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Specifications 44 St)—O<Ce-0 GG2L EmENGINEERING (j Structural Engineers „1 180 Nickerson Street Suite 302 Seattle. WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) .i - #15238 Structural Calculations River Terrace �Eo PRo, �,;F.-,\G I NF � Plan 17DL . , ; Elevation A •REC,N& 'FS r G�\F Design Criteria: 2012 IBC (ORSC, OSSC) 1 16e 44 2/03/2015 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 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 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 crawispace 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 Roofing- 3.5 psf Roofing',-future 0.0 psf 5/8"plywood (O.S.B.) 22 psf Trusses at 24"o.c. 4.0 psf Insulation 1,0'psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.5'psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 0.0',psf 3/4"plywood (O.S.B.) 2.7'psf joist at 12" 2.5;psf Insulation 1.0'psf (1) 1/2"gypsum ceiling 2.2 psf Misc. 2.6 psf FLOOR DEAD LOAD 15.0 PSF 0 0 2)2X1�I!.4. .DRI )2X 0 HDR ® I I 1 i3l )2x10 DR (3) 10 HD I)1z10 DR mi -- tA1 FA I H , I 4I _ © I j\I rAlli ;__•j Olii L n A% I rI:" U II Aft'O;Iii, , i . I� ri 4.114 14, „E 11 I I, 1 I LII k, 14-- -------�- \ 2X10 xR(2)•10 Hx'(2)2X'x HDR __ - , � a. !j Illr A% ' I I 1 [i © 1 iI REP i1 '® I L MI-liQR__MIN1tl01C_I1N-HOB GABLE END TRUSS 59.1 ALL BEAMSIHDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMSIHDRS WHICH ARE LABELED Plan 1 7A-DL ROOF FRAMING PLAN 1/4-C 1'-0' Title: Job# Dsgnr: ARS Date: 2:41PM, 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_riverterrace17 dl.ecw:Calwlations Description 17A DL-ROOF FRAMING [timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r RBA1 RBA2 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 Hem 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 Center Span Data Span ft 6.00 5.00 1 Dead Load #/ft 296.00 326.00 Live Load #/ft 494.00 544.00 Results Ratio= 0.5667 0.7092111 Mmax©Center in-k 42.66 32.62 @ X= ft 3.00 2.50 fb:Actual psi 664.8 762.6 Fb:Allowable psi 1,173.0 1,075.3 Bending OK Bending OK fv:Actual psi 63.5 81.8 Fv:Allowable psi 172.5 172.5 Shear OK Shear OK [Reactions ©Left End DL lbs 888.00 815.00 LL lbs 1,482.00 1,360.00 Max.DL+LL lbs 2,370.00 2,175.00 ©Right End DL lbs 888.00 815.00 LL lbs 1,482.00 1,360.00 Max.DL+LL lbs 2,370.00 2,175.00 Deflections Ratio OK Deflection OKill Center DL Defl in -0.022 -0.018 UDefl Ratio 3,218.6 3,366.6 Center LL Defl in -0.037 -0.030 UDefl Ratio 1,928.5 2,017.5 Center Total Defl in -0.060 -0.048 Location ft 3.000 2.500 UDefl Ratio 1,205.9 1,261.5 6X6 ® 6X6 y F 4 .—.—. .—.—. —.— —.— 4X12 FDR m GT _ ABOVE p� uNWi STHDI Y- 1�® ®C) 2010 HDR 1:1 '6+rrs7u%nL� k a E &,o Y _I �;>I I FB F x YA 'smH0142J N E. 1 l•`J„ I - 414 STHD14iJ—•®� =�'; • . STHDI4RJ 1 .FT'• GT FB fi �,... x• I I GT ABOVE )2X1)HDR (2)2710 H.R (2)2':10 HDR ROOF TRUSSES "` •� AT FRA 0.C� ®ramI I ABOVE fRAMINfj W� •o o GT I I E!x® 61)1C-_ F:3 I I LL Iy 03) )2 10 h.: I I /_ __ 11 P4 Y ABO\'EE I -i STHDI4RJ I. o Iii .YI' I I 0 IDI 1.2x LEDGER _ __ 1 _) • I z fLf 0 s� h 1, II�� I FIXTU-ES ! __ z P ABO E. ;-� �� I I $.- ADO 2x10 TV BJCG nr2x4 FRAMING E __ _ , (__ 0+76'AF.F. (11 AT 24.O.C. IGT FB I I ` ,,` I I Io ® ITI I I I� . f •w v STHDI4RJ T o 0 . 1 +._____1 .e I-_ 3RX16 BIG ■ 6X6 ,� T BEI FB S7i7(1fi BIG BEAM 13 0112 RIM 11002-0 FB54 ° BTRIN3 W- P3 BEARING WALL / HUC7610-6D5 90 I —.� STMIN ' o Mb 7. 9 FRAMING •N _X21 GL HDR•_ D ,. •T SJ�.. �—. .�.— . i..„ , , 6 r• GT FB1 I I •, I- © HGUS5.50 '6' ! GT ROOF TRUSSES_ © 16 - B M FBF` A T ABOVE AT 24'O.C. Y---- GT Gr . —�_o��_:.�Z,—.—.—.—.—. BONE ABOVE FRAMING , N 17--ABOVE ABOVE ABOVE` F LED. R STHD74RJ I LL.It I 1 I ' ROOF TRUSSES rn --- - AT 24.0 C j o I•)2X10 HD12)2X10 2)2X.0. I K a sTHD14RJ . STH014RJ =14i� , t .l —.—,.y13)106,LEI'BEAM HDR _ $ ak Willi L__J STHDNRJ sn1D14R i 19 I MIN. HDR 1 MIN. HDR 1 BEARING WALL ABOVE(250 PT) S9.1 I 1 STHD14RJ1 __ --- ___,STHDI4RJ UPPER Plan 1 7A LOWER FLOOR SHEAR PLAN 1/4•=1'-0• ALL BEAMS/HDRS 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 Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 15238_rivertenace_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 r FB2** F63 FB4*** FBS*** FB6 FB7*** Timber Section Pdlm:3.5x16.0 2-2x8 Prilm:5.25x16.0 PrIlm:3.5x16.0 2-2x8 Prllm: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 Fr,No.2 level,LSL 1.55E level,LSL 1.55E Hein Fr,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 Center Span Data111 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 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 , _Reactions i ©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 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK il 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 Lk 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 (2 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined III FB8 FB9 FB10B 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 Fir,No.2 Hem Fr,No.2 Douglas Fr- Douglas Fir,24F- Douglas Fir,24F- Douglas Fr,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 enter Span Data 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 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 II 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 _Reactions11 ©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 r Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 2 User KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist plan 5017 abd.ecw:Calcula6ons _(c)1983-2003 ENERCALC Engineering Software 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 i 0.042 Total Cant.Defl i 0.067 UDefl Ratio 360.4 Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 r (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calwlations Description 5017 ABD-UPPER FLOOR FRAMING (3 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 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 iLevel,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 Center Span Data 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 Results Ratio= 0.6173 0.6916 0.4597 0.4568 Mmax @ Center in-k 246.48 433.92 288.44 531.19 1 ©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 III ©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 II *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 NNW Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 2 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calwlations 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 P.T.6x6 POST HDR HDR 2 r n -...f I I 11 - `iSTAIR P.T.2x P.T.4x4 POST i FRAMING LEDCIER- 46 BEARING,BALL ct ql im r�ii•83�21N6 WAL it I n j rr4 " I co — co 2 I I l -I—•- 1 1 I I 1111 I 1 1 1 1 1 1 DJ sl -'Ir SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING IN CRAWLSPACE r- ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED FRAMING PLAN& Plan 17 DL B AIN OOROOR SHEAR PLAN 1/4'=1'-0' Title: Job# Dsgnr: ARS Date: 2:22PM, 3 DEC 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_17 dl.eco:Calculations 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 1 MBI MB2 MB3*** MB4*** Timber Section 2x8 4x8 PrIIm: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 Fr,No.2 Douglas Fr- Level,LSL 1.55E iLevel,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 Data 111 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 0.7897 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 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.073 -0.023 -0.114 -0.093 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 E50.-D• _ 18'-9" B;'.{2 6'-B• I 6'-103/45-2Y4 CRAWL SPACE VENTING: PROVIDED: MECHANICAL VENTILATION AT A I- -I ♦ ♦ RATE EQUAL TO 1 CUBIC FOOT PER MINUTE T {—THICKENED SLAB' i FOR EACH 50 SQUARE FEET OF CRAWLSPACE EDGE I i I FLOOR AREA.EXHAUST VENTILATION SHALL TERMINATE TO THE EXTERIOR r ,�,r r -Ir -11 AREA 1=979 SF I I I I 1 I +------�----� PROVIDE 19.75 CUBIC FEET 1` J i L J L J AIR EXCHANGE PER MINUTE `-L4-' I I\ 6x6 PT POST r I m 1 3'-i' , i 3ir CONC. t 5THS14RJa,4 - i PATIO SLAB •—a��. a 2x#PAMY WALL I( .a" W o PT.4x4 POST -J 1 J "' I-9-I1•IJ--. I }BELOW BEARING q. .a I $ 1 ♦ _.� ,i: A�/y`,t 1 w 1 :. f i 27 SQX.10DEEP .L. L- r � _J L .TH014R. �t �.r -.-: ♦ a-i�:�i Y 4-PONY 'ry., .T_`.` .'v .��, L S • Qx4:PONY.WAlL-_ ;:.r • � e o 1• r I-S-O-II 'T -1 (BELOW BEARNGL - -. • V IFURN I _ WALL ABOVE) •INSTALL CENTIMJCIAY INSTALL SYSTEM TO ALLOW • • ..:.-.:.::.::'::.:':.:::.3'-1----.* ♦ • v ••••••• • ••• •• BQTV1 2z6 hOl-- I. OPERATED LECHANGL ADEQUATE DRAINAGE AT 1 I, I-2'-6'µ-•i J .. .WALE ' .. x AGNDL CRAW.�IEM CRAWL SPACE :r 1t� ID • I T+ qty.r. {AREA 1{ b•:- u� .1 STHD102.1, I _`STH014RJ 1 •: -.1. F-27-14 214 P_L 6th P T: Title: Job# Dsgnr: ARS Date: 2:24PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 15238_rivertenace 17 dl.ecw:Calulations _(c)1983-2003 ENERCALC Engineering Software Description 17 DL-CRAWLSPACE FRAMING Timber Member Information erode 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 DataII Span ft 5.67 4.58 Dead Load #/ft 180.00 210.00 Live Load #/ft 480.00 560.00 Results Ratio= 0.8872 0.6754 111 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 Tv: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 11_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= 1I Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR Is= 1.00 Section 1613.1 ->ASCE Table 1.5-2 S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 3. Site Class-Per Geo. Engr. 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 MS=Fa 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 SDS=2/3*SM1 5D1= 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 SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor do= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_17ABD DL SE's= 0.78 h„ = 30.17(ft) SE',= 0.50 x = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 Ci= 0.020'ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.257 ASCE 7-10(EQ 12.8-7) S = 0.50 k = 1'ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SE's/(R/IE) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=BD,/(T*(R/IE)) (for T<TL) 0.299 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(T2*(R/IE)) (for T>TO 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 S,)/(R/IE) 0.038 W ASCE 7-10(EQ 12.8-6)(MIN.if 51>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) Cvx = DIAPHR. Story Elevation Height AREA DL w, w, *h;k wX *hzk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 30.17 30.17 2120 0.0221 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 EV= 17.03 E11.4= 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.