28 3 23601 8.131 0 9922 4183 6 1 1.60 1.15 1 1 11.05 1 15 1 1 _ I fI H-F#2 1 1.5_ 5 5 1.16 7 7083' 16.81 3132 9.71 0.3593 `- 3132.4 .F 1.60 + 1.15 14 1.3 1.10 1.151 850 1 405-1.1300 1 1,300,0007 2,0331 5061 1644.51 1378 83. 1031 581 508.1811 0.494'152.58t 0.119 H-F#2 1.5 .1 5.5 16 91 19.61 31321 8.4610.5437 1 3132.4 1,60 j' 1.15 1.3 :1.10 1.15 850 405 1300 1,300,000 2,033 506 1644 5 1011.45 837.57* 506.181__0 601181 23 0.178 H_F#2 :t 1.5 5.5+-16 H 8.25*_ 18.01 _3132' 8.13, 0.4100__r 3132A_ 1 1.60.1 1 15�_1.3'1.10 1_15 1_850 405�_1300 1 1,300,0001 2,033,__506E 1644.51.1203.70'946.73_ 506.18_ 0.53'146.34: 0124 SPF#2 1 1.5 .5 5 1 16 r7.70831 16 B 3287 9.711 0.3872 1 3287.1 1 1.60 _1.15 I 1 3 1.10�1.15 1-_875 1-425.. 1150 1 1,400,000, 2,0931 5311 1454.75 1484.89 1015.45 531.231 0 52,152.58:___ 0.114 {{{ Jtt _{I SPF#2 1 1.5 5.5 16 1 9 19.67 32871 8.461_-0.5595 3287.1 1 1.60 ] 1.151-1.3 1.10.1 5151 875 425�J 1150.1.1,400,000 2,093__ 531;1454.751 1089.251 850.164__531.231 0.62 181.23; 0.169 SPF#2 15I 55 __16-1 8254_ 180 ,.__3287 -8.131 04342_1 3.2871_ 1 160 ,._1.15 113 1.10 1151 875 1425_1 1150 11A00,000 2,0931 531114547511296.30 945.381 531.231056 146341 0.118 t 4-SPF Stud t 1 5 1 3 5 16 1300 1 1,300,0007 2,0331 5061, 1644 B 46 0 9955 2091.8 r 160 1.15 f 1:14 1 05 1 151 675 1 425 725 1,200,0001 1,3661 531 875 4381 144 26. 139.021. 17.78 0 131######1 0.979 SPF#2 1 1.5 } 5.5 r{ 16 1 191 41.5 660 9.71 09914_ 32871 1 1.60 ( 115 13 11.10 115+ 8751 425 1150 1,400,000] 2,093 53111454.75 244.40 235.32 106.67 045927.021 0.786 H-F#2 1.5 1 5.5 1 16 , 191 41.5; 600T 9.711 0.9901 1 3132.4 1 1.60 1 1.15 1 1.3 f 1.10,1.15: 850 1 405 11300 1 1,300,0001 2,03 5061 1644.5 226.941 220.14, 96.97] 0.441927.021 0.796 • Page 1 1 D+L+S+.5W CT#14189-Betahny Creek Falls ;LOAD CASE 1 (12.15) ! (BASED ON ANSI/AF&PA NDS-1997] 1 4SEE SECTION: 1 2.3.1_1_2.3.1 1 2.3.1 1 3.7.1 3.7.1__ __L- Ke 1 00}Dess�n Buckling Factor�~ D+L+S+Wl2 I ___ 1 T - -- -�- c 0;80(Constant)> (Section 3.7.1.5 ... } .....{ _.........1 .. L.... I,.... }._ - __ KcE 0.30�(Constant)> Section 3.7 1 5 J_ _) _ __ I Cf Fb -1 Cf(Fc)� _ 1997 NDS_, Cb (Vales) > Section 2.3 10 'Bending Comp Size Size Rep. 1 Cd Fb Cb Cd Fc Eq.3.7-1 i ... , I I NDS 3 9.21 Max Wall 1 Jurat{on,duratio fador factor use 1 ... .� ....1 }��� 1... ... Stud Grade Width I Doh S png Heigh Le/d Vert.Load Hor.Load 1.0 Load Plale Cd Fb�Cd(Fc Ct 1 Cf Cr 1 Fb Fc pe_Fc I _E Fb_ !Fc�e_pr + Fc_4' Fce Pc is fc/F c Lib fb/ 1 in. in in.] ft ...1. plf psf........ ....._._.... p1f..._� ...._............--(Fb),..(Fc) 1....-psi I...psi...........psi... ......psi t...psi"tt psi..._1 psi r psi....... Psi - psi........._... psi 1Fb•(1-fc/Fce). H F Stud 1.51 3.5 1........ 6 17 7083 26.4! 13351 4.855 0.9935 1993.4 1 1.60 1.15 1 1 ,1.05 1 151 675 405 800 1,200,000I 1,3661 5061 966 515.421 441.221 339.051 0.77 188.391 0.403 H F Stud 1 1 5 3.5 16 91 30 9, 970 - 4.23 0 9923 1993 4 } 1.60 1.15 1.1 1.05 1.15 1 675 405 800 1 1,200,0001 1,366 506 _ 966t 378.07'1340.901 246.35 0.72t 223.761 0.470 H-F Stud 15 1 3.5 12 1 91, 30.9 13801 4.23 0.9976 } 2657.8 .L 160 + 1.15 1 11 :,1.05 1.151 675 4051 800 11,200,000 1,366 5061 9661 378.09 340.90; 262.86+ 077 16782; 0.403 H-F Stud I 1.5 1 3.5 I 16 ` 8.251 28.3 11951 4.0651 0.9960 1993.4 1.60 1.15 1 1.1 1.05 1.15 1 675 405 _..800 1 1,200,0001 1,3661 5061 9661 449.951 395.221 303.491} 0.77 180.691 0.406 H-F Stud I 1.5 3.5 L_124 8.25'_ 28.3!F 1680_-_4.065 0.9990 2657.8 1 1.60 1.15 11.1 1 1.05 115 675 405 800 '1,200,000. 