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Specifications (11) ,flit S72--o((. —O Oce g1 5-114, S4vcrc-, EN ENGINEERING S X016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. "'t 206.285.4512 (V) 206.285.0818 (F) 4t #15238 Structural Calculations River Terrace PRp- „GINF Plan 17DL w c- 6004,,, Elevation A � 4REG14.,_ Tigard, OR 22, g � , ��FS T ��\F 12/03/2015 Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 17 also includes Plan 5017) The proposed project is to be comprised of two-story wood-framed single-family homes. Some plan types have variations for daylight basements to accommodate site conditions. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. First floor framing and floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force"procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle,various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# : Plan 5017 ABD ROOF Roofing 3.5 psf Roofing-future 0.0 psf 5/8"plywood(OS.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation to 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 1119 2 59I '2)2X1 HDR )2X 0 HDR I Aft 1' RBA2I m I , ------- 11 `-n nT / i 02 DI Rice• (3).210-H4 . . .mall . *I II / d ii RBA1 r/ I / _71at 1I I Y i I , , • X Li o� � o / / Ir I L 22%30'1 / FI i`�� ------ .AP}G --< ' i; I / – – V� 32a r ACC_J --J , Ij I V--� r. " __rte--1--I- -�!-� o 2 59.1 ?C ; /'� • a o i `�_ 59.1 2r y FZ I 1 4 2 /' 59.1 1 fi_: ® -~ Ys Y I o / ] ff Rw II o� ic ai 3 f /, II .:.:47,' fes591 �.. -i , r ©� > 6 - ,i l / ---- 'I i____-: } 2 59.1 —~ diel u U {J.' LL..., 1 !H• �.�.� ....1) © i GT 4 �� ��L 2X10 HDR(2)2X10 HD 2(2)2XP0 HDR, t� 4 I� i L ' (5.1 1_ •�. / :: 59.1 is ,I © I' i' L I , k!NGA�L� N—_ypp D k1kUS5 lN�r __ J is i%& 1 V" 59.1 L JAIN—HOB__ DQR__BIN—&IR ® GABLELE END TRUSS ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 1 7A-DL 1�4 .1•-0 ROOF FRAMING PLAN Title: Job# Dsgnr: ARS Date: 2:41 PM, 24 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580008 Timber Beam &Joist Page 1 User.3-2 0 3 ENE,Ver C5.En ine 1-Dec-2003 So 15238_iverterrace_17 dl.ecw:Calwlations _(c)1983-2003 ENERCALC Engineering Software Description 17A DL-ROOF FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RBA1 RBA2 Timber Section 3-2"10 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 II Span ft 6.00 5.00 Dead Load #/ft 296.00 326.00 Live Load #/ft 494.00 544.00 Results Ratio= 0.5667 0.7092 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 11 ©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 OK r 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 F . ____ ._._. _. _._. axlz roR ��� ®0 ABOVE L SWDI I[ 2X70 HDR 2X10... P�j�ER �d M FB• - 11SThD1#AJ al,ABb oa r§.A 6_of a� .. sntD14RJ ROOF TRUSSES_ 1 �� GT ABOVE , )2X1)HD' (2)2710 HDR (2)2 110 HDR _ AT 24'0. `_"" I ABOVE FRAMINI It Iz 1 GT SIM. 23 I ARD1�E 3 F:3 I r 59.0 rM-I o )2 10 �: I i"•"® • __ sTH'[14RJ ' Ali RE! P4 i 1 IIIABU S7HD74RJ )II JI N• o 01 F2x LEDGER o I i i U ABO •ES j ! le, 3w o ry��I -� m' r �� I N ADC 2x10 TV BJCG I < __, ( $ 1 2x4 FRAMING .• • I v a O+>'6'AFF. pl I I AT 24.O.C. !GT FB n AL > •• T`:I I I, ® I I, r < L I I — STHDI4RJ + I T o -1! 3KX76 BIG 6X6 ,�� II I• • BEAM FB 511X16 BIG BEAM 13 I DI12 '"'® RIM HDU2- WALL FBS 9 ° • BEtRIN)W BEARING WALL I HUC 610-SDS 190 I • y STAIR �,, s® t Alh FRAMING +� o 43 S*X21 0 H2R ..1 . • h Ixcilti 6. GT T' FBI _IIT H -Ear— '1ABOIF ' I I Icy I __ / `\`` ` ROOF TRUSS_ ©'�--- ' 16 IG+: 'H FBF: A HGU55.50/10� I CT AT 24.O.C. -g I1-ABOVE ABO _ 11 ABOV ni---• LED' RI 'BOVF ABOVE ABOVE fRAMI G Q 1 I '•ABOVE` 11i 1 03 STHDf 4RJ i 'o I Ix L I L _ ROOF TRUSSES W' AT 24.O.C. ti 102X10 H2X1O 2)2.0. �o .-.°L1-.Sires. . I I F:14 r S .11RJ S HD14RJ I L L A .�._.�.L 3YX76`t SAM HDA. . RI ga I CO Q dInh tZip `-J 1HD14RJ STHDI/R I I I 19 mIN HDR II MIN. HDR I BEARING WALL ABOVE(250 PLF) 59.1 I STiD14RJl STHD14RJ Plan 17A UPPER FLOOR FRAMING PLAN& LOWER FLOOR SHEAR PLAN U4'=r-o. 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 Page 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 II F62** F83 FB4*** FB5*** FB6 FB7*** Timber Section PrlIm:3.5x16.0 2-2x8 Prllm:5.25x16.0 Prtlm: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 Hem 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 Data 1 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 LL■ 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 11 @ 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 Center DL Deli 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 Dell 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 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (01983-2003 ENERCALC Engineering Software plan 5017 abd.ecw.Calwlations 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 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 Fir- Hem Fr,No.2 Hem Fr,No.2 Douglas Fr- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- larch,No.2 Larch,No.2 V4 V4 V4 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 240.0 240.0 240.