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps3o A= 21.6 21.6';psf Figure 28.6-1 Ps3os= 14.8 14.8psf Figure 28.6-1 PS30 c= 17.2 17.2'.psf Figure 28.6-1 Ps30 D= 11.8 11.8'psf Figure 28.6-1 A= 1.00 1.00' Figure 28.6-1 Ka= 1,00 1.00- Section 26.8 windward/lee= 1.00 1.00' A*Kat*Iw"windward/lee : 1.00 1.00 Ps=A*Kzt*I*pa30= (Eq.28.6-1) PsA= 21.60 21.60 psf (Eq.28.6-1) Pse = 14.80 14.80 psf (Eq.28.6-1) Ps c = 17.20 17.20 psf (Eq.28.6-1) Ps D= 11.80 11.80 psf (Eq.28.6-1) Ps A and C average= 19.4 19.4 psf PSB end D 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 i 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(SS) 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 Page 1 of 1 Design Maps Summary Report II Design Maps Summary Report User-Specified Input Building Code Reference Document International Building Code (which2012 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 �- � '°moi. s�� - � . ;.a m I ^F'�".+Q § '`` averts-g� - d I y S 3 i it U , .gyp � ,?� +a,, t, ' t � .m' ' a..+- , ,- /3 } � '4,,,:,',"-1-, ',.;'4."9i '" ,.Pe ' KpnPyM ` i ° �Pil' Ait - �ry \ K vLS P USGS-Provided Output SS = 0.972 g SMS = 1.080 g S°S = 0.720 g Sx = 0.423 g SMx = 0.667 g Sox = 0.445 g For information on how the SS and S1 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. I► CI Response SpectrumDesign Response Spectrum 0.. 1.1o,, coo 0! 0.7'2 440 0,77014 040 4.55 & o 0.44 0.22 0.22 t#1S Owtt 0.041 al* od 0 0 40 0.O G. 1. 1,20 1.d4 1. 0 1.00 2-00O, 4.34 0.40 0.00 0,00 1.00 1. l.t 1.401.00 2 Period.7(cot) P 1 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 4'-0- 13-3- 14'-D- , 16•-9- , 5._6. t 7•_7- 4'-3Y4 i 3-113'4 5•-9. , }•_7�4 t 5•_9. i 5._9. { 3-7}4- • I I I I I I I I I I r- I I I B1a 5-D-os Bib 1 5-ot-oF Bic 1 I I 1 1r �I I I 1 3,0 5' ° 1 1 o Drop-in I I I I Tub B2a }-D -D F 7-6 5}0 XOX 3-0 3_0 F B2b •. .. ir- O'Bedroom 4 ^ IMaster Bath 1 r .♦ 11 1 •..'„". ..� 6-0 BIPASS m 1. �® .-_-- I _ 3 Master Bedroom I .. IL I � ® _� M Bath m "--- W OHER DR9E6 7 cT ••-4 HCW .-4 HC Laundry - 1—= I 3I qTPP5 SHELVES I 1 1. _ Sk ,__ 2-8 HCW Y w 2-6 ♦ I I ♦ ♦ 6-0 BIPA55 BIFOLD I-I • -o I W.I.C. 6 HCW a Z1 3."OF I 7-9 2•-1Y 3-7h" 2-10 3'-14,- 3 10h" } 9'-4h- e, u. Hall s,t I M S&P Bedroom 3 - N s P '^ OPEN TO BELOW V. •"� 6-0 BIPASS in 1 !................... Vii m ..� 9•-5}4- 5•-11}4- II 5-11h" 3'-13� ,2-1%, 3-834 r 4-2Y4 10 IB n I I5 Bedroom 2 •,,,,,,,,,,,,,,,,B4a I f I 1 B4b 1 I Bonus Room , 1 L 1" 1- I m j I I I II I I 1 I I I I I I L..........._,,,,,,, I I r J II -tea--- I Bab r-- I I I I I I I I I I I L I I I I I 1 t- I---'F.' \ I I I I I I I I I 5-6}4- j }'_5• } 3-6- 3'-9' 7'-6Y2 2'-6- 2'-6- 3'-3' 5.-Oh" 3'-6- 1 5.-Oh" • o 4'-0- 16'_5}4' 15'-11}4- I 13'-7- a 4 4 4 !i Plan 5017A TOP FLOOR PLAN 1/4--1.-o- 1 • • • A m r 1-- ...,,__„.60'_0- F n �'vv 31'-r 6'-6}2• 10"4)" 6-9)" i 7F-7y2- e •i 85a B5b ; t ' - D 5-0 F 3-0 5-0 F '1 I- i ® Patio ® Linen „Stor. ® z-a rano 1- -4 A ID Tit ... Q j 'j . • . E6a.-•.3-06-DF 6'o so SL-, 1. 3-o d=o FB6b1 Powde tij ti� 7Y2- II-:'T�\1 r1— I n r;_,_ .-----• fin.' -.1 30"16 4'-6Y2" 5'-10" A - Nook -{—L• -•CI oT I 7}�"F:'1 O 4 : Q r' 4'9} Ii.) k, 1v. 1 roVNPantry 1:-:' _ :c{ ----- 0 ..a6-7"F=' - t F:: "5 SHELVES W4� . F,i 1'-6" 11" ' qq�� .11j{ 1 TOP 01'-TT(1NCRETE� [:? �-� � Y BASEMENT WALL������JJJJJJ I ---, �..i o E7 DW I I':1 UL APPROVED DIRECT-VENT�� ' � WOOD TREAD I FIREPLACE,INSTALL PER MFR. E.,2 0 MAX RISER B• �o FSd o(ADD STEPSe 'q o 4c:]oGreat Room q 1 1® REO'0 BY GRADE I m _ �F:i " I I�1 n [.. 12"SLE SURROUND W �O © �o k.:i1 /� AS APP_ICABI O• 1 V F>:1 2x TRIM FRAME IIo ,�MPE"t SITE 9O .:..-.t < 5-0 MiL Kitchen E'il — PLATFORM 0+18" INSUL ?-:1 ABOVE ADJACENT F:'.i GARAGE SLAB • fin"' ` i? ' !n FURNACE TO BE SIZED m 1. - .p —FLOOR ABOVE PER ORSC M1305.1.1 FURN. "•+' Q fl L____ _ a • -111 MCT, :i1 ',El n • 13'-4 - - �1((-- 1..-4.43.. n YI 3-0- f 3-7Y2" fl v 7-0" 'S c s_0 f .:. *44" i;--- _ GUARD RAIL I 1 Ur WITH 6"HIGHS i (-:•:•:-:-:1 „^, �'------- • CURB AT I 1 I I 1 I-- 3-Car Garage - " a:BOTTOM, TOP1 1 __, J L = Ay+42" WALL FINISH: Yz"GWB __--__-_ 1. I ? ' , _. n " ABV.NOSING L:.:-:-:•4- T .r - Q CEILING FINISH 46"TYPE'X'GM -- — FIRE-TAPE ALL GW8 // • OPEN E 1::::,:1:4 t,•:•:::-:4 (" WRAP BEAMS BELOW CEILING LEVEL /•• `n ABOVE i I - D(r= 0 • INSULATE FLOOR ABOVE 45fJ , Entry I R o --' A •lam " 'COQ / s3/g' 4'� X' FLOOR (..,::::::::i I I %• AB �`, IN 1� ABOVE F 1 `, W1c o 3 8Y2 3.-4h-1 1� I p1'- - •" 5'-7h" F i ... .::::t r ... in E I r-2-2--.3.3--, • yfl 6/� 45 ifF t:::::::::::1 ATTIC '? di NK ?...::i L:,,-:i tz LACCESSJ n ca TA m _—_� x \ 1 1 " _ ' -7.-7-;--t•-- �` I '? I n -FLOOR-pBOVE—•••I• -1• 1_.:_:1 n Den !.p L_ " . .-• 1 S 61 6 6 0 SH 2-6 0 SH 2-6 6-0$11 b 16-0 8-0 SoHo I ^� .PdfrCh.. .'o" i n I I I ,-_,___L.-.--1:11;._____,� LI1QQL-AbsTe IB9_ e �Q I . _I--, I 1 L e I 1m 1 I I I I 1 I ROOF ABOVE—.11 o2 i- . i' , S I I L- . 1 — — I L_844 S-a0-SPI D 31B1_01__ . I I I I I Ie I I I I • 10'-D" ; 3-10}i1 3'-6• J 3'-10}4 2'-2Y4'1 4'-DA 2'-9" ; 3'-0" ♦ 3'_0- 1 391'- " ♦ 20'-0 f f 6'-2)" ♦ 12'-63' • ! /2 Plan 1 7A 19 LOWER FLOOR PLAN 1/4"=1'-0" 19'-7Y2 • 1 6'-1044- f '® 6'-103'i UP { j ' 11. O T. I 50'-0" r 4--6x6 PT POST 1a'-9' y 3V-3" 6Y4 7_11. 13._7 . 5._4. { { 5-10}. 4'-244 { 5'-0. t 5._0. f 3.-5y� B12a- I I B12b j Patio j ;FLS — -�.� mnl7 I I =s - 1I j j I • ups j j j \; B13a B13b Stor. n� IIII 1 Lam;n-- k _ ;��,.�.� _ �+ Stor I. d4 Kt 4 I I tMl .n Q •1 + 4A FURN. I 4'-6644" I7'-10" 12 F f .NnRETURN AIR GRILLE OVER TOP OF DOOR CT/PACLUM IS THERE A WAY - I1 p TO GET RID OF THESE POSTS? .-�— B14 , 13 Unfinished Basement a: ® I I 44 11 11� 11'-7yg• 10'-5/g- 71'-7,tl- r 0--BLOCK-OUT AT %/ TOP OF CONCRETE 6 1. ; I♦ 24-00"CRAWL SPACE __L ACCESS HATCH .(4...11-'-'0141 - ..- •' 3-0" e B15 �J 3.-7YZ - n 0 t - SLAB-ON-GRADE • -- MOVE -1111 4 . CRAWL SPACE - SEE FOUNDATION PLAN n r F I •11 I L L -J ♦ ♦ L 1 C. n < I_ J ♦ IL JI 20'-0" 11.