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Specifications
t--// ENENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) #15238 Structural Calculations River Terrace PR°00 Plan 17DL ; 60 L4J '4‘.1 Elevation D 4. ttk A!REG 01, 11, Tigard, OR V,4074 22,Ne5 ec<c' .14 eS I. \ Design Criteria: 2012 IBC (ORSC, OSSC) 12/03/2015 ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENG I N E E R I NG 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 ,psf 5/8"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 I 2 ® 59.1 2)2Xtr 111111111111111111111111 / 1 AIX 1111 N.2:10.2:10 DR , (3):10 HrR 2110 HDR - II MEI 1 I t 111.1.1 ill I ik. 1 - }.. 5.,_i o m NEMiNs '1 op , „ -- Mini di, up -- r-- �I • . iI � I imml VAN 12 elm. I 1 1 I1111 S2 1 -43D2 1 ' © GT I ` (2)24 0 HD' -(2 X10 HrR © IO I A VP 1-1--I I I I I I , i i il ill41.11101,' ii LI i 2. D'•(2)2 ....... DR( 2 0 1 2 10 HD' . ALL BEAMS/HDRS NOT LABELED ARE Qi 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: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 -(c)1983-2003 ENERCALC Engineering Software 15238 rivertenace_17 dl.ecw:Calculations 1 Description 17D DL-ROOF FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II 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 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 Max.DL+LL lbs 2,370.00 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 r 6X6 oh 6X6 r- 1 I? As AS A P4 E ci 51HD1 `.-411:111100 Igi:P ®... ,2X11 NOR •_%, .F• �.EDGER P 1.1 • -• STHDI4RJ ~ J Iil rr_e__ FB Flxl :• 8 1 _ 1I FUTURE 11h i .I' ABEINE SY I� .J ; I I A3D_F I 1�=J�J�I'.-r I••r. SIHD14VJ ®0,yop�: �.=•_ . STHDI4RJ GT �- CT FB. GT ABOVE ©II.. )2X11 HD- (2)2 10 HDR (2)2410 Hi• x A3Dv€ I I I ROOF 1RUSSEE .J AT 24.0. r....+....1 I I ABOVE FRAMIN$ c i L ' - I I 0)I ROA__ J SIM4� B3 I I LL jN B I 9.0 )2 10 I I 51.2 ri - IFIL 14R I Fl%T1,RE 110 1fE STHDI4RJ 1_ _ . III I i j,- f A� I N 0 2x LEDGER YAJ• 1 =-- �1 I I" • • P ti iI --›1 e �c.f Fl%TU VES I k ABOVS m I 1111 g-- ADD,2810 TV B_KG 2x4 FRAMING f - -� ---- -- I I N C+15 A F. -SI AT 24'O.C. � IGT FBI I I 1 I I IS CD IT j j j 4. ic E I I I ®,4RJ - i___7- -- 1• 1 T TB • .J.LEA FB 6X6651501 BIGJsBBEAM�rL8-Tr- . � jq�� N. S'X'. .. DU2 RIM HDU2 FB5 ,. 1• i'A� 4 /g I 1 • BE8RIN;WAL 0BEARING WALL I HUC26'0 i S j j STAIR L I I I I i • 9 I FRAMING , _ _ I I I I 'V r��.73);)(17.1.-- 54X0 CL HDR Imo. �.�.�.� i • GT F613 I I I I and m2 § L_ _ --- I I �j;I 'GI�j j2 1 ��I'' PB ROOF TRUSSg3_ ___ © S1fX16 IG BEAM Fo615D HGUSS.50/10= I I I I I CT AT 24'O.0 GT GF '11jVF' � A .l 1 ABOVE ABOVE FRAMI G ��ABOVE 44����11 ABOV` I vwi� ___� m4 I I I I I c STHDI4RJ LL j I 1J_ GT I - - o I I I I o L_ - GT A.BO__ __ <- I F- `CI__ is OT I11 j ROOF 1JVERFRAMING I BUILT BN FlELD 1-_ -__—_ 1 m _2)/X10 NDR,..(2)2X10IH•7. ROOF "USSES ®STHD149.1> STHDI4RJ LIS 11111E F314 AT 2isrArik ,,,,moi . O.C. 0 j .o 1 y 3X4%16,BIG BEAM HDR I CT upp 1-_011. ..c". ..7.1.uu u u ITi-u u I I IHDR PT LOAD (390/)ii • ( ilk 1 BEARING WALL ABOVE(250 PLO • 51HD14RJ1.....1�- _ '\:51HD14RJ 19 ROOF TRUSSES UPPER FLOOR FRAMING PLAN& S9.1 AT 24.OC. Plan 1 7D LOWER FLOOR SHEAR PLAN 1/4"=1'-0• ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 11:19AM, 3 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 -(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace17abd.ecw:Calwlations Description 5017 ABD-UPPER FLOOR FRAMING (1 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r FB2** FB3 FB4*xx FBSxx* FB6 FB7xxx 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 Fr,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 Level,LSL 1.55E Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 2,325.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 310.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.150 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Repetitive Status No No No No No No enter Span Data Span ft 14.50 3.00 13.00 5.50 4.50 12.00 1 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 il 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 Reactions11 @ 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 111 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:Caludations 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 F1313 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 Fir- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- Larch,No.2 Larch,No.2 V4 V4 V4 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 240.0 240.0 240.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn GluLam GluLam GluLam Repetitive Status No No No No No No No Center Span Data II Span ft 7.50 5.00 4.50 12.00 15.50 15.50 20.00 Dead Load #/ft 240.00 168.00 180.00 83.00 38.00 38.00 165.00 Live Load #/ft 588.00 139.00 428.00 138.00 90.00 90.00 440.00 Dead Load #/ft 225.00 225.00 113.00 Live Load #/ft 225.00 225.00 300.00 Start ft 6.000 4.000 End ft 9.000 9.000 20.000 Point#1 DL lbs 2,169.00 480.00 2,142.00 LL lbs 3,616.00 800.00 3,385.00 @ X ft 9.000 6.000 4.000 Point#2 DL lbs 2,169.00 LL lbs 3,616.00 @ X ft 9.000 Cantilever Span Span ft 1.00 Point#1 DL lbs 144.00 LL lbs 241.00 @ X ft 1.000 Results Ratio= 0.8312 0.3734 0.5991 0.7562 0.3051 0.3035 0.6923 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 Bending OK fv:Actual psi 89.0 40.2 69.4 55.1 64.3 64.0 157.1 Fv:Allowable psi 207.0 172.5 172.5 207.0 276.0 276.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions 11 @ 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 II Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 2 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calwlations 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 Page 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (01983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING (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 Prilm:3.5x16.0 Prllm:5.25x16.0 Prllm:5.25x16.0 5.125)24 Beam Width in 3.500 5.500 5.500 5.500 Beam Depth in 16.000 16.000 16.