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Specifications (20) ! #CE1V ) 1S-177 U /SZ/& /1rz. CT ENGINEERINGMFq 7 z016Structural Engineers V 1 � 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) ! L _' mss,� �`>RON #15238 Structural Calculations River Terrace PRp-A�4 c‘ � Plan 17DL 60 �>: Elevation D t� Ti ard, OR itgrgREcfm,,,!ic,c2,\ 9 ��FS \F Design Criteria: 2012 IBC (ORSC, OSSC) 12/03/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: - Polygon Nort-fiwet 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 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 518"plywood (O.S.B.) 2.2 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 2 ® 59.1 (2)2X10 HDR (2)2X10 HDR I .41 \\Nic\ 1177 I I i© I u u u u7/ flI /• • I UPI ,r c 1 / ' L - c o1 E / x• ®.x2,.01 I i / 4 / 59.1i P{ S C v. I / F 59.1 I. sl o' . i C 1 �� & 3 i ' _ - , L C � • 1 II I `` • 59.1 RBD2 i�,%` GT 1 4 ®'��. (2)2X10 HDR (2)2X10 H)R ; © 1 4 GT ®�� 1 59.1 T" i 1 59.1 I U J I ; I 1 1 /II. _I it ' © © ' I' Ii0 ..j0 GT (1�1 \ Jld ' 1 2 I I I I I� 59.1 I ; I 1 I I I - li. +(712X1 HDR-- 1 - 'R2X10 MDR (2)2XI�HDR ( 2710 HDR LJ ALL BEAMS/HDRS NOT LABELED ARE A STRUCTURAL DETAIL BUGS UPDATED 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 1 7D-DL ROOF FRAMING PLAN 1/4"-1'0" Title: Job# Dsgnr: ARS Date: 2:42PM, 24 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006Lk Page 1 User.3-203ENE,Ver CALC .O,1-DengSo Timber Beam &Joist 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_17 dl.ecw:Calculations Description 17D DL-ROOF FRAMING [Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 RBD1 RBD2 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 Fr,No.2 Fb-Basic Allow psi 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No enter Span Data Span ft 6.00 4.00 Dead Load #/ft 296.00 281.00 Live Load #/ft 494.00 469.00 Results Ratio= 0.5667 0.3913 Mmax©Center in-k 42.66 18.00 @ X= ft 3.00 2.00 fb:Actual psi 664.8 420.7 Fb:Allowable psi 1,173.0 1,075.3 Bending OK Bending OK fv:Actual psi 63.5 49.9 Fv:Allowable psi 172.5 172.5 Shear OK Shear OK [Reactions ` ©Left End DL lbs 888.00 562.00 1 LL lbs 1,482.00 938.00 Max.DL+LL lbs 2,370.00 1,500.00 @ Right End DL lbs 888.00 562.00 LL lbs 1,482.00 938.00 --- -MaxDLA-Lt -bs- 2,370.0 - 1,500.00 _Deflections Ratio OK Deflection OK Center DL Defl in -0.022 -0.006 UDefl Ratio 3,218.6 7,628.4 Center LL Defl in -0.037 -0.011 UDefl Ratio 1,928.5 4,570.5 Center Total Defl in -0.060 -0.017 Location ft 3.000 2.000 UDefl Ratio 1,205.9 2,858.1 6DB 8 656 F T —•---._._.__axtg FoF_.L _._ b T al �� W i 51HDI 1 I ® ® 2X10 HDR (2 2X1 ��{{Q�DfRR� EDGER o rLI ��• � eGyC STHDI4RJ n -T F I I_,Fl TUyRE I I I hi I- Q .. of I • _ I I 0'I' �'I It=_-� 4. , 5THD14AJ•_ ®�, .'.t:. . S1HD14RJ e- _ l*I_' rl tet o� e-0 �� I GT FBI GT ABOVE ©, )2X1.HD- (2)2X10-1-1 DR (2)2T10 HDR `_ x ROOF TRUSSES:.../ .. AT FRA0. — C I I ABOVE FRAMINq o I I G)to GTIISIM. 1 1 IL IN Q 59.0 )2 1D I I "® ww � 'l _- - I.' �S ' I FTXTLRE I S7HD14RJ III"� I I f __,ABOVE I vi o 0 2x LEDGER U 1� _ pl oN ABOVEE- I I /iI g F ADO 2x10 TV B�KG 1 224 FRAMING E , i . I I N O+16•AF.F. ill AT 24'O.C. U. IGT FBI I I Ill , ,;; I I = ® IGT =1 I I Ir • I.•- I I •N STHDI4RJ L'-----i -7 1 I 1- . . SB.D F LF CH/ 6 - - +____ 3Y4X6 6X • T Till Si4X1E BIG BEAM I �": *� �� \\;\\\O DU2 RIM HDU2 -• FBS -- 31• 4 /g\ I HUC06j0 i S _a B RIN WA CM BEARING WALL �9 STAIR I I I I IN (\ FRAMING •�.�,_`5)11X21 G HDR, _, L _ ,: iD I I I 3)4X,6 GT FB1'< i I▪ I - � ABM B.▪mlx( ml f I I 'GI.GI �I)I I9 ,,I' 1 . IU- I I I IDGT '_ ROOF TRUSS6_ HGUSS.5Gr0� • © x16 ..IGa�aM .1 1, • _•_•_I. cr AT 24.O.C. III---0- GT D G __ '�� A�DVI I / ABO - Ii I r'• IK\— 1� ABOVE FRAMING ��- �' �- � • _ � m GAB � I I I I I 57HD14RJ L Li dm I I I I I h on GT __y ii a__ _� C'- 'A _ ABO • •((�� I ABOV ROOF VERFRAMING -'i' T •I I I I BUILT IN FIELD I_ I m _2)Ix1D HDR (2)2X101H0 1 ROOF -USSES r�-THD, I , 5THD14RJ I-- -- AT 2. O.C. I F314 y�� '•"� nh I -b I ___ 3Y4X1 BIG BEAM HDR _ i'\ GT '�t� w u w u u ITi � 1 in `� I PT LOAD PT LOAD 1� 514 0 9.0 (3901) (3901) CTHDI4RJ STHDI4RJ I � �. I BEARING WALL ABOVE(250 PLO ' (I * 519014101.-A- _..-- 8 - - k:I51901410 19 51'2 ROOF TRUSSES S9'' AT 24•o.c Plan 17D . UPPER FLOOR FRAMING PLAN& LOWER FLOOR SHEAR PLAN 1/4'=1.-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 LkRev006 User K -06 Page 1 r User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 15238 ivertenace_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 F62** FB3 FB4*** FB5*** FB6 FB7*** Timber Section Prllm:3.5x16.0 2-2x8 Prllm:5.25x16.0 Prllm: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 Fir,No.2 iLevel,LSL 1.55E Level,LSL 1.55E Hem Fir,No.2 Level,LSL 1.55E Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 2,325.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 310.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.150 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Repetitive Status No No No No No No [enter Span DataII Span ft 14.50 3.00 13.00 5.50 4.50 12.00 Dead Load #/ft 210.00 248.00 315.00 180.00 173.00 41.00 Live Load #/ft 560.00 660.00 840.00 480.00 168.00 80.00 Dead Load #/ft 158.00 Live Load #/ft 113.00 Start ft End ft 7.250 Point#1 DL lbs 3,500.00 LL lbs 5,833.00 @X ft 7.250 Results Ratio= 0.6994 0.4573 0.5366 0.0863 0.3360 0.9521 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 li ©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 Defl in -0.113 -0.004 -0.070 -0.002 -0.013 -0.147 UDefl Ratio 1,542.6 9,864.9 2,242.6 32,978.3 4,190.1 976.6 Center LL Defl in -0.301 -0.010 -0.186 -0.005 -0.013 -0.224 UDefl Ratio 578.5 3,706.8 841.0 12,366.9 4,314.8 643.6 Center Total Defl in -0.414 -0.013 -0.255 -0.007 -0.025 -0.371 Location ft 7.250 1.500 6.500 2.750 2.250 6.240 UDefl Ratio 420.7 2,694.4 611.6 8,994.1 2,125.8 388.0 *An equal sized'RigidLam' **A GT may be used in ***An equal sized'BigBeam' beam may be used in place of place of beam shown may be used in place of beam beam shown shown Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist _(c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw.Calwlations Description 5017 ABD-UPPER FLOOR FRAMING (2 OF 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB8 FB9 FB1OB FB11B FB12A/FB12B FB12D FB13 Timber Section 4x12 2-2x8 2-2x8 4x10 5.125x24 5.125x24 5.125x21 Beam Width in 3.500 3.000 3.000 3.500 5.125 5.125 5.500 Beam Depth in 11.250 7.250 7.250 9.250 24.000 24.000 21.