-3. J 5•-g• 13'-0" r Plan 1 7A-DL 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 I= 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 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM ROTM Unet U. OTM ROTM Unet Us,,,,, Use,,, (soft) (ft) (ft) (k10 (kip) (kip) (kip) (kip) p (PIO (pit) (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 P6TN 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 P8-T-N P6TN 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 0.15 0.73 0.00 0.44 0.00 1.00 1.00 74 P6 N R6-TN 122 3.98 3.04 0.18 0.18 6.59 2.25 0.81 0.81 0.84 - - 0 0.0 0.0 1,00 ',0.00 0.00 0.00 0.00 0.00 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 0,151 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 '0.00, 0.00 0.00 0.00 0.00 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 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0;0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 ' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 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 EVxind 9.30 EVEQ 5.62 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 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 LOQ err. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Veum OTM ROTM Unet Us= Ueum (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p OA (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A5 681 38.0 38,0 1.00 0.26` 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 17.07 17,0 1.00 0.25' 0.80 0.00 0.72 0.00 1.00 1.00 42 P6TN P6TN 47 7.18 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 11,00 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 11.00 0,00' 0.00 0.00 0.00 0.00 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 1.001 0.251 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 6.47 - - 0 0.0 0.0 :1.00 0;00 0.00 0.00 0.00 0.00 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 A10a* 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 6A6 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 0.0u 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0_ 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 11.00 0':00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 11,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 EV.nd 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 eft. 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 Us= U..m (sqft) (ft) (ft) (Mf) (kip) (kip) (kip) (kip) p (plt) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A11 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 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 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=Leff. 6.00 2.84 1.13 1.97 EVnd 8.84 EVE0 3.10 Notes: denotes a wall with force transfer JOB#: 15238_17ABD DL ID: A2ab w d1= 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 ► v hdr eq= 59.4 plf — 00 A H head= A v hdr w= 98.1 plf 1 " Fdragl eq= 93 F2 eq= 85 A Fdrag1 w= .3 F2 - 141 H pier= v1 eq= 73.6 plf v3 eq= 73.6 plf 3.0 v/ w= 121.6 plf v3w= 121.6p/f feet H total= 2w/h = 1 2w/h = 1 9 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 v UPLIFT -569 90 UP sum -569 90 H/L Ratios: L1= 6.5 L2= 3.0 L3= 6.0 Htotal/L= 0.58 4 ► 4 ►4 ► Hpier/L1= 0.46 ► Hpier/L3= 0.50 L total= 15.5 feet JOB#: 15238_17ABD DL ID:A9abc w dl= 250 p/f 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 plf ► H1 head= vhdr= 315.2 plf H5 head= A 1 v Fdragl eq= 154.8 Fdrag2 eq= 154.8 Fdrag5 eq= 154.8 Fdrag6 eq= 348.3 1 A Fdragl w= • .5 Fdragl , 222.5 Fdrag5 w= 2.5 Fdra•%w= 500.6 n 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 plf 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 Fdragl w= 222.4746 Fdragl w= 222.5 Fdrag7eq= •.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 EQ Wind 4.0 feet OTM 31800.0 45700.0 feet R OTM 13233 14980 v UPLIFT 1348 2230 V_ Up Sum 1348 2230 H/L Ratios: L1= 2.0 L2= 3.0 L3= 2.0 L4= 3.0 L5= 4.5 HtotaUL= 0.69 4 ' / 0-4 ►, ►/ , 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 d1= 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 •H head = A v hdr w= 241.8 plf 1' v Fdrag1 eq= 369 F2 eq= 472 • Fdrag1 w= ' 1 F2 ,- 678 H pier= vi 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 • 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 T UPLIFT 731 1844 UP sum 731 1844 H/L Ratios: L1= 1.8 L2= 5.0 L3= 2.3 Htotal/L= 1.10 ► 4 ►A 10 Hpier/L1= 2.78 4O.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 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 ROIM Unet Liam Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (PIO) (pit) (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 0.001 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 B1 b* 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 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 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 2.96 - - 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 Ext B2b* 125 2,1 9,4 1,00 0,151 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 2.96 - - 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 Ext B3a* 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 0.00 0.00 0.00 0.00 0.00 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 4.02 402 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.000.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVw„d 9.86 EVEQ 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 kips 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 kips 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 en. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM RoTM Unet Usum Usum (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Pit) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B5a* 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 3,33 - - 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 2.97.7 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 4,24 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B6b* 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 4.71 444 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.25', 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 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 BlOa* 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 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 131 la* 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 4.86 446 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Bl 1 b* 86 2.3 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 3.96 346 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 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 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 2300 55.2 55.2=L eff. 6.35 9.86 5.42 5.62 EVs;,,d 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 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 eH. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Us„m Us= (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pit) (pit) (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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B12b* 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 3.83 - - 0 0,0 0.0 1,00 '0.00 0.00 0.00 0.00 0.00 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 B135* 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 0.01 1.00 0.00 0.00 0.00 0.00 0.00 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 813b* 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 B14** 249 16,5 16.5 1,00 ;0,35' 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0:0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0: 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 , 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 0,001 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 1120 71.6 71.6=Leff. 6.32 12.07 1.13 8.26 EVN;.,d 18.39 EVEQ 9.39 Notes: * denotes a wall with force transfer ** denotes a concrete shearwall JOB#: 15238_17ABD DL ID: B1abc w dl=' 150 plf 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 p/f • H1 head=A v hdr= 172.7 plf H5 head= A 1 " Fdragl eq= 90.1 Fdrag2 eq= 197.1 Fdrag5 eq= 197.1 Fdrag6 eq= 205.5 1 v J� 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 plf v5 w= 271.41 3.0 feetfeet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 Fdrag3= •s.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 H1 sill= v sill w= 172.7 plf H5 sill= 3.0 EQ Wind 5.0 feet OTM 24390.0 42750.0 feet R OTM 28558 32330 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 A ► ill ►1 O.1 ►t ► Hpier/L1= 1.56 7 Hpier/L3= 0.71 L total= 27.5 feet Hpier/L5= 0.41 0.95 L reduction .............. JOB#: 15238 17ABD OL 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 0. v hdr eq= 35.3 plf ---O. •H head = A v hdr w= 62.0 plf 1 v Fdrag1 eq= 256 F2 eq= 256 A Fdrag1 w= , .0 F2 -- 450 H pier= v1 eq= 187.1 plf v3 eq= 187.1 plf 5,0 vi 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 . 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: L1= 2.1' L2= 14.5 L3= 2.1 Htotal/L= 0.48 Hpier/L1= 2.38 Hpier/L3= 2.38 L total= 18.7 feet JOB#: 15238_17ABD DL ID: B3ab w d1= 150 plf V eq 1340.0 pounds V1 eq = 670.0 pounds V3 eq = 670.0 pounds V w= 2360.0 pounds V1 w= 1180.0 pounds V3 w= 1180.0 pounds v hdr eq= 81.2 plf •H head = A v hdr w= 143.0 plf I Fdragl eq= 426 F2 eq= 426 v A Fdragl w= •1 F2 -- 751 H pier= v1 eq= 223.3 plf v3 eq= 223.3 plf 6.0 v1 w= 393.3 plf v3 w= 393.3 plf feet 2w/h = 1 2w/h = 1 H total= 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 . v UPLIFT -335 673 UP sum -335 673 H/L Ratios: L1= 3.0 L2= 10.5 L3= 3.0 Htotal/L= 0.61 ► 4 ►41 ► 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 ► •H head = A v hdr w= 98.8 plf 1 Av Fdragl eq= 338 F2 eq= 338 Fdragl w= '13 F2 ,- 593 H pier= vi 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 A Fdrag3 w= 593 F4 w= 593 P4 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 56.3 plf 3.0 EQ Wind v sill w= 98.8 plf feet OTM 9000 15800 R OTM 17280 12800 v v 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 1 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 � Fdrag1 eq= 1328 F2 eq= 257 Fdrag1 w= 416 F2 ,- 390 H pier= vi eq= 255.3 plf v3 eq= 264.1 plf 6.0 v1 w= 387.7 p/f v3 w= 387.7 plf feet H total= 2w/h = 1 2w/h = 0.966667 10Fdrag3 eq= • 8 F4 e•- 257 feet • 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 • UPLIFT -1572 676 UP sum -1732 676 H/L Ratios: L1= 15.0 L2= 9.5 L3= 2.9 Htotal/L= 0.36 ► 4 H ► 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 I v Fdrag1 eq= 426 F2 eq= 426 A Fdragl w= ;,1 F2 ,- 651 H pier= v1 eq= 351.1 plf v3 eq= 351.1 p/f 6.0 vi 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 • UPLIFT -1684 -733 UP sum -2734 -1262 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.53 Hpier/L1= 2.86 104 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 V w= 1660M pounds V1 w= 830.0 pounds V3 w= 530.0 pounds 3 w 830.0 pounds _______•,. head= _______0. --.— v hdr eq= 93.8 plf * 1 v hdr w= 146.9 plf Fdragl eq= 305 F2 eq= 305 Fdragl w= - 7 F2 ,- H pier= v1 eq= 276.0 plf 477 6.0' vi w= 345.8 plf v3 eq= 276.0 plf feet v3 w= 345.8 plf H total= 2w/h = 0.8 2w/h = 0.8 feet 10 Fdrag3 eq= % F4 e.