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Level,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E Douglas 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 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 0.4568III 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 ReactionsII @ 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 OKii *An equal sized 'RigidLam' **A GT may be used in ***An equal sized'BigBeam' beam may be used in place of place of beam shown may be used in place of beam beam shown shown Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 2 ` (01983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations t Description 5017 ABD-UPPER FLOOR FRAMING (3 OF 3) Center DL Defl in -0.170 -0.243 -0.147 -0.049 UDefl Ratio 1,129.8 789.4 1,310.1 3,674.0 Center LL Defl in -0.353 -0.329 -0.244 -0.070 UDefl Ratio 544.4 582.9 787.0 2,580.0 Center Total Defl in -0.523 -0.573 -0.391 -0.119 Location ft 7.616 8.000 8.000 6.660 UDefl Ratio 367.4 335.3 491.7 1,515.7 P.T.6x6 POSTin co rn HDRyy�_,yHDRR} • I I _• ; P.T 4x4 POST 71-1'1—I STAIR ;1 P.T.2x i l I FRAMING I LEDER BEA RING I III NALL q Vr Cfl BEA RINI, WAL n •1 u j M � I I I. •I—•+ 1 I I I mi I I 4 SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING IN CRAWLSPACE ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED R FRAMING PLAN& Plan 17 DL B AIN OOFLOOR 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 rivertertace17 dl.ecw:Calculations Description 17 DL-MAIN FLOOR FRAMING Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 MB1 MB2 MB3*** MB4*** Timber Section 2x8 4x8 Prllm:7.0x11.875 LVL:5.250x11.875 Beam Width in 1.500 3.500 7.000 5.250 Beam Depth in 7.250 7.250 11.875 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hein Fir,No.2 Douglas Fir- level,ISL 155E level,LSL 1.55E Larch,No.2 Fb-Basic Allow psi 850.0 900.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 180.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,600.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status Repetitive No No No Center Span Data Span ft 10.00 7.00 13.25 11.00 Dead Load #/ft 20.00 75.00 248.00 109.00 Live Load #/ft 53.00 200.00 660.00 290.00 Dead Load #/ft 124.00 Live Load #/ft 330.00 Start ft End ft 4.000 Point#1 DL lbs 1,523.00 LL lbs 4,060.00 @ X ft 7.750 Results Ratio= 0.7104 0.5634 0.6251 0.7897II 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 LeactionsII @ 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 aY4 2I 6'-B' 6-,DY4 CRAWL SPACE VENTING' PROVIDED: MECHANICAL VENTILATION AT A I RATE EQUAL TO I CUBIC FOOT PER MINUTE -1--E IC Cm SLAB I I Q FOR EACH 50 SQUARE FEET OF CRAWLSPACE '� FLOOR AREA.EXHAUST VENTILATION SHALL TERMINATE TO THE EXTERIOR ``T AREA 1=979 SF '® 1, �'J j L J L _I ----- -- PROVIDE 19.75 CUBIC FEET AIR EXCHANGE PER MINUTE 6x6 PT POST I• m I 3'-1' I 314"CONC. I 0 PATIO SLAB n n sTH014R` _ -. .. ... ... _ I - --- ]IQY,, * r.osl-9•-10)41 I- -I I- r j -J Inn PANYWALL N 1 ...... L:.� ) i r __ I ±IT SI Pzsax.oVEE (s)z,OVE a J 1 4: FTC W/j3j'.pS L/'c J..,$OTT E W .'.-L L J STHD74R r--- :'- ? / 1 36 SO.XHIDEEP2x4PONY/ per+•x4-RONY WALlT-•� 'T .I O, r=FLOW 13EARINGL.:��.� �.' �FURN i WALL ABOVE) : 1:'. NSTALL�NIYA1O13Y ;INSTALL SYSTEM TO ALLOW I- ,, ... hBOY�y ::. .... ..-: ':. .-: : ORRATm MEOUNCAL ADEQUATE DRAINAGE A7 e, ONY: - '.' '�. SEND A71LN SYSIBA CRAWL SPACE -L Ie•- AT THE p2AWSPACE I ®lir Fir •n F1 I STHD74R S1HD74RJ T .. I y P T.4x4 7 TM' -J ® ® .. P.T 6x6 P T.8xfi - POST,f7P L I ?_: :'C62 T_ ® L T.O.S Irk —1- -1 -.c•—i 1'^ d F$J —L4-1 Initil 1" T:..: 5 3 .-.. ..5.6} - ..'.'5.21 ... 5 2W ..,5 6) 5'_3'.' ii f I BASEMENT FF. -i • 1. I I STHDI -J O FURNACE i- 1 1 2.6 POKY :i. 0 c -2, Q ABOVE—+-• 'Z-_--- J On Z, glr I 4 I` 11 1 n i } ._3 .ACCESS HATCH I 1 56.0r L, o I I p I 1 (4)2x6 (4)2.6 1 T:. ... .. ... I. ak FIRST F.F. INSTALL SYSTEM TO ALLOW 1 1 36'50.XIObEEP IADEOCR VE SPACE AT I; L, rJ 31rCONC.SLAB FTG W/(4)M� r.'. OVER 4'FREE AIX DRAINAGE MATERIALCr CB1 OVER COMPACTED I CO 11'.:. : - -I _— aa ALL .1.”..... ..0-1.—............ .... . .�4rt.�. •••=1..-----.1. IL-I � •N VERIFY GARAGE SLAB T 5.638 S'-46 AN 5 S.O :...r 5-6Y8 '. i i HEIGHT WITH GRADING PLAN - - - T 34 SO X10 DEEP' ®Ii O •' STHDI •J I �� .-- ��\�w\omm\�I q 3x11_BLOCK OUr ^^ T , ® -STADT4RJ m STHD74RJ O STEM WALL TYP. _r_7_, 1 0 UP T ...: ICKENED PL ‘1111 Q , '- • PORCHC' B EDGE � I �1 I t }I (� STHDI/RJ ® � ®srxD1� I 113'i STHDI e(DP STHDI/RJ '-10}2 11'-6' 4'-9' '-10Y2 11'-3' 5'-9' 13'-0' 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 Page 1 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam &Joist (c)1983-2003 ENERCALC Engineering Software 15238_riverterace_17 dl.ecw:Calculations Description 17 DL-CRAWLSPACE FRAMING Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 CBi CB2 Timber Section 4x8 4x8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas RI'- Douglas Fir- Larrh,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 5.67 4.58 Dead Load #/ft 180.00 210.00 Live Load #/ft 480.00 560.00 Results Ratio= 0.8872 0.6754 t Mmax @ Center in-k 31.83 24.23 @ X= ft 2.83 2.29 fb:Actual psi 1,038.0 790.2 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 87.6 77.6 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions @ Left End DL lbs 510.30 480.90 LL lbs 1,360.80 1,282.40 Max.DL+LL lbs 1,871.10 1,763.30 ©Right End DL lbs 510.30 480.90 LL lbs 1,360.80 1,282.40 Max.DL+LL lbs 1,871.10 1,763.30 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 1./Defl Ratio 1,084.0 1,763.0 Center Total Defl in -0.086 -0.043 Location ft 2.835 