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Hem Fir,No.2 Hem Fr,No.2 Douglas Fr- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- Larrh,No.2 Larch,No.2 V4 V4 V4 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 240.0 240.0 240.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn GluLam GluLam GluLam Repetitive Status No No No No No No No Center Span Data 1111 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 11 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 r 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 Sending OK fv:Actual psi 89.0 40.2 69.4 55.1 64.3 64.0 157.1 Fv:Allowable psi 207.0 172.5 172.5 207.0 276.0 276.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 1 @ 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 ll Title: Job# Dsgnr: ARS Date: 1:46PM, 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 2 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:CalculaGons Description 5017 ABD-UPPER FLOOR FRAMING (2 OF 3) Center DL Defl in -0.026 -0.019 -0.013 -0.099 -0.048 -0.045 -0.172 UDefl Ratio 3,500.1 3,145.5 4,027.1 1,457.7 3,855.0 4,134.0 1,394.9 Center LL Defl in -0.063 -0.016 -0.032 -0.174 -0.072 -0.073 -0.408 UDefl Ratio 1,428.6 3,801.7 1,693.7 826.1 2,576.0 2,558.6 588.1 Center Total Defl in -0.089 -0.035 -0.045 -0.273 -0.120 -0.118 -0.580 Location ft 3.750 2.500 2.250 6.000 7.874 7.936 9.760 UDefl Ratio 1,014.5 1,721.3 1,192.2 527.3 1,544.2 1,580.5 413.7 Cantilever DL Defl in 0.025 Cantilever LL Defl in 0.042 Total Cant.Defl in 0.067 UDefl Ratio 360.4 Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist plan 5017 abd.ecwPage 1 :Calc dafio _(c)1983-2003 ENERCALC Engineering Software ns 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 FB14*** FB15A/FB15B*** FB15D*** FB16 Timber Section Palm:3.5x16.0 PAIm:5.25x16.0 Pdlm: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 Level,LSL 1.55E Level,LSL 1.55E Douglas Fr,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 {r� 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 ©X= ft 6.34 8.00 8.00 4.02 fb:Actual psi 1,650.5 1,849.1 1,229.2 1,006.0 Fb:Allowable psi 2,673.8 2,673.8 2,673.8 2,644.6 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 219.7 129.4 96.0 126.1 Fv:Allowable psi 356.5 356.5 356.5 276.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,045.87 3,840.00 2,182.00 4,990.13 LL lbs 5,154.62 5,200.00 3,632.00 6,916.40 Max.DL+LL lbs 8,200.50 9,040.00 5,814.00 11906.53 ©Right End DL lbs 1,275.12 3,840.00 2,182.00 1,661.87 LL lbs 2,976.37 5,200.00 3,632.00 2,369.60 Max.DL+LL lbs 4,251.50 9,040.00 5,814.00 4,031.47 Deflections Ratio OK Deflection OK Deflection OK Deflection OK *An equal sized'RigidLam' **A GT may be used in ***An equal sized'BigBeam' beam may be used in place of place of beam shown may be used in place of beam beam shown shown Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 Pae 2 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam Joist 9 (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 i + P.T.6x6 POST - re- a" ----1,---..,_r F5 HDR HDR `'': 'i 1, _ STAIR'... -F I I I I I I '- LEDGER - P.T.4x4 POST I I_ FRAMING BEARING I HALL mjI I II BEA 21N6 1 II WAL 0 1 rr co I 1 I I I I -I--.1" IIII I I 1 I ,_[ I L I I I I ] III I -fir ,I SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING IN CRAWLSPACE ALL BEAMSIHDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED MAIN FLOOR FRAMING PLAN & Plan 17 DL BASEMENT FLOOR SHEAR PLAN 1/4"=1'-0' 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-Deo-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_17 dl.ecw:Calwlations Description 17 DL-MAIN FLOOR FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 MB1 MB2 MB3*** MB4*** Timber Section 2x8 4x8 PrIlm:7.Ox11.875 LVL:5.250x11.875 Beam Width in 1.500 3.500 7.000 5.250 Beam Depth in 7.250 7.250 11.875 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fir- 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 LCenter Span Data ` 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 0.7897 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 tReactions @ 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 50_0 ♦ 3E-3' I8•_9 q� p 6.Y! 2 6'-8• t 6'-1074 5'-2Y4 CRAWL SPACE VENTING: r PROVIDED: MECHANICAL VENTILATION AT A I- RATE EQUAL TO 1 CUBIC FOOT PER MINUTE -t--HIC EN�SLAB FOR EACH 50 SQUARE FEET OF CRAWISPACE FLOOR AREA.EXHAUST VENTILATION SHALL - 'ix fif TERMINATE TO THE EXTERIOR T'. l 1 r -1 r 1 1 I I I I I �----- AREA 1=979 SF I, J j L J L _I PROVIDE 19.75 CUBIC FEET , i AIR EXCHANGE PER MINUTE --11-' ' 6x6 PT POST t" N I �131 v I .Yr CONC. I CO PATIO SLAB STHDIM --t, T.O.S I-9'-l0Y"I r r 1 I I -__-, - '" - I P.T.4x4 POSTlea4 PONY WALL .. : I( OW BEAKING S: • • �� : i.I WAIL BOVE) r 7'? I �- .1 �7: I fl •2'?-".•..'0._SX.10 DEEP (5)2x. -- . L a •1© -... j:., 3) L_J L JSTHDI4R Fl]RN 1. .. W.-A.LL YABOVE)J.' : i : IN3S6TA5LL0 XCCINOI"WDIEICEUP4Y : INSTALL2V4.PONY� g, Ye•I t I7�- '�o Tx4FONWA � ( _ 'o EG'W/(4)/4 • : A11 - _ t-9'-11,..-. < w ,,GL. . 1 / • ..'.BOTT W � - - I SYSTEM TO ALLOW _I_ Tt PBD,� '.-. T' - imam _ : 6 PON '.-I IUm LIEQIKAITlECMAL - ADE QUCARATEWLDSPACE NCAEGE Ai .I 'ixF •I ==1111110.1171=11=1 Mil OM= In 5111014R • 0 STHDI4RJ 1 '11:':•-•''''y':- I STHD 4RJ P.T.4x4 I '. P.:T 6x6 P T.6 fi POST,:TYP. ] ?! T.D.S. 64444, 44.414•46...— } ' 11°11i'01 4 -I {- — —+ ——'.`a+ _-- `. Irl- ::L- 'J II-- -�-'Y`1 ... L�FJ �_5'-0•I`-11F' .1' I BASEMENT F.F. --I i I AT-B 11Y L2 m O In :36 SQ.X10":DEEP FTG -. -1 1 W/(4)/4 60TT EW I-11�I -�• 51HD14RJ I FURNACE I T -iti' 2x6 POryY - -1 ABOVE-�� :. WALL.'. -_� J k L__ C c R .� { NV ♦fI 1 $ i i-{ 3' 836 24... .07CRAWL SPACE:: ' '— 6 I—TINJ 1 I 11 I ACCESS HATCH I. I 1 6.rJ L1 o rJ L7 _ �- I o a 7 ' g---1--(4)2x6 (4)2x6 i '� -1 FIRST F.F. • INSTALL SYSTEM TO ALLOW 1- 56.D 1 I I ' ..1 Ai+0'-D ADEQUATE DRAINAGE AT -36"SO.X10•DEEP 'J CRAWL SPACE i-A W )#4 L, r DRAINAGE SLAB FTC BOTT4E.W.J l OVER 4"FREE DOVINACE MATERIDL OVER COMPACTED t1 CBI.•••r r -I r---i r---1 r-'' n FlLL IL.-' L#J L-+J LSI, _o VERIFY GARAGE SLAB I:•:-:•:•::•5'.'