1,366J5061_ 9661 449.951 395.221 320.001 061 H 135.5t 0.343 H F Stud 1 5 1 3 5 1 8 8.25J. 28 3 2605 4065} 0.9999 I 3986.7 ,I_1 60 r-1.15 4 1.1 1 1.05 1.15F 675 405 800 }1,200,0001 1,3661 5061 9661 449.95 395 221 338.411 0.86] 90.341 0.267 } l 1_ f - ._._ SPF Stud I 1.5 r 3 5 16 7/0841 264 13151 4.8551" 0.9907 II 2091.8 1 1 60 1.15 1.1 1.05 1.15i 675 1 425 725 j 1 200,000( 1,366, 531 875.438 515A21 431.521 333.971 0 77 188.39! 0.392 SPF Stud 1 1.5 } 3.5 16 1 91. 30.91 9651 4 2311 0.9970 1 2091.8 ' 1.60 11 1.15 4 1.1 1 1.05 1.15! 675 425 725 .1,200,0001 1,3681 5311 875.438 378.091___ 336.171 245 08 0.73 223.761 0.486 SPF Stud 1.5 3.5 12 9L 30.9 1370 4.23 0 9990 i 2789.1 1 1.60 1.15 1.1 1.05 1.151 675 I 425 725 11,200,0001_ 1,3661 531;875.438 378.09 336.171 260.95 0.78'167.82' 0.396 SPF Stud 1.5 1 3.5-1_16 8.251 _28.3! 1180 4.065 0 9922 4 2091 8_1 1 - --- 1 -) 1 ) 1 60 �1 15 ( 1 1 1.05 1 15 675 425___725 1 200,000 1 3661 531 875.438 449.95_ 388.13Y 299.68 0.77 180.69 0.396 SPF Stud 1 1.5 , 3.5 12 1 8 251. 28.31 16601 4.065 0.9973 I 2789.1 r 160 I 1.15 1 1.1 1.05 1.15 675 1 425 725 1,200,000 1 366 5311875.4381 449.95 388.131 316.191 0 81 135.511 0.334 SPE Stud-1. 5 .1 3.5 I 8 8.261 2731 26301 4 065 0 9969 ( 4183.6 1 1 60 1 1:15 1 1 1.05 1.15 1 675 425 i 725 1 1 200,0001 1,3661 531 875.438 449.95; 388.1311-333.97; 0 861. 90.341" 0.257 • H F#2 ' 1 5 _1 5 5 16 7.70831 16.81 31321 4.8551 0.3001 )_ 3132.4 {� 1.60 1 1.15 1 1.3 1.10 1 15 I 850 405�._1300 I 1,300,0001 2,0331_ 506L 1644.5;1378.83t 1031 58! 506 18, 0.491 76 291 0.059 H-F#2 1 1.5 J 5 5 16 - 9; 19.6; 3132 4.231" 0.4544 1 3132.4_ L 1.60 1_1.15 1 3 ,1.10 1 15 1 850 ' 405 1300{1.300,00 2,033 507p644.51.1011.45'. 837.57 506.181_ 0.601_90.61! 0.089 H-F52 . 1.5 1 5.5 11_161 8_251 18.0; 31321 4.0651 0.3479 r 3132.4 1 1.60 1 1.15 1 1.3 1 1.10 1.151 850 405 1300 1 1,300,0001 2,033 506, 644.51203.70'. 946.77 506. 0.53; 73.17; 0_062 C t f f 1 1-_ ( t 1 1 5 5.5 16 7.70831. 16.81 3287 4.8551 0.3304 L 3287.1 1.60 I 1.15 131.10 1 15 875 425 1150 T1A00,0001.4 2,0931 531 1454/51 1484.89; 1015A51_ 531 23 0 52 78 29' C057 SPF#2 1.5 5.5 16 I 91 19.61 32871_ 4.23_1 0.4750 I 3287.1 _1.60 1.15 1.3 1 1.10{1.15 875 425 ' 1150 1 400,000 2,0931 531+1 1454.75 1089.25 850.161_ 531.231 0 62 90 61, 0.085 SPF#2 1 1Z_ 5 5 16 1 8251 _18 01 _32871 4 0654 0 3750_1 3287.1 _' 1 60 1 1.15 I 1.3 1.10 I 1.15 1 875 1 425 -1150.11 400,0004 2 093 5311 1454 751 1296.30_-945.381 531.231 0 561 73 171 0.059 r •_ SPF Stud 1 1.5 I 3.5 16 1 14 57' 50.01 2551 4 231 0.9959 1 2091Z 1 1.60 11.15 1 1.1T1.041.1511 675 I 425 725 1 1,200,0001 1,3661- 5311875.4381 144.20 139.021 6A761 OA/586 43 0.779 tt 'I --- 5--`- 0 2, 5 -1454 _ � HPF#2 i '11.5 5.5 I 16 � 191 41 5' 93 T 4.855 0.9925 � 3287.1 � 1 60 ) 1.15� 1 3 1.10 1 15+' 875 1 425 1150 i 1,400,000 2,093f{- 531 1454 751 244 40� 235.321 151.11� 0.644.463.511 0.580 1 5.5 16 I 19 41.5; 865 4.855 0.9970 I 3132.4 1.60 1 1.15 1 1.3 1.10,1.151 850 1 405 , 1300 1 1,300,0001 2,0331 506 1644.5 226.94i 220.141, 