2.290 L/Defl 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 1E= 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 Stens=Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM,= Fv*S1 SM,= 0.75 EQ 16-38 EQ 11.4-2 Sps=2/3*SMS Sips= 0.78 EQ 16-39 EQ 11.4-3 SiD =2/3*SM, SDI= 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 00= 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) SD1= 0.50 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020'ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.257 ASCE 7-10(EQ 12.8-7) S1= 0.50 k = 1'ASCE 7-10(Section 12.8.3) TL_ "6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sips/(R/IE) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.299 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(1-2*(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) Cyr = DIAPHR. Story Elevation Height AREA DL w; w; *h,k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; "h,k Vi DESIGN Vi Roof - 30.17 30.17 2120 0.022 46.64 1407.1 0.46 5.62 5.62 2nd 9.09 21.08 21.08 2300 0.028' 64.4 1357.6 0.45 5.42 11.04 1st 12.08 9.00 9.00 1120 0.028' 31.36 282.2 0.09 1.13 12.16 Bsmt 9.00 0.00' SUM= 142.4 3046.9 1.00 12.16 E=V= 17.03 E/1.4= 12.16 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART CT PROJECT#: 15238_I7ABD DL F-B SS 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 Ps3o A= 21.6 21.6'psf Figure 28.6-1 Ps3o B= 14.8 14.81 psf Figure 28.6-1 Ps3o c= 17,2 17.2',psf Figure 28.6-1 P530 D= '- 11.8 11.8'.psf Figure 28.6-1 X= 1.00 1.00' Figure 28.6-1 Kn= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00' X*Kn*iw*windward/lee : 1.00 1.00 Ps=X*kzt*I*Ps30= (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 D= 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) 1.004 1.00' 1.00' 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 45.00 14.8 0 296.6 0 444.9 0 296.6 0 489.4 Roof 30.17 30.17 4.5 90.9 0 136.4 0 90.9 0 150 0 15.5 16.4 15.50 15.50 16.43 16.43 2nd 9.09 21.08 21.08 10.6 211.7 0 317.6 0 211.7 0 349.3 0 8.5 9.0 10.03 25.53 10.58 27.01 1st 12.08 9.00 9.00 10.5 210.8 0 316.2 0 210.8 0 347.8 0 8.4 8.9 9.99 35.53 10.54 37.55 Bsmt 9.00 0.00 AF= 2025 AF= 2147 32.4 34.3 V(F-B). 35.53 V(S-S). 37.55 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_17ABD DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 30.17 30.17 0.00 0.00 0.001 0.00 15.50 15.50 16.43 16.43 2nd 9.09 21.08 21.08 0.00 0.00 0,00' 0.00 10.03 25.53 10.58 27.01 1st 12.08 9.00 9.00 0.00 0.00 0.00' 0.00 9.99 35.53 10.54 37.55 Bsmt 9.00 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 35.53 V(S-S)= 37.55 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(SS) 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 Design Maps Summary Report User-Specified Input Building Code Reference Document International Code (which2012 utilizes USGS hazard dataBuilding available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III t 6 T ab y ,� .«� � � - g x d", iwa e y .«; ate A4,' p % �„ "� �: f v a y ... ,,` ' '�'*' _ `` '76 � m � d.f t � y. .. „„^^ "' ," `i/� La fie`�!vi F , uair: .' USGS-Provided Output S5 = 0.9729 S„s = 1.080 g S°s = 0.720g S: = 0.4239 S„� = 0.667 g = 0.4458 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. 0,04 ASCE Response Spectrum Design Response Spectrum 1.40 9_ 012 0,13 "4 9.3 0.% S 0,44 044 I ikss 0.12 0,34 011 0.22 cic 9,.11 COS 0 00 9.944 ~i„ 0 0.0o. o. 9, 1. L20 X40 L o Lie 2.00000 0.10 top 0,40944404.cipa 1.tC 1, 1.40 1. L.34 2.04 Period y(ma { 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?temp late=minimal&latit... 9/14/2015 ♦ , 5-8• t_ ., r-r ; 4'-3y- t 3I-1134- 5,_9• 3I-7h" t S_9• V{' 5'_9• { 3'-7)• I I I I I I I \._o I I I 0/ I I I I I I I I j I Bia 5-01-0a Bib 5-0i-or B1c 3 X 5 1 0 I I I I o °`°'`" I I I 1 Tub 1 iB2a 3-01-o F 7-6 5I o XOX 3-0 4-o F 62b c"7 1 R L-r [—� Bedroom 4 O III Master Bath 1.4 �m 6-0 BIPASS ® ! .4~. Master Bedroom I N ! od 'a_ S d:P . i '-j s3 el c. :*;'• If j I --- _ Bath • WASHER DRYER 1 - -4 HCw •-4 HE Laundry '- I ♦ 3 n -1 ®� 5 SHELVES i 1P�__ S k P N/ 2-8 HCW N ti j ' UVJ(\1 I 7 1 '♦ _ ,,, 2-6 I I 6-0 BIPASS 6 How BIFOLD W.I.C. a Q It. •I 3'5)5" 2.-0.• • 5'-I1- 2.-1.1 s--OF r-9 2'-I 3'-7 2'-10 3'-1 3 10 9'-4 p. Y2•. �t- Y2- Y2• 4 �• - • y2- '^ L.Hall ?-.7 \\*. r al In ♦ S&P Bedroom 3s g P j_______ � IN hOPEN TO BELOW 6PASS In i - - a a I 9'-5h- , 5-11}1 1 / 5-1 .2-178.4 Bedroom 2 B4a J 4' I Bonus Room o I I I I I r-H I I 1I I I I j , ........—/ 133a I I I Bab I I I I I I I j I I I- t I I I y' I I I j Y-11374 } 4'-3- 4 4'_3- 4 3.-113/{ ; 3'-6]I 4 4'-6- 4 4'-6- i 3.-44" 3'-0- 3'-9V r 3r-9/2- - 3.-0- 4' - 4 16.-5)F 15-„2- 1 13'-7” j Plan 5017D TOP FLOOR PLAN 1/4•=1'-0• A8 e 1 1 , 1 3V-3' It'..- 18,-9. -, 6'-SY2 10'-4)4- 6'-9)c T-1/2' I I .' 9'-23'4 9'-6Y4 .:I - •n t 1 't i a -0 5-0 F ' 3-0 5-0 F 85• 1 I jV Linen Stor. I ®' 2-8 PATO p i Patio mi it • I WV , p / _ .a i _ 3 0 6-0-F -6 0 5=D SL-- 3 0 6-0 F-.B6b I Powder �� �� 7 Nook .N _—_6.1 30'Tfi 4 4-6Y2' S-10' ��� _,L24.41, • ' ,....r O_ II 5-15 A y I,f r>i - o 4-92 f 1 _ 1.:1 I I. i <: 1::1 n • l:-1 1:1 ,i in., TT . I ' 5 SHELVES /4� 1 t:., .: L_, -__._._._._�_____________, ti? _`.., 1:.:I 1'-6• 11' (O Li 11 I t' a TOP S�NCWATL I'1 3 010,12 7 BASEMENT WALL L:a OW 1=3 UL APPROVED DIRECT-VEN7_ 1 20 WOOD TREADAlk I _ Ia FIREPLACE,INSTALL PER MFR. 1 I 02 4a .,..:.R I ' 12 MAICir X RISER 8" ©© •I ^O 4,-__7 Great Room ; I•,� O3 ADD STEPS �� a,:;.:i 6 1I AS lk REVD BY GRADE) Q '� IP _ j., D '® LF `. 12"TILESURROUNDW/IIF© D I i 2x TRIM FRAME ;' SITE 1 I �, • I InON: IP L::i 1 .'IIINTi 111 I-::1 _ Kitchen 1':d _--PLATFORM O+18" 5IN91Lf-11 v Y ABOVE ADJACENT I I GARAGE SLAB • . .^ I 1 —FLOOR ABOVE + FURNACE TO BE SIZED I. n PER ORSC N7305.,., , FURN. ..all _ o n� `=--,2-4 H0 7 12 p •I T ! e iII -I I 'II .r -, 13.