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn GluLam GluLam GluLam Repetitive Status No No No No No No No Lc,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 LCantilever Span Span ft 1.00 Point#1 DL lbs 144.00 LL lbs 241.00 @ X ft 1.000 LLL I Results Ratio= 0.8312 0.3734 0.5991 0.7562 0.3051 0.3035 0.6923 ■ 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 LReactions ©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 11 Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Paye 2 _(c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING (2 OF 3) Center DL Defl in -0.026 -0.019 -0.013 -0.099 -0.048 -0.045 -0.172 UDefl Ratio 3,500.1 3,145.5 4,027.1 1,457.7 3,855.0 4,134.0 1,394.9 Center LL Defl in -0.063 -0.016 -0.032 -0.174 -0.072 -0.073 -0.408 UDefl Ratio 1,428.6 3,801.7 1,693.7 826.1 2,576.0 2,558.6 588.1 Center Total Defl in -0.089 -0.035 -0.045 -0.273 -0.120 -0.118 -0.580 Location ft 3.750 2.500 2.250 6.000 7.874 7.936 9.760 UDefl Ratio 1,014.5 1,721.3 1,192.2 527.3 1,544.2 1,580.5 413.7 Cantilever DL Defl in 0.025 Cantilever LL Defl in 0.042 Total Cant.Defl in 0.067 UDefl Ratio 360.4 Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 560006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING (3 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 111 FB14*** FB15A/FB15B*** FB15D*** FB16 Timber Section Prllm:3.5x16.0 Palm:5.25x16.0 Palm: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 Level,LSL 1.55E level,LSL 1.55E level,LSL 1.55E Douglas Fir,24F- V4 Fb-Basic Allow psi 2,325.0 2,325.0 2,325.0 2,400.0 Fv-Basic Allow psi 310.0 310.0 310.0 240.0 Elastic Modulus ksi 1,550.0 1,550.0 1,550.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Manuf/Pine Manuf/Pine GluLam Repetitive Status No No No No Center Span Data11 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 0.4568il Mmax @ Center in-k 246.48 433.92 288.44 531.19 ©X= ft 6.34 8.00 8.00 4.02 fb:Actual psi 1,650.5 1,849.1 1,229.2 1,006.0 Fb:Allowable psi 2,673.8 2,673.8 2,673.8 2,644.6 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 219.7 129.4 96.0 126.1 Fv:Allowable psi 356.5 356.5 356.5 276.0 Shear OK Shear OK Shear OK Shear OK Reactionsil @ Left End DL lbs 3,045.87 3,840.00 2,182.00 4,990.13 LL lbs 5,154.62 5,200.00 3,632.00 6,916.40 Max.DL+LL lbs 8,200.50 9,040.00 5,814.00 11906.53 @ Right End DL lbs 1,275.12 3,840.00 2,182.00 1,661.87 LL lbs 2,976.37 5,200.00 3,632.00 2,369.60 Max.DL+LL lbs 4,251.50 9,040.00 5,814.00 4,031.47 Deflections Ratio OK Deflection OK Deflection OK Deflection OK ` *An equal sized'RigidLam" **A GT may be used in ***An equal sized 'BigBeam' beam may be used in place of place of beam shown may be used in place of beam beam shown shown Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 2 r (c)1983-2003 ENERCALC Engineering Software _ plan 5017 abd.ecw:Calwladons 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 I P.T.6x6 POST • a o ••• � m HDR HDR 2 N Co T ` .. �� P.T.4x4 POST STAIR I P.T.2x FRAMING I LEDGER BEARING .....-- .'� r.y�. 71.-t. .1 74:-t.LL.. -F LL.�or'� NALL ¢j m 1 BEA?INS VIAL_ I n 2 I I I I I I I sL -931 SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING IN CRAR&SPACE ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMSIHDRS WHICH ARE LABELED FRAMING PLAN& Plan 17 DL MAIN ENT FLOOR OOR SH AR PLAN 1/4-.1•-G• Title: Job# Dsgnr: ARS Date: 2:22PM, 3 DEC 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_17 dLecw: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 11 MK MB2 MB3*** MB4*** Timber Section 2x8 4x8 Prllm: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 Hein Fir,No.2 Douglas Fir- iLevel,LSL 1.55E 'Level,LSL 1.55E Larch,No.2 Fb-Basic Allow psi 850.0 900.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 180.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,600.