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Specifications (20)
frth 7),a( ^ 0021 J , t a C), 7 o ,ctt/ GGi is CT ENGINEERING VC W l_M Structural Engineers # 180 Nickerson Street Suite 302 Seattle, WA 98109 INC t ,F., f '; 1k, i%si T) 206.285.4512 (V) 206.285.0818 (F) #15238 Structural Calculations River Terrace OLCo PRO �� Plan 17DL 60 ► i; 4S Elevation B ;� (�REG�iN9�`� Tigard, OR /PlFS 22T ,�GF��FF�`' . Design Criteria: 2012 IBC (ORSC, OSSC) 12/03/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING 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 17 also includes Plan 5017) The proposed project is to be comprised of two-story wood-framed single-family homes. Some plan types have variations for daylight basements to accommodate site conditions. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. First floor framing and floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# : Plan 5017 ABD ROOF ofi -' ' RoRoofingng 3.5psf-future 0.0'psf 5/8""plywood24(O.S.B.) 2.2 psf Trusses at "o.c. 4.0 psf Insulation 1.0 psf (1)5/8""gypsum ceiling 2.8',psf Mise./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 21.2 psf Mise. 2.6'psf FLOOR DEAD LOAD 15.0 PSF • AM 2 VP 59.1 F ,I •'2)2X10 HDR (2)2:10 HDR 1 11 R:B2 • � C , , U up,1• ' -_ 7, ♦ n n n nGT �:.'.-:):'. .-.'r.;:1f1'_'::'jr.1::-.:1..F1... it n'D.., )2x10 HDRR. (3)1x10 HER__s_.—....04 1=HD* R3B1 1.. h. t I - c ,— IT i!<-,/ ,/ 7 .. 4 N� rr 7430- L t [ .'-'.. ,. • ATOS , '.'.s ♦♦ ACCESS © I , �- V 59.1 } Nip H ' W ` C z- i ♦ 'L OT 4 ©! ♦♦♦ (2)2X10 H)R(2)2X10 HDR(2)2X1C HDR / © /. -J qr Qui i_ 59.1 r �' S9. 2 2 SB.1 59.1 ii 2 . 59.1 : 11i i___ bitrUPIWILIOrei 11 GABLE Ei,ID TRUSS H----1C _1 J mlr.d4npers u4 restEr L. i J 59-I ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 1 7B ROOF FRAMING PLAN 1/4".11-0- Title: Job# Dsgnr: ARS Date: 2:42PM, 24 NOV 15 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 15238 riverterrace_17 dl.ecw:Calculations Description 17B DL-ROOF FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RBB1 RBB2 Timber Section 3-2x10 2-2x10 Beam Width in 4.500 3.000 Beam Depth in 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Henn Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No enter Span DataII Span ft 6.00 5.00 Dead Load *Kt 296.00 53.00 Live Load #/ft 494.00 88.00 L Results Ratio= 0.5667 0.1149 Mmax @ Center in-k 42.66 5.29 @ X= ft 3.00 2.50 fb:Actual psi 664.8 123.6 Fb:Allowable psi 1,173.0 1,075.3 Bending OK Bending OK fv:Actual psi 63.5 13.3 Fv:Allowable psi 172.5 172.5 Shear OK Shear OK Reactions @ Left End DL lbs 888.00 132.50 LL lbs 1,482.00 220.00 Max.DL+LL lbs 2,370.00 352.50 @ Right End DL lbs 888.00 132.50 LL lbs 1,482.00 220.00 Max.DL+LL lbs 2,370.00 352.50 Deflections Ratio OK Deflection OK11 Center DL Defl in -0.022 -0.003 UDefl Ratio 3,218.6 20,707.7 Center LL Defl in -0.037 -0.005 UDefl Ratio 1,928.5 12,471.7 Center Total Defl in -0.060 -0.008 Location ft 3.000 2.500 UDefl Ratio 1,205.9 7,783.8 rfix6 - m®,' - 6x6y r —L_—_--4X12 FDR—L ti T �� w sIH01 �_®`�ina•1•Iu:..,.7an:ar.EDGER o — 11 � sn1D14xJ -=J'l FBI FIX TA �li•=' §'. rcr 1L r`. l-Fl[TUR�,i y ABbvE\. IIN A� K F ]��1 _I,� --r ar - sIHD14RJ of 1 o•4E• I . --lT I -_R. '. STHD147J•— ®� -�. • GT FB .HOE - — 1'c•• ABO �I I CT ABOVE Ji )2%11 HDR (2)2 10 HIR (2)2710 HDR ROOF TRUSSES_ _- •� I AT 24.o. .ABOVE FRAMIN - I I , m i I I 2!.0 GT SIM. I I Li_Ir eafl � ® F10 O2}10H I qv S7H 14RJ /-' T�_ Z (-----r-7)1 P4 ' y ABO\tE I y� 5MD14RJ 1 ` i i I n--- ■. uwi o 1 r 2x LEDGER z 1 ' [ W -FIXTURES PB Al-----) • ` ABOVr ml I I o f ADC 2.10 TV B-KG N f I 2x4 FRAMING < _ _ -I FL__ __ I I a< O r6•AF.F. 1AT 24.O.C. U• N �.\ 'Cr FBI I .1 II r i "\ I I I •h ® IGT FBI I I I� I = • I. i i •v ;THD74RJ L < I T _ _ I- ____.i� 3/90616 BIG fiX6 I-_ - -0 i--- 11• J • 1 { BEAM FB 5.15X1 .121G BEAM F� 'L�FB5, f� -B4� �—#- e 002 RIM HDU2 B / P3 BEARING WALLHUC7610-SDS �� BErIN;WALL) ' I 9.D l\\ STAIR I. o Ch -���111 FRAMING �,, Ix m 511X21•(T HDR — o I r 315.06- GT F31 i+- =1E ABOV 11 11 I o 0 ROOF TRU5 5_ _ ©' 16 'Ir6 BEAM FBFB15B HGUS5.50/10 , T ABOVE AT 24"D.C. CT G ]...._ .. __..,_._.�V—.—.—.—_.—. ABOVE FRAA�IF�G fair—ABOVE ABO ``'10:•��� ABOVE I. _ _ ___- m 1l STH014RJ ECI II •o gs V-_ _ 1" -_ _-.I'Uo _ __ i _1 __W R liD 1 1 4 N 1• ___ _ 1 1A I I O r- I I 2 2200 HDR (2) 102.1)'' __, a I I STH014 x L ��B1 OB r S111014 I1 1 FB14 i W or) g1 11 :!, .I .-._.� H . S'° AS q I I -��1 i w IM. o m 1 -r�E--- J P3 1 U¢ y A!_ ._� . z m sTHD14RJ r CTHDI4RJ I 2)2X1 Hr )2X10 HD: f FB11B a BEARING WALL ABOVE(250 PLF) 1If i - STH014RJ A•Li•�.'�Di �STHD1 J . 6X6. --MO 6X6 , AEI FRAMING PLAN& Plan 1 7B UPPER PLOWEER FLOOR SHEAR PLAN u4.=r-D• ALL BEAMS/HORS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 11:19AM, 3 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverteirace_17abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING (1 OF 3) Timber Member Information ;ode Ref.1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined III F82** FB3 FB4*** FB5*** FB6 FB7*** Timber Section Palm:3.5x16.0 2-2x8 Pam:5.25x16.0 Pnlm:3.5x16.0 2-2x8 Prtlm:3.5x16.0 Beam Width in 3.500 3.000 5.500 3.500 3.000 3.500 Beam Depth in 16.000 7.250 16.000 16.000 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade level,LSL 1.55E Hem Fir,No.2 level,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 level,LSL 1.55E Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 2,325.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 310.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.150 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Repetitive Status No No No No No No enter Span DataII Span ft 14.50 3.00 13.00 5.50 4.50 12.00 Dead Load #/ft 210.00 248.00 315.00 180.00 173.00 41.00 Live Load #/ft 560.00 660.00 840.00 480.00 168.00 80.00 Dead Load #/ft 158.00 Live Load #/ft 113.00 Start ft End ft 7.250 Point#1 DL lbs 3,500.00 LL lbs 5,833.00 @X ft 7.250 Results Ratio= 0.6994 0.4573 0.5366 0.0863 0.3360 0.9521 II.. Mmax @ Center in-k 242.84 12.26 292.79 29.95 10.36 380.17 @ X= ft 7.25 1.50 6.50 2.75 2.25 7.25 fb:Actual psi 1,626.2 466.4 1,247.7 200.5 394.1 2,545.8 Fb:Allowable psi 2,325.0 1,020.0 2,325.0 2,325.0 1,173.0 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 123.2 56.4 102.4 25.3 38.9 182.2 Fv:Allowable psi 310.0 150.0 310.0 310.0 172.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions111 ©Left End DL lbs 1,522.50 372.00 2,047.50 495.00 389.25 2,430.88 LL lbs 4,060.00 990.00 5,460.00 1,320.00 378.00 3,360.66 Max.DL+LL lbs 5,582.50 1,362.00 7,507.50 1,815.00 767.25 5,791.54 @ Right End DL lbs 1,522.50 372.00 2,047.50 495.00 389.25 2,706.62 LL lbs 4,060.00 990.00 5,460.00 1,320.00 378.00 4,251.59 Max.DL+LL lbs 5,582.50 1,362.00 7,507.50 1,815.00 767.25 6,958.21 LDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.113 -0.004 -0.070 -0.002 -0.013 -0.147 UDefl Ratio 1,542.6 9,864.9 2,242.6 32,978.3 4,190.1 976.6 Center LL Defl in -0.301 -0.010 -0.186 -0.005 -0.013 -0.224 UDefl Ratio 578.5 3,706.8 841.0 12,366.9 4,314.8 643.6 Center Total Defl in -0.414 -0.013 -0.255 -0.007 -0.025 -0.371 Location ft 7.250 1.500 6.500 2.750 2.250 6.240 UDefl Ratio 420.7 2,694.4 611.6 8,994.1 2,125.8 388.0 *An equal sized'RigidLam' **A GT may be used in ***An equal sized'BigBeam' beam may be used in place of place of beam shown may be used in place of beam beam shown shown Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam &Joist (01983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations - Description 5017 ABD-UPPER FLOOR FRAMING (2 OF 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II FB8 FB9 FB1OB FB11B FB12A/FB12B FB12D FB13 Timber Section 4x12 2-2x8 2-2x8 4x10 5.125x24 5.125x24 5.125x21 Beam Width in 3.500 3.000 3.000 3.500 5.125 5.125 5.500 Beam Depth in 11.250 7.250 7.250 9.250 24.000 24.000 21.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fr,No.2 Hem Fr,No.2 Douglas Fir- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- Larch,No.2 Larch,No.2 V4 V4 V4 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 240.0 240.0 240.