-4h- 3•_0' 3'-7 7-O• v 5-0' l 11�_ . r GUARD RAIL Y___ UPillIr •IWITH 6"HIGH[ 1 1 1 I. CURB AT r 1 r I 3-Car Garage —__ -_®AT+04L21-TOP f } L • -:i m n WALL FINISH: S4"GIMP ABV.NOSING I r- -1 r Q 1 i I 1 CEIUNG FINISH%"TYPE X GNB — OPEN TO FIRE-TAPE ALL GNB ••'� ABOVE I 1 - Dining 17'--- A © WRAP BEAMS BELOW CEILING LEVEL. I '� Ent 1 -JR¢ornINSULATE FLOOR ABOVE. : ry I1 Ag ' FLOOR 1 1 I I v �j , [ABOVE I J L .__�t9 g:co r-9/Z 3.-45. -4 !Ii- 5_7)2• J4. T r .. 09 II o ._6h.,& } I I 1 (4 ATTIC •'ft I I LALffSSJ I n� I 1 n 1 % Den ILk .L p I� 1 • :60912-6:0 91 2-6 6-0 8111b 16-0 8-0 SOHO 7 CO .Pdlrch .._to I L —IIN 19-rZJ-_ IELa9LAbsVs ¢ I �' I I I B8 ® 'I m __) -'- J I I I I I I ROOF ABOVE—- 02 1.-i 1 I MIMUMNooMM.....m... ,---"--- I I I L-B4� -3-U-Gr.S4-:3-45'I'28 Ob -- I. I I I ID'-O• 1, I0'-0' 3'-104" } 3'-6• } 3'-1D)AJ i.-2Yi i 44.-0 , 2-9" 3'-5 5-0' 1 3'-9Y" 20'-0' 5-2)5'11-3" i7-6)Z• f Plan 1 7D LOWER FLOOR PLAN 1/4'=1'-0' 19'-7)�" I1 4 6'-1034" 4 e 6'-104- UP, r • • 6x6 PT POST--/' OST 16'-9• • e 2'-11" I3'-7X1' S•_4' i 3'-6' t 5•-10X1' 4.-234' { 5_0• 1' 5' 0" ..1 6X'4 31•_3• 3-5X2 7'-0' 3'-2" ' Patio 1 id------ 812a B12b id i P.T.4x4 :i.UP;.I III1 I I .y (4)2x6 I .I POST '� t TYP Stor. �-13a I I B13. _ + Stor. Q /aO3 i 'n // (4)2x6 (4)2x6 - * ✓✓✓//45" • PURR. I 4,-0)/4" I1•_1v74- /2 j } 'i RETURN AIR GRILLE -JL_. OVER TOP OF DOOR CT/PACLUM IS THERE A WAY TO GET RID OF THESE POSTS? B14 $ Unfinished Basement a rl I I . Q1 ry I ^ I 17-7)i• 1O-5)" I 11'-7J" J +--r - BLOCK-OUT AT V a ., TOP OF CONCRETE 6'-0- 1' 1 24"x30•CRAWL SPACE L __LTTTACCESS HATCH CCDD % x I•� I �I ♦ 30 e B15 ,� { 16'-4X2 30'-0" • SLAB-ON-GRADE ABOVE 4 l CRAWL SPACE lc ; SEE FOUNDATION PLAN r 1 j ri 1 1 I II LL : z J I L_ --J • • • L J i 11. O L J • L J 20'-0 1 71'-3" I3'-0" e Plan 17D-DL BASEMENT FLOOR PLAN 1/4'=1'-0" SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_17ABD DL Diaph.Level: Roof Panel Height= 4 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 o 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 V.um (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Al 405 14,5 14,5 1.00 0,15' 1.78 0.00 1.07 0.00 1.00 1.00 74 P6TN P6TN 123 9.66 14.19 -0.33 -0.33 15.99 10.51 0.40 0.40 0.40 - - 0 0.0 0.0' 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A2a* 181 6.5 10.5 1.00 0.15' 0.79 0.00 0.48 0.00 1.00 1.00 74 126TN P6T14 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 F6T4 126T44 122 3.98 3.04 0.18 0.18 6.59 2.25 0.81 0.81 044 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 1 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 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 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 P 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 10 0.0 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 100' 0.00 0.00 0.00 0.00 1.00 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 2120 80.0 80.0=L eff. 9.30 0.00 5.62 0.00 EVu;,,, 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 vi OTM RoTM Unet Usum OTM RoTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext A5 681 38.0 38.0 1,00 0;25' 1.78 4.65 1.60 2.81 1.00 1.00 116 P6TN P6 169 44.15 162.45 -3.17 -3.17 64.33 120.33 -1.50 -1.50 -1.50 - 0 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A6 349 19.5' 19,5 11.00 0.25 0.91 0.00 0.82 0.00 1.00 1.00 42 P6TN P6TN 47 8.22 42.78 -1.83 -1.83 9.14 31.69 -1.20 -1.20 -1.20 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int A7 304 17.0 17,0 1.00 0.25' 0.80 0.00 0.72 0.00 1.00 1.00 42 P6TN P6TN 47 7.16 32.51 -1.55 -1.55 7.96 24.08 -0.99 -0.99 -0.99 0 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A8 161 9.0 9.0 1.00 0,25' 0.42 0.00 0.38 0.00 1.00 1.00 42 P6TN P6TN 47 3.79 9.11 -0.64 -0.64 4.21 6.75 -0.30 -0.30 -0.30 0 0,0 0.0 '1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Aga* 128 2.0' 5,0 1,00 0,25' 0.34 0.74 0.30 0.45 1.00 1.00 376 P3 P3 538 7.52 1.13 4.79 4.79 10.75 0.83 7.44 7.44 7.44 - 0 0.0i 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A9b" 128 2.0 5.0 1,00 0:25 0.34 0.74 0.30 0.45 1.00 1.00 376 P3 P3 538 7.52 1.13 4.79 4.79 10.75 0.83 7.44 7.44 7,44 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A9c" 288 4.5 8.5 1.00 0.25 0.75 1.66 0.68 1.00 1.00 1.00 373 P3 P3 536 16.79 4.30 3.26 3.26 24.14 3.19 5.47 5.47 6.43 0 0.0 0.01.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A10a' 117 1,8; 4,3 ''1,00 0,25' 0.31 0.66 0.28 0.40 1.00 1.00 375 P3 P3 537 6.76 0.87 5.19 5.19 9.66 0.65 7.96 7.96 3.96 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A10b* 144 2.3 4.8 ;1.00 0,25' 0.38 0.85 0.34 0.51 1.00 1.00 369 P3 P3 533 8.49 1.24 4.44 4.44 12.27 0.92 6.95 6.95 6.96 - - 0 0,0: 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 '1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0.0 '1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0', 0,0 11,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0' 0,0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2300 96.1 96.1 =L eff. 6.02 9.30 5.42 5.62 1.00 EVsnd 15.32 EVEQ 11.04 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_17ABD DL Diaph.Level: 1st Panel Height= 8 ft. Seismic V I= 1.13 kips Design Wind F-B V i= 6.00 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V I= 12.16 kips Sum Wind F-B V I= 21.32 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL elf. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RorM Unet Usum OTM RoTM Unet Usum Usum (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kip) p (pif) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (klp) Ext A11 373 11,5 11.5 1.00 0.35 2.00 0.64 0.38 0.44 1.00 1.00 71 P6TN P6 229 6.52 20.83 -1.32 -1.32 21.09 15.43 0.52 0.52 0.52 - - 0 0.0 0.0 1.00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Al2 747 24.5 24.5' 1.00 10,35' 4.00 2.20 0.75 1.53 1.00 1.00 93 P6TN P6 253 18.25 94.54 -3.20.