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zt4-57-7,c)t4 -U7Z 1376.c5ty CT E Ni G ! NEE RING i'E` w 2 r 210'16 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. „tr.,,,. 208.285.4512 (V) 206.285.0618 (F) � s #15238 Structural Calculations River Terrace Eo PRo, j Plan 2610 4'0 Elevation D �d di Tigard, OR �.11 � 22,Ne ��Fs T. 0 Design Criteria: 2012 IBC (ORSC, OSSC) 09/17/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 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: 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# ROOF Roofing 3.5 psf Roofing-future 0.0 psf 5/8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0'psf (1) 518"gypsum ceiling 2.8'psf Misc./Meeh. 1.5 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0?psf NO gypsum concrete ! 0.0'psf 3./4"plywood (O.S.B.) 2.7 psf joist at 12" 2.5 psf Insulation 1.0'psf (1) 1/2"gypsum •ceiling 2.2 psf Misc. 2.6`psf FLOOR DEAD LOAD 15.0 PSF SEE SHEET A7 FOR ROOF FRAMING OVER GARAGE 42)2x8 HDJ+._ ----11[ 2 2x8 HDR RP.dl RB.d2 w w w M. O a 1---- 0 ! U _ 1111y ru 41 I 14-o i ._ r 1 -71.: o�co ErrROOF TRUSSES AT 24" O.C. TYP. EN y 1 i ,i,to '1:1I a 11" v E22—C307', I ACCE I I gh -4— GT.d3 I I Oz I - - - --1 % - J 1 I�a• BO •v I1 CHORD, TYP. 'r � I I \ • I Lou" � o f---1 GT GT N41 7--) 1- t 7 0 0 \ I a •k PNU x • w ,. •\ I ♦ l C9 0 a' w o a I� I 1 f �•� =MINIRB_dS m �� I�• (2)2x8 HDR RE.d6 (2)2 8 HDR (2)2 c8 HDR F2x8 HDR •I 0 X PLAN 2610D ROOF FRAMING PLAN 1/4"=1'-0" FRENCH REVIVAL 0 /CS16 CS16 A H r 1 L, I r -1 I CI I/ An 0 CO 1- 11- ' Z FWASHER] DRYER CO I- LI El i L + I - II --c.....„ t 0 . i I o. 0 , , . °D t MST37 MST37/r P4 s18.2 i PLAN 2610D UPPER LEVEL SHEARWALLS 1/4"=1'-0" FRENCH REVIVAL AZli 13 STHD14 I i GABLE END TRUSS B.dl 44xHDR 4X12 HDR .. A I-- i____ —1 1 MANUFACITURED ROOF /N I TRUSSES AT 24" O.C. -r —� w I a cc 1 > r—I2-2"-x30-;C 1 e o P6TN I ArnI • ILn ACCESS �l a \0 F P4 a a a 0 /Ca16 i CS16 ; `// STHD14 1 \ j 10 B.d2 3,5X11 BIG BERM 1 y - m �:' EL J X �. T -1 in v P4 Li a CO 1 /STHD14 !/STHD14 CO %) 1 a a 1 Mill pl.c r0 7 , e ...I ,, ,1 ,r 03 .A \ �GT ABOVE _1 3E • �'' _ __GT ABOV@ XCC= :.• ' I J m , tf1 �,CIL,- '' p '1 I I _L X Cc ir b 2 POST 2 LVL FB of IA Z I CC I---'- 1 I 'U I // �9 2 �I ����/xJ U > II l,f---� STAIR l J Z > I n \FRAMING/ --1Q COX rt 11,E I \I �m— —1 I \\ / w Q Z I • ts 1.mTi_ C �.� �\ / M Ce Q l.L LLI Q x w - v�C vj A o c%J 0 N vZ 14" FLOOR TRUSSES 019.2" O.C.j11'. m''u \\ m W Q 67 L a ; / \` w LL J H XQ ti JAL I /B.c18\ Lu d N❑ 'O L W 111 =I 1---I lJ ti '- i L v it:75-X1-4 cc GT ABOVE I`_ I -i I 0 X©.� GT ABOVE L �j GT ABOVE t��. T1 �I vN W 1 r___ D p FIXTURES I 2 r 1 ;'m ABOVE I` I ,, lE 121)48 HDR ��J 1 6 '" U E 1—a ==Gt3 ABOVE1 CI I / u' B.d9 _ O 2x ROOF ' I N X FRAMING i FI I' — ximm1GT ABOVE Qa. LLXJ-I 4X4(min.}� `7`' 04 I n B.d12 0 STICK FRAME E I.' 1 MP ©24" O.C. `a I II A iCK FRA E L,- - _ ,RIM BOA HDU8 I. HDU8 `0 24" •C. B d19 HDR 22'-0" • i 3'-10,Y" 16'-3" 1'-103/2 P3 , ;STHD14 -s.-• Mr r- f- - --� 1 r - n 3W CONC. SLAB OVER 4" FREE DRAINAGE MATERIAL ® OVER COMPACTED FILL II 1. VERIFY GARAGE SLAB HEIGHT I pI WITH GRADING PLAN 1- -16" I Leto ui 3W CONC. a PATIO SLAB 14" e SLOPE 1 2"DNI Pp3 o 6'-3' I-7 I 1'-9� ' I.-8 ,STHD148-1J/2" J• -0" 4 7'-2Y2" J . ' ��_____—___—_� VARIES : MIN. -3" FROM TOP OF7 7 a I , STFM WALL I ,STHD14 P4 " I I r' -12 14" STHD 4 t N , r J N �� -1r TL___J • ---- -- o I i --E 1 i` I I r 00 i t I I 1',� a -3. • ! I I J __J / -',..6.-c., I FURNACE i ABOVE I---I I � UJ 1FIXTURE ABOVE—f- \II r �_i Sn I I \ -f I N U} ;I---I! ' z o, L� I: n I- J1 co 181 4I CRAWL ` 4. FINISHED FLOOR I SPAC JCCESS L• 7 / AT +0'-0" y / L r1 '' ,: r -1 1 r L�J J LII L, fiFTG. I I 1 30")130"X10"FIG. o, 2-8. 3-9Y41 I W/(t)#4 EA.WAY k Jr I s o I I •i uJ 4 i 1.-1----0 Q r a - I '.---ILL I 914"I-JOISTS AT 19.2" O.C. "' _ / LIJ TYPICAL n 1 1- 12'-0" n ESL r ,1 14'-0" LL! 1r s-m 18"X18"X10"FTG. ?� In 1-rt~ W/(2)#4 EA.WAY i 10 1-121/4"/.4„, v o i / TYP.U.N.O. I r+, L J 12Y4"I 7LVL 1.75X9.5 _ 1 L TMJ._..___—__ _. °10 I -3" t I , _ _ N 1— 1.1 b ® r I _ in L J2z4 PONY r1 I 9 0" -� • \ LVL 1.75X9.5 WALL I` -5" ift 1� m 6 , SIM. o 0 jr-6' - 1n 0 > LL, SLOPE 1Yz" r_J, `v 'L ;d I JII-12/4"I1 q I I -- '� -rte�� -J x-LI314' CONC. SLAB 1 a -� I rn -� i _ - •\ A L J I HDUB 2P3 17 0"HDU8/ STEM WALL 9'-0" 12Yz" TOP OF 8" 26'-0" '®' -61/2" TOP OF SLAB • PLAN 2610D FOUNDATION PLAN 1/4"=1'-0" FRENCH REVIVAL Title: Job# 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 14189_Plan_2610.ecw:ROOF FRAMING _(cj1983-zoos ENERCALC Engineering Software Description 2610D ROOF GT reactions Timber Member Information :ode Ref: NDSIBC GT.d1 GT d2 GT.d3 GT.d4 Timber Section 3.125x10.5 3.125x10.5 3.125x18 3.125x18 Beam Width in 3.125 3.125 3.125 3.125 Beam Depth in 10.500 10.500 18.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade glas Fir,24F- Douglas Fr,24F- Douglas Fir,24F- Douglas Fir,24F- V4 V4 V4 V4 Fb Basic Allow psi 2,400.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 240.0 240.0 240.0 240.0 Elastic Modulus ksi 1,800.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.000 1.000 Member Type GluLam GluLam GluLam GluLam Repetitive Status No No No No `` _Center Span Data 1 Span ft 17.00 10.00 26.00 26.00 Dead Load #/ft 75.00 30.00 30.00 75.00 Live Load #/ft 125.00 50.00 50.00 125.00 Dead Load #/ft 120.00 60.00 Live Load #/ft 200.00 100.00 Start ft 6.000 17.000 End ft 10.000 26.000 Point#1 DL lbs 638.00 916.00 LL lbs 1,062.00 1,528.00 @ X ft 6.000 17.000 Results Ratio= 0.5471 0.4979 0.7411 0.5070 II Mmax @Center in-k 86.70 78.91 296.42 202.80 @ X= ft 8.50 6.00 16.95 13.00 fb:Actualpsi 1,509.9 1,374.2 1,756.6 1,201.8 Fb:Allowable psi 2,760.0 2,760.0 2,370.3 2,370.3 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 70.3 96.4 92.8 61.6 Fv:Allowable psi 276.0 276.0 240.0 240.0 Shear OK Shear OK Shear OK Shear OK ` Reactions 1 @ Left End DL lbs 637.50 501.20 800.54 975.00 LL lbs 1,062.50 834.80 1,334.69 1,625.00 Max.DL+LL lbs 1,700.00 1,336.00 2,135.23 2,600.00 @ Right End DL lbs 637.50 916.80 1,435.46 975.00 LL lbs 1,062.50 1,527.20 2,393.31 1,625.00 Max.DL+LL lbs 1,700.00 2,444.00 3,828.77 2,600.00 II _Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.260 -0.070 -0.359 -0.282 UDefl Ratio 785.4 1,719.8 868.4 1,106.1 Center LL Defl in -0.433 0.116 0.599 0.470 UDefl Ratio 471.3 1,032.6 520.8 663.6 Center Total Defl in -0.693 -0.186 -0.958 -0.752 Location ft 8.500 5.280 13.832 13.000 UDefl Ratio 294.5 645.2 325.6 414.8 • Title: Job# 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-2003 Timber Beam & Joist Page 1 ` (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:ROOF FRAMING t Description 2610D ROOF FRAMING Timber Member Information :ode Ref: NDS IBC II RB.d1 RB.d2 RB.d3 RB.d4 RB.dS RB.d6 Timber Section 2-2x6 2-2x6 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 5.500 5.500 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 Fur,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fur,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 enter Span Data II Span ft 5.50 5.50 2.50 3.00 4.00 3.00 Dead Load #/ft 90.00 90.00 225.00 225.00 90.00 60.00 Live Load #/ft 150.00 150.00 375.00 375.00 150.00 100.00 Results Ratio= 0.5666 0.5666 0.6263 0.9019 0.2997 0.2405 Mmax @ Center in-k 10.89 10.89 5.62 8.10 5.76 2.16 @ X= ft 2.75 2.75 1.25 1.50 2.00 1.50 fb:Actual psi 720.0 720.0 918.4 1,322.4 380.8 352.7 Fb:Allowable psi 1,270.8 1,270.8 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 50.4 50.4 82.3 103.9 33.9 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 247.50 247.50 281.25 337.50 180.00 90.00 LL lbs 412.50 412.50 468.75 562.50 300.00 150.00 Max.DL+LL lbs 660.00 660.00 750.00 900.00 480.00 240.00 @ Right End DL lbs 247.50 247.50 281.25 337.50 180.00 90.00 LL lbs 412.50 412.50 468.75 562.50 300.00 150.00 Max.DL+LL lbs 660.00 660.00 750.00 900.00 480.00 240.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK ill Center DL Defl in -0.034 -0.034 -0.014 -0.029 -0.010 -0.008 UDefl Ratio 1,926.0 1,926.0 2,114.0 1,223.4 5,006.8 4,587.6 Center LL Defl in -0.057 -0.057 -0.024 -0.049 -0.016 -0.013 UDefl Ratio 1,155.6 1,155.6 1,268.4 734.0 3,004.1 2,752.5 Center Total Defl in -0.091 -0.091 -0.038 -0.078 -0.026 -0.021 Location ft 2.750 2.750 1.250 1.500 2.000 1.500 UDefl Ratio 722.2 722.2 792.7 458.8 1,877.5 1,720.3 Title: Job# Dsgnr:TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN .mmmmmmo Rev: ss000sPage 1 us1983-203ENE CALCEngin ening 03 Timber Beam & Joist 14189_Plan_2610.ecw:FloorFraming (c)1983-2003 ENERCALC Engineering Software Description 2610D FLR FRMG 1 OF 3 [Timber Member Information ;ode Ref: NDS IBC B.d1 B.d2 B.d3 B.d4 B.d5 B.d6 B.d7 Timber Section 4x12 LVL:3.500x14.000 LVL1.750x14.000 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 Fr- Rosboro,Bigbeam Level,LSL 1.55E Level,LSL 1.55E Douglas Fir- Rosboro,Bigbeam Level,LSL 1.55E Lards,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 ne Repetitive Status 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 160.00 160.00 Live Load #/ft 100.00 100.00 Start ft End ft Point#1 DL lbs 120.00 LLlbs 318.00 @ X ft 8.500 [Cantilever Span 11 Span ft 4.00 Uniform Dead Load #/ft 175.00 Uniform Live Load #/ft 140.00 Point#1 DL lbs 410.00 LL lbs 440.00 X ft 4.000 [Results Ratio= 0.7774 0.4340 0.0667 0.3268 0.3662 0.6459 0.0897 Mmax @ Center in-k 65.34 171.20 10.20 86.87 13.14 332.29 11.92 X= ft 8.25 9.52 2.00 4.50 1.75 8.50 4.25 Mmax @ Cantilever in-k 0.00 -71.04 0.00 0.00 0.00 0.00 0.00 fb:Actual psi 885.0 1,497.4 178.4 759.8 428.5 1,937.6 208.5 Fb:Allowable psi Bending OK 5 Bending OK 3,450.0 Bending OK 2,673.8 Bending OK 2,325.0 Bending OK 1,170.0 Bending OK 3,000.0 2,325.0 Bending OK fv:Actual psi 44.7 94.7 22.1 73.3 48.5 111.6 20.8 Fv:Allowable psi Shear OK 207.0 Shear OK 345.0 3Shear OK 5 Shear OK 310.0 Shear OK 180.0 Shear OK 300.0 310.0 Shear OK [Reactions 111 @ Left End DL lbs 495.00 1,598.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 1,400.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 2,998.00 850.00 3,217.50 1,251.25 6,296.50 467.50 @ Right End DL lbs 495.00 3,012.00 410.00 877.50 341.25 1,717.50 127.50 LL lbs 825.00 2,544.00 440.00 2,340.00 910.00 4,579.00 340.00 Max.DL+LL lbs 1,320.00 5,556.00 850.00 3,217.50 1,251.25 6,296.50 467.50 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: Job# Dsgnr: TRE Date: 4:28PM, 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 2 ` (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing t Description 2610D FLR FRMG 1 OF 3 Center DL Defl in -0.151 -0.284 -0.002 -0.023 -0.004 -0.147 -0.006 UDefl Ratio 1,314.8 846.1 25,214.4 4,654.3 11,344.7 1,389.8 17,955.8 Center LL Defl in -0.251 -0.286 -0.002 -0.062 -0.010 -0.391 -0.015 UDefl Ratio 788.9 838.5 23,495.2 1,745.3 4,254.3 521.4 6,733.4 Center Total Defl in -0.402 -0.570 -0.004 -0.085 -0.014 -0.538 -0.021 Location ft 8.250 9.840 2.000 4.500 1.750 8.500 4.250 UDefl Ratio 493.1 421.3 12,162.2 1,269.3 3,094.0 379.1 4,897.0 Cantilever DL Defl in 0.135 Cantilever LL Defl in 0.096 Total Cant.Defl in 0.230 UDefl Ratio 416.7 Title: Job# Dsgnr:TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Timber Beam & Joist Page 1 User:3-2 0 3 ENE,Ver 5.8.0,1-Dec-2003 EngineeringSoftware 14189_Plan_2610.ecw:Floor Framing _(c)1983-2003 ENERCALC Description 2610D FLR FRMG 2 OF 3 Timber Member Information ;ode Ref: NDS IBC B.d8 B.d9 B.d10 B.d11 B.d12 B.d13 B.d14 Timber Section -VL:1.750x14.000 2-2x8 LVL:1.750x14.000 LVL:1.750x14.000 LVL:1.750x14.000 2-2x8 2-2x8 Beam Width in 1.750 3.000 1.750 1.750 1.750 3.000 3.000 Beam Depth in 14.000 7.250 14.000 14.000 14.000 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Level,LSL 1.55E Hem Fr,No.2 Level,LSL 1.55E iLevel,LSL 1.55E Level,LSL 1.55E Hem Fr,No.2 Hem Ar,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 2,325.0 850.0 850.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 310.0 150.0 150.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,550.0 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 Manuf/Pine Sawn Sawn Repetitive Status No No No No No _ No Center Span Data Span ft 6.00 3.50 9.00 5.00 9.00 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 190.00 160.00 175.00 325.00 160.00 Live Load #/ft 150.00 100.00 125.00 375.00 100.00 Start ft End ft Point#1 DL lbs 128.00 LL lbs 340.00 @ X ft 3.500 [Results Ratio= 0.0832 0.0754 0.3140 0.1313 0.2822 0.2631 0.1885 11 Mmax @ Center in-k 11.06 2.02 47.99 20.06 43.13 8.11 5.81 @ X= ft 3.50 1.75 4.50 2.50 4.50 1.25 1.25 fb:Actual psi 193.5 76.9 839.5 350.9 754.5 308.6 221.2 Fb:Allowable psi Bending OK 2,325.0 Bending OK 1,020.0 2,673.8 1,173.0 1,173.0 Bending OK 2,673.8 Bending OK Bending OK 2,673.8 Bending OK Bending OK fv:Actual psi 22.9 8.7 81.0 43.9 72.8 38.8 27.8 Fv:Allowable psi Shear OK 310.0 Shear OK 150.0 Shear 356.5 Shear 356.5 Shear 356.5 Shear OK 172.5 Shea172.5 OK 5 Reactions @ Left End DL lbs 98.33 52.50 922.50 587.50 855.00 462.50 350.00 LL lbs 261.67 140.00 855.00 750.00 742.50 618.75 425.00 Max.DL+LL lbs 360.00 192.50 1,777.50 1,337.50 1,597.50 1,081.25 775.00 @ Right End DL lbs 119.67 52.50 922.50 587.50 855.00 462.50 350.00 LL lbs 318.33 140.00 855.00 750.00 742.50 618.75 425.00 Max.DL+LL lbs 438.00 192.50 1,777.50 1,337.50 1,597.50 1,081.25 775.