-'47..: -,4'.�YB.. •• 5-8 ' .5'4' 5'-ef'g - HEIGHT WIN GRADING PLAN , 1 . .34 50 Xt0•DEEP . . -iI4I H--' 1. ::FTG W/(4)'4 • 't.—•1 0 5 1' • • • • 7 l :-I S1HD74RJ .-4-I-214 I I -2Y H— I: I: ri=o 1 •L • - J -SRI-D;471J' STHD14RJ 3x174 BLOCK OUT f: 'I - -514" ® ®' �O STEM WALL TW. f'. '1 0 • ICKENED _ 1I •AB EDGE 1 I:. •' .I I 314•CON.. 7 PORCH S.AB P3 + QC' L'. - I 1:I < SIHDI4RJ ® g7 STHD74RJ 513' is': '.''. . . ISI STHD1 J 5THD14RJ '-10Y2• 11.-6- 4._9" '-10Y2:, 1t'-3- 5•-9• 13-0 20'-0" 30._0. t Plan 1 7D-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 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace17 dLecw:Calculations Description 17 DL-CRAWLSPACE FRAMING 1 imber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II CB1 CB2 Timber Section 4x6 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 Fr- 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 DataIII 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 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 LReactions ©Left End DL lbs 510.30 480.90 a 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 1c. l+LL tbs 1,871.10 1,763.30 Deflections Ratio OK Deflection OK Center DL Defl in -0.024 -0.012 UDefl Ratio 2,890.7 4,701.3 Center LL Defl in 0.063 -0.031 UDefl Ratio 1,084.0 1,763.0 Center Total Defl in -0.086 -0.043 Location ft 2.835 2.290 UDefl Ratio 788.4 1,282.2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_17ABD DL Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10'. Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.50 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 Skis=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM1= F,,*Si SMI= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS Sips= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 Sp,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor flo= 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 Sips= 0.78 h„ = 30.17(ft) SDI= 0.50 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0.020ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.257 ASCE 7-10(EQ 12.8-7) S1= 0.50 k= 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=SD,/(T*(R/IE)) (for T<TL) 0.299 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(TZ*(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 S1)/(R/IE) 0.038 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,„ = DIAPHR. Story Elevation Height AREA DL w, w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Evil; *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 Ps30 A= 21.6 21.6 psf Figure 28.6-1 PS30B= 14.8 14.8 psf Figure 28.6-1 Psaoc= 17.2 17.2',psf Figure 28.6-1 Ps30D= 11.8 11.8 psf Figure 28.6-1 = r 1.00 1.00' Figure 28.6-1 Kn= + 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00' N*Kit*Iw*windward/lee : 1.00 1.00 Ps=N*KZt*I*Ps3g= (Eq.28.6-1) Ps A= 21.60 21.60 psf (Eq.28.6-1) Ps B = 14.80 14.80 psf (Eq.28.6-1) Psc = 17.20 17.20 psf (Eq.28.6-1) Ps o= 11.80 11.80 psf (Eq.28.6-1) Ps A and c average= 19.4 19.4 psf Ps B and 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 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 0.000.00 0.00' 0.00 15.50 15.50 16.43 16.43 2nd 9.09 21.08 21.08 0.00' 0.00 0.001 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-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 Design Maps Summary Report Page 1 of 1 1111 USGS 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 j,•„y � a 1 .11`i. N F r/ kk df Y ` �»t tacs ' "fie f r �x � h ing s ty a hair If �v r r� .,... ! USGS-Provided Output Ss = 0.972 g spa. = 1.080 g S� = 0.720 g S. = 0.423 g SMi = 0.667 g S01 = 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. MCER Response Spectrum Design Response Spectrum 1.10,- coo 0,72 0,12 0.G4 0 1 0.34 4,44 Si O. 40 t ou 0,55 0.40 r' 32 0.44 0. 0> J 02+k' 0.22 01G 0.11 0.4 4100 0,20 0.40 0.60 0.00 1.00 1.10 1.40 1,00 1.10 2000.00 0.20 0.40 0.40 0 00 1249 1.90 1.40 i.00 Period. 2-00 T(sec) Per 9+d 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 { r-r 4-3y' f 3-11X- , 5'-9' 3-7 • i 5.-9, . 5._9. t 3,-7)- • 1 1 I 1 I 1 •0 1 1 1 ❑■ 1 I 1 1 I Bia 5-0 I-os Bib 5-01-0F Bic 1 I I I 3'X 5' -- o I '.. Drop-In 1 Tub ,1 I I B2a }0 S-0 F 7-6 5=0 XOX 3-0 9-0 F B2b co --"-'-' 1 r1 r---I� ,I ® 1 Bedroom 4 I Master Bath IN I m I ..... •....., 5-0 8IPAS5 ® •a n 3 b I 11.1 - -i-e,P -- go Master Bedroom o © , I!! Bathlir El Ail II 4 HCW Laundry J -71 '��/�(\/ 5 SHELVES m j11_o ,)'tE MENA S Y \IN 2-8 HEW o 1��rr i BIFDID LL IW.I.C. Q .p• 3_53i• � I 9}Z' 7'-911' 3'-7}Z' ��• 3'-1 10}�• 9._4 . Hall S k P i 11 Bedroom 3 ti OPEN TO BELOW / - III = + 6-0 I A55 MEI a NEM 9_5 I� -11� 3•-1%. 2-1�6�I\ 1�3-6�4 4•-ZY4 I \5�6• ic Bedroom 2 � BonusRoomo I I i � I j I I \ it �_ I I j -- In I I I Bbl I I j I I I I I I l j I j j fi fi I j I j I I j j ij 3'-11'11 j 4•-3- j 4'-3- ,i, 3.-113/4 3'-6 1 l 4'-6' i 4•-6' ; 3•-4'"• 3'_5' , 3'-9}2' + 3'-9 ' , 3._0. ,4'-0- 4, 16'-511• 15'-11 • L" 13'-r Plan 5017D TOP FLOOR PLAN 1/4•=1,-0. B r 31.-3- I7`-- -.. ter-9' 1 - 6'-5}�• 10-4Y2. 6_gY2 7-7Y2 IA 9'-2Y4 _ t 9-6}i4 i , B a -0 5-0 F t 3-0 5-O F B5. ' ' 1 '�—'��'�� Patio ;. � V Linen Stor. � ®I 2-6PATI0 �� I I:II, ' Q / ,/ •a 3-0 6-0 F '6-0 Si 0 SL-:- 3-0 6=0 F_B6t.7 ' Powderer `� M1� -- , 4•-6}2• 5'-10• Q1731 • Nook iy Q o rm _ t1 v 3 r II 4'-9y2' { _ 4 Pantry t 4 8'-7" z-z 2 , i I� �4 �� t�1 5 SHELVES 4.":,:e _—__�- 7'-6' it- L¢ TOP OfN1CRETE 113 b , a iCir BASEMENT WALL ''.9 DW I:>I UL APPROVED DIRECT-VENT-L 20 I { FIREPLACE,INSTALL PER MFR. 4 02 b'l WOOD TREAD ---� r 1 0 MAX RISER 8' ©© I`, (ADD GRADE)STEPS m� '� o d1? Great Room q I,.,, 3 5 X REVD BY Q P:7 12'TILE SURROUND W/D+ 11�J CARL '� Q - © D " 1::1 2z TRIM FRAME ' SITE a: - 9OI 1 i 71 1Wi ___— __� 1 1 l o { - I t 1 I 1 + 0 MIL Kitchen I PLATFORM 0+18" 518501 1::1 ABOVE ADJACENT,,, 1:1 y, GARAGE SLAB • .^ t"' —FLOOR ABOVE Lt FURNACE O CO BE 0511 �_In' il n n o PER ORSC BE SIZED FURN. L I.-- �J 1 1 Mi .2-4 HC^12 © 4 I t I i +� 1 n I 13•-4 " 3.-0' 3.-7v. 7•-0. 4c,'v 5-0" ill- m 1'- i � GUARD RAIL , , I 1 1H-- •i i ---- UP N'ITFi 6"HIGH[ g r :1 I,;, k CURB AT t 1 t 1 3-Car a -- .moi:®BOTTOM,TOP' f J 1. i� to g -- AT+42" 1 1 Q n WALL FINISH: 35"GAB 7__p ABV.NOSING 1 T l F CEIUNG FINISH 49"TYPE S'GAB —'- OPEN TO FIRE-TAPE ALL GW8 1!Ifi1 —_WRAP BEAMS BELOW CEWNC LEVEL. ti Entry I I O11 II' 8 INSULATE FLOOR ABOVE. • _ FLOOR r 1 1 1 CD ABOVE 1 L J L ..,_I 03 10 ''�, Q .. < n X o 3•-9Y2" S-4)2- I�1'-7�' S'-7}�- y1 :T l F Q __ 1� I 45' t _t r 1 I 1. oo r2Y•30-1 1-67G•. 