-3.20 49.59 70.03 -0.86 -0.86 -0.86 - - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0' 1,00 '0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 .'0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0' 1,00 �0 00', 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0i 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 0,0d 1.00 ;0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 ;0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 :0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0' 1,00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0, 1,00 ',0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 EVe;,,d 8.84 EV Eo 3.10 Notes: denotes a wall with force transfer • JOB#: 15238_17ABD DL ID: A2ab w dl= 150 plf V eq 920.0 pounds V1 eq = 478.4 pounds V3 eq = 441.6 pounds V w= 1520M pounds V1 w= 790.4 pounds V3 w= 729.6 pounds _pi. ► v hdr eq= 59.4 plf A H head= A v hdr w= 98.1 plf Fdrag1 eq= 93 F2 eq= 85 A Fdrag1 w= .3 F2 ,- 141 H pier= v1 eq= 73.6 plf v3 eq= 73.6 plf 3.0 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 A Fdrag3 w= 153 F4 w= 141 P6TN E.Q. 2w/h = 1 P6TN WIND H sill= v sill eq= 59.4 plf 5.0 EQ Wind v sill w= 98.1 plf feet OTM 8280 13680 R OTM 16217 12013 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 ii s 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 - vhdreq= 219.3 p/f H5 head= A 4 H1 head=n v hdr= 315.2 plf 1 v Fdragl eq= 154.8 Fdrag2 eq= 154.8 Fdrag5 eq= 154.8 Fdrag6 eq= 348.3 1 AFdragl w= •• .5 Fdragl , 222.5 Fdrag5 w= 2.5 Fdra• w= 500.6 A H1 pier= v1 eq= 374.1 plf v3 eq= 374.1 plf v5 eq= 374.1 H5 pier= 5.0 v1 w= 537.6 p/f v3 w= 537.6 p/f v5 w= 537.6(', 5.0 feet II feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 10.0 V Fdrag3= . .8 Fdra.-- 154.8 feet A Fdragl w= 222.4746 Fdragl w= 222.5 Fdrag7eq= •.8 Fdrag8e. 348.3 v P3 E.Q. Fdrag7w= 222.5 Fdrag8w= 500.6 P3 WIND v sill eq= 219.3 plf H1 sill= vsill w= 315.2 plf H5 sill= 4.0 EQ Wind 4.0 feet OTM 31800.0 45700.0 feet R OTM 13233 14980 v UPLIFT 1348 2230 `L Up Sum 1348 2230 H/L Ratios: L1= 2.0'' L2= 3.0 L3= 2.0 L4= 3.0 L5= 4.5, Htotal/L= 0.69 ► /4 0-4 0.4 ►4 ► Hpier/L1= 2.50 Hpier/L3= 2.50 L total= 14.5 feet Hpier/L5= 1.11 0.95 L reduction • JOB#: 15238_17ABD DL ID: A10ab w 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 i v Fdragl eq= 369 F2 eq= 472 A Fdrag1 w= ' . 1 F2 ,- 678 H pier= vi eq= 373.2 plf v3 eq= 373.2 plf 5.0 v1 w= 536.6 plf v3 w= 536.6 plf feet H total= 2w/h = 1 2w/h = 1 10 v Fdrag3 eq= s• F4 e.- 472 feet A Fdrag3 w= 531 F4 w= 678 P3 E.Q. 2w/h = 1 P3 WIND H sill= v sill eq= 168.1 plf 4.0 EQ Wind v sill w= 241.8 plf feet OTM 15300 22000 R OTM 9316 6901 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 Her/L3= 2.17 piL total= 9.1 feet SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238 17ABD DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 5.62 kips Design Wind F-B V I= 9.86 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 5.62 kips Sum Wind F-B V 1= 9.86 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C p 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 Uewn Ueum (sqft) (ft) (ft) (kt (kip) (kip) (kip) (kip) p (plf) (plt) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip). (kip) (kip) Ext B1 a* 186 3.2 5.7 1.00 0.15 0.86 0.00 0.49 0.00 1.00 1.00 154 P6 P6 270 4.44 1.23 1.26 1.26 7.78 0.91 2.71 2.71 2.74 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 61b* 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 2,96 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 B2 b* 125 2.1 9,4 1,00 0,15 0.58 0.00 0.33 0.00 1.00 0.84 188 P6 P6 277 2.98 1.33 1.15 1.15 5.23 0.99 2.96 2.96 2,96 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 5 0.00 0.00 0.00 0.00 7.11 0.0 0.00 0.00 4 04 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 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 4.74 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00'. 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0:0 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 wnd 9.86 EV Eo 5.62 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_17ABD DL Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 5.42 kips Design Wind F-B V i= 6.35 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 11.04 kips Sum Wind F-B V i= 16.21 kips Min.Lwall= 2.86 ft. per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv, 2w/h v i Type Type v i OTM ROTM toes U9um OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B5a* 664 15.0 19.8 !1.00 0.25 1.83 3.98 1.56 2.27 1.00 1.00 256 P4 P4 388 38.35 33.41 0.34 0.34 58.13 24.75 2.33 2.33 2.33 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B5b* 129 2.9 7.7 1.00 0,250.36 0.77 0.30 0.44 1.00 0.97 265 P4 P4 388 7.44 2.51 2.21 2.21 11.26 1.86 4.21 4.21 4,24 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Bea* 94 2.1' 9.4 '.1.00 0,25 0.26 0.58 0.22 0.33 1.00 0.70 352 P4 P4 400 5.51 2.22 2.30 2.30 8.39 1.65 4.71 4.71 4.74 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 86b* 94 2.1 9.4 1.00 0.25 0.26 0.58 0.22 0.33 1.00 0.70 352 P4 P4 400 5.51 2.22 2.30 2.30 8.39 1.65 4.71 4.71 4.74 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 11,00 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 810b* 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 4.45 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B11a* 77 2.0 6.3 1.00 0.25 0.21 0.54 0.18 0.30 1.00 0.80 301 P4 P4 376 4.81 1.42 2.55 2.55 7.53 1.05 4.86 4.86 4.86 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 811b* 86 2.3 6.5 1.00 0:25' 0.24 0.62 0.20 0.33 1.00 0.92 252 P4 P4 373 4.79 1.68 1.91 1.91 7.72 1.25 3.96 3.96 3.88 - - 0 