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.001 -0.049 -0.005 -0.045 -0.003 -0.002 UDefl Ratio 31,996.0 51,354.9 2,213.6 11,261.7 2,388.4 11,425.8 15,098.3 Center LL Defl in -0.006 -0.002 -0.045 -0.007 -0.039 -0.004 -0.002 UDefl Ratio 12,030.8 19,258.1 2,388.4 8,821.7 2,750.2 8,540.5 12,433.9 Center Total Defl in -0.008 -0.003 -0.094 -0.012 -0.084 -0.006 -0.004 Location ft3.096 1.750 4.500 2.500 4.500 1.250 1.250 UDefl Ratio 8,743.3 14,005.9 1,148.8 4,946.7 1,278.3 4,887.3 6,818.6 Title: Job# 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 1 (c)1983-2003 ENERCALC Engineering Software 14189_Plan_2610.ecw:Floor Framing Description 2610D FLR FRMG 3 OF 3 [limber Member Information ;ode Ref: NDS IBC B.d15 B.d16 B.d17 B.d18 B.d19 B.b20 Timber Section 2-2x8 2-2x8 2-2x8 2-2x8 2-2x8 4x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.500 Beam Depth in 7.250 7.250 7.250 7.250 7.250 9.250 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 Fir,No.2 Hem Fir,No.2 Douglas Rr- Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 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 enter Span Data Span ft 4.50 2.50 3.00 3.50 3.50 16.00 Dead Load #/ft 120.00 150.00 150.00 150.00 30.00 60.00 Live Load #/ft 320.00 400.00 400.00 400.00 50.00 100.00 Dead Load #/ft 160.00 160.00 325.00 160.00 Live Load #/ft 100.00 100.00 375.00 100.00 Start ft End ft Point#1 DL lbs 638.00 LL lbs 1,062.00 @ X ft 1.250 Results Ratio= 0.6897 0.6599 0.5474 0.4828 0.0477 0.9911 Mmax @ Center in-k 21.26 20.34 16.87 14.88 1.47 61.44 @ X= ft 2.25 1.25 1.50 1.75 1.75 8.00 fb:Actual psi 809.0 774.1 642.1 566.3 55.9 1,231.0 Fb:Allowable psi 1,173.0 1,173.0 1,173.0 1,173.0 1,173.0 1,242.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 79.9 94.9 77.6 64.1 6.3 53.6 Fv:Allowable psi 172.5 172.5 172.5 172.5 172.5 207.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions II @ Left End DL lbs 630.00 706.50 712.50 542.50 52.50 480.00 LL lbs 945.00 1,156.00 1,162.50 875.00 87.50 800.00 Max.DL+LL lbs 1,575.00 1,862.50 1,875.00 1,417.50 140.00 1,280.00 @ Right End DL lbs 630.00 706.50 712.50 542.50 52.50 480.00 LL lbs 945.00 1,156.00 1,162.50 875.00 87.50 800.00 Max.DL+LL lbs 1,575.00 1,862.50 1,875.00 1,417.50 140.00 1,280.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.021 -0.005 -0.007 -0.008 -0.001 -0.240 L/Defl Ratio 2,588.9 5,885.3 5,150.5 4,969.8 51,354.9 801.6 Center LL Defl in -0.031 -0.008 -0.011 -0.014 -0.001 -0.399 UDefi Ratio 1,725.9 3,583.6 3,156.8 3,081.3 30,812.9 480.9 Center Total Defl in -0.052 -0.013 -0.018 -0.022 -0.002 -0.639 Location ft 2.250 1.250 1.500 1.750 1.750 8.000 UDefl Ratio 1,035.6 2,227.4 1,957.2 1,902.0 19,258.1 300.6 • Title: Job# Dsgnr: TRE Date: 4:28PM, 16 SEP 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN [Rev: Ss000sPage 1 Us19 3-2-03 ENE Ver C Engineering 1-Dec-2003 Timber Beam & Joist 14189_Plan_2610.ecw:CRAWLSPACE FRAMING (c)1983-2003 ENERCALC Software 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 Fr- larth,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 snee1 80.0 [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 UDefI Ratio 959.5 Center Total Defl in -0.099 Location ft 2.875 UDefI Ratio 697.8 TJI JOISTS and RAFTERS 1 i 1 . Joist T `b Code_ Code ' Code_1 + Su est Sug est Suggest Lpick ' Lpick Lpick i Lpick 1 d Spa. LL DL M max V max 1 El L fb L N L TL240:L LL3601 L max TL dell. 1 LL deft. t L T 360 L L 480 L max 'TL deft TL dell LL deft LL dell size&grade [width(in) depth(m) (in.) ' (psf) (psf) (ft-lbs) (psi) (psi) (ft.) (ft.) (ft.) ; (ft.) 1 (ft.) (in.) (in.) (ft.) (ft.) (ft.) (in.) ratio (in.).....I ratio I I , 9.5"TJI 110 1.751 9.51 19.21 40 15, 2380 1220; 1 40E+08 14 71 27 73 15 23 14 80 14 71 0.66; -0.481 13.31__._. 13.45 1 ; ,_----- ._- 13 31 0.44[_ 360 0 321 495 9.5"TJI 110 1.75, 9.5 16 40 151 `- 2380 1220; 1.40E+08 16.11 33.27 16.19; 15.73, 15.73- 0.721 0.521 14.14 14.29 14.14 0.47 360 0.341 495 9.5"TJI 1101 1.751 9.51 121 40 151 2380 12201 1.40E+08 18.61 44.36 I821 0.58 15.57 15.73 15.57 0.561 360 0.381 495 9.5"TJI 110 1.75 19.19 64! 0 851 0 62_ 16 77 16.94 16.77' 0.56 I' 4 360 0.41 495 _.__ 9.61 40 15 2380 12204 1.40E+OS 20.80 55.45 t --- --- ---- 9.5'TJI 11011.75 9.51 19.2; 40 10 2500 1220 1.57E+08 15.81 30.50 16.34 15.371 15.371 0.641 0A11 14.27 13.97 13 97 0A41 384 0.351 480 9,5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08: 17,32 36.60 17.36 16.34 15.34 0.68 0.54 15.17 14.84 ' 14.84 "0.46 384 0.37 480 9.5"TJI 110 1 751 9 51 121 40 101 2500 1220' 1.57E+08 20.001_ 48.80 19.111 17 98 17 981 9.5'TJI 110, 1.751 "'----' -- ----- -- -- --- 0.7514_ 0.60 II 16 69 16.34 16.34 0.51i 384 0.411 480_ 9.5 9.61 40 101 2500 122011.57E+08 22.36 61.00 20.581 19.37 19.37: 0.811 0.65 17.98 17.60 � 17.60 0.551 384 0.44f 480 9.5"TJI 2101 2.06251 9.5 19.21 40 101 3000 1330 1.87E+08 17.321 33.25 17.32i 16.301 16.30: 0.681 0.54 j 15.13 14.81 14.81 0.46 384 0.371 480 9.5"TJ1210 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 9.5 122 40 10 3000 1330 _1.87E+08 21.911 53.M 20 261 19.061 19.06.i._ 0 791 0 64' 177.0 17A2 17.32 0.54; 384 0.43 480 9.5"TJI 210] 2.06251 ��--�------- - . 0.53 2 ' 9.5 9.61 40 10 3000 13301- 1.87E+08 24.49 66.50 21.82. 20.53f 20 53 0.861 , - - - ---- -- ------- 0 68 19.06 18.66 18.66 0.58r 384 0.47 480 9.5"TJI 2301 2.3125) 9.5 19.21 40 10 3330 13301 2.06E+08 18.251 33.25 17.89 16.83 16.83, 0.70' 0.56 15.63 15.29 . 15.29 0.481 384 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 9.51 121 40 101 3330 13301 2.06E+08 23.081 53.20 20.921 19.691 19.691 0.821 0.66 1 18.28 17.89 17.89 9.5"TJI 2301 2.3125; 9.5 9.6; 40 101 ; 2.06E+08 25.81 66.50 22.541 21.211 21.21: 0.881 0.71 19.69 19.27 19.27' 0.601 384 0.48 480 1 3330 1330, 384 0.45 480 11.875"TJI 1101 1 75 11.875 19.21 40 10 3160 15601, 2.67E+08 17.78 39.00 19.561 18.351 17.78: 0 67 0.54}I 17.04 16.67 16,67: 0.521 384 0.421 480 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"TJ11101 1.751 11.8751 12 40 101 3160 156012.67E+08 22.491 62.40 22.81, 21.461 21.46,' 0.89 0.72 19.93 19.50 19.50' 0.61 384 0.49 480 11.875"TJI 1101 1.751 11.8751 9.61 40 101 3160 1560; 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77 21.46 21.01 21.01 0.66 384 0.53 480 1 11.875'TJI 210 2.06251 11.8751 19.5 40 101 3795 1655 3.15E+08 19.481 41.38 20.61 19.39 19.39 0.81 0.651 18.00 17.62 17.62.., 0.55, 384 0.44 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 '3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 11.875" i TJI 2101 2 0625 11A75 121 40 10 3795 1655)_3.15E+08 24.64' 66.20 24.101 22 68 22.681._ 0.95 0.76 I 21M5 20.61 20.61 0.641 384 0.52 384 1 480 480 11.875"TJI 2101 2.06251 11.875 9.6' 40 10' 3795 1655' 3.15E+08 27.55i 82.75 25.96 24.43 24.43.: 1.02 0.81 l 22.68 22.20 22.20' 0.691 384 0.551 480 11.875"TJI 2301 2.3125 11.875 19.2) 40 10 4215 1655 3.47E+08 20.53 41.38 21.281 20.03 20.03; 0.831 0.67 18.59 18.2018 20 0 57 384 0.451 480 11.875"TJI 230 2.3125 11.875 16 4 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 2.31251 11.875 12 40 10 4215 1655 3.47E+08 25.97 66.20 24.89L 23 421. 