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn GluLam GluLam GluLam Repetitive Status No No No No No No No Center Span Datail Span ft 7.50 5.00 4.50 12.00 15.50 15.50 20.00 Dead Load #/ft 240.00 168.00 180.00 83.00 38.00 38.00 165.00 Live Load #/ft 588.00 139.00 428.00 138.00 90.00 90.00 440.00 Dead Load #/ft 225.00 225.00 113.00 Live Load #/ft 225.00 225.00 300.00 Start ft 6.000 4.000 End ft 9.000 9.000 20.000 Point#1 DL lbs 2,169.00 480.00 2,142.00 LL lbs 3,616.00 800.00 3,385.00 @ X ft 9.000 6.000 4.000 Point#2 DL lbs 2,169.00 1 LL lbs 3,616.00 @ X ft 9.000 Cantilever Span Span ft 1.00 Point#1 DL lbs 144.00 LL lbs 241.00 @ X ft 1.000 _Results Ratio= 0.8312 0.3734 0.5991 0.7562 0.3051 0.3035 0.6923 1 Mmax @ Center in-k 69.86 11.51 18.47 46.88 398.51 396.40 728.83 @ X= ft 3.75 2.50 2.25 5.95 8.99 8.99 9.04 Mmax @ Cantilever in-k 0.00 0.00 0.00 -4.62 0.00 0.00 0.00 fb:Actual psi 946.3 438.0 702.7 939.2 810.0 805.7 1,802.9 Fb:Allowable psi 1,138.5 1,173.0 1,173.0 1,242.0 2,654.6 2,654.6 2,604.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 89.0 40.2 69.4 55.1 64.3 64.0 157.1 Fv:Allowable psi 207.0 172.5 172.5 207.0 276.0 276.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 900.00 420.00 405.00 486.00 2,641.18 1,846.66 4,086.80 LL lbs 2,205.00 347.50 963.00 828.00 3,650.98 3,052.60 9,028.00 Max.DL+LL lbs 3,105.00 767.50 1,368.00 1,314.00 6,292.16 4,899.26 13114.80 @ Right End DL lbs 900.00 420.00 405.00 654.00 2,141.82 2,066.34 3,163.20 LL lbs 2,205.00 347.50 963.00 1,089.08 3,385.02 3,433.40 7,957.00 Max.DL+LL lbs 3,105.00 767.50 1,368.00 1,743.08 5,526.84 5,499.74 11120.20 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 2 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING (2 OF 3) Center DL Defl in -0.026 -0.019 -0.013 -0.099 -0.048 -0.045 -0.172 UDefl Ratio 3,500.1 3,145.5 4,027.1 1,457.7 3,855.0 4,134.0 1,394.9 Center LL Defl in -0.063 -0.016 -0.032 -0.174 -0.072 -0.073 -0.408 UDefl Ratio 1,428.6 3,801.7 1,693.7 826.1 2,576.0 2,558.6 588.1 Center Total Defl in -0.089 -0.035 -0.045 -0.273 -0.120 -0.118 -0.580 Location ft 3.750 2.500 2.250 6.000 7.874 7.936 9.760 UDefl Ratio 1,014.5 1,721.3 1,192.2 527.3 1,544.2 1,580.5 413.7 Cantilever DL Defl in 0.025 Cantilever LL Defl in 0.042 Total Cant.Defl in 0.067 UDefl Ratio 360.4 Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING (3 OF 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB14*** FB15A/FB15B*** FB15D*** FB16 Timber Section Prllm:3.5x16.0 Prllm:5.25x16.0 Prllm:5.25x16.0 5.125x24 Beam Width in 3.500 5.500 5.500 5.500 Beam Depth in 16.000 16.000 16.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E iLevel,LSL 1.55E Level,LSL 1.55E Douglas Fir,24F- V4 Fb-Basic Allow psi 2,325.0 2,325.0 2,325.0 2,400.0 Fv-Basic Allow psi 310.0 310.0 310.0 240.0 Elastic Modulus ksi 1,550.0 1,550.0 1,550.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Manuf/Pine Manuf/Pine GluLam Repetitive Status No No No No enter Span Data111 Span ft 16.00 16.00 16.00 15.00 Dead Load #/ft 480.00 53.00 Live Load #/ft 650.00 88.00 Dead Load #/ft 120.00 210.00 Live Load #/ft 320.00 200.00 Start ft 2.000 End ft 16.000 4.000 Point#1 DL lbs 2,641.00 586.00 5,812.00 LL lbs 3,651.00 976.00 8,486.00 @ X ft 2.000 1.500 4.000 Point#2 DL lbs 1,172.00 LL lbs 1,952.00 @ X ft 5.500 Point#3 DL lbs 1,172.00 LL lbs 1,952.00 @ X ft 10.500 Point#4 DL lbs 586.00 LL lbs 976.00 @ X ft 14.500 1Results Ratio= 0.6173 0.6916 0.4597 0.4568 Mmax @ Center in-k 246.48 433.92 288.44 531.19 ©X= ft 6.34 8.00 8.00 4.02 fb:Actual psi 1,650.5 1,849.1 1,229.2 1,006.0 Fb:Allowable psi 2,673.8 2,673.8 2,673.8 2,644.6 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 219.7 129.4 96.0 126.1 Fv:Allowable psi 356.5 356.5 356.5 276.0 Shear OK Shear OK Shear OK Shear OK Reactions ©Left End DL lbs 3,045.87 3,840.00 2,182.00 4,990.13 LL lbs 5,154.62 5,200.00 3,632.00 6,916.40 Max.DL+LL lbs 8,200.50 9,040.00 5,814.00 11906.53 @ Right End DL lbs 1,275.12 3,840.00 2,182.00 1,661.87 LL lbs 2,976.37 5,200.00 3,632.00 2,369.60 Max.DL+LL lbs 4,251.50 9,040.00 5,814.00 4,031.47 Deflections Ratio OK Deflection OK Deflection OK Deflection OK *An equal sized'RigidLam' **A GT may be used in ***An equal sized'BigBeam' beam may be used in place of place of beam shown may be used in place of beam beam shown shown Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 2 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING(3 OF 3) Center DL Defl in -0.170 -0.243 -0.147 -0.049 UDefl Ratio 1,129.8 789.4 1,310.1 3,674.0 Center LL Defl in -0.353 -0.329 -0.244 -0.070 UDefl Ratio 544.4 582.9 787.0 2,580.0 Center Total Defl in -0.523 -0.573 -0.391 -0.119 Location ft 7.616 8.000 8.000 6.660 UDefl Ratio 367.4 335.3 491.7 1,515.7 1 P.T.6x6 POST I 1 u,U ----1,-,. tom n _ o o co w I. �� y.HDR�L,�--F HDR 2 N P.T.4x4 POST II I I ,-- STAIR ` P.T.2z Ii I �,�% FRAMING I LEDGER _ _ -,I i .4.4-.LL .LL.LL.LL. LL BEARING` �.� r-r„-r —c,=.r-+- NALL � �' rm BEARIN WAG_ • iti LL. m 1 co 2 I I I •I—•1- I I I 1C1_11 I I I ,41IIIIII SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING N CRAWLSPACE ALL BEAMSIHDRS NOT LABELED ARE 'SIM' IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED FRAMING PLAN& Plan 17 DL B SI MN ENOTOR FLOOR SHAR PLAN 1/4"=1.-0• Title: Job# Dsgnr: ARS Date: 2:22PM, 3 DEC 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 560006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 15238 riverterrace17 dLecw:Calwlations Description 17 DL-MAIN FLOOR FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ■ MB1 MB2 MB3*** MB4*** Timber Section 2x8 4x8 PrIlm:7.0x11.875 LVL:5.250x11.875 Beam Width in 1.500 3.500 7.000 5.250 Beam Depth in 7.250 7.250 11.875 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fur- 'Level,LSL 1.55E 'Level,LSL 1.55E Larch,No.2 Fb-Basic Allow psi 850.0 900.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 180.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,600.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status Repetitive No No No Center Span DataII Span ft 10.00 7.00 13.25 11.00 Dead Load #/ft 20.00 75.00 248.00 109.00 Live Load #/ft 53.00 200.00 660.00 290.00 Dead Load #/ft 124.00 Live Load #/ft 330.00 Start ft End ft 4.000 Point#1 DL lbs 1,523.00 LL lbs 4,060.00 @ X ft 7.750 Results Ratio= 0.7104 0.5634 0.6251 0.7897il Mmax @ Center in-k 10.95 20.21 239.12 226.55 @ X= ft 5.00 3.50 6.62 7.74 fb:Actual psi 833.3 659.2 1,453.4 1,836.1 Fb:Allowable psi 1,173.0 1,170.0 2,325.0 2,325.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 44.3 47.3 92.9 146.1 Fv:Allowable psi 150.0 180.0 310.0 310.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 100.00 262.50 1,643.00 1,455.30 LL lbs 265.00 700.00 4,372.50 3,874.54 Max.DL+LL lbs 365.00 962.50 6,015.50 5,329.84 @ Right End DL lbs 100.00 262.50 1,643.00 1,762.70 LL lbs 265.00 700.00 4,372.50 4,695.45 Max.DL+LL lbs 365.00 962.50 6,015.50 6,458.16 LDeflections Ratio OK Deflection OK Deflection OK Deflection OK ` Center DL Dell in -0.073 -0.023 -0.114 -0.093 1 UDefl Ratio 1,651.4 3,687.0 1,399.8 1,425.9 Center LL Defl in -0.193 -0.061 -0.302 -0.247 UDefl Ratio 623.2 1,382.6 526.0 535.4 Center Total Defl in -0.265 -0.084 -0.416 -0.339 Location ft 5.000 3.500 6.625 5.764 UDefl Ratio 452.4 1,005.6 382.3 389.2 ***An equal sized'BigBeam' may be used in place of beam shown 1 5D•-D" I371-3" 18•-9",,,,ii'' ..,,11'' • 8.Y4 2 " 6'-8" 9.-103/4- S'-2Y4- ' CRAWL SPACE VENTING PROVIDED: MECHANICAL VENTILATION AT A _ LI RATE EQUAL TO 1 CUBIC FOOT PER MINUTE 11 THICKENED SLAB' I FOR EACH 50 SQUARE FEET OF CRAWLSPACE EDGE I eI FLOOR AREA.EXHAUST VENTILATION SHALL I ., TERMINATE TO THE EXTERIOR -I`1 11- r T AREA 1=979 SF '® 7 I J I L J L J ----_t.