0.0' 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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 EVv„nd 16.21 EVEQ 11.04 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238 17ABD DL Diaph.Level: 1st Panel Height= 8 ft. Seismic V I= 1.13 kips Design Wind F-B V I= 6.32 kips Max.aspect= 3,5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 12.16 kips Sum Wind F-B V I= 22.53 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoIM U,=r Usun, 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 3,82 0 0.0 0.0 1.00 '0,00' 0.00 0.00 0.00 0.00 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 .48 P4 494 4.68 3.11 1.10 1.10 8.30 2.30 4.18 4.18 4 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B13b* 35 2.1 9.4 1.00 '0.35, 0.20 0.84 0.04 0.55 1.00 0.70 398 123 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 16.51 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 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 0.001 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 0.01 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 :0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ':0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 "0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ''0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0, 1.00 ;0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ;0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ',0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1120 71.6 71.6=L eff. 6.32 12.07 1.13 8.26 EVwnd 18.39 EVEQ 9.39 Notes: * denotes a wall with force transfer ** denotes a concrete shearwall JOB#: 15238_17ABD DL ID: Blain 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 V 1 w= 868.6 pounds V3 w= 1900.0 pounds V5 w= 1981.4 pounds ► ► v hdr eq= 98.5 plf ► -_•,. A H1 head=A vhdr= 172.7 plf H5 head= A 1 A Fdragl eq= 90.1 Fdrag2 eq= 197.1 Fdrag5 eq= 197.1 Fdrag6 eq= 205.5 I 1 Fdrag1 w= - .9 Fdrag1 . 345.5 Fdrag5 w= ,5.5 Fdra• w= 360.3 A H1 pier= v1 eq= 154.9 p/f v3 eq= 154.9 p/f v5 eq= 154.9 H5 pier= 5.0 v1 w= 271.4 p/f v3 w= 271.4 plf v5 w= 271.41 3.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 V Fdrag3= •t.1 Fdra•-- 197.1 feet A Fdrag1 w= 157.9221 Fdrag1 w= 345.5 Fdrag7eq= •7.1 Fdrag8e• 205.5 v P6 E.Q. Fdrag7w= 345.5 Fdrag8w= 360.3 A P6 WIND v sill eq= 98.5 plf H1 sill= vsill w= 172.7 plf H5 sill= 3.0 EQ Wind 5.0 feet OTM 24390.0 42750.0 feet R OTM 28558 32330 I. V UPLIFT -160 399 V_ Up Sum -160 399 H/L Ratios: L1= 3.2 L2= 5.0 L3= 7.0 L4= 5.0 L5= 7.3 Htotal/L= 0.33 o I. 4 ►4 ►-4 ►, ► Hpier/L1= 1.56 Hpier/L3= 0.71 < L total= 27.5 feet Hpier/L5= 0.41 0.95 L reduction JOB#: 15238 17ABD DL ID: B2ab w d1= 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 p/f 5.0 vi w= 276.2 plf v3 w= 276.2 plf feet H total= 2w/h = 0.84 2w/h = 0.84 9 v Fdrag3 eq= •• F4 e.- 256 feet A Fdrag3 w= 450 F4 w= 450 P6 E.Q. 2w/h = 1 P6 WIND H sill= v sill eq= 35.3 plf 3.0 EQ Wind v sill w= 62.0 plf feet OTM 5940 10440 R OTM 23604 17485 • • UPLIFT -1050 -529 UP sum -1050 -529 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.48 , ► 4 ►4 ► Hpier/L1= 2.38 0 Hpier/L3= 2.38 L total= 18.7 feet JOB#: 15238 17ABD DL _ ID: B3ab w dl= 150 plf V eq 1340.0, pounds V1 eq= 670.0 pounds V3 eq= 670.0 pounds V w= 2360.0 pounds V1 w= 1180.0 pounds V3 w= 1180.0 pounds ► — _0. v hdr eq= 81.2 plf ► A H head= A v hdr w= 143.0 plf I 'v Fdrag1 eq= 426 F2 eq= 426 A Fdrag1 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 H sill= v sill eq= 81.2 plf 3.0 EQ Wind v sill w= 143.0 plf feet OTM 13400 23600 R OTM 18377 13613 . UPLIFT -335 673 UP sum -335 673 H/L Ratios: Ll= 3.0 L2= 10.5 L3=" 3.0 Htotal/L= 0.61 1 ► 1 110.11 P. Hpier/L1= 2.00 Hpier/L3= 2.00 L total= 16.5 feet JOB#: 15238_17ABD DL ID: B4ab w d1= 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 0. v hdr eq= 56.3 plf -_,. •H head = A v hdr w= 98.8 plf I v Fdrag1 eq= 338 F2 eq= 338 A Fdrag1 w= - '3 F2 .- 593 H pier= vi eq= 337.5 plf v3 eq= 337.5 plf 6.0 v1 w= 395.0 plf v3 w= 395.0 plf feet H total = 2w/h = 0.666667 2w/h = 0.666667 10 v Fdrag3 eq= •• F4 e•- 338 feet A Fdrag3 w= 593 F4 w= 593 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 56.3 plf 3.0 EQ Wind v sill w= 98.8 plf feet OTM 9000 15800 R OTM 17280 12800 UPLIFT -575 208 UP sum -575 208 H/L Ratios: L1= 2.0A. IP 1 L2= 12.0 L3= 2.0 Htotal/L= 0.63 i. Hpier/L1= 3.00 Hpier/L3= 3.00 L total= 16.0 feet JOB#: 15238 17ABD DL ID: B5ab w dl= 250 plf V eq 4570.0 pounds V1 eq = 3829.6 pounds V3 eq= 740.4 pounds V w= 6940.0 pounds V1 w= 5815.6 pounds V3 w= 1124.4 pounds --► v hdr eq= 166.8 plf •H head = A v hdr w= 253.3 plf 1v Fdrag1 eq= 1328 F2 eq= 257 • Fdrag1 w= 416 F2 -- 390 H pier= vi eq= 255.3 plf v3 eq= 264.1 plf 6.0 v1 w= 387.7 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 • Fdrag3 w= 2016 F4 w= 390 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 166.8 plf 3.0 EQ Wind v sill w= 253.3 plf feet OTM 45700 69400 R OTM 84461 62563 v UPLIFT -1572 676 UP sum -1732 676 H/L Ratios: L1= 15.0 L2= 9.5 L3= 2.9 4 Htotal/L= 0.36 4 Hpier/L1= 0.40 Hpier/L3= 2.07 L total= 27.4 feet JOB#: 15238_17ABD DL ID: B6ab w dl= 250 plf V eq 1100.0 pounds V1 eq = 550.0 pounds V3 eq = 550.0 pounds V w= 1680.0 pounds V1 w= 840.0 pounds V3 w= 840.0 pounds v hdr eq= 58.8 plf •H head = A v hdr w= 89.8 plf I v Fdrag1 eq= 426 F2 eq= 426 A Fdrag1 w= :•1 F2 ,- 651 H pier= vi eq= 351.1 plf v3 eq= 351.1 plf 6.0 v1 w= 400.0 plf v3 w= 400.0 plf feet H total= 2w/h = 0.7 2w/h = 0.7 10 . Fdrag3 eq= , • F4 e•- 426 feet £ 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 0 4 ►41 ► Hpier/L1= 2.86 o Hpier/L3= 2.86 L total = 18.7 feet JOB#: 15238_17ABD DL ID: B10ab w dl= 250 plf V eq 1060.0 pounds V1 eq = 530.0 pounds V3 eq = 530.0 pounds V w= 1660.0 pounds V1 w= 830.0 pounds V3 w= 830.0 pounds ► v hdr eq= 93.8 plf ► •H head = A v hdr w= 146.9 plf 1 v Fdragl eq= 305 F2 eq= 305 A Fdragl w= , 7 F2 -- 477 H pier= v1 eq= 276.0 plf v3 eq= 276.0 plf 6.0 v1 w= 345.8 plf v3 w= 345.8 plf feet H total= 2w/h = 0.8 2w/h = 0.8 10 i Fdrag3 eq= s F4 e.