23.42: 0.98 0.781 21.74 21.28 21.28' 0.671 384 0.53 480 11.875''TJI 2301 2.31251- 11575 9.6 40 10 4215 16551 3 47E+08 29.03 82.75 26.81,_ 25.231 25.23 1.05 0.841 23 42 22.93 22.93 0.72, 384 0.57 480 • 1 1 .: 11.875"RFPI 4001 2.06251 11.875 19.21 40 101 4315 14801 3.30E+08 20.771 37.00 20.931 19.691 19.69' 0.82) 0.661 18.28 17.8917.89 0.56 384 0.451 480 111.875"RFPI 4001 1.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 ;,;18.01" 0.59 384 0.48I 480 1 23.031 23.03i 0.961 0.77 21.38 20.93 20.93 0.65i 384 0.52 11.875"RFPI 400 2.06251 11.875) 9.61 40 12) l 101 431 101 5 1480' 3.30E+08 29.38 1480; 3.30E+08 1 74.001 26.37! 24.811 4.811 11.031 0.831 23.03 22.54 22.54' 0.70; 3841 0.561 4480 80 Page 1 D+L+S CT#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 Bucklin Factor D+L+3 Cr __ -__ c 0.80 Constant(= Section 3.7.1.5 ---_ Cf(Fb) Cf(Fc) 1997 NDS KcE 0.30(Constant)> Sectlon 3.7.1.5�-__���factor Cd b Cd Fc_ E. 3.7-1 -.. Cb adth > Section 2.3.10 ®� ,sl • .sipi• •I _ .si nrioni fb/ NDS 3.9.2 Ma Wall duration duratio factor E Fc perp Fce Stud Grade Width Depth Sparine,Height Vert.Load Hor.Loa <.1.0 Load Piet-Cd(Flo)Cd(Fc) Cf Cf Fc Pare Fb"1-fc/Fce in. in. 7. •If •sf •If Fb Fc 0.000 H-F Stud 1.5 3.5 16 7.7083 26.4 1730 0.9916 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 515.42 441.22 439.37 1.00 0.00 H-F Stud 1.5 3.5 16 9 30.9 1340 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 854506 966 378.09 340.90 340.00 1.00 0.00 0.000 H-F Stud 1111111018.25 28.3 1550 0.9921 1993.4 1.00 1.15 _1.05 1.15 675 405 800 1,200,000iiii 506INE3 449.95 395.22 393.65 1.00 0.00 0.000 H-F Stud 8.25 28.3 2070 0.9953 2657.8 1.00 1.15 1.05 1.15 675 405 800 1,200,000 506 449.95 395.22 394.29 1.00 0.00 0.000 11 H-F Stud 1.5 3.5 8.25 28.3 3100 0.9921 3986.7 1.00 1.15 1.05 1.15 675 405 800 1,200,000 854 506 966 449.95 395.22 393.65 1.00 0.00 0.000 5.438 15.42 431.52 430.48 .00 0.00 0.000 SPF Stud 1.5 3.5 7.7083 26.4 1695 0.9952 2091.8 1.00 1.15 1.05 .15 675 425 725 1 200 000 854 531 1.05® 425 ®1.200,000 ®87 5 � 0.00 0.000 ®®��� � 0.9944 1.00 ® 1.05 675 �i®1,200,000 ®o' 378.09��m� 0.00 0.000 �1®®®����� 0.9957 1.00 ®® ® 1,200,000® iM 1 I]� 0.00 0.000 ili SPF Stud ®® �'``®� 0.9925 � 1.00 ®®�0 ® 675 ® SPF Stud ® 3.5 8.25 28.3 203011111.11.0 0.9925 2789.1 1.00 1.15 ®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 ® 3.5 8.25 28.3 3050 0 0.9957 4183.6 1.00 1.15 ®1.05 1.15 675 425 725 1,200,000 854 531 875.438 449.95 388.13 387.30 1.00 0.00 0.000 H-F#2 1.5 5.5 16 7.7083 16.8 3132 0 0.2408 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1378.83 1031.58 506.18 0.49 0.00 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 0 0.3652 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1011.45 837.57 508.18 0.60 0.00 0.000 H-F#2 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 1203.70 946.77 508.18 0.53 0.00 0.000 150 1 400 000 1 308 531 015.45 531.23 0.52 0 00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0 0 3905 32 �®®�® 875� 425® 1®1,400,000 531 14 1484.891 ®� 0 00 0 000 SPF#2 ®®����� ®® ®�gi 1150 1,400,000®�1296.30 945.38 531.23 0.56 0.00 0.000 SPF#2 ®®�®® 3287 0 0.3158 3287.1 1.00 1.10 _____----__11MINIIIIIIMM___12- ININIININIIIIIIINIIINIMM654®®® SPF Stud ®®�� 50.0 545 0 0.9913 2091.8 1.00 ®®1.05®��® SPF#2 ®®IN31111.11DIEEMEIMINIIMID®®® 1.15 ®110®® 425 1150 1,400,000 1,308® NEME®MEMINED 0.00 0.000 H-F#2 1.5 5.5 16 19 41.5 1360 0 0.9969 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 1,271 506 1644.5 226.94 220.14 219.80 1.00 0.00 0.000 Page 1 D+L+W CT#14189-Betahny Creek Falls I LOAD CASE (12-13) (BASED ON ANSI/AF&PA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design BucMin•Factor D+L+W EU0.80(Constant)=SecBon 3.7.1.5 _- 0.30 Constant > Section 3.7.1.5 __ _-- ==- �_[��Section 2.3.10 -������__� �-�1 ]-1997 NDS -_-_Bendin'QQN121211111111111111•11•111111 QMI] Cb ICIZEINIMINIMILIEESIMIIIMIIIIIIIIIMINION11111111.111 mgnmmmmmmmmmmmmmmmc:Emamzm dura0on dura lo factor factor perp����®� Stud Grade Width Depth Spoon!,Height Vert.Load Hor.Load r_1.0 Load©Plan/Cd Fc Cf Ci In, in. In. ft. .If „f ( ) Fc perp Fc E Fb'IFc er Po/ H-F Stud 'If Fb Fc -I ..I •sI .I .I Fb"1-fc/Fce 7.7083 26.4 1075 9.71 0.9951 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 515.42 427.08 273.02 0.64 376.78 0.586 H-F Stud 9 30.9 755 8.46 0.9942 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 378.09 333.99 191.75 0.57 447.52 0.865 H-F Stud ®®Kiiii®IIMICI®''-�'' 0.9998 Wan 1.60 man®1.05 H-F Stud ®®���®' '�� 0.9943 ®� 405 800 1,zoo,000�r..®i: 333.89��i.j�i�, 0.577 H-F Stud 1.5 ®® � 1425 ®®®" ® ' ®� 405 800 1,200,000�c..��m 1 � ma® 0.585 �IcI 0.9974 2657.8 ��®Ii 1.15� = 800 1,200 000�®'' 2�. mummaima 0.500 H-F Stud 1.5 3.5III 8.25 28.3 2355 8.13 0.9981 3986.7 1.60 1.001.05 1.15 875 405 800 1,200,000 1,366 506 840 449.95 384.87 299.05 0.78 180.69 0.394 SPF Stud 1.5 3.5 7.7083 26.4 1060 9.71 0.9971 2091.8 1.60 1.00 ®1.05 1.15 675 425 725 1,200000 1,366 531 761.25 515.42 415.53 269.21 0.65 376.78 0.577 SPF Stud ®®11101111111111EIN''�"' 'I' 2091.8 BEM too ®1.05 11101112EUE11111E11 1,200,000 1,366®MIIE11113231=1 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 1,366 761.25 378.00 328.30 214.29 0.65 335.64 0.567 SPF Stud ®H� 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 1.5 3.5 8.25 28.3 1405 8.13 0.9952 _ 2789.1 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366® 761.25 376.35 0.71 271.03 0.490 SPF Stud 1.5 15 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® 761.25 M 376.35® 0.78 180.69 0.383 IMIIK®®mEK�' ®NKIng 0.3909 MEM 1.60 ®" ®IK®KECI405 1300 1,300,000 2,0331111111Ea®i 969.91 506.18 0.52 152.58 H-F#2 1.5 5.5 9 19.6 3132 8.46 0.5743 3132.4 1.60 1.001.10 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 1.60 1.00 ®1.10 1.15 850 405 1300 1,300,000 2033 506 1430 1203.70 899.13 506.18 0.56 146.34 0.124 SPF#2 ® 101311 _ 0.4327 ®®'® 1:011425 SPF#2 ®��� � 0.6033 r ��®�®� 425 NM 1,400,000 ]® 940.30®�i :�� 1 MEM SPF#2 