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status Repetitive No No No [Center Span Data f. Span ft 10.00 7.00 13.25 11.00 1 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 0.7897Ill 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 Reactions11 @ 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 II 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 50'-0• 1 31 316•_9 • B44 2 B•_B• 6'-104 5'-2)Y44 OAK SPACE VENTING: PROVIDED: MECHANICAL VENTILATION AT AIr -I1 RATE EQUAL TO 1 CUBIC FOOT PER MINUTE i THICKENED SLABi FOR EACH 50 SQUARE FEET OF CRAWLSPACE it EDGEI e m FLOOR AREA.EXHAUST VENTILATION SHALL " TERMINATE TO THE EXTERIOR i 1.--,, ✓ -1 r '-1 1 AREA 1=979 SF '® 1` J 1� I I I -i-_—--- L J L J PROVIDE 19.75 CUBIC FEET AIR EXCHANGE PER MINUTE ,.1- � 6.6 PT POST 1• ,jT I 31 II .1� I .Yia CONC. PATIO SLAB r r sTHD14RJ - 'I T.0.5I-9'-10141 I - I I Y I PT.4.4 POST -J LJ - Co I , -9-11'µ-+ Vi (BELOW BEARING i •� a. �_.. 4 .n $ limo. N) :: 27 SQ X:10`DEEP l L_ r 7 1 r �r • L_J L., -6•µ.i A �.-: 80TTEW..__ _ —� •190 1 'fit t w:-:. i i rr m 2x4:PENJY _ a (BELOW BE WA71F-." T __ t- o a- - ..l 1V ' 1 , (BELOW BEBOVE) :r �.' ... . ® #URN 1 - WALL ABOVE) INSTALL CCHTINMIU9-Y INSTALL SYSTEM TO ALLOW' ;.;i.Ts '�—T-.hgOyEi '. I�'- OPERATm 1EWAWGL ADEWATE DRAINAGE AT _,; .. I1 J 7 1 2x6 PONY. 1 ' r-: VEN11LAWN SYSTEM CRAWL SPACE ..-.t 1rI-2-a"♦'--• JWALIt-::. 1 :: ..'. AT TIE OtA1M.SPA� _ 1,�t� ---11f .��m�® -:.{AREA 1I _ _ 'in • I SD 0149 3 T --LSIHD14RJ l t R.I.6.6 P T.6.6 PAST f IP. I 'T --rl -2Y I 2y `i: CB2 r -T r ,,,44' -�HIt�4.:0�pa' r r r uaa:. F. I 5,3* 5 6) 5'-46" :'.# 5'2'` S �z ) 5_'S-. n . • 1 AT-6 11Y -.(-'i m m o � t' '. 1 W/(4)W BOTT LW. I-11-I ��•A—STH014RJ FURNACE I i 2x6 PQNY -:� 1. ABDVE�= �.:. 773'A ®.n a w 1 1 24"x30`CRAW_SPACE L-` .'.'i. 11 I n I .I #-3' Bib "- ACCESS.HATCH 56.E J1 H I 1 0 i $1-•-4--(4)2.6i (4)226-�--� ::I 'INSTALL SYSTEM TO ALLOW FIRST F.F ®'w I ..I AT+0'-O ADEQUATE DRAINAGE AT .0 / -36'SO.X10'DEEP L, ,__T' CRAWL SPACE 31b C08t.SLAB FTC W/(4 4WBOTT. I :. . l OVER 4"FREE ears 2Y DRAINAGEMATERIAL OVERRCOMPACTED I p ;, Flu IU .:'IL J L41 L#J .L..IJ .Li VERIFY GARAGE SLAB '1 }'::' S' _'r: -:5'-BJp . . 5'-BJH';. . 6."-WS' ... 5'-fig ....-.ii n HEIGHT WITH GRADING PLAN t 3b SQ,XfO'DEEP � m 1 .:i STH014RJ 1 .ai .1311-LE.W. I .T •-41-214 I ef \ F. II, I it 3z1YBLOCK DUT . 014R7 STHDI4RJ 5" CZCP ` en .3 ST1 EM WALL TYP. !.': ;- $ P3 m $. J r� LiiAN 12 P3 1 I. 'Y_ 'Y ® '� 56.0 !.. f1Ya .1.. .7/7 �.. S1HD14RJ STH014RJ l.': 'f- POR SLAB I L THICKENED SLAB 1\I rt,,J 1\I --- - -- EDGE S1HDI J--.1± m —STHO14RJ D'-7 ®' P3 5 . '-10]� 11'-6• 4 4'-9" ._1p)' 11._3. ` 5.-9 �; 12-Oh• 1 20"-0 - 30-0 1 Plan 1 7A-DL FOUNDATION PLAN 1/4"=1'-0" ALL BEAMS/HDRS NOT LABELED ARE 'SIM' IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Title: Job# Dsgnr: ARS Date: 2:24PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 15238 riverterrace_17 dl.ecw:Calwlations Description 17 DL-CRAWLSPACE FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined CB1 CB2 Timber Section 4x8 4x8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 5.67 4.58 Dead Load #/ft 180.00 210.00 Live Load #/ft 480.00 560.00 Results Ratio= 0.8872 0.675411 Mmax©Center in-k 31.83 24.23 @ X= ft 2.83 2.29 fb:Actual psi 1,038.0 790.2 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 87.6 77.6 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions @ Left End DL lbs 510.30 480.90 LL lbs 1,360.80 1,282.40 Max.DL+LL lbs 1,871.10 1,763.30 @ Right End DL lbs 510.30 480.90 LL lbs 1,360.80 1,282.40 Max.DL+LL lbs 1,871.10 1,763.30 111 Deflections Ratio OK Deflection OK ■ Center DL Defl in -0.024 -0.012 UDefl Ratio 2,890.7 4,701.3 Center LL Defl in -0.063 -0.031 UDefl Ratio 1,084.0 1,763.0 Center Total Defl in -0.086 -0.043 Location ft 2.835 2.290 UDefl Ratio 788.4 1,282.2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238 17ABD DL Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10+ Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 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 Stns=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SMS=Fv*Si SMI= 0.75 EQ 16-38 EQ 11.4-2 Sos=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 5D1=2/3*SM1 SDS= 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 SDs= 0.78 h„ = 30.17(ft) SD,= 0.50 X = 0.75i ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.257 ASCE 7-10(EQ 12.8-7) St= 0.50 k = 1 ASCE 7-10(Section 12.8.3) TL= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(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>TL) 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 Sl)/(R/IE) 0.038 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w, w. *h;k w, *h,;k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof - 30.17 30.17 : 2120 0.022 46.64 1407.1 0.46 5.62 5.62 2nd 9.09 21.08 21.08 2300 0.028' 64.4 1357.6 0.45 5.42 11.04 1st 12.08 9.00' 9.00 1120 0.028 31.36 282.2 0.09 1.13 12.16 Bsmt 9.00 0.00 SUM= 142.4 3046.9 1.00 12.16 E=V= 17.03 E/1.4= 12.16 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7.10 CHAPTER 28,PART; CT PROJECT#: 15238_17ABD DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 45.00 45.00ft. 