1 1 1 -1 w 1 ATPC 1 �i t :1 t :1 LACCESSJ n � n W I 1 I„� • 1 1 —1.0=11111=1011111 1 FLOOR B• —1' 1 ., DenI AIX L ---- -- ------ © 1 4 . 1 :6 0 5H2-6:0 91 2-6.6-0 8111 b Cir W Parch 11, I I 1 16-0 8-0 SOLID i CO: '-10 I.' $M_/---L J Elem./Lb/Rs Q I. J In I I I se • m - -I I I I m t •: I ROOF ABOVE--21 �.. - I II I _ --L_- _--______-- I I I 1 LSt-9F�3-II.a-SH`S-13•�ss� --i I I® I I 1 1p'_0• 11 10•-0" • 3-10 ' 7 3'-6' I J 3O) ;-1 -Tt1} 4-OX 2•-9' 1 3•_0' ,I 3•_0" i 3-9)- 20'-0• 11._3. ` 6'-2, , 12-6Y2' 4 • • Plan 17D LOWER FLOOR PLAN 114'=1'-0' 19'-7)5. _• 1 16 II 4 6'-703/4 4 D2 6'-10'4 UPe4, 31'-3' 46x6PTPOSr iB'-9" ♦ 13'-7)2' S•_4• { 3•-6• { 5'-10F2" 4'-2�4 f 5'-0" 7 5•-D. { Gy Patio! __1L� B12a I I B12b .T- — I I I P.T.4x4 ?: I I I (4)2x6 I I I POST -, UP + ' i I I I im. Stor. B13a B13. �Stor Lr dal 0.4. 3/pQ -„ /I %o jm (4)2x6 (4)2x6t. 45 • FURN. :' I 4•_6y- It•-1O- /2 1 y J 1L .' RETURN AIR GRILLEIT OVER TOP OF DOOR _IL— CT/PACLUM IS THERE A WAY • ' Iii .. TO GET RID OF THESE POSTS? 814 —`r Unfinished Basement --1 Da I I d11 11•-7)F I 10•-5�" 11'-7i J . • BLOCK-OUT AT .I 7 TOP OF CONCRETE e 6-0" M m 24-x30'CRAWL SPACE A®^ 1\/ __i ACCESS HATCH I 1 s-D 815 .i * 16'-4}2" .3'-7)i- JO'-0 • SLAB-ON-GRADE ABOVE £)7 H I II I n I I I +_1_. -. -__. I I - -. _ CRAWL SPACE -.. 4 ... - j;-.. -i t- SEE FOUNDATION PLAN. _- I 1 I F 1 I I � T I Iv L L J J � J ♦ ♦ • LL . I.. o J • L _I • 20'-D" 1 I • Plan 1 7D-DL BASEMENT FLOOR PLAN 1/4"=,'-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 v i Type Type v i OTM ROTM Unet Ueum OTM RoTM Unet Ueum IJsum (sqft) (ft) (ft) (klf) (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 74 126-N P6.14 122 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-TN 126T14 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 ',0,15 1.35 0.00 0.81 0.00 1.00 1.00 74 P6TN P6TN 122 7.32 8.17 -0.08 -0.08 12.12 6.05 0.59 0.59 0.59 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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'i 1.00 ;0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 "0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ''0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 <0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0;0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV,„„d 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 U,um OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) (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 14.65 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 10.00 0.00 0.00 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 A9a* 128 2,0 5,0 1.00 0,25' 0.34 I 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 3,44 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A9b* 128 2.0 5.0 1.00 0.25' 0.34 0.74 0.30 0.45 1.00 1.00 376 P3 P3 538 7.52 1.13 4.79 4.79 10.75 0.83 7.44 7.44 7,44 - - 0 0.0 0,0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A9c* 288 4.5 8.5 1.00 0.25 0.75 1.66 0,68 1.00 1,00 1.00 373 P3 P3 536 16.79 4.30 3.26 3.26 24.14 3.19 5.47 5.47 6.47 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 A1Oa* 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 7,96 - 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 A10b* 144 2.3 4,8 1.00 0.25' 0.38 10,85 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 6,196- - 0 0.0 0,0 1.00 0.00 0.00 10.00 0.00 0,00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00' 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0'.00 0.00 10.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00' 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 ':0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0,00 '0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 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 2300 96.1 96.1 =L eff. 6.02 19.30 5.42 5.62 1.00 EV nd 115.32 EVEQ 11.04 Notes: denotes a wall with force transfer ) SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238 17ABD DL Diaph.Level: 1st Panel Height= 8 ft. Seismic V I= 1.13 kips Design Wind F-B V I= 6.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 12.16 kips Sum Wind F-B V I= 21.32 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 W dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plt) (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 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 Al2 747 24.5 24.5 I 1.00 0.35 4.00 2.20 0.75 1.53 1.00 1.00 93 P6TN P6 253 18.25 94.54 -3.20 -3.20 49.59 70.03 -0.86 -0.86 -0.86 - - 0 0.0 0,0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 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 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 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 10.00', 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 '0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1120 36.0 36.0=L eff. 6.00 2.84 1.13 1.97 EVWnd 8.84 EVEQ 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 ► •H head = A v hdr w= 98.1 plf 1 v Fdragl eq= 93 F2 eq= 85 Fdrag1 w= .3 F2 .- 141 H pier= v1 eq= 73.6 plf v3 eq= 73.6 plf 3.0 v1 w= 121.6 plf v3 w= 121.6 plf feet H total= 2w/h = 1 2w/h = 1 9 v Fdrag3 eq= •. F4 e.- 85 feet • Fdrag3 w= 153 F4 w= 141 P6TN E.Q. 2w/h = 1 P6TN WIND H sill= v sill eq= 59.4 plf 5.0 EQ Wind v sill w= 98.1 plf feet OTM 8280 13680 R OTM 16217 12013 v • UPLIFT -569 90 UP sum -569 90 H/L Ratios: L1= 6.5 L2= 3.0 L3= 6.0 Htotal/L= 0.58 '* Hpier/L1= 0.46 ' Hpier/L3= 0.50 L total= 15.5 feet JOB#: 15238_17ABD DL ID: A9abc w 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 p/f ► --► • H1 head=A vhdr= 315.2 plf H5 head= A 1 `, Fdragl eq= 154.8 Fdrag2 eq= 154.8 Fdrag5 eq= 154.8 Fdrag6 eq= 348.3 1 v A Fdragl w= • .5 Fdragl . 222.5 Fdrag5 w= 2.5 Fdra•. w= 500.6 A H1 pier= v1 eq= 374.1 p/f v3 eq= 374.1 p/f v5 eq= 374.1 H5 pier= 5.0 v1 w= 537.6 p/f v3 w= 537.6 p/f v5 w= 537.61' 5.