139.80, 0.64463.51: 0.594 Page 1 I D+L+S+,7E CT#14189-Betahny Creek Falls 1 _I LOAD CASE _1 (12.16) 1 (BASED ON ANSI/AFBPA NDS-1997) ;SEE SECTION: 1 2.3.1 1 2.3.1 I__2.11 1 3.7.1 I 3.7.1 _ Ke 1 00rDesy7n Buckling Factor D+L+S+EN.4 _ _111 __ T - rt - 1 -� -�-- " c + 0 80 Constant > ;Section 3.7.1.5 -' + i + j � I KcE 0.301(Constent)> ySedlon 3.7.1.54_ -4 ! J4. �- y I Cf(Fb)j Cf(Full 81997 NDS_i I+ 1 Cb (Vanes) > Section 2.3 10 I 1 8 -'Bendin51 Comp.;SIze 1 Size Rep I Cd Fb I Cb 'Cd Fc 1 1 E 3.7-11; 1 ..._. I ....... I I II ....... ( .).i ( ) 9 `. Max Wall )duration durationfactor factor`use 1 1 I 1 NDS 3.9.21 'I I. Stud Grade'Width)De�h Spacing Height 1 Leld [Vert Load Hor.Load 1.0_1Load lePlate Cd(Fbf fCd(Fc)1 Cf 1 Cr Cr : Flo :Fc perp Fc E Fb'__I F p p' Fc• 1 Fce 1 F c I fc fdF c Po I ib/ 1 In.....} i^ ....I^� R '... plf psf. ....... Of-- - .... I(F¢�(Fc) ....-�_psi� paL........Pai .......pgl I..Psl_� psi ....._-Pa! ... pel......t pal......._.. pal......._.._ I psi 7Fb(1 fc/Fce) H-F Stud--; 1.5 1 3.5 1 .16 1 7.7083; 26.4 .1415 3.571 0.9983 1 1993.A11i 1 60 1.1.15 1.1 11.05 1.15. 675 1 405 800 1 200,000{{1 1,3661 506 966 515.42 441.221 359.37 0.81;138.531 0.335 H-F Stud 1 1.5 ,_3.5 1 16 91_ 30.9_ 1010. 3.571 0.9960 1 1993.4 1.60 _1_15-� 1.1 (1.05 1.151 675 t 405µ 800 1,200,0001 1,3661_ 5061 966_378.09 340.90 256.51___0.751 188.851 0.430 HF Stud 1 1.5 3 5 1; 12 1 91 30.91 _ .1420 3.571 0.9937 1 2657S 1 1.60 1 1.15 1 1.1 i 1.05 1.15 1 675 4 405.1 800 1,200,000] 1,3661 506E., 9661- 378.091 340:9001. 270A8 0.79j 141.634 0.364 H-F Stud 1.5 I 3.5 16 I 8.251 28.31 122513.571 0.9961 1993.4 I 1.60 1.15 1.1 1.05 1.15' 675 405 1 800 1,200,000 1,366j 506 9664) 449.951 395.221 311.11 0.79I 158.681 0.376 H-F Stud 1 1.5 3.5 12 8.25j 28.31 1710 3.571 0.9947 2657.8 I 1,60 1 1.15 1.1_11.054_t 1.15 F 675_I 405 1_800 1,200,000 1,3661 5061 9661 449.95 395.221 325.71 0.84 119.011 0.315 i H-F Stud r 1.5,1 3 5 6 8.251 28 31 2700 3.571 0.9966 3986.7 1-160 i 1.15-f 1 1 1:051 15 675 t 405 T 800 1,200,000, 1,3661 5061 9� 449.951 395.221 342.861 0.871 79.34r 0.244 SPF Stud 1.5 1 3.5 _16 1 7.7084_ 26.41 1395: 3.571 0.9984 2091.8 1 1.60 j 1.15 I1 1.1 N. 1.15 1 675 1 425 r 725 11_200,0001 1,366j_ 531 875 4381 515.42 431.52 354.29 0.821 138.531 0 324 SPF Stud ; 1.5 3 5 16 94 30.91 1000 3.571 0.9918 + 2091.8 1.601.601,1.15 i 1.1 1.1.05 1.15+675 425 i. 7251,200,000 1,3661 531 875.438 378.091- 338.171 253.97 0.76f188.85] 0.421 SPF Stud 1.5 3.5 1 12 i_ 91 30.94 1410 3.571 0.9962 2789.1 I 1.60_t 1.15+1.1_1_05 1.15 675 L 425 1725 1,200,0001_ 1 3664 531 875438] 378.09 336.171 268.57 0.804 141.631 0.358 SPF Stud 1.5 1 3.5 16 , 8.25 28.31 12101_ 3.57 0_9932 2091.8 _ 1.60 1.15 11.1 1.05 1.15 675 4251725 1,200,000,1_1,368' 531_875.438 449.951 388.13 307.30 0.79 158.681 0.366 SPF Stud.1 1.5 1 3.5I. 12 1 8.251 28.31 1690 3.57 0 9940 I 2789.111 1.60 1.15 I 1 1 1.05 1.15 I 675.1 425 725 1,200,0001 1,3661 5311 875.4381 449.95 388.131 321.90 0 83 119.01T 0.306 SPF Stud 1.5 4 3.5 8 8.251 28.31 267013.571 0.9987 I 4183.6 I 1.60' I 1.15 I 1.1 1.05�1 15 1 675 425 8 725 1,200,0061 1,3661 5311 875 438f 449 951 388.131 339.05 0 87 7934':. 0.236 1 1 -I C _ rt t H F#2 1 1.5 _I 5 5 16 7.70831 16 81 3132 3.571 0.2844 1 3132.4 1 1.60 1.15 1.3+1.10 1 1.15 1 850 „_.1 405 .13004 1,300,000, 2 0331 5061 1644 51 1378.831 1031 581 506.18 0.49 56.104 0.044 ..