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 Ps3oA= 21.8 21.6'psf Figure 28.6-1 PS30 B= 14.8 14.8'psf Figure 28.6-1 Ps3oc= 17.2 17.2',psf Figure 28.6-1 Psao D= 11.8 11.8'psf Figure 28.6-1 = 1.00 1.00 Figure 28.8-1 Ke= 1.00 1.00' Section 26.8 windward/lee= 1.00 1.00 *Ice*Iw*windward/lee : 1.00 1.00 Ps=N*Kzt*I*Pa3o= (Eq.28.6-1) PsA= 21.60 21.60 psf (Eq.28.6-1) Ps B = 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 Ps 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: 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 0 136.4 090.9 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(SS)= 0.00 V(F-B)= 35.53 V(SS)= 37.55 kips kips kips kips DESIGN WIND-MinJPart 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof - 30.17 30.17 15.50 9.30 9.30 16.43 9.86 9.86 2nd 9.09 21.08 21.08 10.03 6.02 15.32 10.58 6.35 16.21 1st 12.08 9 9 9.99 6.00 21.32 10.54 6.32 22.53 Bsmt 9 0 V(F-B)= 21.32 V(S-S)= 22.53 kips kips Page 1 of 1 Design Maps Summary Report Ems Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III '47?-fj' ' ,i1Z4'''4';', ----:>.=‘';'' „,:'-'-'''1°:!•;:‘,,ILtitt4/4::::.'''''i'ill ,.,..', i-"'"...1 T"C':''F::'''‘''''(:':r;'t%''T':::iiii.'1411'.,"7-'4k,--:*";',Hif,`,,-,zj--*,\t‘zvir'12:;i14:-L.H'''' iEgill'S-':''',-:::--,7'1,7, ie,,,,,,.. .., ,..,,,,,,,,,,,„.,,,,,, -,- „ ,,--,!.,,-„- ,:--*.;;;-7.g • ,;" .„--••,,,,,,,,,,-,,•„:,,,,.-, :,..:,,;„,;-,•,r.,..„7•,•,..i 1.„ ,1,,,o;•,71 7,-,,...,,,,,,„.:-. ,f 1 .,,,„. , ir-,-,,,c,k,,,- , -f f ..„,,,,-,41 ,,,,,,.1 ! ,.,,,,f,,,‘,f,,,,,,,,A,-,fil,;',p,,,,,,-... 1,,,i!ifh.--'41-4: -.-----74-903,-,1,6-44"F'—-7,Vc-1''' ' IIAtLwiltl8 r ft, �r t., f. a ." a ,,g USGS—Provided Output Ss = 0.972 g SMS = 1.080 g S05 = 0.720 g S3 = 0.423 g SM1 = 0.667 g Sul = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCE*Response Spectrum0.811 Desig ►ResponseSpectrum 0.00 6.22 0,22s1 s4 2/2 *50 sP 304$, tss 0.4 , u 0.$t 0,22 2 022 0.10 0. 0. 0.00 0,20 0. 0.40 0.00 1.20 1.22 1.40 1.00 LAO 2.00 0+00 0,20 040 0.00 0.00 1.00 1.213 2,10 1.40 1.0 2.00 Period.T(sot) P T{ Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 • 4-0' 13'-3- 14.-0- 18.-8. f 7'-Y 4-334• f 3'-11.31 , 3-7}4 { 5•_g- 5• - { 3-71i ' I 1 I I I ILi I I I ❑E/ I1 I I I r I I I B1a �5-03-o Si $lb o B1c ,,,,,,, .,,,, I I c . 1 3'X5' ' a o i L I I I a Drop-in I I I ` Tub 1 � t ^� a 3-0 5-0 F 7-6 5}0 XOX 3-0 5-0 F 62b CI •i < Bedroom 4 f jMaster Bath r i I !�-� .����.� 6-0 BIPA55 ;— Master Bedroom N0. ..` + ip I Bath 1 WASHER 1 a _--1-T 1 _ 4 HCW 4 HCW Laundry a� //3 I-�— w n ^ • 5 SHELVES / : 3 I 1"'--T--+ , + I.I�.�� S 8 P I♦ 2-B HCW Y Fl W 2-6 6-0 BIPASS 6 HCW BIFOLD j W.I.C. a . 3 5�2 2'-0' 5-11'If Y-B 2.-1)-, 3'-7}'2' 2'-10}x' 3'-1 31-10 j 9.--4 . Q j in l'o el 4*-:- Hall h I - _I ♦ SBP N Bedroom 3 :tt '.‘iii 5&P m OPEN TO BELOW �__________ 1 N OT 6-0(WASS I o fr. -.7, 1 _L____ 9._,)F5-11 I ' 5_11}'2 3•_1 2_7 -T ♦♦ ♦ - 3-e�• j -234 'c5ii. 1. Bedroom 2 a B4a 1 1 B4b ' Bonus Room L„, i L L L 1 j j j 1 1 I I 1 I I !_T 1 I I I I I I I I I I I I j j j j j j I I I , ` t- 4-' 1 I I I j j j j j j j 5._632. } 3'-6" } 3'-6" } 3'-B' , Y-e32' i 2'-6" # 2'-B" i 3'-3' , 5•-03z. i 3'-6' i 5._0 . 4'-0• 16'-532. 15'-1132' ` 13'-7' n ' Man 5017A TOP FLOOR PLAN A IV 0 r T+--' 37•-3• I • .. 18-9• -I� 6'-5)2' 10'-4Y2' 6.-9)i" i TF-7Y2. -7Y2 g•2;'4 9 • .. : _ m .Y t 35a -0 5-0 F S-0 5-0 F 35b i ` • ..-4.4.-4.--4,--.4-,---....-.. :_:_._:_:_:-._:_:-._:-:- :_:_:_._,-:_::.,: r--I j I I I --- jj-- Ci., (�� •- �-._� �� Patio I < i�f Linen Stor. 1- ® z-6 PAHO - I- 1 I/ .j/ it 86a.'3-D 6-0 F '6 0 5I0 5- 3 0 6-0 F B6b{ ..+__ a _ Powder n' '2 7,tt2• _•':-`:_r I'_'-'-'-'_'-'-'.� .ti w 30.69 -� 4_6)2 5._1. Qt Nook � -gC .91 I -4 HOW 7t!1 + oQ .. n _ I 4 4-9/2 I:i ',,f I 1 1:i In • • Pantry ;.' B•-r z-z z , r = 5 SHELVES 1�qA' ) a [:7I•-6• 11• 07 0 0�� i>i �Q v TOP SEWALL ---, I::- BASEMENTMENT WALL 1;;4 3 • «I 7-,-- pW 1;a UL APPROVED DIRECT-VENT_� Y0 FIREPLACE,INSTALL PER MFR. 02 WOOD TREAD I -.__J !