- 305 feet A Fdrag3 w= 477 F4 w= 477 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 93.8 plf 3.0 EQ Wind v sill w= 146.9 plf feet OTM 10600 16600 R OTM 14365 10641 v . UPLIFT -370 586 UP sum -370 586 H/L Ratios: L1= 2.4 4 L2= 6.5 0.4 L3= 2.4 Htotal/L= 0.88 Hpier/L1= 2.50 o► Hpier/L3= 2.50 L total= 11.3 feet JOB#: 15238_17ABD DL ID: B11ab w dl= 250 plf V eq 1010.0 pounds V1 eq = 469.8 pounds V3 eq = 540.2 pounds V w= 1610.0', pounds V1 w= 748.8 pounds V3 w= 861.2 pounds v hdr eq= 78.9 plf ► •H head = A v hdr w= 125.8 plf 1 � Fdrag1 eq= 312 F2 eq= 359 Fdrag1 w= ?7 F2 .- 572 H pier= v1 eq= 293.6 p/f v3 eq= 255.3 plf 5.0 vi w= 374.4 plf v3 w= 374.4 plf feet Htotal= 2w/h = 0.8 2w/h = 0.92 10 Fdrag3 eq= F4 e•- 359 feet A Fdrag3 w= 497 F4 w= 572 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 78.9 plf 4.0 EQ Wind v sill w= 125.8 plf feet OTM 10100 16100 R OTM 18432 13653 I. v UPLIFT -723 212 UP sum -723 212 H/L Ratios: L1= , 2.0 L2= 8.5 L3= 2.3 Htotal/L= 0.78 ► 4 104 ► 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= 8850.0 pounds V1 w= 7248.6 pounds V3 w= 1401.4 pounds - _0. ► v hdr eq= 178.1 plf ---0- A H -0-•H head = A vhdrw= 315.7 plf 1 V Fdragl eq= 1418 F2 eq= 274 Fdragl w= .13 F2 -- 486 H pier= v1 eq= 272.6 plf v3 eq= 282.0 p/f 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 et- 274 feet • Fdrag3 w= 2513 F4 w= 486 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 178.1 plf 10 EQ Wind v sill w= 315.7 plf feet OTM 39040 69200 R OTM 118245 87589 v UPLIFT -3212 -746 UP sum -4944 -70 H/L Ratios: L1= 15.0 L2= 9.5 L3 2.9 Htotal/L= 0.29 ► 1 ►� ► Hpier/L1= 0.40 Hpier/L3= 2.07 L total = 27.4 feet JOB#: 15238_17ABD DL ID: 813ab w dl= 350 plf V eq 1180.0 pounds V1 eq = 590.0 pounds V3 eq = 590.0 pounds V w= 2080.0 pounds V1 w= 1040.0 pounds V3 w= 1040.0 pounds v hdr eq= 63.1 plf •H head = A v hdr w= 111.2 plf 1 v Fdragl eq= 457 F2 eq= 457 Fdragl 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 UPLIFT -2712 -1435 UP sum -5446 -2697 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.43 ► 4 0.4 Hpier/L1= 2.86 ► Hpier/L3= 2.86 L total = 18.7 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base Minimum Width Maximum Height Allowable Design(ASD)Values per Frame Segment (in.) (ft) Shearm(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loading(aI,,`,l) (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 F 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening opposite side of sheathing t 4 _ Pony . ,%� _. wall height . -_ - � Fasten top plate to header a - with two rows of 16d .,' 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 .sHeader to jack-stud strap per wind design. wall Min 1000 lbf on both sides of opening opposite y height side of sheathing. " If needed,panel splice edges t. shall occur over and be la Min.double 2x4 framing covered with min 3/8" �` nailed to common blocking max thick wood structural panel sheathing with ffff within middle 24"of portal height . .,. 8d common or galvanized box nails at 3"o.c. '.. height.One row of 3"o.c. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. +w Min length of panel per table 1 Typical portal frame Illk construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of :_,•1`• Min reinforcing of foundation,one#4 bar .--..V-_ jack studs per IRC tables It 4 top and bottom of footing.Lap bars 15 min. R502.5(1)&(2). \..... Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2'x 3/16"plate washer into framing) 2 O 2014 APA—The Engineered Wood Association Title: Job# Dsgnr: ARS Date: 2:39PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580000 Page 1 User KW-0802997,Ver 5.8.0,1-Dec-2003 Square FootingDesign(c)1963-2003 ENERCALC Engineering Software 15238_riverterrace_17 dl.ecw:Calwlations Description 17 DL-FTG F1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 1 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 0 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 1 Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,769.44 psf Vu:Actual One-Way 2.27 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 569.44 psf Vu:Actual Two-Way 16.97 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.52 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: ARS Date: 2:49PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_17 dl.ecw:Calwlations Description 17 DL-FTG F2 _General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 111 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 fc 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 Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.540 in2 As Req'd by Analysis 0.0007 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary 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 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG Criteria 1 Soil Data I Footing Strengths&Dimensions M Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.33 Soil Density = 110.00 pct Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingiiSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key th = 0.00 in for passive pressure = 0.00 in Key D Deppth 0.00 in Key Distance from Toe = 0.00 ft Cover©Top = 3.00 in ©Btm= 3.00 in Axial Load Applied to Stem ' Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 1 Top Stem -'► Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Hf' = Concrete ThSoil Pressure @ Toe = 525 psf OK Rebar Sizeness = 8.00 Soil Pressure©Heel = 382 psf OK Rebar = # 4 3,000 Rebar Spacing 