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 10.0 V Fdrag3= • .8 Fdra•,- 154.8 feet A Fdragl w= 222.4746 Fdragl w= 222.5 Fdrag7eq= 4.8 Fdrag8e. 348.3 v P3 E.Q. Fdrag7w= 222.5 Fdrag8w= 500.6 A P3 WIND v sill eq= 219.3 plf H1 sill= v sill w= 315.2 p/f H5 sill= 4.0 EQ Wind 4.0 feet OTM 31800.0 45700.0 feet R OTM 13233 14980 v 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 0 4 04 ►/ ►/ ► Hpier/L1= 2.50 > Hpier/L3= 2.50 L total= 14.5 feet Hpier/L5= 1.11 0..95'L reduction I 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 v Fdrag1 eq= 369 F2 eq= 472 1 Fdrag1 w= • 1 F2 - 678 H pier= v1 eq= 373.2 plf v3 eq= 373.2 plf 5.0 v1 w= 536.6 plf v3 w= 536.6 plf feet H total= 2w/h = 1 2w/h = 1 10 Fdrag3 eq= :• F4 e.- 472 feet A Fdrag3 w= 531 F4 w= 678 P3 E.Q. 2w/h = 1 P3 WIND H sill= v sill eq= 168.1 plf 4.0 EQ Wind v sill w= 241.8 plf feet OTM 15300 22000 R OTM 9316 6901 v UPLIFT 731 1844 UP sum 731 1844 H/L Ratios: L1= 1.8 L2= 5.0 L3= 2.3 Htotal/L= 1.10 Hpier/L1= 2.78 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 1= 5.62 kips Design Wind F-B V 1= 9.86 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 5.62 kips Sum Wind F-B V I= 9.86 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RDTM 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 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 2.14 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1.00 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 2.06 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 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 2.06 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 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 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 1.08 2.23 2.23 7.11 0.80 4.74 4.74 4.14 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Bob* 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 4.14 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 1.00 : 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 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 2120 31.7 31.7=L eff. 9.86 0.00 5.62 0.00 EV.nd 9.86 EVE() 5.62 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side)1 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 eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet U,um OTM ROTM Unet Usum U,um (sgft) (ft) (ft) (klf) (kip) 1(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 1 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 $5b* 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 1 0.00 0.00 0.00 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 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 Blla* 77 2.0 6.3 1.00 0.25 0.21 0.54 0.18 0.30 1.00 0.80 301 P4 P4 376 4.81 1.42 2.55 2.55 7.53 1.05 4.86 4.86 4.86 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B11b* 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 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2300 55.2 55.2=L eff. 6.35 9.86 5.42 5.62 EV,;,,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 Logy eff. 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 RoTM Un„ 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 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 3.93 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B13a* 35 2.1 9.4 1.00 0.35 0.20 0.84 0.04 0.55 1.00 0.70 398 P3 P4 494 4.68 3.11 1.10 1.10 8.30 2.30 4.18 4.18 4.48 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B13b* 35 2.1 9.4 1.00 0.35 0.20 0.84 0.04 0.55 1.00 0.70 398 P3 P4 494 4.68 3.11 1.10 1.10 8.30 2.30 4.18 4.18 4.48 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 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 s0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1120 71.6 71.6=Leff. 6.32 12.07 1.13 8.26 EVnd 18.39 EV Ea 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 ` 0. ► v hdr eq= 98.5 p/f -IP.H1 head=A vhdr= 172.7 plf H5 head= A 1 y Fdrag1 eq= 90.1 Fdrag2 eq= 197.1 Fdrag5 eq= 197.1 Fdrag6 eq= 205.5 1 Fd g1 w= .9 Fdragl 345.5 Fdrag5 w= 5.5 Fdra•• w= 360.3 A H1 pier= v1 eq= 154.9 p/f I 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 I feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 V F rag3= •a.1 Fdra•,- 197.1 feet A Fdr gl w= 157.9221 Fdrag1 w= 345.5 Fdrag7eq= •7.1 Fdrag8e• 205.5 P6 E.Q. Fdrag7w= 345.5 Fdrag8w= 360.3 A P6 WIND I v sill eq= 98.5 plf H1 sill= v sill w= 172.7 p/f H5 sill= 3.0 EQ Wind 5.0 feet OTM 24390.0 42750.0 feet R OTM 28558 32330 IF 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 I~ �4 10.41 0. Hpier/L3= 0.71 " L total= 27.5 feet Hpier/L5= 0.41 0.95 L reduction JOB#: 15238_17ABD DL ID: B2ab w dl= 150 plf V eq 660.0 pounds V1 eq = 330.0 pounds V3 eq= 330.0 pounds V w= 1160.0 pounds V1 w= 580.0 pounds V3 w= 580.0 pounds — ► ► v hdr eq= 35.3 plf •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 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 f ► 4 ►4 ► Hpier/L1= 2.38 ► Hpier/L3= 2.38 L total= 18.7 feet JOB#: 15238_17ABD DL ID: B3ab w dl= 150 plf V eq 1340.0 pounds V1 eq = 670.0 pounds V3 eq = 670.0 pounds V w= 2360.0 pounds V1 w= 1180.0 pounds V3 w= 1180.0 pounds ♦ -_p, v hdr eq= 81.2 plf A H head = A v hdr w= 143.0 plf 1 v Fdragl eq= 426 F2 eq= 426 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 H total= 2w/h = 1 2w/h = 1 10 . Fdrag3 eq= - . F4 e.- 426 feet A Fdrag3 w= 751 F4 w= 751 P6 E.Q. 2w/h = 1 P4 WIND Hsill= vsill eq= 81.2 plf 3.0 1 EQ Wind v sill w= 143.0 plf feet 'OTM 13400 23600 4 OTM 18377 13613 • • JPLIFT -335 673 UP sum -335 673 H/L Ratios: li L1= 3.0 L2= 10.5 L3= 3.0 Htotal/L= 0.61 Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#: 15238_17ABD DL ID: B4ab w dl= 150 plf V eq 900.0 pounds V1 eq = 450.0 pounds V3 eq= 450.0 pounds V w= 1580.0 pounds V1 w= 790.0 pounds V3 w= 790.0 pounds ► ► v hdr eq= 56.3 plf ► A H head = A v hdr w= 98.8 plf I v Fdragl eq= 338 F2 eq= 338 Fdragl 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 UPLIFT -575 208 • UP sum -575 208 H/L Ratios: L1= " 2.0 L2= 12.0 L3= 2.0 Htotal/L= 0.63 ► 41 ►4 ► Hpier/L1= 3.00 ► Hpier/L3= 3.00 L total = 16.0 feet JOB#: 15238 17ABD DL ID: B5ab w dl= 250 plf V eq 4570.0 pounds V1 eq = 3829.6 pounds V3 eq = 740.4 pounds V w= 6940.0 pounds V1 w= 5815.6 pounds V3 w= 1124.4 pounds -► -_•, v hdr eq= 166.8 plf -- A H head= A v hdr w= 253.3 plf 1 v Fdrag1 eq= 1328 F2 eq= 257 A 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 v Fdrag3 eq= . 