`.1 0 MAX RISER B• ©© E:a ,I`1 12 '® (ADD STEPS �� � o a;.i„ Great Room 6 „.,,I In 03 REDO BY GRADE) Ireli,- -r-< - --7 J D Y I I 5, AS e d 0 © D !:::: 12'TILE SURROUND 21 TRIM FRAME' J I APPLICABI S SITE F:ii I 0 E;T 61'_J—�'..onDrn01, WH I G-{ xH Ir 1 �— _ ------ ,i < I r q 4 4:41 i ( Kitchen ' —_� PLATFORM O+18' 51NSULIL I Ia ABOVE ADJACENT �:i GARAGE SLAB • •� ,p l:;'1-y —FLOOR ABOVE - zi 11) FURNACE O C BE 051 1 m. `� PER ORSC M1305.1.1 FlJRN. REF I • � ct JI T r — .32-4 HC.'IL © 1 ,.ii 1 .1Iri • Ff 1- 110 )1 I . I .I I -'I I 'n � Ti 73'-4Y2" 3'-0• 3--7)�• I ' '� 7-0• „7514,-E.;14*'-0• iF �• 1m I GUARD RAIL i 1 I __ i I ---- UP WITH 6'RICHE 1 E 1 1II.,, __—__-_ • w CURB AT r I 1 I 1 r- 3-Car Garage -- • AT+42" TOPi .1 L °' N WALL FINISH: Vi"0WB -----� w .., ABV.NOSING 1 :r f:— i r -_Q CEILING FINISH SN TYPE'S GMT I------- 6 OPEN TO I -.I I..1 6. FIRE-TAPE ALL GWB I "w ^�� ABOVE i :, - Din hg ___ .�, ® WRAP BEAMS BELOW CEILING LEVEL. 45'j� --• Entry Rpo-n y ne Q INSULATE FLOOR ABOVE. _ + FLOOR r t I I .a ..' « LABOVE I L .... L w Ii o 3-9)4 `x-4.6--. /I i�)>: T T .. — Q vi ___ 45 F t I I I I ATL I w LAMES J n n 6 r I i I FLOOR-p5OVE-.4 -'V ,I -1 © In I Den I L Fl • 640 562-6 fi-O OH 2-616-0$i=.--,.. .' F m I Parch 1-" I I I i G' 10 1 16-0 a-D SOHD L B �J LQ99rAbIIVE t— o I¢ .I }j'—J--- I I I e m I - I I I •: I ROOF ABOVE—'i I D2 - I I I I li•iI I I I L-810-as-15i7S:n- SRB1-06. 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I ICRIt n -, a I * j _ FURN li ,y4•_63'4 If-�- /2 F } .HRETURN AIR GRILLE 'o OVER TOP OF DOOR _J�� CT/PACLUAI IS THERE A WAY TO GET RID OF THESE POSTS? 814 Unfinished Basement C41 :II I 11'-7Bt 10•- ' i 11•-7 • J f —r BLOCK-OUT AT IT /, TOP OF CONCRETE ♦ ' 1p J• I { 24•x30•CRAWL SPACE __L L ACCESS HATCH - I'1- �I - L *0, 0 B15 30-0 • SLAB-ON-GRADE ABOVE 4 n SEE FOUNDATION CRAWLAZENE PLAN ^ r 1 r rl L _, IL J L_1 L L � O 4.- J L J 20'-0• 11'-3• 1 5'-9• 13'-0- Plan 1 7A-DL BASEMENT FLOOR PLAN I/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= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V I= 5.62 kips Sum Wind F-B V I= 9.30 klps 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 eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 405 14.5 14.5 1.00 0.15 1.78 0.00 1.07 0.00 1.00 1.00 74 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 P6.N PCN 122 4.32 4.61 -0.05 -0.05 7.15 3.41 0.64 0.64 0.64 - - 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 A2b* 167 6.0 7,5 1.00 0,15 0.73 0.00 0.44 0.00 1.00 1.00 74 PG-P.1 PIN 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 0,151 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 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 0,0,11 1,00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 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 '0,001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0' 1.00 ':0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0;0 0,0' 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0': 1,00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 '0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0' 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0' 1,00 '0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2120 80.0 80.0=L eff. 9.30 0.00 5.62 0.00 EVnd 9.30 EVEQ 5.62 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT 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 LDL eff, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A5 681 38,0 38,0 1.00 0.25 1.78 4.65 1.60 2.81 1.00 1.00 116 P6TN P6 169 44.15 162.45 -3.17 -3.17 64.33 120.33 -1.50 -1.50 -1.50 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A6 349 19,5 19.5 1,00 0.25 0.91 0.00 0.82 0.00 1.00 1.00 42 P6TN P6TN 47 8.22 42.78 -1.83 -1.83 9.14 31.69 -1.20 -1.20 -1.20 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A7 304 17.0 17.0 1.00 0.25 0.80 0.00 0.72 0.00 1.00 1.00 42 P6TN P6TN 47 7.16 32.51 -1.55 -1.55 7.96 24.08 -0.99 -0.99 -0.99 - 0 0,0 0.0 1.00 0,00': 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A8 161 9.0 9,0 1;00 0.25 0.42 0.00 0.38 0.00 1.00 1.00 42 P6TN P6TN 47 3.79 9.11 -0.64 -0.64 4.21 6.75 -0.30 -0.30 -0.30 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A98* 128 2,0 5.0 1,00 0,25 0.34 0.74 0.30 0.45 1.00 1.00 376 P3 P3 538 7.52 1.13 4.79 4.79 10.75 0.83 7.44 7.44 7.44 - - 0 0.0 0,0 1,00 0:00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A9b* 128 2.0 5.0 1.00 0.25 0.34 0.74 0.30 0.45 1.00 1.00 376 P3 P3 538 7.52 1.13 4.79 4.79 10.75 0.83 7.44 