- 305 Fdrag3 w= 477 F4 w= 477 P4 E.Q. I 2w/h = 1 P4 WIND H sill= 3.0 v sill eq= 93.8 plf EQ Wind v sill w= 146.9 plf feet OTM 10600 16600 R OTM 14365 10641 UPLIFT -370 586 UP sum .---73.77---37r----------------_, H/L Ratios: Htotal/L= 0.88 L1= 2.4 L2= 6.5' L3= 2.4 Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 11.3 feet JOB#: 15238_17ABD DL ID: B11ab w d1= 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 A Fdrag1 w= , 17 F2 -- 572 H pier= vi eq= 293.6 plf v3 eq= 255.3 plf 5.0 v1 w= 374.4 plf v3 w= 374.4 plf feet 2w/h = 0.8 2w/h = 0.92 H total= 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 plf feet OTM 10100 16100 R OTM 18432 13653 T UPLIFT -723 212 UP sum -723 212 H/L Ratios: L1= 2.0 L2= 8.5 L3= 2.3 Htotal/L= 0.78 ► 4 ►4 ► Hpier/L1= 2.50 .4 o Hpier/L3= 2.17 L total= 12.8 feet JOB#: 15238_17ABD DL ID: B12ab d1= 350' plf V3 eq = 790.6 pounds V eq 4880.0'' pounds V1 eq= 4089.4 pounds V3 w= 1401.4 pounds V w= 8650.0' pounds V1 w= 7248.6 pounds v hdr eq= 178.1 plf -� •H head= A v hdr w= 315.7 plf 1 v Fdragl eq= 1418 F2 eq= 274 Fdragl w= ,13 F2 ,- 486 HP ier= v1 eq= 272.6 plf v3 eq= 282.0 plf v3 w= 483.2 plf 60 v1 w= 483.2 plf feet 2w/h = 0.966667 H total= 2w/h = 1 8 Fdrag3 eq= 8 F4 e•- 274 feet A Fdrag3 w= 2513 F4 w= 486 P4 E.Q. 2w/h = 1 P4 WIND I 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 L2= 9.5 L3= 2.9 ' Htotal/L= 0.29 ► 4i O.41 ► Hpier/L1= 0.40 4 ► Hpier/L3= 2.07 L total= 27.4 feet JOB#: 15238_17ABD DL ID: Bl3ab 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= 1040.0pounds -.♦ V3 w= 1040.0 pounds • A -♦ v hdr eq= 63.1 plf - ---► H head- v hdr w= 111.2 plf v_ Fdrag1 eq= 457 F2 eq= 457 Fdragl w= .46 F2 - 806 H pier= vi 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 8 2w/h = 0.7 feet Fdrag3 eq= F4 e.- 457 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 si//w= 111.2 plf feet OTM 9440 16640 R OTM 55076 40797 • f UPLIFT -2712 -1435 UP sum -5446 -2697 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.43 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 Allowable Design(ASD)Values per Frame Segment Minimum Width Maximum Height (in.) (ft) Shearm(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°'''`'d1 (a) the Design values are based m the user (1—Douglas-fir.5 oS Southern here SG framing.secific For rrav tother of the actual framingecies of .This1ply the above shear design value adjustment sha l not be greater than The specific gravity adjustment factor=(1—(0.5—SG)), P 9 Y 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 per wind design min 1000 lbf 2'to 18'rough width of opening on both sides of opening for single or double portal opposite side of sheathing Pony •, wall height Fasten top plate to header with two rows to h I sinker nails s f 16d iyp ••" i•1 Fasten sheathing to header with 8d common or I' Min.3/8"wood structural 12' sheathing box nails at 3'grid pattern as shown I, panel max total r Header to jack-stud strap per wind design. wall in 1000 lbf on both sides of opening opposite Mrsplice edges height side of sheathing. If needed,panel9 shall occur over and be in 3 8" nailed to common blocking 2x4 framingcovered with m / ,, portal "of double4 .� Min. - middle 2 °-��ti within 10 thick wood structural panel sheathing with _____ •` height.One row of 3"o.c. max t3 o.c. box�adsa ,, III height .. .. in common or galvanized locnailing is required in each in all framing(studs,blocking,and sills)typ. panel edge. ofpanelper table 1 Typical portal frame lengthIII Min gt construction ` Min(2)3500 lb strap-type hold-downs Min double 2x4 post(king (embedded into concrete and nailed into framing) and jack stud).Number of jack studs IRC tables Min reinforcing of foundation,one#4 bar - =-`t`= I = R502.5(1)ck studs &per IR - top and bottom of footing Lap bars 15 min 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 concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— into framing) with 2"x 2°x 3/16"plate washer 2 o 2014 APA—The Engineered Wood Association Title: Job# Dsgnr: ARS Date: 2:39PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580000 User.KW-0602997,Ver 5.8.0,1-Dea2003 Square Footing Design Page 1 r (0)1983-2003 ENERCALC Engineering Software t 15238 riverterrace_17 dl.ecw:Calwlations Description17 DL-FTG Fl [General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 II 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 [Reinforcing 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 Min.Reinf%to Req'd 0.0014 % 0.0014 ISummary 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 2.27si Allow Static Soil Pressure 2,000.00 psf P Vn'Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 569.44 psf Vu:Actual Two-Way 16.97si Allow Short Term Soil Pressure 2,000.00 psfP Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.52 k-ft/ft Mn*Phi:Capacity 7.42 k-ft/ft 2 #4's 2 #5's 1 #6's 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design 15238 nverterrace_17dl.ecw:Calctations (c)1983-2003 ENERCALC Engineering Software Description17 DL-FTG F2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 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 Bar Size 4 Seismic Zone 3 Rebar Cover 3.250 Overburden Weight 0.000 psf ft 2,500.0 psi Concrete Weight 150.00 pcf F 60,000.0 psi LL&ST Act Separately y Load Duration Factor 1.000 000.00, 2 Column Dimension 5.50 in Allowable Soil Bearing 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 Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200FFy0.0033 Total As Req'd 0.540 in2 As Req'd by Analysis0.0007 int Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 Summary 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 Pressure2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Altemate Rebar Selections... Mu :Actual 1.56 k-ft/ft 3 #4's 2 #5's 2 #6's Mn*Phi:Capacity 6.71 k-ft/ft 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 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace3410.2.ecw:Calculations 1 Description CANT RET WALL H=2'NO SOG Criteria I Soil Data III Footing Strengths& Dimensions 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 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Width = Toe Active Pressure = 0.0 psf/ft = .00 ft Heel Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft a Width = 1.00 To Soil Density = 110.00 pcf Water height over heel = 0.0 ft Total Footing Width - 1.33 Footing Thickness = 10.00 in FootingllSoil 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 hi Axialial DeadLiveLoad Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Ax = 0.0 lbs Design Summary i Stem Construction Top Stem Total Bearing Load = 603 lbs Design height = SteK 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 525 psf OK Thickness = 8.00 Soil Pressure @ Heel = 382 psf OK Rebar Size = # 4 Allowable = 3,000 Rebar Spacing = 18.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 664 psf Design Data ACI Factored @ Heel = 484 psf fb/FB+fa/Fa = 0.021 Footing Shear @Toe = 0.0 psi OK Total Force @Section lbs= 66.9 Footing Shear @ Heel = 3.0 si OK Moment....Adual ft#= 33.5 = p Moment Allowable = 1,565.0 Allowable93.1 psi Wall Stability Ratios Shear Actual psi= 1.4 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 La /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 Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting - [Footing Design Results ` Special Inspection I Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# 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 k 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 2 II User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_riverterra�3410.2.ecw:Cakulatio2 ns )1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=2' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNINGRESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 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 WeightVert.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-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=4'NO SOG _Criteria I Soil Data I 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 Slope Behind Wall = Heel Active Pressure = 35.0 psf/ft P 0.00:1 Toe Active Pressure = 0.0 psf/ft ToeHeel Width = .33 ft Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft oaWidth = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Total Footing Width = 1.66 FootingliSoil Friction = 0.400 Footing Thickness = 9.00 in 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 t Btm.= 3.00 in Axial Load Applied to Stem i Axial al DeadLiveLoad Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axi = 0.0 lbs Design Summary 0 Stem Construction Top Stem lStem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Soil Pressure©Toe = 1,266 psf OK Thickness = 8.00 Soil Pressure©Heel = 128 psf OK Rebar Size = # 4 Allowable = 3,000 Rebar Spacing = 18.00 psf RebPlaced Soil Pressure Less Than Allowable = Center ACI Factored @ Toe = 1,480 psf Desigarn Dat ata ACI Factored Heel = 150 psf Tb/FB+fa/Fa = 0.272 Footing Shear©Toe = 0.0 psi OK Total Force @Section lbs= 364.4 FootingShearHeel Moment....Actual ft-#= 425.2 © 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi= 7.6 Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = P.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 = 316.1lbs Wall Weight = 100.0 less 100°/x,Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK Pm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting - Ltooting 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 ft-# 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 I. 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: KW-06 Page 2 1 User 580010 2997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design 15238_riverterrace_3410.2.e�w:Calculations (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=4' NO SOG L Summary of Overturning&Resisting Forces&Moments OVERTURNINGRESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# = 255.4 1.33 339.2 Heel Active Pressure = 316.1 1.42 447.8 SlopedSoil Over Soil Over Heel = Toe Active Pressure = 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 Soil Over Toe = 24.2 0.17 4.0 Load @ Stem Above Soil= Surcharge Over Toe = SeismicLoad = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth©Stem Transitions= = 2.56 Footing Weight = 186.7 0.83 155.0 Resisting/Overturning Ratio Key Weight = Vertical Loads used for Soil Pressure= 1,157.4 lbs 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 e 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design s _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG Criteria 1 LSoil Data IIFooting Strengths&Dimensions M 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 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Width = Toe Active Pressure = 0.0 psf/ft = 1.83 ft Heel Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Width = 2.50 Total Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Width = 2.50 FootingliSoil Friction = 0.400 Footing Thickness = 10.00 in 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 ii Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs I Design Summary I Stem Construction Top Stem OK Total Bearing Load = 2,190 lbs Design height ft_ Stem0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Soil Pressure©Toe = 1,547 psf OK Thickness = 8.00 Soil Pressure©Heel = 205 psf OK Rebar Size = # 4 Allowable = 3,000 psf Rebar Spacing = 16.00 Soil Pressure Less Than Allowable Rebar Placed at = Center ACI Factored©Toe = 1,746 psf Design Data ACI Factored @ Heel = 231 psf fb/FB+fa/Fa = 0.679 Footing Shear @ Toe = 2.4 psi OK Total Force @Section lbs= 899.9 Footing Shear©Heel = 24.5 psi OK Moment....A tuallow ft-it= 1,649.9 Allowable 93.1 psi Moment Allowable = 2,430.8 Wall Stability Ratios Shear Actual psi= 13.6 Overturning = 2.38 OK 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 Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting - l_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-it Masonry Block Type=Normal Weight Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-It 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 [RUev: 580010 Page 2 er.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wali Design 15238_riverterrace_3410.2.ecw:Calwlations (Z1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG 1 Summary of Overturning&Resisting Forces&Moments 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 Key Weight Vertical Loads used for Soil Pressure= 2,189.7 lbs 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,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace3410.2.ecw:Calculations 1 Description CANT RET WALL H=10'NO SOG Criteria 1 Soil Data I Footing Strengths&Dimensions M 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 Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Toe Width = Toe Active Pressure = 0.0 psf/ftHe = 1.50 ft Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Width = 3.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Total Footing Width = 4.83 Footing Thickness = 12.00 in Footingpoil 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 Total Bearing Load = 6,049 lbs Designheight Stem 00 ...resultant ecc. g ft= 0.00 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK Thickness = 8.00 Soil Pressure @ Heel = 744 psf OK Rebar Size = # 5 Allowable = 3,000 Rebar Spacing = 8.00 psf Rebar Placed at Soil Pressure Less Than Allowable Design Data = Edge ACI Factored @ Toe = 1,990 psf fb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Footing Shear @ Toe = 9.8 psi OK Total Force @Section lbs= 2,684.9 Footing Shear @ Heel = 65.9 psi OK Moment....Actual ft-#= 8,502.3 Allowable = 93.1 psi Moment Allowable = 10,552.0 Wall Stability Ratios Shear Actual psi= 40.7 Shear Allowable psi= 93.1 Overturning = 2.87 OK 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 Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting - LFooting 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 ft-# 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 Rev: 580010 Page 2 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 riverterrace_3410.2.ecw:Cakulatio2 ns L(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=10' NO SOG [Summary of Overturning&Resisting Forces&Moments OVERTURNINGRESISTING 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 Soil Over Toe = 97.5 0.67 64.9 Load©Stem Above Soil= Surcharge Over Toe = SeismicLoad = 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 Key Weight Vertical Loads used for Soil Pressure= 6,048.9 lbs 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: Rev: 580010 Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Lk User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria [Soil Data FootingI Strengths&Dimensions Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf Pc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Toe Width = .50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 eel Width = 4.50 T Soil Density = 110.00 pcf Water height over heel = 0.0 ft Total Footing Width = 6.25 FootingIlSoil Friction = 0.400 Footing Thickness = 14.00 in 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 ftL Cover @ Top = 3.00 in @ Btm.= 3.00 in i 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 Total Bearing Load = 9,068 lbs Design height ft= Stem0.OK 00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,810 psf OK Thickness = 8.00 Soil Pressure @ Heel = 1,092 psf OK Rebar Size = # 5 Allowable = 3,000 Rebar Spacing = 5.00 psf Rebar Placed at Soil Pressure Less Than Allowable = Edge ACI Factored @ Toe = 2,059 psf Design Data ACI Factored @ Heel = 1,243 psf fb/FB+fa/Fa = 0.945 Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Footing Shear @ Heel = 84.2 psi OK Moment....A tuallow ft#= 15,082.0 Allowable 93.1 psi Moment Allowable = 15,964.6 Wall Stability Ratios Shear Actual psi= 59.6 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 Pm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting Footing Design Results r 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-# Pc 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 Page 2 [User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238riverterrace 3abd.ecw:l3ASEMENTWALLNO (c)1983-2003 ENERCALC Engineering Software 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 Key Weight Vertical Loads used for Soil Pressure= 9,068.2 lbs 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