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 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 ft-#= 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi= 1.4 Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Ford - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. _ Mu':Upward = 35 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined 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 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG L 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 User.KW-0602997.Ver 5.8.0,1-Deo-2003 Cantilevered RetainingWall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 9 15238 riverterrace_3410.2.ecw:Calwlations Description CANT RET WALL H=4' NO SOG Criteria r Soil Data I Footing Strengths&Dimensions 111 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/ftToe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.66 Soil Density = 110.00 pd Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingllSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key th = 0.00 in for passive pressure = 0.00 in Key D Deppth 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 4 Axial Live Load = 0.0 lbs Design Summary 0 Stem 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 ThSoil Pressure©Toe = 1,266 psf OK Rebar Sizeness = 8.00 Soil Pressure @ Heel = 128 psf OK Rebar = # 4 3,000 Rebar Spacing18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,480 psf tb/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 ft-it= 425.2 Footing Shear©Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.56 OK Sliding = 2.58(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Datafm psi- Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design ResultsI Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# f c 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 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3410.2.ecw:Calwlations t 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 Q 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 RetainingWall Design (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG Criteria 1 Soil Data r Footing Strengths&Dimensions M Retained Height = 5.50 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 Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingliSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth0.00 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 I Stem Construction 1 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 ThSoil PressureToe = 1,547psf OK Rebar ness = 8.00 © 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 fb/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 2.4 psi OK Moment....Actual ft-= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 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 Ford - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi=Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK o Solid Grouting Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-it fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4©22.00 in,#5@ 34.25 in,#6©48.25 in,#7@ 48.25 in,#8©48.25 in,#9©4 Key Reinforcing = None Spec'd Key: No key defined Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0802997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software15238_riverterrace_3410.2.ecw:Calwlations Description CANT RET WALL H=6' 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 = 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_riverterrace3410.2.ecw:Calwlations Description CANT RET WALL H=10'NO SOG Criteria 1 Soil Data I Footing Strengths&Dimensions M Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = %3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.83 Soil Density = 110.00 pct Water height over heel = 0.0 ft Footing Thickness = 12.00 in Footing poll Friction = 0.400 = Wind on Stem = 0.0 psf Soil height to ignore Key Width0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary i 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 Soil Pressure @ Toe = 1,761 psf OK Thickness = 8.00 Re Soil Pressure @ Heel = 744 psf OK Rebar Sizze = # 5 3,000 Rebar Spacing8.00 Allowable = 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 Gales (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data 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 = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #5 @ 11.00 in Heel:#4©7.25 in,#5@ 11.00 in,#6©15.75 in,#7©21.25 in,#8@ 28.00 in,#9©35 Key Reinforcing = None Spec'd Key: No key defined Title: Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Lk User.KW-0602997,Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 15238_rivertenace_3410.2.ecw:Calculations 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 ft4 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_riverterrace 3abd.ecw:BASEMENTWALL NO _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=12' NO SOG Criteria il Soil Data 1 Footing Strengths&Dimensions M Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf ft = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% - 0.0014 Heel Active Pressure 35.0 Toe Width 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ‘ Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 0 Top m StemSteOK 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 ft-it= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 3.19 OK Sliding = 1.50(Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Caics (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data 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 Ration' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# ft 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-Dec-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 I 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