7.44 7,44 - - 0 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A90* 288 4.5 8.5 1.00 0.25 0.75 1.66 0.68 1.00 1.00 1.00 373 P3 P3 536 16.79 4.30 3.26 3.26 24.14 3.19 5.47 5.47 i,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 Al Oa* 117 1.8 4.3 1,00 0,25 0.31 0.66 0.28 0.40 1.00 1.00 375 P3 P3 537 6.76 0.87 5.19 5.19 9.66 0.65 7.96 7.96 706 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A10b* 144 2.3 4.8 1.00 0.25 0.38 0.85 0.34 0.51 1.00 1.00 369 P3 P3 533 8.49 1.24 4.44 4.44 12.27 0.92 6.95 6.95 6.96 - - 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 - - 0 0.0 0.0 1.00 0;00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0, 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0„0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVs;,,d 15.32 EV EQ 11.04 Notes: a denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_I7ABD DL Diaph.Level: 1st Panel Height= 8 ft. Seismic V I= 1.13 kips Design Wind F-B V i= 6.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 12.16 kips Sum Wind F-B V i= 21.32 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Ueum OTM ROTM Unet Uswn Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext All 373 11.5 11.5` 1.00 0,35 2.00 0.64 0.38 0.44 1.00 1.00 71 P6TN P6 229 6.52 20.83 -1.32 -1.32 21.09 15.43 0.52 0.52 0.52 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Al2 747 24,5 24.51 1.00 0.351 4.00 2.20 0.75 1.53 1.00 1.00 93 P6TN P6 253 18.25 94.54 -3.20 -3.20 49.59 70.03 -0.86 -0.86 -0.86 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0I 1,00 10,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 '.0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0, 1.00 :0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0f 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 ':0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0-00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1120 36.0 36.0=L eff. 6.00 2.84 1.13 1.97 EVnd 8.84 EV Eo 3.10 Notes: denotes a wall with force transfer JOB#: 15238_17ABD DL ID: A2ab w dl= 150 plf V eq 920.0 pounds V1 eq = 478.4 pounds V3 eq = 441.6 pounds V w= 1520.0 pounds V1 w= 790.4 pounds V3 w= 729.6 pounds _0. -_•. v hdr eq= 59.4 plf -4- A H ►AH head = A vhdrw= 98.1 plf 1 v Fdragl eq= 93 F2 eq= 85 Fdragl w= .3 F2 .- 141 H pier= v1 eq= 73.6 plf v3 eq= 73.6 plf 3.0 vl w= 121.6 p/f v3 w= 121.6 p/f feet H total= 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= •. F4 6.- 85 feet A Fdrag3 w= 153 F4 w= 141 P6TN E.Q. 2w/h = 1 P6TN WIND H sill= v sill eq= 59.4 p/f 5.0 EQ Wind v sill w= 98.1 plf feet OTM 8280 13680 R OTM 16217 12013 v • UPLIFT -569 90 UP sum -569 90 H/L Ratios: Ll= 6.5 L2= 3.0 L3= 6.0 Htotal/L= 0.58 Hpier/L1= 0.46 ► ► Hpier/L3= 0.50 L total= 15.5 feet o JOB#: 15238_17ABD DL ID:A9abc w dl= 250 Pit' V3 eq= 748.2 pounds V5 eq= 1683.5 pounds 748.2 pounds V eq 3180.0 pounds V1 eq= V3 w= 1075.3 pounds V5 w= 2419.4 pounds V w= 4570.0' pounds V1 w= 1075.3 pounds v hdr eq= 219.3 plf - A H1 head=A v hdr= 315.2 plf H5 head= A 1 x Fdragl eq= 154.8 Fdrag2 eq= 154.8 Fdrag5 eq= 154.8 Fdrag6 eq= 348.3 1 ' v_ Fdragl w= • .5 Fdragl , 222.5 Fdrag5 w= 2.5 Fdra•, w= 500.6 374.1 plf v3 eq= 374.1 plf v5 eq= 374.1 H5 pier= 5.0 H1pierv1 w= v1ew== 537.6 plf v3 w= 537.6 plf v5 w= 537.61' 5.0 feet feet 2w/h= 1 2w/h= 1 H total= 2w/h= 1 10.0 v Fdrag3= - .8 Fdra e-- 154.8 feet A Fdragl w= 222.4746 Fdragl w= 222.5 Fdrag7eq= 4.8 Fdrag8e• 348.3 v P3 E Q• Fdrag7w= 222.5 Fdrag8w= 500.6 P3 WIND v sill eq= 219.3 Of H1 sill= v sill w= 315.2 plf H5 sill=4.0 EQ Wind feet 4.0 t feet OTM 31800.0 45700.0 R OTM 13233 14980 • y UPLIFT 1348 2230 Up Sum 1348 2230 H/L Ratios: L1= 2.0 L2= 3.0 L3= 2.0 L4= 3.0 L5= 4.5 ' Htotal/L= 0.69 Al 110, A IPA 10-4 104 lo Hpier/L1= 2.50 < L total= 14.5 feet Hpier/L3= 2.500.95'L reduction Hpier/L5= 1.1111 JOB#: 15238_17ABD DL ID: A10ab w dl= 250 plf V eq 1530.0 pounds V1 eq = 671.7 pounds V3 eq = 858.3 pounds V w= 2200.0 pounds V1 w= 965.9 pounds V3 w= 1234.1 pounds -♦ -♦ v hdr eq= 168.1 plf --0. •H head = A v hdr w= 241.8 plf 1 A Fdrag1 eq= 369 F2 eq= 472 Fdragl w= ' . 1 F2 .- 678 H pier= v1 eq= 373.2 plf v3 eq= 373.2 plf 5.0 v1 w= 536.6 plf v3 w= 536.6 plf feet H total = 2w/h = 1 2w/h = 1 10 • Fdrag3 eq= s• F4 e.