-. .... -.-_5. H F#2 1.5 5.5 16 9, 19.61 3132 3.57 04405 1 3132.4 160 1.15 11.3 1.10 1.15 r 850 405 1 1300 1,300,000 2 033 506 1844 5 1011.451- 837 571 506 18 0 80 76 4T` 0 075 H F 62 1 1.5 1 5.5 16 1 8 25' 18 0r 3132 3 57 0.3404 I 3132 4 L 1.60 1 1.151 1 3 11.10 1 15}8501 405 1300 1 300,0001 2 033 506 1644.511203.70 946.771 506 18 0 531 64 261 0.055 _ ... � f ___ __ r __ __ __ __ - __ ___ __ __ _� SPF 62 _ 1.5 1 5.5 16 17 70831 16.81 3287 3.57 0.3154 i, 3287.1 41 1.60 I 1.15 1 1.3 11.10 11.15 1_875 425 1_1150 1A00,0001 2,0931 5311 1454 751 148489 1015.451 53123 0.521 56.101 0.042 SPF#2 1.5_I 5.5 � 16 1 91 19.61 3287: 3.571 0.4618 1 3287.1 1 1.60 j 1.15 I 1.3 1 1.10,1.15 111875 4 425 7 1150 1,400,0001 2,0931 531 1454.75 1089.25' 850.16j_531.23 0.62 76.471 0.071 1.-- SPF#2 Il + 1 5 5.5 1 16 8.251 18.01 3287 3.571 0.3678 1 3287.1 1 1.60 1.15 1 1.3 1.10 1 15 1 875 425 1150 1A010001 2 0931 5310 1454.75 1296.30 945.381 531/3 0.561 64.26 0.052 SPF Stud I 1.5 1 3 5 I 18 1 14.57j 50 01 285 3.571 0.9981 '11 2091 8 1 1 60 I 1.15 1 1 1 11.°511.151. 675 I 425 1,725 1-1,200,6001 1 3661 5311 875 4381 144.26~139.021 72.38 0.521149423'1 0 727 1 . 1 J L SPF#2 j IS 5.5 16 191 41.51 1020 3.571 0.9910 t 3287.1 I 1.60 1.15 1.3 1 1.10.�7}}7 1.15 875 1. 425 11150 1,400,0001 2,0931- 531�I 1454 75 244A01 235.321- 164.85 0.701 340.8311 0.500 H-F#2 I 1.5 1 5.5 I 16 , 191 41.51 9451 3.571 0.9939 1 3132.4 1 1.60 1 1.15 1 1.3 11.1011.15 850 405 1300 1,300,0001 2,0331 5061 1644.51 226.941 220.141 152.73, 0.691340.83, 0.513 Page 1 4i ti 5u3 Ir#l9 t.u4S T-1.4 '3x4945 .0 % Zf '✓ .. �" `' �� 103420_,4 vib t .,. 4,41t- 00. -340 p 1-fr 0.1.17 004(si4441710P C /wk../ 4S0447.45/ actoz -446. &I. ft 11 aValleZ C4C' WOW V (54E* ,, ' ) 'kW - (70 110 ( (") .4:0„ -71444C1 (205/ ) 4,441 AT041 Gee% Ntial St90-$8Z(90'6 tragninist abed :3C1(1 twain ZIS3-S82(9UZ) " bOtBb /,. VM*aluttaS n a / ZOO alMS _ c .L 3$ 1aVEDt U$F Iu t l 3�30kerstan St. MEI !! N G l Al B E R I N G Salte 2 1 N C. Seattle,WA ? j� 9111(19 Project- Si j6�j} - ..`i Date' (206)28$4512 Client: E/� Jlr+r Page NumberFAQ. ( b&) 28S-061818 I1311 .-4PRCrsuiliPrIv6 $ VA-Lu1 0 e" i " i 7 ',L � 0� p / " t` z kms'' v�,p . 101? /470 x 1 2 �t=i45 € = ° SSS `'. (110 5 =- P ihYT tog- . 2 = ( ?. ) ;1 a ,. 8 J2 !z Pte) ie Aim l Ly_ r,-/ % ,74IT. 6 - + - ic> 441 ?viol.- -L.41403 ' e 4 4- Iew 15.64):. tA `; W 0 ` '�" 1! Isla ..1 1 Is 5 , Structural Engineers 180 Nickerson St. C T ENGINEERING Suite 302 V. • �f� 1 N C. /j Seattle,WA 98109 Project: 1 441) 1 `"7 • I O G Date: 9n11. 06• (206)285-4512 , • Client: 2072 • 2008 '3DPWS Pae Number: FAX: g (206)285-0618 W l -x',42 . lin �J I. i J e ✓{�`� , ,„ _ , , __, ,_ .-fo : :,i. �' ' 43Z. ift _ �� 5 b `� `-- 12d., '15.47 _ t � _. o l " 2 - 1 6 S: i9- ,,rje_ r : a L 11:Y_ .•-', o '2-. /5P 1 17' ii` 4r- 11%: pL3 = f • ; 1J . _ Z [�� I L �t 131 �. _ 1 JG X M • • 5 iv) P , : -_ , • - __ .