8 F4 e.- 257 feet A Fdrag3 w= 2016 F4 w= 390 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 166.8 plf 3.0 EQ Wind v sill w= 253.3 plf feet OTM 45700 69400 R OTM 84461 62563 V v UPLIFT -1572 676 1UP sum -1732 676 H/L Ratios: L1= 15.0 L2= 9.5 L3= 2.9 Htotal/L= 0.36 Hpier/L1= 0.40 0. Hpier/L3= 2.07 N 0.L total= 27.4 feet JOB#: 15238_17ABD DL ID: B6ab w d1= 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 v Fdrag1 eq= 426 F2 eq= 426 A 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 2w/h = 0.7 2w/h = 0.7 H total= 10 v 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 4 ► 4 ►4 ► Hpier/L1= 2.86 ► Hpier/L3= 2.86 L total = 18.7 feet JOB#: 15238 17ABD DL. ID: B1Oab w dl= 250 plf V eq 1060.0 pounds V1 eq = 530.0 pounds V3 eq= 530.0 pounds V w= 1660.0 pounds V1 w= 830.0 pounds V3 w= 830.0 pounds ___o. ). v hdr eq= 93.8 Of •H head = A v hdr w= 146.9 plf 1 v Fdragl eq= 305 F2 eq= 305 A Fdrag1 w= - 7 F2 •- 477 H pier= v1 eq= 276.0 plf v3 eq= 276.0 plf 6.0 v1 w= 345.8 plf v3 w= 345.8 plf feet H total= 2w/h = 0.8 2w/h = 0.8 10 Fdrag3 eq= % F4 e.- 305 feet • Fdrag3 w= 477 F4 w= 477 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 93.8 plf 3.0 EQ Wind v sill w= 146.9 plf feet OTM 10600 16600 R OTM 14365 10641 v • UPLIFT -370 586 UP sum -370 586 H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.4 Htotal/L= 0.88 Hpier/L1= 2.50 10.4 Hier/L3= 2.50 p 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 p/f — A H head = A v hdr w= 125.8 plf 1 `, Fdragl eq= 312 F2 eq= 359 A Fdrag1 w= , t7 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 Htotal= 2w/h = 0.8 2w/h = 0.92 10 v 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 • UPLIFT -723 212 UP sum -723 212 H/L Ratios: L1= 2.0 L2= 8.5 L3= 2.3 Htotal/L= 0.78 ► 4 ►t ► Hpier/L1= 2.50 . Hpier/L3= 2.17 L total= 12.8 feet JOB#: 15238_17ABD DL ID: B12ab w dl= 350 plf V eq 4880.0 pounds V1 eq = 4089.4 pounds V3 eq = 790.6 pounds V w= 8650.0 pounds V1 w= 7248.6 pounds V3 w= 1401.4 pounds ► v hdr eq= 178.1 plf ► •H head = vhdrw= 315.7 p/f 1 Fdragl eq= 1418 F2 eq= 274 Fdrag1 w= ,13 F2 ,- 486 H pier= v1 eq= 272.6 plf v3 eq= 282.0 plf 6.0 v1 w= 483.2 plf v3 w= 483.2 plf feet H total= 2w/h = 1 2w/h = 0.966667 8 Fdrag3 eq= 8 F4 e•- 274 feet Fdrag3 w= 2513 F4 w= 486 P4 E.Q. 2w/h = 1 P4 WIND H sill = ? v sill eq= 178.1 plf 1.0 EQ Wind v sill w= 315.7 plf feet OTM 39040 69200 IROTM 118245 87589 UPLIFT -3212 -746 1IJP sum -4944 -70 H/L Ratios: L1= 15.0 L2= 9.5 L3= 2.9 Htotal/L= 0.29 Hpier/L1= 0.40 0-41 Hier/L3= 2.07 p N L total= 27.4 feet JOB#: 15238_17ABD DL ID: B13ab w dl= 350 plf V eq 1180.0 pounds V1 eq = 590.0 pounds V3 eq= 590.0 pounds V w= 2080.0 pounds V1 w= 1040.0 pounds V3 w= 1040.0 pounds - --o. v hdr eq= 63.1 plf — A H head= A v hdr w= 111.2 plf 1 v Fdrag1 eq= 457 F2 eq= 457 Fdrag1 w= 46 F2 ,- 806 H pier= v1 eq= 401.4 plf v3 eq= 401.4 plf 6.0 v1 w= 495.2 plf v3 w= 495.2 plf feet H total= 2w/h = 0.7 2w/h = 0.7 8 Fdrag3 eq= ' • F4 e.- 457 feet • Fdrag3 w= 806 F4 w= 806 P3 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 63.1 plf 1,0 EQ Wind v sill w= 111.2 plf feet OTM 9440 16640 R OTM 55076 40797 v r UPLIFT -2712 -1435 UP sum -5446 -2697 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.43 ► 4 ►4 ► Hpier/L1= 2.86 -4 ► Hpier/L3= 2.86 L total= 18.7 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Sheari"•tt(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''''e") (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1–(0.5–SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs • Extent of header with double portal frames(two braced wall panels) • • Extent of header with single portal frame (one braced wall panels) Header to jack-stud strap l' 2'to 18'rough width of openingper wind design min 1000 lbf for single or double portal on both sides of opening opposite side of sheathing ° Pony • , ,. =. wall height . rw ,'ai"";, ""'.: wFasten top plate to header „,. ,1 with two rows of 16d ° ` ' +4. t sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown /panel sheathing max " !/ total ;� .. Header to strap " wall jack-stud per wind design. Mm 4800-Ibf on-botlrn6Jc,.davis T p- .ys,d„y height „• side of sheathing. If needed,panel splice edges "• shall occur over and be 10' Min.double 2x4 framing covered with min 3/8" nailed to common blocking max r thick wood structural panel sheathing with within middle 24"of portal height ... 8d common orr galvanized box nails at 3"o.c. r height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each " panel edge. Min length of panel per table 1 Typical portal frame construction Min(2)3500 lb strap-type hold-downs N (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of —Min reinforcing of foundation,one#4 bar QTS- jack studs per IRC tables " top and bottom of footing.Lap bars 15"min. t R502.5(1)&(2). t \:i i ,,,,\_ 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 ©2014 APA–The Engineered Wood Association Title: Job# Dsgnr: ARS Date: 2:39PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 Page 1 User.KW-0602997,Ver5.8.0,1-Dec-2003 Square Footing Design _(c)1983-2003 ENERCALC Engineering Software 15238_nvertenace_17 dl.ecw:Calculations Description 17 DL-FTG F1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 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 fc 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 hi Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0002 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % 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 2.27 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 569.44 psf Vu:Actual Two-Way 16.97 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.52 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: ARS Date: 2:49PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580000 User.KW-0802997,Ver 5.8.0,1-Deo-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_17 dl.ecw:Calculations Description 17 DL-FTG F2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 II Dead Load 2.970 k Footing Dimension 2.500 ft Live Load 7.920 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf f c 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing ` Rebar Requirement 1 Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 