- 472 feet A Fdrag3 w= 531 F4 w= 678 P3 E.Q. 2w/h= 1 P3 WIND H sill= v sill eq= 168.1 plf 4.0 EQ Wind v sill w= 241.8 plf feet OTM 15300 22000 R OTM 9316 6901 • • UPLIFT 731 1844 UP sum 731 1844 H/L Ratios: L1= 1.8 L2= 5.0 L3= 2.3 Htotal/L= 1.10 Hpier/L1= 2.78 ► 4 01 ► 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.Lwail= 2.57 ft. per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usun, OTM Roan Unet Ueum Usum (sqft) (ft) (ft) (kV) (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Bla* 186 3.2 5.7 1.00 0.15 0.86 0.00 0.49 0.00 1.00 1.00 154 P6 P6 270 4.44 1.23 1.26 1.26 7.78 0.91 2.71 2.71 2,74 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Blb* 411 70 12.0 1.00 0.15' 1.91 0.00 1.09 0.00 1.00 1.00 156 P6 P6 273 9.80 5.67 0.65 0.65 17.20 4.20 2.05 2.05 2,06 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Bic* 425 7.3 9.8 1.0 0.15 1.98 0.00 1.13 0.00 1.00 1.00 154 P6 PC 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 132a* 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 2A6 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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 0,15', 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 2.86 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 4 6.6 1.68 0.68 1.88 0.88 1.88 0.88 10.63 1.25 0.00 0.00 - - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 Ext B3b' 254 3.0 8.3 1.00 0.15 1.18 0.00 0.67 0.00 1.00 1.00 224 P6 P4 394 6.06 1.68 1.88 1.88 10.63 1.25 4.02 4.02 4,02 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 4.05 1.08 2.23 2.23 0.08 0.00 0.00 7.11 0.00 0.00 4.740.00 0.80 4.74 4.74 444 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 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 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0 00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 00 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=Leff. 9.86 0.00 5.62 0.00 EVxind 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 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eff, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM RoTM Unet Us,,,,, Usum (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (Plf) (Pif) (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 2,33 - - 0 0.0 0.0 ; 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 95b* 129 2.9 7.7 1.00 0.25 0.36 0.77 0.30 0.44 1.00 0.97 265 P4 P4 388 7.44 2.51 2.21 2.21 11.26 1.86 4.21 4.21 4.24 - - 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 86a* 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 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 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 B10a* 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 B11a* 77 2.0 6.3 1.00 0.25 0.21 0.54 0.18 0.30 1.00 0.80 301 P4 P4 376 4.81 1.42 2.55 2.55 7.53 1.05 4.86 4.86 4.86 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B1 lb* 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 3.96 - - 0 0,0 0.0 1.00 0,,00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int B12 421 11.0 11.0 1.00 0.25 1.16 1.19 0.99 0.66 1.00 1.00 150 P6TN P6 214 16.52 13.61 0.28 0.28 23.52 10.08 1.30 1.30 1.30 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0,0 ` 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0..00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2300 55.2 55.2=L eff. 6.35 9.86 5.42 5.62 EVwind 16.21 EVE0 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 LOQ eff. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B12a* 254 15.0 19.8 1.00 ':0.35' 1.43 5.81 0.26 3.83 1.00 1.00 272 P4 P4 483 32.68 46.78 -0.98 -0.98 57.95 34.65 1.63 1.63 4,63 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 3.87 - - 0 0.0 0.0 1.00 :0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B13a* 35 2.1 9.4 1.00 0.35 0.20 0.84 0.04 0.55 1.00 0.70 398 P3 P4 494 4.68 3.11 1.10 1.10 8.30 2.30 4.18 4.18 448 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B13b* 35 2.1 9.4 1.00 I0,35I 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 10.35' 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVwnd 18.39 EVEp 9.39 Notes: * denotes a wall with force transfer ** denotes a concrete shearwall JOB#: 15238_17ABD DL ID: B1abc w dl= 150 p/f V eq 2710.0 pounds V1 eq= 495.5 pounds V3 eq= 1084.0 pounds V5 eq= 1130.5 pounds V w= 4750.0 pounds V1 w= 868.6 pounds V3 w= 1900.0 pounds V5 w= 1981.4 pounds ► ► v hdr eq= 98.5 plf i ► • H1 head=A vhdr= 172.7 p/f H5 head= 1 °v Fdragl eq= 90.1 Fdrag2 eq= 197.1 Fdrag5 eq= 197.1 Fdrag6 eq= 205.5 I 1 v A Fdragl w= - .9 Fdragl , 345.5 Fdrag5 w= ,5.5 Fdra•• w= 360.3 n H1 pier= v1 eq= 154.9 p/f v3 eq= 154.9 p/f v5 eq= 154.9 H5 pier= 5.0 v1 w= 271.4 p/f v3 w= 271.4 p/f v5 w= 271.41 3.