—_� PROHDE 19.75 CUBIC FEET s ' I AIR EXCHANGE PER MINUTE -lir I I 6x6 PT POST 1"I w.,+ I3'-1" n I I 34. CONC. 1 - I P4 I PATIO SLAB SDIDt4RJ -p} r I e ...44. A FY T.0.5I-9•-10Y• r 1 I- 1-__-` N2x4 PONY WALL P.T.4x4 POST J 1 J -9-11" I (13ELOW:BEARING • I 9-11 • +�','..J: �, $ ° +� WALL-ABOVE) T I r , r I, n t I - .44-7'.27-XQ X TO'•DEEP :r 5 2x L r--T - of I1FTC W/(3j r/4 O. L_J L - " _.,_IJ 7Dt4R, T :�i i 3s SO7(tObEEP 2z4-PONY J ...,ry o o FTc w a wAtL ]9'-1s4 -r' ^' 2 L PONY RING[ - + ' IFT)RN l .WALL ABOVE):: �° n H: INSTALL DTITIMlg19_Y INSTALL SYSTEM TO ALLOW -'t-T--t 11610VEI " • • • • • 1- • OPF.RAIED AECHOiCAL ADEQUATE DRAINAGE AT :T • _J 2z6 PO1JY la.. 14411U710N SYSIEII CRAWL SPACE r - - ':t ryWALT`--:.. I I`__ m AT TIE CRAwsrA� C. t I In 7 STHDI4RJ 4 e _-tSTHD14RJ T J _ j'. P4 J'-' : -21'1 I 1 -21'• I L7 GB2 'r 1 r }- ' 1 rt - Cy1- 1 UNa. F). i iOS. . HDR T ) s ''.LJ 1-5''D f♦1F' :5'-.." . .'... i 5•-6 l % 15_2 19 • .. � 5_3. I:_ BASEMENT F.F. -1 1-z• 'ate .l-:: :'1 n I 11 til-I .F:: ..... ..._ .':x:..36 S12X70'.�DEEP J t.-. .. '.w/(4)04•BOTT EW I-113'}....+_•/t--SlHD74RJ :, FSr URNACE �.. TTY I � WA PONT Z __ _____ _ _ '-I J 7 r .. '� _6 7._ a i i.- S B7k 24 x30 CRAWL.SPACE:( ® I n o I I:- - ACCESS HATCH I- I H r_I L, ao F1-1L., • I I I (4)2.6 0� I 1117* (4)2x6 .:I INSTALL SYSTEM TO ALLOW -I r- I -36'S0.X1X DEEP I +O'FlRST F.F-0 ADEQUATE DRAINAGE Ai : _I L, ,__T ATM.SAB FTC W/(444 BOTT.E.W.� 17: 2V) .,® OVER 4'FREEI--�� ® DRAINAGE MATERIAL - OVER COMPACTED 1-7 {iB� ':fr 1 n nil ILJ: VERIFY GARAGE SLAB w HEIGHT WITH GRADING PLAN t'- 9.7•8V.- 5-8Jg i.' S'-6Jfi'.: 4 -..5 8jg _.4 5'74" .T- 1: . • 6 5•0x1 DEET' : I-113:'P-• In I.. ': ..FTG W/(a)�:I. 2T4 �-D•-5'� .1: F r— :_, STHDIRJ _21/4 i:' 11 • j 1_•. . 6 I. r__ (4) 6'--1,..a_ L ... .e. .. •I az e • 3x1X1 BLOCK OUT j :' n�a I'' =STF674 O STH014 a, , O STEM WALL TYP. 1 . I.'. PJ 61.0 ,_ I 1 � ' P6 0 'T� Y u,w YI CONIC. SIM. • -/ I n I 1II': 4.7.n Lai . PORCH SLAB i ® 7 'SVA HIIK SLAB EDGE —1 S7HDT4RJ STHD14RJ 6X6 � 6X6 ISI �I N I,(4 * --�r _ STHD1 'J E- ®i sTHD74RJ 1 077 • VP '-10}41 11•-6" 4 7-10)47, 11'-3" + 8.34- j�l/ 12'-0" g�41 20' 4 30'.-. -% ' Plan 17B-DL Foundation Plan ALL BEAMS/HDRS NOT LABELED ARE 'SIM°IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Title: Job# Dsgnr: ARS Date: 2:24PM, 25 NOV 15 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 15238_riverterrace17 dLecw:Calculations 1 Description 17 DL-CRAWLSPACE FRAMING [timber Member Information '.ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined CB1 CB2 Timber Section 4x8 4x8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No [Center Span Data r Span ft 5.67 4.58 Dead Load #/ft 180.00 210.00 Live Load #/ft 480.00 560.00 LLL Results Ratio= 0.8872 0.6754 Mmax©Center in-k 31.83 24.23 X= ft 2.83 2.29 fb:Actual psi 1,038.0 790.2 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 87.6 77.6 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions ©Left End DL lbs 510.30 480.90 LL lbs 1,360.80 1,282.40 Max.DL+LL lbs 1,871.10 1,763.30 Right End DL lbs 510.30 480.90 LL lbs 1,360.80 1,282.40 Max.DL+LL lbs 1,871.10 1,763.30 L Deflections Ratio OK Deflection OK Center DL Defl in -0.024 -0.012 UDefl Ratio 2,890.7 4,701.3 Center LL Defl in -0.063 -0.031 UDefl Ratio 1,084.0 1,763.0 Center Total Defl in -0.086 -0.043 Location ft 2.835 2.290 UDefl Ratio 788.4 1,282.2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_17ABD DL Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS=F.*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM1=Fv*S1 SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 SD1= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor no= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor 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 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238 17ABD DL SDs= 0.78 h„ = 30.17(ft) SD1= 0.50 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020'ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.257 ASCE 7-10(EQ 12.8-7) S1= 0.50 k= 1'ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=S01/(T*(R/IE)) (for T<T0 0.299 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD1*TL)/(T2*(R/IE)) (for T>T L) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,„ = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) >w; *h,k Vi DESIGN Vi Roof - 30.17' 30.17 2120 0.022' 46.64 1407.1 0.46 5.62 5.62 2nd 9.09 21.08 21.08 2300 0.028' 64.4 1357.6 0.45 5.42 11.04 1st 12.08 9.00' 9.00 1120 0.028' 31.36 282.2 0.09 1.13 12.16 Bsmt 9.00 0.00 SUM= 142.4 3046.9 1.00 12.16 E=V= 17.03 E/1.4= 12.16 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART; CT PROJECT#: 15238 17ABD DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 45.00 "45.00 ft. Roof Plate Ht.= 30.17 30.17 Roof Mean Ht.= 37.59 37.59 ft. --- --- Building Width= 50.0 53.0 ft. Basic Wind Speed 3 sec.oust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps30 A= 21.6 21.6psf Figure 28.6-1 Ps30 e= 14.8 14.8',psf Figure 28.6-1 PS30 c= 17.2 17.2.'psf Figure 28.6-1 P3300= 11.8 11.8;.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 1.0011 *Kr*Iw*windward/lee : 1.00 1.00 Ps=A*Kzt*l*Pe3o= (Eq.28.6-1) Ps A= 21.60 21.60 psf (Eq.28.6-1) Poe = 14.80 14.80 psf (Eq.28.6-1) Ps c = 17.20 17.20 psf (Eq.28.6-1) Ps o= 11.80 11.80 psf (Eq.28.6-1) Ps A and C average= 19.4 19.4 psf Ps B and o average= 13.3 13.3 psf a= 5 5 Figure 28.6-1 2a= 10 10 width-2*2a= 30 33 MAIN WIND-ASCE 7-10 CHAPTER 28 PART: Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00' 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind 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) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 45.00 14.8 0 296.6 0 444.9 0 296.6 0 489.4 Roof -- 30.17 30.17 4.5 90.9 0 136.4 0 90.9 0 150 0 15.5 16.4 15.50 15.50 16.43 16.43 2nd 9.09 21.08 21.08 10.6 211.7 0 317.6 0 211.7 0 349.3 0 8.5 9.0 10.03 25.53 10.58 27.01 1st 12.08 9.00 9.00 10.5 210.8 0 316.2 0 210.8 0 347.8 0 8.4 8.9 9.99 35.53 10.54 37.55 Bsmt 9.00 0.00 AF= 2025 AF= 2147 32.4 34.3 V(F-B)= 35.53 V(S-S)= 37.55 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238 17ABD DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 30.17 30.17 0.00 0.00 0.00' 0.00 15.50 15.50 16.43 16.43 2nd 9.09 21.08 21.08 0.00 0.00 0.00' 0.00 10.03 25.53 10.58 27.01 1st 12.08 9.00 9.00 0.00 0.00 0.00' 0.00 9.99 35.53 10.54 37.55 Bsmt 9.00 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 35.53 V(S-S)= 37.55 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof - 30.17 30.17 15.50 9.30 9.30 16.43 9.86 9.86 2nd 9.09 21.08 21.08 10.03 6.02 15.32 10.58 6.35 16.21 1st 12.08 9 9 9.99 6.00 21.32 10.54 6.32 22.53 Bsmt 9 0 V(F-B)= 21.32 V(SS)= 22.53 kips kips Design Maps Summary Report Page 1 of 1 ri USW 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 ,, verton ...r ,."11_„1,,,,,,,,; it -" '� Itea'bacume � ,: , - �! . s 7.11 Rs ,ks *i , b ¢ Os:•;--4,76.4',›I p _ \\ear,, y//� 0,1'''-\� ', King City z`y %A ii $ 3 Y' �� . ��..»- 3 . ... , is _ , e .. ,,,,, USGS—Provided Output Ss = 0.972 g SMs = 1.080 g Sos = 0.720 g S, = 0.423 g SM: = 0.6678 S°� = 0.4458 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. NICER Response Spectrum Design gn R sponse Spectrum 2.20 coo", #. 1 0.72 0,44 042 611 0,14 S 0.44 #.55 t40 r 044032 0,22 0,24 0.22 €IS Olt0:.0t3 it.00 # 0.40 #6# Ciao 1.01t 2.7# .<0 i. 0 2, ! 2.00 "%,00 #. 0,4* 0.4 # I.SWD I. 3.t# 1.40 * 2 Period,T( j P 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 not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 1' 3'-1144 4-3, ' ' 3-7Y 3'-7 4 5-6" t Y-7" 4 i 5'-9" 2 t 5"-9" { 5'-9" i Y2• I I I I I I I _o I I I oc/ I I I I I I I I I I Bia 5-04-0 SL Bib 5-0 -OF Bic c 11 3'X S• • 1 i°o o I I •i ° Orop-in I I I14 Tub I } I B2a 3-0 4-0 F 7-6 5f0 XOX 3-0;-0 F B2b i-r LT -,_,_,_,_„ - I Bedroom 4 _ i 1 Master Bath m I I j 1 _ 6-0 BIPASS m 3 Master Bedroomi - I °' S&P ,,, 2 10 i ji i---1 , Bath � wA6HLR Ili - - i-4 HCw •-4 SC Laundry — ' ^� SHELVE =F' 0IP I S&P ., \ 2-6 HCW I rII I a1 '. 2-8 Q i 6-0 BIPASS 1 BIFOLD WIC. �•. 6 HCWI II •m I 3'-5Y2" 2'-0• 5-11' 1 p_I•I 3'-B 4 7'-9}4" 2'-1}4" 3'-4T 2'-1,x,"A 3'-1 " 3-10JT l 9'-4}�� -21 m 0 FFF 4 Hall a In s&P I — '1 - • N Bedroom 3I. \ s&P i OPEN TO BELOW -ns 6-0 BIPASS w III II aC I b U I 0 " I I 1� r'-'h- -ilii" I/ 5-11/2 3-176• -176.4 3-8%4 1 4•-2X4 5)fi f r _, Bedroom 2 1 - 1,. Boa ~ I B4b I Bonus Room. I I I a1 I I I rIt I I I I i I I I I I 1 ca I I I E3b I I I I I I I 1 I I I it I- r I I I 4•-B34 j 3'-6" } 3-6" F 4_83/ 4 5-0 2'-6• 1 2'-6• 1 5-11• 4 5-3Y4" I 3•-0• I 5.