int 200/Fy 0.0033 Total As Req'd 0.540 in2 As Req'd by Analysis 0.0007 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Summary I Footing OK 2.50ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,867.40 psf Vu:Actual One-Way 18.40 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 600.20 psf Vu:Actual Two-Way 50.39 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate 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 Page 1 User KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 15238 riverterracePage Description CANT RET WALL H=2' NO SOG Criteria Soil Data Footing Strengths&Dimensions Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 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 psf/ft = Sloe Behind Wall = 0.00:1 = Toe Width = 0.33 ft p Toe Active Pressure 0.0 psf/ft Heel Width1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingiISoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load 0.0 lbs Design Summary 11 Stem Construction 0 Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 525 psf OK RebarSize = # 4 Soil Pressure @ Heel = 382 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored @ Heel = 484 psf Total Force @Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft4= 33.5 Footing Shear @ Heel = 3.0 psi OKMoment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66 Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = -Footing Design ResultsI Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft4 Masonry Block Type= Normal Weight Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 1 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace3410.2.ecw:Calculetions Description CANT RET WALL H=2' 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 = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load©Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 15238_riverierrace3410.2.ecw:Calwlations Description CANT RET WALL H=4' NO SOG Criteria 0 Soil Data 1Footing Strengths&Dimensions M Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As 0.0014 Heel Active Pressure 35.0 psf/ft Toe Width _ 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.66 Soil DensityWater height over heel = 0.0 ft = = 110.00 P cf Footing Thickness 9.00 in FootingiiSoil Friction = 0.400 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in 9 9 Key Depth0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 11Stem Construction Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,266 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 128 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft4= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Caics (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type=Normal Weight Mu':Downward = 14 369 ft4 Concrete Data Mu: Design = 62 369 ft4 ft psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3410.2.ecw:Calwlations Description CANT RET WALL H=4' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_riverterra� Page (c)1983-2003 ENERCALC Engineering Software ns Description CANT RET WALL H=6' NO SOG Criteria 1 Soil Data 1 Footing Strengths&Dimensions M Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi 9 Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in Footing poll Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover©Top = 3.00 in @ Btm= 3.00 in Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Load Applied to Stem ,axial Live Load = 0.0 lbs Design Summary il Stem Construction Top Stem Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,547 psf OK Rebar Size = # 4 Soil Pressure©Heel = 205 psf OK Rebar Spacing = 16.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf /Fg+fa/Fa = 0.679 ACI Factored©Heel = 231 psf Total Force @ Section lbs= 899.9 Footing Shear©Toe = 2.4 psi OK Moment....Actual ftp= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 83.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.38 OK 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 fmpsi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = [TootingDesign Results Special Inspection 9 Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 62 1,531 ft-# Cocncrete Data psi= 3,000.0 Mu: Design = 299 1,531 ft-it 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 LkRev: 580010 Page 2 User.3-203ENE,Ver 5.8.0,ineeo2003 Cantilevered Retaining Wall Design (c)t983-2003 ENERCALC Engineering Software 15238_riverterrace_3470.2.ecw:Calwlations Description CANT RET WALL H=6'NO SOG LSummary 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 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev. 580010 Page 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3410.2.ecw.Calculations Description CANT RET WALL H=10'NO SOG Criteria kSoil Data 1 Footing Strengths&Dimensions III 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.As0.0014 Heel Active Pressure 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.83 Soil DensityWater height over heel = 0.0 ft = = 110.00 P cf Footing Thickness 12.00 in FootingiiSoil Friction = 0.400 = Wind on Stem = 0.0 psf Soil height to ignore Key Width _ 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 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 Desi•n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,761 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 744 psf OK Rebar Spacing = 8.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf fb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft4t= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Overturning = 2.87 OK Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results i 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 ft4 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: KW-06Ver – Page 2 1 —UserK-2003E E CALL n 1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace3410.2.ecw:Calwlations Description CANT RET WALL H=10' 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 = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria 0 Soil Data Footing Strengths&Dimensions M Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 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 = Slope Behind Wall = 0.00:1 = Toe Width _ 1.75 ft Toe Active Pressure 0.0 Heel Width 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingiISoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ' Axialial Live DeadLoad Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Ax = 0.0 lbs Desi s n Summa Stem Construction Top Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,810 psf OK Rebar Size = # 5 soil Pressure @ Heel = 1,092 psf OK Rebar Spacing = 5.