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 v Fdrag3= •e.1 Fdra•- 197.1 feet A Fdragl w= 157.9221 Fdragl w= 345.5 Fdrag7eq= •7.1 Fdrag8e• 205.5 v P6 E.Q. Fdrag7w= 345.5 Fdrag8w= 360.3 A P6 WIND v sill eq= 98.5 plf Hl sill= vsill w= 172.7 p/f H5 sill= 3.0 EQ Wind 5.0 feet OTM 24390.0 42750.0 feet R OTM 28558 32330 v UPLIFT -160 399 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 Hpier/L1= 1.56 1' 104 10 1010 Hpier/L3= 0.71 L total= 27.5 feet Hpier/L5= 0.41 0.95 L reduction JOB#: 15238_17AED DL ID: B2ab w dl= 150 plf V eq 660.0;, pounds V1 eq = 330.0 pounds V3 eq = 330.0 pounds V w= 1160.0pounds V1 w= 580.0 pounds V3 w= 580.0 pounds ► ► v hdr eq= 35.3 plf -0. •H head = A v hdr w= 62.0 plf 1 v Fdragl eq= 256 F2 eq= 256 A Fdragl w= , .0 F2 - 450 H pier= v1 eq= 187.1 plf v3 eq= 187.1 plf 5.0 v1 w= 276.2 plf v3 w= 276.2 plf feet H total = 2w/h = 0.84 2w/h = 0.84 9 . Fdrag3 eq= •• F4 e.- 256 feet A Fdrag3 w= 450 F4 w= 450 P6 E.Q. 2w/h = 1 P6 WIND H sill= v sill eq= 35.3 plf 3.0 EQ Wind v sill w= 62.0 plf feet OTM 5940 10440 R OTM 23604 17485 UPLIFT -1050 -529 UP sum -1050 -529 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.48 ► 4 ►4 ► Hpier/L1= 2.38 0 Hpier/L3= 2.38 L total= 18.7 feet • JOB#: 15238 17ABD DL ID: B3ab w dl= 150 plf V eq 1340.0 pounds V1 eq= 670.0 pounds V3 eq = 670.0 pounds V w= 2360.0 pounds 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 1 v Fdrag1 eq= 426 F2 eq= 426 A Fdrag1 w= ,1 F2 .- 751 H pier= v1 eq= 223.3 p/f v3 eq= 223.3 plf 60 v1 w= 393.3 plf v3 w= 393.3 p/f feet H total= 2w/h = 1 2w/h = 1 10 T Fdrag3 eq= - • F4 e•- 426 feet A Fdrag3 w= 751 F4 w= 751 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 81.2 plf 3.0 EQ Wind v sill w= 143.0 plf feet OTM 13400 23600 R OTM 18377 13613 • . UPLIFT -335 673 UP sum -335 673 H/L Ratios: L1= 3.0 L2= 10.5 L3= 3.0 Htotal/L= 0.61 4 4 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 v Fdrag1 eq= 338 F2 eq= 338 Fdrag1 w= '13 F2 .- 593 H pier= v1 eq= 337.5 plf v3 eq= 337.5 plf 6,0 v1 w= 395.0 plf v3 w= 395.0 plf feet H total= 2w/h = 0.666667 2w/h = 0.666667 10 Fdrag3 eq= •• F4 e.- 338 feet 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 si//w= 98.8 plf feet OTM 9000 15800 R OTM 17280 12800 • v UPLIFT -575 208 UP sum -575 208 H/L Ratios: L1= 2.0 L2= 12.0 L3= 2.0 Htotal/L= 0.63 ► 4 0-4 ► Hpier/L1= 3.00 4 ► Hpier/L3= 3.00 L total= 16.0 feet JOB#: 15238 17ABD DL ID: B5ab w dl= 250 plf V eq 4570.0 pounds V1 eq = 3829.6 pounds V3 eq = 740.4 pounds V w= 6940.0 pounds V1 w= 5815.6 pounds V3 w= 1124.4 pounds -_•,. ► v hdr eq= 166.8 plf •H head = A v hdr w= 253.3 plf I v Fdragl eq= 1328 F2 eq= 257 Fdragl w= 416 F2 ,- 390 H pier= v1 eq= 255.3 plf v3 eq= 264.1 plf 6.0 v1 w= 387.7 plf v3 w= 387.7 plf feet H total= 2w/h = 1 2w/h = 0.966667 10 . Fdrag3 eq= . 8 F4 e.- 257 feet A Fdrag3 w= 2016 F4 w= 390 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 166.8 plf 3.0 EQ Wind v sill w= 253.3 plf feet OTM 45700 69400 R OTM 84461 62563 v UPLIFT -1572 676 UP sum -1732 676 H/L Ratios: L1= 15.0 L2= 9.5 L3= 2.9 Htotal/L= 0.36 4 0 4 041 0 Hpier/L1= 0.40 Hier/L3= 2.07 p L total= 27.4 feet JOB#: 1523817ABD DL ID: B6ab w dl= 250 plf V eq 1100.0 pounds V1 eq= 550.0 pounds V3 eq= 550.0 pounds V w= 1680.0 pounds V1 w= 840.0 pounds V3 w= 840.0 pounds ► — ► v hdr eq= 58.8 plf ► •H head = A v hdr w= 89.8 plf 1 Y Fdrag1 eq= 426 F2 eq= 426 Fdrag1 w= :•1 F2 ,- 651 H pier= v1 eq= 351.1 plf v3 eq= 351.1 plf 6.0 v1 w= 400.0 plf v3 w= 400.0 plf feet H total= 2w/h = 0.7 2w/h = 0.7 10 • Fdrag3 eq= - • F4 e•- 426 feet A Fdrag3 w= 651 F4 w= 651 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 58.8 plf 3.0 EQ Wind v sill w= 89.8 plf feet OTM 11000 16800 R OTM 39340 29141 v • UPLIFT -1684 -733 UP sum -2734 -1262 H/L Ratios: L1= 2.1` L2= 14.5 L3= 2.1'. Htotal/L= 0.53 0 4 04 ► Hpier/L1= 2.86 r Hpier/L3= 2.86 L total= 18.7 feet JOB#: 15238_17ABD DL ID: B10ab w dl= 250 plf V eq 1060.0, pounds V1 eq- 530.0 pounds V3 V w= 1660.0,, pounds V1 w= e - 530.0 pounds �♦ 830.0 pounds q- H head= 111111 ___________N. v hdr eq= 93.8 plf V3 W-830.0 pounds 1 v hdr w= 146.9 plf Fdragl eq= 305 F2 eq= 305 H pier= Fdragl w= vi eq= 276.0 plf 477 feet vi w= 345.8 plf v3 eq= 276.0 plf H total= 6.0 v3 w= 345.8 plf 10 2w/h = 0.8 feet Fdrag3 eq= 2w/h = 0.8 Fdrag3 w= 477 � ' 305 F4 P4 E.Q. w= 477 P4 WIND 2w/h = 1 H sill= v sill eq= 93.8 plf 3.0 EQ feet OTM Wind v sill w= 146.9 plf 10600 16600 R OTM 14365 10641 UPLIFT -370 586 UP sum -370 586 H/L Ratios: 2.4 L2= 6.5 L3= 2 Htotal/L= L1= 0.88 Hpier/L1= 2.50 4 Hpier/L3= 2.50 L total= 11.3 feet