--34. 4 16-5}4 4 1T1/2 " 13'-7"• Plan 50178 TOP FLOOR PLAN 1/4--1'-o- 1 A m 49 s0-o F 1 4 31'-3" 18-9' -- -1 •' 6'-%" 10'-43,2' 6'-9}• 7'-7}4- I .- -6�" .. , a rl12 B5a os-oF 1 3 Ds-oF B5b i i I � � Patio 1..31 ipcy (17j) Linen ® 2-8 PAHO 0 j Stor. N aQ : B'a' '3-0 6-D F 5-0 5"0 SL-- '3-0 6-0.F :66b'i . , _ — Powder 5./ ''/7h" - r [-r o -- 'i Nook .� 30-1B 4'-6y2- 5•-10' A o qI �� 7 Q 1 . —77.4r +'BYz o ,y1 •n } Ki7\ : 1 d i Pantry /h 1j=� "` B'-r i z'-z'�z'-I",� :.:.:1 I 1 a 5 SHELVES-,_ 'V? _• [._.1 r—�-1 r::::i 1'-6" 11" :l a :.:1 { TOP SEMENT WALL I::.i i QI BASEMENT WALL�JJJJJJ ---- [.;:.1 I Ow ; r:::i UL APPROVED DIRECT-VENT O. U _ 0 WOOD TREAD . i:::/c FIREPLACE.INSTALL PER MFR. 1 '� MAX RISER 8• '® (ADD STEPS Of) o 4 BEd•' Great Room • 11 1- e REDO BY GRADE) Q 'a` �r:�i ii"i I n D AS [;-1 12"RLE SURROUND W/ _.....---.1i." 4PFlICABL[ 2x TRIM FRAME PER SITE OT ER) :-i .�� 8 _J-i'OhDIRONE to lo i I,_ a iia _I , 5-0 MTL Kitchen r:3 ----. PLATFORM 0+18" [d a ABOVE ADJACENT INSIIL r.'a :;9 GARAGE SLAB • - 5 4`l 14 FURNACE TO BE SIZED n n —FLOOR ABOVE a LC} PER ORSC M1305.1-1 FURN. REF m Q r L- - 2-4 1RL r 1 [..,-•::i = T e T r: :I R 7T�•a L `I I1` `II� ,- •h n 1Y-4},2 3'-0" Y-73[2• - 7'-0" :g a 5'-0" II- 'V' '' GUARD RAIL [: EI ____ - UP WITH 6"HIGHt i �•� 1- 1 0 ry a CURB AT t••••4 r: 1 3-Car Garage --- - a:BOTTOM.TOPI .1-:-::1_ : a AT+42" r•:•:•1:.:::-:':'.:.::-.::::::::::.::-:::::::,::::: .-07 T' WALL FINISH: 'k•GWB --_______ , _ n ABV-NOSING L..i- 1?,-r -Q °' CEILING FINISH%"TYPE S GWB -------- "". ' OPEN TO r 1 T rr: :1 FIRE-TAPE ALL GWB ?n� ABOVE f . - Din>=hg WRAP BEAMS BELOW CEILING LEVEL. 0 INSULATE FLOOR ABOVE. CO 45�v Entry Rpoh'1 9' e Q 537(j" a+' FLOOR t I r-- 1 ...45.."i �ABOVEY J: L co ,� iw,' • 3• - 13•_4Y2- }�l•_7�, •5•_7 - f 1 Q 1n 1, 45' A f T: F I r'- I 0 1-634' I I r: 1 i o~ H tie f I [:- 1 ___, L..'-i FLOOR A3OVE,1N 1__ n Den Lk L — .I L [ ! -, © I Bila 35N 0 _3-5 I6-0'.5H B1'I.I KM 47 a. 15-0 8-0 SOHD at)- Porch: -I I. �—. [ C)__-I_ LElaPLA,00c I-7— `� j e Be m Pg ^ I ® j I j: ROOF ABOVE--1 Ur j II__. j d-E J" -f3 ( 1 T I 61 Oa 6!-0 SH�-0 0 01B1 OD I I--� H -I _J L II I 10•-0" ; 10•-0" 3-1034 ♦! l J-9 { 3-10)" ,2-73"} 3-134' p1 4_0" I I 4-0" I♦ 4-0• ♦4 ' 20'-0" 11'-3" 5'-9" , 13'-3 - , 0 Plan 1 7B LOWER FLOOR PLAN 1/4"=1'-0" l { 6-Ii'-')LI OY4 {® 6-IOY4 U®{ 1� 31•_3• 46x6 PT POST 16'9" • e 7_11" 13'-7i2 5'-4" 3'-6" 5-10 4-2'Y4 5'-0' 5-0' 4"6Y4 ' 3._.1i. 7,_0• ' 3,-2, , i t Patio t -�v22 B12a I B12b I I F--_ \ --P.T.4x4 n UP■ )"'I I (4)2x6 I I I POST I �I I +> I I I TIP v Stor. , .....-----,=_ = B13a B13b+ Stor ■�� h i �j2 I 'ER". Q M1 1 ;� //e1 (4)2z6 (4)2x6 45' ♦ v k. FURN. � ♦'-6Z Il._i„1.- ,2 IF RETURN AIR ♦GRILLE l �l� OVER TOP OF DOOR CT/PACLUM IS THERE A WAY TO GET RID OF THESE POSTS? B14 Unfinished Basement • , at i0 I I ti +,: 11'-7)�" i 10'-S/6• i 11'-?J ; J . y y • ♦-r14 BLOCK-OUT AT Y / TOP OF CONCRETE FCONCRETE u E I 24"x30"CRAWL SPACE (----- . e ,_ ACCESS HATCH ^De? __D „ e B15 I y { 16'-4}2" 4 7-7J'2 JO'_0• SLAB-ON-GRADE ABOVE 4 n CRAWL SPACE :SEE FOUNDATION PLAN r 1 I F Or 1 I Ii 1 L L I J L_1 __J ♦ ♦ ♦ L • a L J IL J . 4 20'-0" 11 11•-3" j 5'-9" 4 13'-0" 4 Plan 17B Daylight BASEMENT FLOOR PLAN 1/4-=1'-0" SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_17ABD DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 5.62 kips Design Wind F-B V 1= 9.30 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V I= 5.62 kips Sum Wind F-B V I= 9.30 kips Min.Lwall= 2.57 ft. per SDPWS-08 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. Grid ID T.A. Lwall LDL eff. C p 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 Us„n, Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext '' Al 405 14.5 14.5 1,00 0.15 1.78 0.00 1.07 0.00 1.00 1.00 74 PSTN P6TN 123 9.66 14.19 -0.33 -0.33 15.99 10.51 0.40 0.40 0.40 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 A2a* 181 6.5 10.5 1.00 0.15 0.79 0.00 0.48 0.00 1.00 1.00 74 P6-T-14 P6-N 122 4.32 4.61 -0.05 -0.05 7.15 3.41 0.64 0.64 0.64 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 Ext A2b* 167 6.0 7.5 1.00 0.151 0.73 0.00 0.44 0.00 1.00 1.00 74 126-'FN P6TN 122 3.98 3.04 0.18 0.18 6.59 2.25 0.81 0.81 0.84 - - 0 00 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A3 307 11.0 11,0 1,00 0.15 1.35 0.00 0.81 0.00 1.00 1.00 74 P6TN P6TN 122 7.32 8.17 -0.08 -0.08 12.12 6.05 0.59 0.59 0.59 - - 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 A4 1060 42.0 42,0 1,00 0.15' 4.65 0.00 2.81 0.00 1.00 1.00 67 P6TN P6TN 111 25.28 119.07 -2.27 -2.27 41.85 88.20 -1.12 -1.12 -1.12 - - 0 0.0 0.0 '; 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 " 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 ; 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 I' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 ; 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 :0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2120 80.0 80.0=L eff. 9.30 0.00 5.62 0.00 EVnd 9.30 EVEQ 5.62 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT P ROJ ECT#: 15238_17ABD DL Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 5.42 kips Design Wind F-B V I= 6.02 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V I= 11.04 kips Sum Wind F-B V I= 15.32 kips Min.Lwall= 2.86 ft. per SDPWS-08 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. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Ustnn (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIfj (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A5 681 38.0 38.0 1.00 0.25. 1.78 4.65 1.60 2.81 1.00 1.00 116 P6TN P6 169 44.15 162.45 -3.17 -3.17 64.33 120.33 -1.50 -1.50 -1.50 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A6 349 19,5 19.5 1.00 0,25 0.91 0.00 0.82 0.00 1.00 1.00 42 P6TN P6TN 47 8.22 42.78 -1.83 -1.83 9.14 31.69 -1.20 -1.20 -1.20 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A7 304 17.0 17.0 1,00 0.25 0.80 0.00 0.72 0.00 1.00 1.00 42 P6TN P6TN 47 7.16 32.51 -1.55 -1.55 7.96 24.08 -0.99 -0.99 -0.99 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A8 161 9,0 9.0 1.00 0.25 0.42 0.00 0.38 0.00 1.00 1.00 42 P6TN P6TN 47 3.79 9.11 -0.64 -0.64 4.21 6.75 -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 Aga* 128 2,0 5.0 1,00 0.25 0.34 0.74 0.30 0.45 1.00 1.00 376 P3 P3 538 7.52 1.13 4.79 4.79 10.75 0.83 7.44 7.44 7,44 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 A9b* 128 2.0 5.0 1.00 0.25 0.34 0.74 0.30 0,45 1.00 1.00 376 P3 P3 538 7.52 1.13 4.79 4.79 10.75 0.83 7.44 7.44 7.44 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A9c* 288 4,5 8.5 1.00 0,25 0.75 1.66 0.68 1.00 1.00 1.00 373 P3 P3 536 16.79 4.30 3.26 3.26 24.14 3.19 5.47 5.47 6.43 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 Ext Al Oa* 117 1,8 4,3 1.00 0.25 0.31 0.66 0.28 0.40 1.00 1.00 375 P3 P3 537 6.76 0.87 5.19 5.19 9.66 0.65 7.96 7.96 7.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 A10b* 144 2.3 4.8 1.00 0.25 0.38 0.85 0.34 0.51 1.00 1.00 369 P3 P3 533 8.49 1.24 4.44 4.44 12.27 0.92 6.95 6.95 6.66 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0:00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0;00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1,00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0;00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 s 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2300 96.1 96.1 =L eff. 6.02 9.30 5.42 5.62 1.00 EVumd 15.32 EVEQ 11.04 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_17ABD DL Diaph.Level: 1st Panel Height= 8 ft. Seismic V i= 1.13 kips Design Wind F-B V i= 6.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 12.16 kips Sum Wind F-B V I= 21.32 kips Min,Lwall= 2.29 ft. per SDPWS-08 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. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM Row Unet dew„ Usum (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext All 373 11.5 11.5 1.00 0.35 2.00 0.64 0.38 0.44 1.00 1.00 71 P6TN P6 229 6.52 20.83 -1.32 -1.32 21.09 15.43 0.52 0.52 0.52 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 Al2 747 24.5 24.5 1,00 0.35' 4.00 2.20 0.75 1.53 1.00 1.00 93 P6TN P6 253 18.25 94.54 -3.20 -3.20 49.59 70.03 -0.86 -0.86 -0.86 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ' 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 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 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 - - 0 0,0 0.0 1.00 0.00.' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 s 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1,00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 !, 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1120 36.0 36.0=L eff. 6.00 2.84 1.13 1.97 EVn;nd 8.84 EVE() 3.10 Notes: * denotes a wall with force transfer JOB#: 15238_17ABD DL ID: A2ab w dl= 150 plf V eq 920.0 pounds V1 eq = 478.4 pounds V3 eq= 441.6 pounds V w= 1520.0 pounds V1 w= 790.4 pounds V3 w= 729.6 pounds ♦ - 10. v hdr eq= 59.4 plf -0. A H head= A v hdr w= 98.1 plf 1 V Fdrag1 eq= 93 F2 eq= 85 A Fdrag1 w= •3 F2 - 141 H pier= vi eq= 73.6 plf v3 eq= 73.6 plf 3.0 v1 w= 121.6 p/f v3 w= 121.6 plf feet H total= 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= •• F4 e.- 85 feet A Fdrag3 w= 153 F4 w= 141 P6TN E.Q. 2w/h = 1 P6TN WIND H sill= v sill eq= 59.4 plf 5.0 EQ Wind v sill w= 98.1 plf feet OTM 8280 13680 R OTM 16217 12013 v UPLIFT -569 90 UP sum -569 90 H/L Ratios: L1= 6.5 L2= 3.0 L3= 6.0 Htotal/L= 0.58 Hpier/L1= 0.46 Hpier/L3= 0.50 L total= 15.5 feet JOB#: 15238_17ABD DL ID:A9abc w d1= 250 plf V eq 3180.0 pounds V1 eq= 748.2 pounds V3 eq= 748.2 pounds V5 eq= 1683.5 pounds V w= 4570.0 pounds V1 w= 1075.3 pounds V3 w= 1075.3 pounds V5 w= 2419.4 pounds v hdr eq= 219.3 pIf ► A H1 head=A v hdr= 315.2 plf H5 head= A 1 v Fdrag1 eq= 154.8 Fdrag2 eq= 154.8 Fdrag5 eq= 154.8 Fdrag6 eq= 348.3 1 A Fdrag1 w= • .5 Fdrag1 , 222.5 FdragS w= 2.5 Fdra•- w= 500.6 A H1 pier= v1 eq= 374.1 p/f v3 eq= 374.1 p/f v5 eq= 374.1 H5 pier= 5.0 v1 w= 537.6 p/f v3 w= 537.6 p/f v5 w= 537.61 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 10.0 V Fdrag3= .•.8 Fdra•,- 154.8 feet A Fdrag1 w= 222.4746 Fdrag1 w= 222.5 Fdrag7eq= 4.8 Fdrag8e. 348.3 V P3 E.Q. Fdrag7w= 222.5 Fdrag8w= 500.6 A P3 WIND v sill eq= 219.3 plf H1 sill= v sill w= 315.2 plf H5 sill= 4.0 L EQ Wind 4.0 feet OTM 31800.0 45700.0 feet R OTM 13233 14980 V UPLIFT 1348 2230 `L Up Sum 1348 2230 H/L Ratios: L1= 2.0 L2= 3.0 L3= 2.0 L4= 3.0 L5= 4.5 Htotal/L= 0.69 0 4 ►1 ►/ 104 ► Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 14.5 feet Hpier/L5= 1.11 0.95 L reduction JOB#: 15238_17ABD DL ID: A10ab w dl= 250 plf V eq 1530.0' pounds V1 eq = 671.7 pounds V3 eq = 858.3 pounds V w= 2200.0 pounds V1 w= 965.9 pounds V3 w= 1234.1 pounds —__•.. v hdr eq= 168.1 plf —0- A H head= A v hdr w= 241.8 plf 1 " Fdrag1 eq= 369 F2 eq= 472 A Fdrag1 w= - 1 F2 ,- 678 H pier= v1 eq= 373.2 plf v3 eq= 373.2 plf 5.0 v1 w= 536.6 plf v3 w= 536.6 plf feet H total= 2w/h = 1 2w/h = 1 10 Fdrag3 eq=' :• F4 e•- 472 feet A Fdrag3 w= 531 F4 w= 678 P3 E.Q. 2w/h = 1 P3 WIND H sill= v sill eq= 168.1 plf 4.0 EQ Wind v sill w= 241.8 plf feet OTM 15300 22000 R OTM 9316 6901 v • UPLIFT 731 1844 UP sum 731 1844 H/L Ratios: L1= 1.8 L2= 5.0 L3= 2.3 Htotal/L= 1.10 1 0 4 0 4 0 Hpier/L1= 2.78 11 0 Hpier/L3= 2.17 L total = 9.1 feet SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238 17ABD DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 5.62 kips Design Wind F-B V I= 9.86 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 5.62 kips Sum Wind F-B V I= 9.86 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table4.3.3.5 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 Limn (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 186 3.2 5.7 1.00 0.15 0.86 0.00 0.49 0.00 1.00 1.00 154 P6 P6 270 4.44 1.23 1.26 1.26 7.78 0.91 2.71 2.71 2,74 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Bib* 411 7.0 12.0 1.00 0.15 1.91 0.00 1.09 0.00 1.00 1.00 156 P6 P6 273 9.80 5.67 0.65 0.65 17.20 4.20 2.05 2.05 2,06 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 B1c* 425 7.3 9.8 1.00 0.15' 1.98 0.00 1.13 0.00 1.00 1.00 154 P6 P6 271 10.14 4.83 0.80 0.80 17.79 3.58 2.14 2.14 2,44 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B2a* 125 2.1 9.4 1.00 0.15 0.58 0.00 0.33 0.00 1.00 0.84 188 P6 P6 277 2.98 1.33 1.15 1.15 5.23 0.99 2.96 2.96 3,66 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 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 82b* 125 2.1 9,4 1,00 0,15 0.58 0.00 0.33 0.00 1.00 0.84 188 P6 P6 277 2.98 1.33 1.15 1.15 5.23 0.99 2.96 2.96 2.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B3a* 254 30 8.3 1.00 0.15 1.18 0.00 0.67 0.00 1.00 1.00 224 P6 P4 394 6.06 1.68 1.88 1.88 10.63 1.25 4.02 4.02 4.02 0 0.0 0.0 1.00 '0.00' 0.00 0.00 0.00 0.00 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 B3b* 254 3.0 8.3 1.00 0.15 1.18 0.00 0.67 0.00 1.00 1.00 224 P6 P4 394 6.06 1.68 1.88 1.88 10.63 1.25 4.02 4.02 4,02 - - 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 B4a* 170 2.0 8.0' 1.00 0.15' 0.79 0.00 0.45 0.00 1.00 0.67 338 P4 P4 395 4.05 1.08 2.23 2.23 7.11 0.80 4.74 4.74 4,74 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B4b* 170 2.0 8.0'; 1.00 0.15 0.79 0.00 0.45 0.00 1.00 0.67 338 P4 P4 395 4.05 1.08 2.23 2.23 7.11 0.80 4.74 4.74 4.74 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 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 0,0s 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0` 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2120 31.7 31.7=L eff. 9.86 0.00 5.62 0.00 EVwnd 9.86 EV EQ 5.62 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238 17ABD DL Diaph.Level: 2nd Panel Height= 10 ft. Seismic V I= 5.42 klps Design Wind F-B V I= 6.35 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 11.04 klps Sum Wind F-B V I= 16.21 kips Min.Lwall= 2.86 ft. per SDPWS-08 Table4.3.3.5 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 (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 35a* 664 15.0 19.8 '' 1.00 `'0.25' 1.83 3.98 1.56 2.27 1.00 1.00 256 P4 P4 388 38.35 33.41 0.34 0.34 58.13 24.75 2.33 2.33 2,33 - - 0 0.0 0.0 '' 1.00 0.00 0.00 0.00 0.00 0.00 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 B5b* 129 2.9 7.7 1.00 0.25 0.36 0.77 0.30 0.44 1.00 0.97 265 P4 P4 388 7.44 2.51 2.21 2.21 11.26 1.86 4.21 4.21 4.34 - 0 0.0 0,0 : 1.00 0.00 0.00 0.00 0.00 0.00 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 B6a* 94 2.1 9.4 1.00 0.25' 0.26 0.58 0.22 0.33 1.00 0.70 352 P4 P4 400 5.51 2.22 2.30 2.30 8.39 1.65 4.71 4.71 4,74 0 0.0 0.0 ; 1.00 0.00 0.00 0.00 0.00 0.00 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 86b* 94 2.1 9.4 1.00 0.25 0.26 0.58 0.22 0.33 1.00 0.70 352 P4 P4 400 5.51 2.22 2.30 2.30 8.39 1.65 4.71 4.71 4.74 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 Int B7 399 9.0 9.0 1.00 0,25' 1.10 0.00 0.94 0.00 1.00 1.00 104 P6TN P6TN 122 9.40 9.11 0.03 0.03 11.01 6.75 0.51 0.51 0.51 0 0.0 0.0 ; 1.00 0.00 0.00 0.00 0.00 0.00 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 B8 77 2.0 2.0 1.00 0.251 0.21 0.22 0.18 0.16 1.00 0.40 427 P3 P6 216 3.41 0.45 2.22 2.22 4.33 0.33 2.99 2.99 2.99 - - 0 0.0 0.0 'i 1.00 0.00 0.00 0.00 0.00 0.00 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 B9 77 2.0 2.0 1.00 0.25 0.21 0.22 0.18 0.16 1.00 0.40 427 P3 P6 216 3.41 0.45 2.22 2.22 4.33 0.33 2.99 2.99 2.99 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 I310a* 91 2.4 5.6 ; 1.00 0.25 0.25 0.58 0.21 0.32 1.00 0.80 278 P4 P4 346 5.34 1.51 2.21 2.21 8.31 1.12 4.15 4.15 4.46 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B10b* 91 2.4 5.6 1.00 10.25 0.25 0.58 0.21 0.32 1.00 0.80 278 P4 P4 346 5.34 1.51 2.21 2.21 8.31 1.12 4.15 4.15 4,46 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Blla* 77 2.0 6.3 ': 1.00 0.25 0.21 0.54 0.18 0.30 1.00 0.80 301 P4 P4 376 4.81 1.42 2.55 2.55 7.53 1.05 4.86 4.86 4,86 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1311b* 86 23 6.5 ; 1.00 0.25 0.24 0.62 0.20 0.33 1.00 0.92 252 P4 P4 373 4.79 1.68 1.91 1.91 7.72 1.25 3.96 3.96 3.96 