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1.00 1.10 1.15 875 425 150 1,400,0 000® 531 512® 8864,59® 0,60146.34 0169 SPF Stud 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.14 17.78 0.13 NNW* 0.979 SPF#2 19 41.5 660 9.71 0.9941 3287.1 1.60 1.00 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 106.67 0.46 927.02 0.788 111 H-F#2 1.5 5.5 16 19 41.5 600 9.71 0.9821 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 1 D*L+W+.5S CT#14188-Betahny Creek Falls I LOAD CASE I (12-14) 1 (BASED ON ANSI/AF&PA NDS-1697) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucklin.Factor D+L+W+S12 ___- _ _ c 0.80(Constant > Section 3.7.1.5----_ NI-- (Fb) Cf(Fc) 1997 NDS Cbb (VNadass)) > Section 2.3.100 Cf Cr KC0.30( arie > Section 2.3.1Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.92 Maz.Wall duration duredo factor factor use Fb' Fc perp' Fc' - F'c � Po/ Stud Grade Width Depth Sped'''. Height Le/d Vert.Load Hor.Load u>1.0 oad©Plat-Cd(Fb)Cd(Fc Cf Cf Cr •` •I •I .sl •i •si Fh'1-fo/Fce In. In. In. ft. •8 •-i Fb (Fc H-F Stud ®®II 7.7083 26.4 1095 9.71 0.9962 1993.4 1.60 1.15 ®1.05 1.15 675 405 800 1,200,000 1,366 506111E1 515.42 441.22 278.10 0.63 376.78 0.599 H-F Stud 9 30.9 765 8.46 0.9986 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 378.09 340.90 194.29 0.57 447.52 0.674 2211d . NCI8.252 NEEI 0.9969 2657.8 ®®I' ®���1,200,000 506 966 340.90 219.05 335.64 H-F Stud ®®® 8.25 28.3 1445 8.13 0.9959 2657.8 1.60 1 15 28.3 985 8 13 0.9963 1993.4 1.60 1.15 ®1.05 1.15 675 405 800 1,200 000 1,366 506 1.05 1.15 675 405 800 1 200 000 1 366 506c 449.95 395.22 275.24 0.70 2761.03 0.5911 H-F Stud 1.5 3.5 ® 8.25 28.3 2390 8.13 0.9960 3986.7 1.80 1.15 ®1.05 1.15 875 405 800 1.200,000 1.386 506 966 449.95 395.22 303.49 0.77 180.69 0.408 SPF Stud 1.5 3.5 7.7083 26.4 1080 9.71 0.9935 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 274.29 0.64 376.78 0.589 SPF Stud 1.5 3.5 16 9 30.9 760 8.46 0.9988 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 378.09 336.17 193.02 0.57 447.52 0.669 SPF Stud 1.5 3.5 12 9 30.9 1140 8.46 0.9944 2789.1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 378.09 336.17 217.14 0.65 335.64 00.588 .577 SPF Stud 1.5 3.5 16 8.25 28.3 975 8.13 0.9952 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 247.62 0.64 361.37 0.503 SPF Stud 1.5 3.5 ® 8.25 28.3 1430l 0.9952 2789.1 1.60 1.15_ 1.05 1.15 _675 425 725 1,200,000_1,366 I 449.95 388.13 ®"�'.�' SPF Stud 1.5 3.5 8.25 28.3 2360 8.13 0.9922 4183.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 299.98 0.77 180.69 0.396 H-F#2 1.5 5.5 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 9 19.8 3132 8.46 0.5437 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 508 1844.5 1011.45 837.57 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.34 0.124 54.75 015.45 531.23 0.52 SPF#2 1.5 5.5 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.10 1.15 875 425 1150 1,400,000 2093®1 400 000 2 093 531 14�1484.89 1 �1� SPF#2 ®�®® ®®®®®®®® 1®1,400,000 1454.75 1296.30 945.38 531.23 148.34 0.118 SPF#2 �®� 3287 8.13 0.4342 3287.1 1.80 ®®®®®® ®® 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 1##96# 0.979 1454.75 0.45 927.02 0.786 H-F#2 1.5 5.5 18 19 41.5 600 9.71 0.9901 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300 000 2,033 506 1644.5 226.94 220.14 196.97 0.44 927.02 0.796 Page 1 D+L+S+.5W CMIMI TE 14189-Betahny Creek Falls LOAD CASE (12-15) BASED ON ANSI/AFBPA NDS-1897 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 1.00 Desi•n Bucab'Factor IIIMIIIMIIIIIIIIIIIIIIMIIIIWIEIIZEIIIIIIIIIIIINIIIIIIIIIIIIIIIIMIIII --__-___--___- 0.80(Constant)> Section 3.7.1.5====���m= OM 0.80 Constant > Section 3.7.1.5 ___ �MMIM m'��[ �Section 2.3.10 -_-_BendingCom. Size Size Re.N��_ _��11997 q.p P Cd{Fb) Cb Cd(FcEq.3.7-1Stud Grade Width De th S ecin• NDS 3.9.2 MazWail duration duratlo factor factor use p p Height Ved.Load Hor.Load <=1.0 Load Cy Plat:Cd(Fb)Cd(FcCf Cf Cr Fcin. in. in. fl. df •f .K Fb Fcpew E Fb' Fcperp' Fc' F'cfb/ HF Stud ® 3.5 H 7.7083 26.4 1335 4.855 0.9935 1993.4 1.60 1.15 ®1.05 1.15 675 405 800 1,00,000 1,366 •506w515.42 441.22 339.05 0.77 188.39 Fb'1 f 0403 H-F Stud 3.5 9 30.9 970 4.23 0.9923 1993.4 1 378.09 340.90 246.35 0.72 223.76 0.470 H-F Stud 1.5 3.5 12 9 30.9 1380 4.23 0.9978 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 378.09 340.90 262.86 0.77 187.82 0.403 H-F Stud 1.5 3.5 16 8.25 28.3 1195 4.065 0.9960 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 303.49 0.77 180.69 0.406 H-F Stud 1.5 3.5 12 8.25 28.3 1680 4.065 0.9990 2657.8 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 449.95 395.22 320.00 0.81 135.51 0.343 H-F Stud 1.5 3.58.25 28.3 2665 4.065 0.9999 3986.7 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,386 506 966 449.95 395.22 338.41 0.86 90.34 0.267 SPF Stud 1.5 3.5 7.7063 26.4 1315 4.855 0.9907 2091.8 1.60 1.15 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 ®®����� 0.9970®® ®� 425 SPF Stud ®®®� ®1,200,000 ® 378.09 7�..�� 0.466 30.9 1370 4.23 0.9990 2788.1 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 875.436 378.09 336.17 260.95 0.78 187.82 0.396 SPF Stud 28.3 1180 4.065 0.9922 2091.8 1.60 1.15 ®1.05 1.15 675 425 725 1,200,000 1,366®875.438 449.95 388.13 299.68 0.77 180.69 0.396 SPF Stud 1.5 3.5 12 8.25 28.3 16601.11:ala 0.9973 2789.1 1.60 1.15 ®rte• 1.15 675 425 725 1,200,000 1,386 531 875.438 SPF Stud 1.5 3,5 8 8.25 28.3 2630 4.065 0.9989 4183.6 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 449.95 388.13 333.97 0.86 388.13 316.19 0.81190.34inium 0.257 H-F#2 1.5 5.5 16 7.7083 18.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1378.83 1031.58 506.18 0.49 78.29 0.059 H-F#2 1.5 5.5 18 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 90.81 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 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7063 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 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 II �®® 18.0 3287 4 23 0.3750 3287.1 1.60 1.15 1.10 875 425 1150 1,400,000 2,083 531 1454.75 1089.25 850.16 531.23 0.6290.61 0.085 SPF#2 18.0 3287 4.06,095 0.3750 3287.1 1.80 1.15 ®110® 875 425 1150 1,400,000 2,093 531 1454.75 1296.30 945.38 531.23 0.5656 73.17 0.059 SPF Stud 1.5 3.514.