�_ 1. ,§- 9 ,4, l✓� (/,l/� -_ , { . i t , w 3 , e e /e_ 4—,3.6.4- 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: CT#14189:Plan 26610 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 Si= 0,48` Figure 1613.3.1(2) Figure 22-2 Latitude= 4557 N Longitude=-122.83 W N/A (Or by ZIP code) (Or by ZIP code) http://earthquake.usgs.gov/research/hazmaps/ http://earthouake.usqs.govidesicinmaps/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=Fv*Si SM,= 0.69 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.74 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD1= 0.46 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= 0 Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = 0 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 Clo= 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) SD,= 0.46 X = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C, 0..020 ASCE 7-05(Table 12.8-2) IE= 1.0 T= 0.175 ASCE 7-05(EQ 12.8-7) S,= 0.45 k = 1!ASCE 7-05(Section 12.8.3) TL= 6 ASCE 7-05(Section 11.4.5:Figure 22-15) Cs=SE's/(R/IE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T<TL) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(SD,*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(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,„, = DIAPHR. Story Elevation Height AREA DL w, w; *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h,k Vi DESIGN Vi Roof ; - 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 px 0.4*SDs*1E*wp 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 N-S 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 56.0ft. V u/t. Wind Speed 3Soo Gust= 120 1201 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 sec.Guar= 93 mph (EQ 16-33) Exposure= B B iw= 1.0` 1:0., N/A N/A Roof Type= Gable Gable PS30 A= 28.6, .28.61 psf Figure 28.6-1 Ps3o e= 4.6 4.6',psf Figure 28.6-1 Ps3o c= 20.7 20.7.psf Figure 28.6-1 PB30D=�• 4.7 '. 4,7 psf Figure 28.6-1 1.00 1.00' Figure 28.6-1 Kn= - 1.00 1.00' Section 26.8 windward/lee=' 1.00 1.00(Single Family Home) X*Ka*I 1 1 Ps=X*Kzt*I*Poo= (Eq.28.6-1) PSA= 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) Ps o= 4.70 4.70 psf (LRFD) (Eq.28.6-1) Psnand caverage= 24.7 24.7 psf (LRFD) Ps B 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 wlnd(LRFD)wlnd(LRFD) DIAPHR. Story Elevation Height AA AB 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) Vi(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 AF= 1154 10.4 18.5 V(n-s)= 9.68 V(e-w)= 17.48 klps(LRFD) kips(LRFD)- kips klps 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-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 8.00 10.00 10.00 0.00, 0.00 0.00; 0.00 3.74 10A0 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(N-S)(ASD) Wind(E-W)(ASD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM DESIGN SUM DESIGN SUM LEVEL Height (ft) hi(ft) VI(N-S) V(NS) 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) ki.s ASD Part 1 Base Shear Part 2 Base Shear = 0.0 0.0 ratio ratio Page 1 1 SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3P CT PROJECT#: CT#14189: Plan 2610 SHEATHING THICKNESS tsneatning= 7116 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.= 0.626 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 tsbeatbing 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 toback-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 pi.= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LOLetf. Co w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Unum OTM Ram Unet Us,,,n U,u,n HD (sqft) (ft) (ft) (kl() (kip) (kip) (kip) (kip) p (plf) (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' %. ,00' 0.00 0.00 0.00 0.00 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 00 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 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 ;t 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. 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 o.00 o.00 o.00 0.00 1.00 0.00 0--- o o.00 o.00 o.00 o.00 o.00 o.00 0.00 0.00 0.00 0 0.0 0.0 1.00- 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0; 0,0 1.00 "0,00.; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -' - 0 0.0 ; '0,0 -1,00 0.001, 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 - 0.0 0,0 ..1 1.00 0.00 0.00 0.00 0.00 0.00 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=Leff. 5.16 0.00 2.91 0.00 EV,rnd 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 1= 8.06 kips Min.Lwall= 2.57 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 = 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 off, C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet U6„m OTM ROTM U,,8 Usum U... HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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 ;'garleft 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 tl 0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0•-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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-i 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 EV,yr,,a 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= 3.5 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 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 1-13L eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM Un& Usum OTM ROTM Unet Usum Veum HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (p11) (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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 right1** 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 9.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0.,.„0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 , 0.00 0.00 0.00 0.00 0.00 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 EVwme 5.16 EVE() 2.91 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel I SHEET TITLE: LATERAL NS(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 klps 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 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eff, C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM RoTM U„et Ueum OTM RoTM Unet Ueum Ueum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. left 1** 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 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 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 I 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 ;'1,00s' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00'.'-0.00 0.00 0.00 0.00 0.00 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„,i„e 8.06 EVEQ 5.25 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel A 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 pt= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.30 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL erc. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM ROTM Unet U,vm OTM RoTM Unet Usum U,,,�, HD (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (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 "": OM ""0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00;0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. 0.0 1.00 ' 0.00+ 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0. 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ='°,0,0 0 0 "1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0" l 0.0 '' 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00' 0,00 0.00 0.00 0.00 0.00 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 EV,,,,„d 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 pt= 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 eff C0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Usum OTM RoTM Unet Usnm U. HD (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (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 x.'0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 --;' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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_,s.8,3 18,0 .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 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 1,00x= -0,00:: 0.00 0.00 0.00 0.00 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 EVH,,nd 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 !; SiEARWALL'WITH FORCE TRANSFER ID:Front UpperMMSTR* 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= v hdr w= 237.1 plf 1.083 Fdragl eq= 363 F2 eq= 363 • Fdragl w= :18 F2 --1008 H pier= v1 eq= 170.6 p/f v3 eq= 170.6 plf P6 E.Q. 5.0 v1 w= 474.1 p/f v3 w= 474.1 plf P4 WIND feet H total= 2w/h= 1 2w/h= 1 8.083 Fdrag3 eq= : 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 p/f 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 L2= 8.5 L3= ', 4.3 Htotal/L= 0.48 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 p/f 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 Of ► A H head= A v hdr w= 368.8 plf 1.083 !V Fdragl eq= 775 F2 eq= 775 • Fdragl 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 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 plf P4 feet OTM 20800 56950 R OTM 10747 13005 UPLIFT 615 2691 Up above 60 1198 UP sum 675 3889 H/L Ratios: L1= ' 2.8i L2= 11.5I L3= 2.8 Htotal/L= 0.53 , 4 , Hpier/L1= 1.82 Hpier/L3= 1.82 L total= 17.0 feet ► JOB#.CT#14189:Plan 2610 ID:Rear Upper$R23' _ Roof Level wdi=" :I" 1SU: Of V eq 1460.0" 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 ____ A H1 head=rt, vhdr= 155.0 plfH5 head= 1 W 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 Fdra•>w=72.7 A H1 pier= v1 eq= 90.6 plf v3 eq= 90.6 plf v5 eq= 90.6 H5 pier= 4,0 vi w= 251.9 plf v3 w= 251.9 plf v5 w= 251.91 ,i 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 y Fdrag3= • .. Fdra• - 191.7 feet A Fdragl w= 169.5313 Fdragl w= 532.8 Fdrag7eq= •1.7 Fdrag8e• 26.1 y P6TN E.Q. Fdrag7w=532.8 Fdrag8w=72.7 A P6 WIND v sill eq= 55.8 plf Hl sill= (0.6-0.14Sds)D 0.60 vsill w= 155.0 p/f 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 4 ► , 1.4 4 1.4 4 4 ► Hpier/L1= 1.14 Hpier/L3= 0.36 L total= 26.0 feet Hpier/L5= 2.67 0.90 L reduction