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B12 421 11.0 11.0 1.00 0.25° 1.16 1.19 0.99 0.66 1.00 1.00 150 P6TN P6 214 16.52 13.61 0.28 0.28 23.52 10.08 1.30 1.30 1.30 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 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0;0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 ,0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2300 55.2 55.2=L eff. 6.35 9.86 5.42 5.62 EV,;nd 16.21 EVEQ 11.04 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238 17ABD DL Diaph.Level: 1st Panel Height= 8 ft. Seismic V i= 1.13 kips Design Wind F-B V i= 6.32 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 12.16 kips Sum Wind F-B V I= 22.53 kips Min.Lwall= 2.29 ft. per SDPWS-08 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 (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 B12a* 254 15.0 19.8 1.00 0.35 1.43 5.81 0.26 3.83 1.00 1.00 272 P4 P4 483 32.68 46.78 -0.98 -0.98 57.95 34.65 1.63 1.63 4,63 - - 0 0.0 0.0I' 1.00 0.00' 0.00 0.00 0.00 0.00 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 812b* 49 2.9 7.7 1.00 0.35 0.28 1.13 0.05 0.74 1.00 0.97 282 P4 P4 485 6.31 3.52 1.25 1.25 11.25 2.61 3.87 3.87 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 Ext B13a* 35 2.1 9.4 1.00 0.35' 0.20 0.84 0.04 0.55 1.00 0.70 398 P3 P4 494 4.68 3.11 1.10 1.10 8.30 2.30 4.18 4.18 4.48 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B13b* 35 2.1 9.4 1.00 0.35 0.20 0.84 0.04 0.55 1.00 0.70 398 P3 P4 494 4.68 3.11 1.10 1.10 8.30 2.30 4.18 4.18 4.48 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 814** 249 16;5 16,5' 1.00 0,351 1.41 1.10 0.25 0.94 1.00 1.00 72 P6TN P6 152 9.52 42.88 -2.11 -2.11 20.04 31.76 -0.74 -0.74 -0.74 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 B15** 498 33.0 33.0' 1.00 0.35 2.81 2.35 0.50 1.65 1.00 1.00 65 P6TN P6 156 17.21 171.52 -4.77 -4.77 41.29 127.05 -2.65 -2.65 -2.65 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 10.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ',0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0` 1.00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 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 1120 71.6 71.6=L eff. 6.32 12.07 1.13 8.26 EVs;,,d 18.39 EV EQ 9.39 Notes: denotes a wall with force transfer ** denotes a concrete shearwall JOB#: 15238_17ABD DL ID: B1abc w dl= 150 p/f V eq 2710.0 pounds V1 eq= 495.5 pounds V3 eq= 1084.0 pounds V5 eq= 1130.5 pounds V w= 4750.0 pounds V1 w= 868.6 pounds V3 w= 1900.0 pounds V5 w= 1981.4 pounds -_•. -_•. v hdr eq= 98.5 plf ► H1 head=A v hdr= 172.7 plf i H5 head= A 1 v Fdragl eq= 90.1 Fdrag2 eq= 197.1 Fdrag5 eq= 197.1 Fdrag6 eq= 205.5 1 V_ A Fdragl w= - .9 Fdragl , 345.5 Fdrag5 w= ,5.5 Fdra•• w= 360.3 A H1 pier= v1 eq= 154.9 p/f v3 eq= 154.9 p/f v5 eq= 154.9 H5 pier= 5.0 v1 w= 271.4 p/f v3 w= 271.4 p/f v5 w= 271.41 3.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 v Fdrag3= •e.1 Fdra•,- 197.1 feet A Fdragl w= 157.9221 Fdragl w= 345.5 Fdrag7eq= •7.1 Fdrag8e• 205.5 v P6 E.Q. Fdrag7w= 345.5 Fdrag8w= 360.3 A P6 WIND v sill eq= 98.5 plf Hl sill= vsi//w= 172.7 p/f H5 sill= 3,0 EQ Wind 5.0 feet OTM 24390.0 42750.0 feet R OTM 28558 32330 v V UPLIFT -160 399 V_ Up Sum -160 399 H/L Ratios: L1= 3.2 L2= 5.0 L3= 7.0 L4= 5.0 L5= 7,3 Htotal/L= 0.33 41 iii. ri 0-4 10.4 ` Hpier/L1= 1.56 Hpier/L3= 0.71 < L total= 27.5 feet } Hpier/L5= 0.41 0195'L reduction JOB#: 15238 17ABD DL ID: B2ab w dl= 150 plf V eq 660.0 pounds V1 eq= 330.0 pounds V3 eq = 330.0 pounds V w= 1160.0 pounds V1 w= 580.0 pounds V3 w= 580.0 pounds v hdr eq= 35.3 plf A H head= A v hdr w= 62.0 plf 1 v Fdragl eq= 256 F2 eq= 256 A Fdrag1 w= - •0 F2 -- 450 H pier= vi eq= 187.1 plf v3 eq= 187.1 plf 5.0 v1 w= 276.2 plf v3 w= 276.2 plf feet H total = 2w/h = 0.84 2w/h = 0.84 9 . Fdrag3 eq= •• F4 e•- 256 feet A Fdrag3 w= 450 F4 w= 450 P6 E.Q. 2w/h = 1 P6 WIND H sill= v sill eq= 35.3 plf 3.0 EQ Wind v sill w= 62.0 plf feet OTM 5940 10440 R OTM 23604 17485 UPLIFT -1050 -529 • UP sum -1050 -529 H/L Ratios: Ll= 2.1' L2= 14.5 L3= 2.1 Htotal/L= 0.48 f lo 1 lio 4 IP Hpier/L1= 2.38 Hpier/L3= 2.38 L total= 18.7 feet JOB#: 15238_17ABD DL ID: B3ab w dl= 150 plf V eq 1340.0 pounds V1 eq= 670.0 pounds V3 eq = 670.0 pounds V w= 2360.0 pounds V1w= 1180.0 pounds V3 w= 1180.0 pounds ► v hdr eq= 81.2 plf •H head = A v hdr w= 143.0 plf 1 A Fdragl eq= 426 F2 eq= 426 • Fdragl w= ,1 F2 .- 751 H pier= vi eq= 223.3 plf v3 eq= 223.3 plf 6.0 v1 w= 393.3 plf v3 w= 393.3 plf feet H total = 2w/h = 1 2w/h = 1 10 Fdrag3 eq= - • F4 e.- 426 feet A Fdrag3 w= 751 F4 w= 751 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 81.2 plf 3.0 EQ Wind v sill w= 143.0 plf feet OTM 13400 23600 R OTM 18377 13613 UPLIFT -335 673 UP sum -335 673 H/L Ratios: L1= 3.0' 10 4 L2= 10.504 L3= 3.0 Htotal/L= 0.61 00 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#: 15238 17ABD DL _ ID: B4ab w dl= 150 plf V eq 900.0', pounds V1 eq = 450.0 pounds V3 eq= 450.0 pounds V w= 1580.0 pounds V1 w= 790.0 pounds V3 w= 790.0 pounds v hdr eq= 56.3 plf A H head = A v hdr w= 98.8 plf 1 v Fdragl eq= 338 F2 eq= 338 A Fdrag1 w= • t 3 F2 -- 593 H pier= v1 eq= 337.5 plf v3 eq= 337.5 plf 6.0 v1 w= 395.0 plf v3 w= 395.0 plf feet H total= 2w/h = 0.666667 2w/h = 0.666667 10 . Fdrag3 eq= •• F4 e.- 338 feet • Fdrag3 w= 593 F4 w= 593 P4 E.Q. 2w/h = 1 P4 WIND Hsill= vsill eq= 56.3 plf 3.0 EQ Wind v sill w= 98.8 plf feet OTM 9000 15800 R OTM 17280 12800 v T UPLIFT -575 208 UP sum -575 208 H/L Ratios: L1= 2.0 L2= 12.0 L3= 2.0 Htotal/L= 0.63 Hpier/L1= 3.00 Hpier/L3= 3.00 L total= 16.0 feet JOB#: 15238_17ABD DL ID: B5ab w dl= 250 plf V eq 4570.0 pounds V1 eq= 3829.6 pounds V3 eq = 740.4 pounds V w= 6940.0 pounds V1 w= 5815.6 pounds V3 w= 1124.4 pounds ♦ ► v hdr eq= 166.8 plf _ . •H head = A v hdr w= 253.3 plf 1 v Fdrag1 eq= 1328 F2 eq= 257 A Fdrag1 w= 416 F2 - 390 H pier= v1 eq= 255.3 plf v3 eq= 264.1 plf 60 v1 w= 387.7 plf v3 w= 387.7 plf feet H total= 2w/h = 1 2w/h = 0.966667 10 v Fdrag3 eq= • 8 F4 e•- 257 feet A Fdrag3 w= 2016 F4 w= 390 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 166.8 plf 3.0 EQ Wind v sill w= 253.3 plf feet OTM 45700 69400 R OTM 84461 62563 1. r UPLIFT -1572 676 UP sum -1732 676 H/L Ratios: L1= 15.0 L2= 9.5 L3= 2.9 Htotal/L= 0.36 4 0 4 04 0 Hpier/L1= 0.40 Hpier/L3= 2.07 L total= 27.4 feet JOB#: 15238 17ABD DL ID: B6ab w dl= 250 plf V eq 1100.0 pounds V1 eq = 550.0 pounds V3 eq= 550.0 pounds V w= 1680.0 pounds V1 w= 840.0 pounds V3 w= 840.0 pounds v hdr eq= 58.8 plf ► *H head = A v hdr w= 89.8 plf 1 A Fdrag1 eq= 426 F2 eq= 426 Fdrag1 w= ;,1 F2 - 651 H pier= vl eq= 351.1 plf v3 eq= 351.1 plf 6.0 v1 w= 400.0 plf v3 w= 400.0 plf feet H total= 2w/h = 0.7 2w/h= 0.7 10 . Fdrag3 eq= F4 e•- 426 feet A Fdrag3 w= 651 F4 w= 651 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 58.8 plf 3.0 EQ Wind v sill w= 89.8 plf feet OTM 11000 16800 R OTM 39340 29141 v v UPLIFT -1684 -733 UP sum -2734 -1262 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.53 4 , 4 0.4 Hpier/L1= 2.86 Hpier/L3= 2.86 L total= 18.7 feet JOB#: 15238_17ABD DL ID:B10ab w dl= 250 plf V eq 1060.0 pounds V1 eq = 530.0 pounds V3 eq = 530.0 pounds V w= 1660.0 pounds V1 w= 830.0 pounds V3 w= 830.0 pounds ♦ ► v hdr eq= 93.8 plf - •H head = A v hdr w= 146.9 plf 1 V Fdrag1 eq= 305 F2 eq= 305 • Fdragl w= - 7 F2 ,- 477 H pier= v1 eq= 276.0 plf v3 eq= 276.0 plf 6.0 v1 w= 345.8 plf v3 w= 345.8 plf feet H total = 2w/h = 0.8 2w/h = 0.8 10 v Fdrag3 eq= % F4 e.- 305 feet A Fdrag3 w= 477 F4 w= 477 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 93.8 plf 3'.0 EQ Wind v sill w= 146.9 plf feet OTM 10600 16600 R OTM 14365 10641 v v UPLIFT -370 586 UP sum -370 586 H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.4 Htotal/L= 0.88 Hpier/L1= 2.50 Hpier/L3= 2.50 L total = 11.3 feet JOB#: 15238_17ABD DL ID: B11ab w dl= 250 plf V eq 1010.0 pounds V1 eq= 469.8 pounds V3 eq= 540.2 pounds V w= 1610,0' pounds V1 w= 748.8 pounds V3 w= 861.2 pounds v hdr eq= 78.9 plf - •H head = A v hdr w= 125.8 plf 1 � Fdrag1 eq= 312 F2 eq= 359 Fdrag1 w= - t7 F2 .