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#2 1.5 5.5 ® 19 41.5 935 4.855 0.9925 3287.1 1.60 1.15 ®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 0.9970 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 226.84 220.14 138.80 0.64 463.51 0.594 Page 1 D+L+S+.7E CT#14189-Betahny Creek Falls LOAD CASE �(12-18) 12 16)td (BASED ON ANSI/AFBPA NDS-1997) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 -- Ke 1.00 Design Budding Factor . Cr c 0_80(Constant)> Section 3.7.1.5 - Cf(Fb) Cf(Fc) 1997 NDS KC0.30(Constant)> Section 3.7.1.5Bendin. Corn.. Size Size Re.. Cd Pb Cb Cd Fc E..3.7-1 CbSries > Section 2.3.100 NDS 3.9.2 Max.Wall duration duration factor factor usefb Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load o.1.0 Load 41 Plate Cd(Fb)Cd(Fc)pif Cf Cf (Fc) Cr Pbsi Fc cpi perp Pct Epspsi Fcpperp' Fcai Fpcl F'cF'i Psi fc/F'c psi Fb"{1 nclFceZ in. 3.5 18in. 7. P8 ps H-F Stud 1.5 it-F Stud 1.5 3.5 16 7 7089 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 00.79 141.63 0.364 .75 188.85 0.430 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 1386 506 966 449.95 395.22 31.181 0.79 158.68 00.315 .376 H-F Stud 1.5 3.5 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 0.82H-F Stud 1.5 3.5 12 8.25 28.3 2700 3.57 0.9966 3988.7 1.60 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,368 508 966 449.95 395.22 342.86 0.87 179.34 0.244 SSPF Stud 1.5 3.5 PF Stud 1.5 3.5 16 7.7089 26.4 1395 3.57 0.9984 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 515.42 431.52 354.29 0.82 138.53 0.324 30.9 1000 3.57 0.9918 2091.8 1.60 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531 875.438 378.09 336.17 253.97 0.76 188.85 0.421 SPF Stud 1.5 3.5 12 9 30.9 1410 3.57 0.9062 5 16 8.25 28.3 1210 3.57 0.9932 2091.81 SPF Stud 1.5 3 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 00.306 .366 SPF Stud 1.5 3.5 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 0.83SPF Stud 1.5 35 18 8.25 28.3 2670 3.57 0.9987 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,2007000 1,366 531 875.438 449.95 388.13 339.05 0.87 119.01 79.34 0.238 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 7.7083 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 1837 57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 1.5 5.5 16 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 1484.89531.23 0.52 56.10 0.042 015.45 SPF 02 1.5 5.5 16 7.7083 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 1850.16 531.23 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 84.26 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 0.727 244.40 235.32 164.85 0.70 340.83 0.50 H-F#2 1.5 5.5 16 19 41.5 1945 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 11644 1644.5 226.94 220.14 152.73 0.69 340.83 0.5103 Page 1 • /gill N 4 - - I no locum=St. Suite 302 Seattle,WA •/ '----" -- US-4512 PAX: Client: Page Number: (206)28S-0618 ' sat i p alitil, A 1401;r1, P5r 04 15ov v•-• owe_ . isolet, , . = loco 2,_. 644)(40tis ,lc. 365- ALL. fa. I Wz- (44-01.6) =- 1os 2,4, ...t.- 4440 Af. ..512 fastgfitl- 140 '..- ,,., 111,› -3. - 20tvo *7-•- 1 Sr 01)Sr V - , . 1Y= iesso ,..4. 6,5Y( 2,4)Ms-CPs --..-41- - atir.......t...=4Ntl p.p. ..„.. ; c icii, ficY ... .11-31‘.--1 1,-. 2. lbe 1 36(' Sifire. t 5 . V - A * Structural Englaaers 180 Nickerson St. E N G I N E E R I N G Suite e, Beattie,WA D Q Project: t � e Ct 1 Hate: (296285-4512 S1 Mr71: r /4' tr L FAX: Client: Page Number: (206)285-9618 - I - P 4' P11V Zt:t ... vitti�`fS. ; P - G$. 1. � C, iw. � o: , .1\ , & 5 4 c 2P '‘ \ orr vu gC? s - , -i- , cam? _ 4— 11S)� s�'�, ces s -.. --fig , —• _ = t 40 • ? Ptd, - k � r , O _ - . ssi,. : z ��e w e0.y.- ` : ...A , t '�,hvul N .Y. =W . j:: ' -( 6,P,4.-„). ()11:k r ...t�z3 x- _'. 16`` SA po 1 lM �.M r _ + 23.3k. ..' t,(-. ear t)iZot' ° 0 Strueturai Engineers • C T E N G I N E E R I N G 180 Nickerson St. • Suite 302 �pp j(���, f 1 N C. �.� �+ 9,02-1. 0e. Seattle,WA Project: I ((1 iiko61 7 Pm e'P • ®e2 c Date: 9,021. oe. Q� 98109 41P� ��''pp��� / n (� (206)285-4512 Client: 2072 ,, 66,/ -008 ,Sd/Pws uj Page Number: (206)285-0618 l .- h1 iV�y'1� 8 4)44PLATer } . • ! °1 2S. , - • �---� a2t1 v ..__ Com• Zsi Io 3/X15 s.� . 31_ :.t. "':L ,,- .,,,,..''' :' .( 4)4__. . .', ,,H ..] ::', ,.,' .,,• 1,,H4j �, ,�� ) i _ 12 _ 1 . , , ' d ..;!.5. �- . z x(7/'1 . :,nr ice . �� z ; , '-'2;,,,i x ,_._. rfa - /2-7-7_ b z , rn '- 4, _ -_. _ i Wr 7,W, :: :,. . ''''' ; ; ' , ,, , : . : 7-s Wt 4 --~� .-- 'z lZ . • . . ...4_,t ,�r� Structural Engineers G�SbpwS 4-,3.6,4; f 3 1 L5tnp.�., (p 1 I• I `l', 6¢ 3 U,�y J 1 • Design Maps Summary Report Page 1 of 1 M 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 I - ¢�.a=" Rev ion. j 4 �€ $ y � - - z 4 fid, ,4 a� t377, € ). ,� Mitwat�lkie' ##, --# s - ' k ' s 3 1 ,� y� _ilA/�'�% ,', \ King City •. s ism AMERICA . ,`„ o E-,4 A emipfieert , f «>kA t� ,$5Mp'. �a. ,rr,V ^020-�. . USGS-Provided Output S5 = 0.972 g SMS = 1.080 g Soy = 0.720 g S. = 0.423 g SM: = 0.667 g S°, = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP”building code reference document. M Ilr c Response Spectrum tl,82 Design Response Spectrum Lit) ti: 0 ,72 r - 0 0.G4 it t.st S ti,€ . s ata of 0,55 o.st� r ti as 0.22 04.20„2t o:zz 0,24 011 0, 0 t3.4 Y 0,40 ©.6t8 0. 3 1.00 1, 1.#t? 1. .it 2,. it, _ 0. 0.40 0.€ 0 00 1.tO 1. k 1,b0 2.00 1.CO 1.t'f P*riad T(* c) � T( ) 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 nota 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:#: GT#2012 IBC SEISMIC OVERVIEW CT PROJECT 141189: Plan 2610 Step# 2012 IBC ASCE 7-10 1. RISK CATEGORY TYPE= II Table 1604.5 Table 1.5-1 OCCUPANCY CATEGORY 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.02 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response 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.usos.qov/designmaps/us/apolication.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 Skis= 1.12 EQ 16-37 EQ 11.4-1 SM1=Fv*Si SKI= 0.69 EQ 16-38 EQ 11.4-2 Sps=2/3*SMS Sps= 0.74 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SDI= 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 Do- 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4,0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 Page 1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: CT#14189:Plan 2610 Sps= 0.74 h„ = 18.00(ft) SD1= 0.46 x = 0.75 ASCE 7-05(Table 12.8-2) R= 6.5 C1= 0.020ASCE 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=SDs/(R/IE) 0.114 W ASCE 7-05(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.407 W ASCE 7-05(EQ 12.8-3)(MAX.) Cs=(S01*TO/(T2x(R/IE)) (for T>T L) 0.000 W ASCE 7-05(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-05(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.034 W ASCE 7-05(EQ 12.8-6)(MIN.if Si>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.114 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3(EQ 12.8-11) (EQ 12.8-12) • C,x _ DIAPHR. Story Elevation Height AREA DL w; w; *h,k wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h1k 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 0.45 235 5.25 1st(base) 10.00 0.00 SUM= 64.3 852.0 1.00 5.25 E=V= 7.36(LRFD) E11.4= 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 vv; FPx= EF;*wPx 0.4*SDs*IE*Wp 0.2*SDs*IE*Wp LEVEL (kips) (kips) (kips) (kips) (kips) Ew, FPx Max. FPx Min. Roof 2.91 2.91 26.2 26.2 3.90 2.91 7.79 3.90 2nd 2.35 5.25 38.1 64.3 5.67 3.11 11.33 5.67 1st(base) 0.00 0.00 0.0 64.3 0.00 0.00 0.00 0.00 Page 1 ASCE 7-10 WIND Part2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: CT#14189:Plan 2610 NS E-W F-B S-S 2012 IBC ASCE 7-10 Ridge Elevation(ft)= 30.00 30.00 ft. Roof Plate Ht.