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @Section lbs= 3,934.4 Footing Shear @Toe = 11.5 psi OK Moment Actual ft4= 15,082.0 Footing Shear @ Heel = 84.2psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 3.19 OK Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar La /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 Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection - Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft4 Concrete Data Mu: Design = 2,504 25,870 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 —User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load©Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth©Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R M.= 37,857.4 o BM12-Quick Beam PACIFIC LUMBER&TRUSS CO. Page 1 Project: unnamed 07:15:38 11/03/15 Job: Designed by: KAMI HENDERSON Client: Checked by: Input Data Check of 3 1/2"x16"30E-2.1E-Balanced Layup-APA IJC-SP V Left Cantilever:None Main Span: 11'6" Right Cantilever None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow.LL Deflection:U360 Allow.TL Deflection:U240 DOL:1.150 (3 in Maximum) Eb:2100000 psi F,,:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at Load at Type Start Length Start End ft ft plf plf Snow Condition 1 Uniform 0' 11'6" 121 Snow Condition 1 Uniform 0' 11'6" 271 Snow Condition 1 Concentrated 4' 9333 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 8340.74 2428.95 207.006 -0.2409 -0.2409 Allowable 14245 3450 310.5 0.3833 0.575 %of Allow. 59 V 70 V 67 V 62 V 41 V Location 0' 4' 1'6-3/4" 5'4-11/16" 5'4-11/16" Reactions and Bearing Support Location Min.Bearing Reaction ft in lb 0' 3.253 8340.74 11'6" 2.145 5500.26 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 70 V%. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces:8340.74 lb(Left)and 5500.26 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005 J2 BASEMENT2-15 ti Roseburg 1:15p5pm 12 A Forest Products Company 1 of 1 CS Beam 4.21 0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 <rN„ft Ali ti ,a ,wrasi.�°,, �'s'. s'. t"si ea a>1-C };aa<a„v.,. u .. �,.a.°aasR�..T;.;�w".;. ..v 5 4 e.�..s»xe5 .aws.;�. Q.e< "a�v. If / 1600 1200 1 0 CO 7 2800 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 456# — 2 16' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1201# -- 3 28' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 336# -20# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 357#(268p1f) 100#(75p1f) 2 924#(693p1f) 277#(208p1f) 3 277#(208p1f) 59#(44p1f) Design spans 15' 7.375" 11' 7.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1498.'# 2820.'# 53% 6 63'- - Odd-Spans-D+L-- -7- 1710.'# 2820.'# 60% 16' Total Load D+L Shear 650.# 1220.# 53% 15.99' Total Load D+L End Reaction 456.# 1220.# 37% 0' Odd Spans D+L Int.Reaction 1201.# 1775.# 67% 16' Total Load D+L TL Deflection 0.3042" 0.7807" L/615 7.41' Odd Spans D+L LL Deflection 0.2456" 0.3904" L/762 7.41' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners RAMI L HENDERSON � „,�,,,,�Strong-TieEWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's spedficafions. 503-858-9663 t4 Roseburg J7 MAIN 12_2.15 3:53pm A Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 man 4;1401C / 161 0 / 16 1 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 563# — 2 16' 1.000" Wall DFL Plate(625psi) N/A 1.750" 563# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 433#(325p1f) 130#(97p1f) 2 433#(325p1f) 130#(97p1f) Design spans 16' 2.750" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment _2283.'# 3640.'# 62% HA4' __ lotaLLoad-D#L -_ Shear 563.# 1420.# 39% 0' Total Load D+L TL Deflection 0.3438" 0.8115" L/566 8.04' Total Load D+L LL Deflection 0.2644" 0.4057" U736 8.04' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Stson Tie Copyright2015SimpsonEWP MANAGER g' (C) by Strong-lie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 J3 MAIN 12-2-15 Roseburg 3:52pm A Forest Prnxlttcts Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 18 1 0 ` 18 1 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 632# — 2 18' 1.000" Wall DFL Plate(625psi) N/A 1.750" 632# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 486#(365p1f) 146#(109p1f) 2 486#(365p1f) 146#(109p1f) Design spans 18' 2.750" Product: DBL 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2880.'# 7280.' 39% 9.04' Total Load D+L T Shear 632.# 2840.# 22% 0' Total Load D+L TL Deflection 0.2878" 0.9115" L/760 9.04' Total Load D+L LL Deflection 0.2214" 0.4557" L/988 9.04' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong,,Tie Copyright(C)2015 bysimpsonStrong-TieCompanyInc.ALLRIGHTSRESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-858-9663 B6 MAIN-Quick Beam PACIFIC LUMBER &TRUSS CO. Page 1 Project: unnamed 16:05:44 12/02/15 Job: Designed by: KAMI HENDERSON Client: Checked by: Input Data Check of 5 1/2"x11 7/8"30F-2.1 E-Balanced Layup-APA IJC-SP I` Left Cantilever:None Main Span: 11' Right Cantilever:None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow.LL Deflection:L/360 Allow.TL Deflection:L/240 DOL:1.000 (3 in Maximum) Eb:2100000 psi Fv:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at Load at Type Start Length Start End ft ft pif pit Floor Live Uniform 0' 11' 390 Floor Live Uniform 0' 8' 442 Floor Live Concentrated 8' 6417 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 8097.73 2106.84 175.06 -0.2961 -0.2961 Allowable 22385 3000 270 0.3667 0.55 %of Allow. 36 tie 70 ke 65 bit 80 Ile 53 V Location 11' 7'4-5/8" 9'9-3/8" 5'9-1/32" 59-1/32" Reactions and Bearing Support Location Min.Bearing Reaction ft in lb 0' 1.525 6145.27 11 201 _8097 3__ _ Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 80 %. Design is governed by live load deflection. Governing load combination is Dead+Floor Live. Maximum hanger forces:6145.27 lb(Left)and 8097.73 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005