- 572 H pier= v1 eq= 293.6 plf v3 eq= 255.3 plf 5.0 v1 w= 374.4 plf v3 w= 374.4 plf feet H total= 2w/h = 0.8 2w/h = 0.92 10 Fdrag3 eq= F4 e.- 359 feet A Fdrag3 w= 497 F4 w= 572 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 78.9 plf 4.0 EQ Wind v sill w= 125.8 Of feet OTM 10100 16100 R OTM 18432 13653 v v UPLIFT -723 212 UP sum -723 212 H/L Ratios: L1= 2.0 L2= 8.5 L3= 2.3 Htotal/L= 0.78 Hpier/L1= 2.50 Hpier/L3= 2.17 L total = 12.8 feet JOB#: 15238_17ABD DL ID: B12ab w dl= 350 plf V eq 4880.0 pounds V1 eq = 4089.4 pounds V3 eq= 790.6 pounds V w= 8650.0 pounds V1 w= 7248.6 pounds V3 w= 1401.4 pounds —� v hdr eq= 178.1 plf •H head= 1` v hdr w= 315.7 plf 1 v Fdrag1 eq= 1418 F2 eq= 274 ♦, Fdrag1 w= =13 F2 ,- 486 H pier= v1 eq= 272.6 plf v3 eq= 282.0 plf 6.0 v1 w= 483.2 plf v3 w= 483.2 plf feet H total= 2w/h = 1 2w/h = 0.966667 8 Fdrag3 eq= 8 F4 e•- 274 feet Fdrag3 w= 2513 F4 w= 486 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 178.1 plf 1.0 EQ Wind v sill w= 315.7 plf feet OTM 39040 69200 R OTM 118245 87589 UPLIFT -3212 -746 UP sum -4944 -70 H/L Ratios: L1= 15.0 toL2= 9.5 ►4 L3= 2.9 Htotal/L= 0.29 ► Hpier/L1= 0.40 Hpier/L3= 2.07 L total= 27.4 feet JOB#: 15238_17ABD DL ID: B13ab w dl= 350 plf V eq 1180.0 pounds V1 eq = 590.0 pounds V3 eq= 590.0 pounds V w= 2080.0_', pounds V1 w= 1040.0 pounds V3 w= 1040.0 pounds v hdr eq= 63.1 plf - •H head= A v hdr w= 111.2 plf I v Fdrag1 eq= 457 F2 eq= 457 A Fdrag1 w= :46 F2 ,- 806 H pier= v1 eq= 401.4 plf v3 eq= 401.4 plf 6.0 v1 w= 495.2 plf v3 w= 495.2 plf feet H total= 2w/h = 0.7 2w/h = 0.7 8 Fdrag3 eq= , • F4 e•- 457 feet A Fdrag3 w= 806 F4 w= 806 P3 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 63.1 plf 1.0 EQ Wind v sill w= 111.2 plf feet OTM 9440 16640 R OTM 55076 40797 • • UPLIFT -2712 -1435 UP sum -5446 -2697 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.43 0 4 0 4 Hpier/L1= 2.86 Hpier/L3= 2.86 L total= 18.7 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shearon(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingfa,b,c,d1 (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1—(0.5—SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap 1* 2'to 18'rough width of opening per wind design min 1000 Ibf for single or double portal on both sides of opening ° t y _ opposite side of sheathing Pony . , wall height . :TM:. � - - with two rows of tIIIE1a!!c /sinkernails t 3"o6c typ .:.. Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown ,panel sheathing max " walk .v Header to jack-stud strap per wind design. •l• Min 1000 lbf on both sides of opening opposite • height side of sheathing. • If needed,panel splice edges shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" t�` nailed to common blocking thick wood structural panel sheathing with • • " within middle 24"of portal •height 8d common or galvanized box nails at 3"o.c. • height.One row of 3"o.c. g ^,• in all framing(studs,blocking,and sills)typ. i nailing is required in each panel edge. .w . Min length of panel per table 1 Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of"...,_ Min reinforcing of foundation,one#4 bar _-,. _ 1 jack studs per IRC tables i,-- top and bottom of footing Lap bars 15 min. 1. + R502.5(1)&(2). s \ Ak ;4 Min footing size under opening is 12"x 12 A turned down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6— concrete and nailed into framing) with 2"x 2°x 3/16"plate washer 2 ©2014 APA—The Engineered Wood Association Title: Job# Dsgnr: ARS Date: 2:39PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec.2003 Square Footing Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_17 dl.ecw:Calculations Description 17 DL-FTG F1 _General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 I Dead Load 1.000 k Footing Dimension 1.500 ft Live Load 2.700 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf Pc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 ReinforcingII Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0002 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% 1 Summary I Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,769.44 psf Vu:Actual One-Way 2.27 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 569.44 psf Vu:Actual Two-Way 16.97 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.52 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: ARS Date: 2:49PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Square FootingDesign Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_17 dl.ecw:Calculations Description 17 DL-FTG F2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 il Dead Load 2.970 k Footing Dimension 2.500 ft Live Load 7.920 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf Pc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 in Allowable Soil Bearing 2,000.00 psf ' Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing r Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.540 in2 As Req'd by Analysis 0.0007 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary 1 Footing OK 2.50ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,867.40 psf Vu:Actual One-Way 18.40 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 600.20 psf Vu:Actual Two-Way 50.39 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Mu :Actual 1.56 k-ft/ft Altemate Rebar Selections... Mn*Phi:Capacity 6.71 k-ft/ft 3 #4's 2 #5's 2 #6's 1 #7's 1 #8's 1 #9's 1 #10's Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 -Rev: 580010 Page 1 il User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG Criteria II Soil Data I Footing Strengths&Dimensions M Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.33 Soil Density = 110.00cf Water height over heel = 0.0 ft P Footing Thickness = 10.00 in FootingiISoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete ThSoil Pressure©Toe = 525 psf OK Rebarianess = 8.00 Soil Pressure©Heel = 382 psf OK Size = # 4 3,000 Rebar Spacing 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored©Heel = 484 psf Total Force©Section lbs= 66.9 Footing Shear©Toe = 0.0 psi OK Moment....Actual ft4= 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Tenn Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft4 Masonry Block Type=Normal Weight Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Pae 2 User.KW-0802997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design 9 _ (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calwlations Description CANT RET WALL H=2' NO SOG Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth©Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Designn Page 1 _(c)1983-2003 ENERCALC Engineering Software �+ 15238_riverterrace_3410.2.ecw:Calwlations Description CANT RET WALL H=4' NO SOG Criteria ISoil Data 1 Footing Strengths&Dimensions I Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft = Footing Thickness 9.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover©Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 0 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 0 Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete ThSoil Pressure©Toe = 1,266 psf OK Rebar Sizeess = 8.00 Soil Pressure©Heel = 128 psf OK Rebar = # 4 3,000 Rebar Spacing 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear©Toe = 0.0 psi OK Moment....Actual ft4= 425.2 Footing Shear©Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.56 OK Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Ford - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry DataI'm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft4 Masonry Block Type= Normal Weight Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# Pc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 —Rev: 580010 Pae 2 1 User.3-203ENE 1-Dec-2003 Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw:Calwlations Description CANT RET WALL H=4' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load©Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 11 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG Criteria 0 Soil Data 1 Footing Strengths&Dimensions Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary i Stem Construction Top Stem Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,547 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 205 psf OK Rebar Spacing = 16.