= 18.00 18.00 Roof Mean Ht.= 24.00 24.00 ft. -- Building Width= 26.0 56:0'ft. V u/f Wind Speed 3 seg Gust 120 120',mph Figure 1609 V asd. Wind Speed Fig. 26.5-1A thru C P 3 Sec.Gust ;‘ 3 - ; mph (EQ 16-33) Exposure= B B Iw= 1.0 1,0 N/A N/A Roof Type= Gable Gable Ps30 A= 28.6 28.6,psf Figure 28.6-1 P53013= 4.6 4.6 psf Figure 28.6-1 Ps3o c= 20.7 20.7 psf Figure 28.6-1 Ps30 D= 4.7 4.7 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Ke= 1.00 1,00Section 26.8 windward/lee= 1.00 1.00'(Single Family Home) X*Kr*I : 1 1 Ps=X*Kzt*I*Pa3o= (Eq.28.6-1) PS= 28.60 28.60 psf(LRFD) (Eq.28.61) 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) PsAend caverege= 24.7 24.7 psf(LRFD) PS B end 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(NS) Areas(E-W) width factor roof-> 1.00 1;00', (N-S) (E-W) Wind(N-S)(LRFD) Wind(E-W) (LRFD) 0,71 0.71 16 psf min. 16 psf min. width factor 2nd-> 1.00 0.71 wind(LRFD)wlnd(LRFD) DIAPHR. Story Elevation Height AA As Ac AD AA AB Ac AD er 28.4.4 LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft s .ft s .ftP per 28.4.4 WIND SUM WIND SUM ( q )(q ) (sq.ft)(sq.ft)(sq.ft)(sq.ft) Vi(N-S) V(N-S) Vi(E-Wj 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 2nd 8.00 10.00 10,00 9.0 108 0 126 0 108 0 396 p 6'7 10.4 3.98 3.98 6.19 6.19 1st(base) 10.00 0.00 0.00 3.7 8.1 5.70 9.68 11.29 17.48 0 0.00 0.00 Ar= 650 Ar= 1154 10.4 18.5 V("- Page n-s- ( )- 9.68 V(e-w)= 17.48 kips(LRFD) kips(LRFD) kips kips Page 1 ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT*: CT#14189:Plan 2610 SEE SEAW RAPID SOLUTION SPREADSHEET AND INSERT VALUES BELOW Wind(E-W) Min/Part 2(Max.) Min/Method 1(Max.) MAIN WIND-7-10 CHAPTER 28 PART I Wind(N-S) Wind(N-S)(LRFD) Wind(E-W)(LRFD) DIAPHR. Story Elevation Height DESIGN SUM DESIGN VSU� V(NGS) V(N S) DESIGN SIN SUM V(UM LEVEL Height (ft) hi(ft) Vi(N-S) V(N-S) Vi(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 10.40 8.06 18.47 1st(base) 10.00 0.00 0.00 0.00 V(e-w)= 0.00 V(ns)= 10.40 V(e-w)= 18.47 V(n-s)= 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 (N$, (N-S) DESIGN EI W) V((SUM W) Vi(N-S) V(N-S) Vi E'W) V(E-W) GN SUM LEVEL Height (ft) hi(ft) 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 18.47 V(ns)= 8.06 V(e-w)= 14.30 V(n-s)= V(e w� kips(LRRFD)FD) kips(LRFD) kips(ASD) kips(ASD) I Part 1 Base Shear 0.01 Part 2 Base Shear = 0.0 ratio ratio Page 1 CTSHEETPROJECT TITLE:#: CS SHEAPlanRWALL2610 VALUES PER TABLE 4.3A SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size= 0..131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G.= 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia.= 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V "nod V wallowable (15/32"values per (SDPWS-2008) modify per S.G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 P4 760'', 353 339 1065'. 495 P3 980 456 1370 637 P2 1280 595 : 1790. 832 2P4 1520 707 2130 990 2P3 1960 911 2740 2P2 2560 11901274 3580'' 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"W/1 1/4"screw v allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed 2G4 300 150 SHEET TITLE: LATERAL N•S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.91 kips Design Wind N-S V I= 5.16 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 2.91 kips Sum Wind N-S V I= 5.16 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unel U. OTM RoTM Unet Usum Usum HD (sqft) (ft) ( Wall ID T.A. L(ft) L(feK,ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) .62 .22 .22 0.62 .28 -1.28 -1.22 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 655 11.62 58.80 1.20 1.22 20.62 70.210.00 1.20 0.00 0.00 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 -- 2 0.62 6 0.55 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 9 1062 1.62 53.03 3.03 -10.1200 1.12 20.62 63.20 1.16 1.16 0.00 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. 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---- - -- 1190 77.0 77.0=Leff. 5.16 0.00 2.91 0.00 EVMnd 5.16 EVEQ 2.91 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel 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 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 5.25 kips Sum Wind N-S V I= 8.06 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pt= 1.00 Table 4.3.3.5 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 Unet Usum OTM ROTM Unet U.m U,..m 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' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 Ext. gar left 85 16,5 18.5 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 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0--- 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00- - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 : 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0- - ' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ - - -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0""- _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ Ext. right1** 595 37.5 37,5 0,95 015' 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.710 -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--- 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0.0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0--- Ext. right5 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ "" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-__ - 0 0.0 00 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0_._ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - -_ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- _ - - 0 0.0 0.0 1.00 0.00-' 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 __ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ "" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 000' 0.00 0.00 0.00 0.00 1.00 0.00 0 ,__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0__ - - 0 0.0 0.