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf tb/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 WaOvel rturning _ 2.38 OK Stability Ratios Shear Allowable psi= 93.1 Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4©22.00 in,#5@ 34.25 in,#6©48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Pae 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 9 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace3410.2.ecw:Calwlatlons Description CANT RET WALL H=6'NO SOG Summaryof Overturning&ResistingForces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load©Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=10' NO SOG Criteria I Soil Data 1 Footing Strengths&Dimensions M l 7 Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingiISoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Desi•n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,761 psf OK ebaS = 8.00 Rebar Soil Pressure @ Heel = 744 psf OK Rebarr Sizize # 5 3,000 Rebar Spacing = 8.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf tb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft4= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Overturning = 2.87 OK Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. _ Mu':Upward = 1,667 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 277 12,332 ft4 Concrete Data Mu: Design = 1,390 12,332 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 11.00 in Heel:#4©7.25 in,#5©11.00 in,#6©15.75 in,#7@ 21.25 in,#8©28.00 in,#9©35 Key Reinforcing = None Spec'd Key: No key defined Title: Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev: 580010 Page 2 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=10' NO SOG Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load©Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12'NO SOG Criteria I Soil Data I Footing Strengths&Dimensions M Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingiISoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ‘ Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summa Stem Construction Top Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,810 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 1,092 psf OK Rebar = # 5 3,000 Rebar Spacing 5.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 —Rev: 580010 KW-06 Pae 2 1 User.3-2003 E E CVer ALL n 1-Dec-2003ringSo Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 752382iverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12'NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft,# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load @ Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 B6 MAIN-Quick Beam PACIFIC LUMBER&TRUSS CO. Page 1 Project: unnamed 16:05:44 12/02/15 Job: Designed by: KAMI HENDERSON Client: Checked by: Input Data Check of 5 1/2"x11 7/8"30E-2.1E-Balanced Layup-APA IJC-SP i' Left Cantilever:None Main Span: 11' Right Cantilever:None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow.LL Deflection:U360 Allow.TL Deflection:L/240 DOL: 1.000 (3 in Maximum) Eb:2100000 psi F,,:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at Load at Type Start Length Start End ft ft pif pif Floor Live Uniform 0' 11' 390 Floor Live Uniform 0' 8' 442 Floor Live Concentrated 8' 6417 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 8097.73 2106.84 175.06 -0.2961 -0.2961 Allowable 22385 3000 270 0.3667 0.55 %of Allow. 36 tie 70 if 65 iif 80 to 53 le Location 11' 7'4-5/8" 9'9-3/8" 5'9-1/32" 5'9-1/32" Reactions and Bearing Support Location Min.Bearing Reaction ft in lb 0' 1.525 6145.27 11' 2.01 8097.73 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 80 k+%. Design is governed by live load deflection. Governing load combination is Dead+Floor Live. Maximum hanger forces:6145.27 lb(Left)and 8097.73 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005 BM12-Quick Beam PACIFIC LUMBER&TRUSS CO. Page 1 Project: unnamed 07:15:38 11/03/15 Job: Designed by: IWMI HENDERSON Client: Checked by: Input Data Check of 3 1/2"x16"30E-2.1E-Balanced Layup-APA IJC-SP? Left Cantilever:None Main Span: 11'6" Right Cantilever:None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow.LL Deflection:U360 Allow.TL Deflection:U240 DOL:1.150 (3 in Maximum) Eb:2100000 psi Fv:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at Load at Type Start Length Start End ft ft plf pit Snow Condition 1 Uniform 0' 11'6" 121 Snow Condition 1 Uniform 0' 11'6" 271 Snow Condition 1 Concentrated 4' 9333 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 8340.74 2428.95 207.006 -0.2409 -0.2409 Allowable 14245 3450 310.5 0.3833 0.575 %of Allow. 1 1 59 70 67 62 41 Location 0' 4' 1'6-3/4" 5'4-11/16" 5'4-11/16" Reactions and Bearing Support Location Min.Bearing Reaction ft in lb 0' 3.253 8340.74 11'6" 2.145 5500.26 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 70 1%. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces:8340.74 lb(Left)and 5500.26 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005 C4 A Roseburg J2 BASEMENT 12-2-15 1:15pm Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 il,.` ,' ii ii,, -1.? . t_.w.. ° w...C.... ..... v. . . . _�.. .`. ... / 16 0 0 12 0 0 7 2800 ' Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 456# — 2 16' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1201# -- 3 28' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 336# -20# Maximum Load Case Reactions Used for applying point loads(or Inc loads)to carrying members Live Dead 1 357#(268p1f) 100#(75p1f) 2 924#(693p1f) 277#(208p1f) 3 277#(208p1f) 59#(44p1f) Design spans 15' 7.375" 11' 7.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1498.'# 2820.'# 53% 6.63' Odd Spans D+L Negative Moment 1710.'# 2820.1t 60% 16' Total Load D+L Shear 650.# 1220.# 53% 15.99' Total Load D+L End Reaction 456.# 1220.# 37% 0' Odd Spans D+L Int.Reaction 1201.# 1775.# 67% 16' Total Load D+L TL Deflection 0.3042" 0.7807" L/615 7.41' Odd Spans D+L LL Deflection 0.2456" 0.3904" L/762 7.41' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor Joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 \ I ti Roseburg J7 MAIN 3 53pm Forest Products Compang 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 0480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 MitetZ,z?4Millige.. AMOr 16 1 0 16 1 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 563# -- 2 16' 1.000" Wall DFL Plate(625psi) N/A 1.750" 563# — Maximum Load Case Reactions Used for applying point loads(or Ina loads)to carrying members Live Dead 1 433#(325plf) 130#(97p1f) 2 433#(325p1f) 130#(97p1f) Design spans 16' 2.750" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2283.'# 3640.'# 62% 8.04' Total Load D+L Shear 563.# 1420.# 39% 0' Total Load D+L TL Deflection 0.3438" 0.8115" L/566 8.04' Total Load D+L LL Deflection 0.2644" 0.4057" L/736 8.04' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON Allpoductnamesaretrademarksoftheirrespectiveowners KAMI L HENDERSON Stroh Tie Copyrightzofs EWP MANAGER �' (C) by Simpson Strongliie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 ri Roseburg J3 MAIN 12-2-15 3:52pm A Forest Products Company 1 of 1 CS Beam 4.21.0.1 krnBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 ,r ,r / O 18 1 0 / 18 1 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 632# — 2 18' 1.000" Wall DFL Plate(625psi) N/A 1.750" 632# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 486#(365p1f) 146#(109p1f) 2 486#(365p1f) 146#(109p1f) Design spans 18' 2.750" Product: DBL 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2880.'# 7280.'# 39% 9.04' Total Load D+L Shear 632.# 2840.# 22% 0' Total Load D+L TL Deflection 0.2878" 0.9115" L/760 9.04' Total Load D+L LL Deflection 0.2214" 0.4557" L/988 9.04' Total Load L Control: LL Deflection DOLs: Live=100% Snow--115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON StrongTie Copyright(C)lois bySimpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663