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0___ "" 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1360 97.0 89.8=L eff. 2.90 5.16 2.35 2.91 1.00 E V wind 8.06 E Val 5.25 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE LATERAL NS(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 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 LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Roan Unet Usum OTM RoTM Unet Ueum Usum HD (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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 655 11.62.62 58.80 1.20.22 1.22.22 20.62 0.62 70.20 1.20.28 1.20.28 1.22 .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 -- 0.62 6 0.55 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 699 11.62.62 53.00 -1.123.03 0.00 1.12 2 20.62 63.20 1.16 1.16 0.00 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 0,001 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0,0079 0.00 0.00 0.00 0.00 1.00 0.00 0"' ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- ---- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 1190 77.0 77.0=Leff. 5.16 0.00 2.91 0.00 EVMnd 5.16 EVEQ 2.91 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL N-S(front to back-up/down) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: 2nd Panel Height= 9 ft. Seismic V I= 2.35 kips Design Wind N-S V I= 2.90 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 5.25 kips Sum Wind N-S V I= 8.06 kips Min.Lwall= 2.57 ft. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM ROTM Unet Usum Usum HD (sqft) (ft) (ft) (kit) (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. -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 --- 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-__ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0__ 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0___ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 11.32 15.08 -0.71 -0.711 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-- 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.001 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 0.00P 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0_- -- - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00=- 0.00 0.00 0.00 0.00 1.00 0.00 0___ - - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--_ - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 _-. - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__ --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0__. - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 ___ 1360 84.0 76.8=L eff. 2.90 5.16 2.35 2.91 1.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EVwind 8.06 EVEQ 5.25 Notes: * denotes with shear transfer ** denotes perferated shear wall iSB denotes iSB Shear Panel SHEET TITLE: LATERAL E-W(side to side-left/right) CT PROJECT#: CT#14189:Plan 2610 Diaph.Level: Roof Panel Height= 8 ft. Seismic V I= 2.91 kips Design Wind E-W V I= 8.06 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V I= 2.91 kips Sum Wind E-W V I= 8.06 kips Min.Lwall= 2.29 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 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. (ft) LDL (kit) (kip) (kip) (kip) (kip) p (plf)C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type v i OTM ROTM Unet Ueun+ OTM ROTM Unet Usual Vsum HD (sqft) (ft) (ft) Wall ID T.A. L (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 4 5.45 .23 .23 6.50 3.28 3.28 3.28 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 15.1100 0.00 1.23 1.23 30 23 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 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 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--- 0.42 0.07 0.07 0.07 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 1555 15.11 25.40 0.00 0.41 32.230.00 30.42 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.001 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--- -- 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 r 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. per SDPWS-2008 (0.6-0.14Sds)D+0.7 p Qe 0.6D+W pi= 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. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet LI.,,,,, OTM ROTM Unet Usum U,.,m HD (sgft) (ft) (ft) (kit) (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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVw,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 SHEARWALL WITH FORCE TRANSFER ID: Front Upper MSTR* Roof Level w dl= 150' plf V eq 1450.0', pounds V1 eq= 725.0 pounds V3 eq= 725.0 pounds V w= 4030.0', pounds V1 w= 2015.0 pounds V3 w= 2015.0 pounds --► v hdr eq= 85.3 plf A H head= $ v hdr w= 237.1 plf 1.083 Fdragl eq= 363 F2 eq= 363 • Fdragl w= .08 F2 -1008 H pier= v1 eq= 170.6 plf v3 eq= 170.6 plf P6 E.Q. 5.0 v1 w= 474.1 plf 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 plf P6 feet OTM 11720 32574 R OTM 10747 13005 s. • 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 4 ► .4 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 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 plf ---0, •H head= 4' v hdr w= 368.8 plf 1.083 Fdragl eq= 775 F2 eq= 775 A Fdragl w= . 1 F2 -2121 H pier= v1 eq= 416.4 Of v3 eq= 416.4 plf P3 E.Q. 5.0__.., v1 w= 1140.0 plf v3 w= 1140.0 plf 2P3 WIND feet H total= 2w/h= 1 2w/h= 1 9.083 Fdrag3 eq= F4 e.- 775 feet • Fdrag3 w=2121 F4 w=2121 2w/h= 1 H sill= (0.6-0.14Sds)D 0.6D v sill eq= 134.7 plf P6TN 3.0 EQ Wind v sill w= 368.8 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= 2.8 L2=' 11.5 L3= 2.8 Htotal/L= 0.53 1 0 4 ►4 ► Hpier/L1= 1.82 ► Hpier/L3= 1.82 L total= 17.0 feet I, JOB#:CT#14189:Plan 2610 ID:Rear UpperBR23` Roof Level w dl= 150 plf V eq 1450.0 pounds V1 eq= 317.2 pounds V3 eq= 996.9 pounds VS eq= 135.9 pounds V w= 4030.0 pounds VI w= 881.6 pounds V3 w= 2770.6 pounds V5 w= 377.8 pounds v hdr eq= 55.8 plf ► A H1 head=W vhdr= 155.0 p/f IH5head= $ 1 Fdragl eq=61.0 Fdrag2 eq= 191.7 Fdrag5 eq= 191.7 Fdrag6 eq=26.1 1 A Fdragl w= ,•.5 Fdragl, 532.8 Fdrag5 w= 2.8 Fdrag•w=72.7 A Hl pier= vl eq= 90.6 Of v3 eq= 90.6 p/f v5 eq= 90.6 H5 pier= 4.0 v1 w= 251.9 plf v3 w= 251.9 plf v5 w= 251.91 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 0.75 8.0 V Fdrag3= ...1 Fdra.-- 191.7 feet A Fdragl w= 169.5313 Fdragl w= 532.8 Fdrag7eq= •1.7 Fdrag8e. 26.1 V P6TN E.Q. Fdrag7w= 532.8 Fdrag8w=72.7 A PS WIND vsill eq= 55.8 plf Hl sill= (0.6-0.14Sds)D 0.6D 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 V UPLIFT -471 208 V 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 10 0 10 ► Hpier/L1= 1.14 Hpier/L3= 0.36 L total= 26.0 feet Hpier/L5= 2.67 0.90 L reduction