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Specifications (17) /tA s7�zvfG t Svcs' SGz, l / ET CT ENGINEERING MAY 1 7 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 7 T 208.285.4512 (V) 208.285.0618 (F) BUILDING DIVISION #15238 Structural Calculations River Terrace , ,N° iZ� Plan 17DL �-�G F` ''k •; 60 P*� Elevation B I 1d �� ��REG�iN� Tigard, OR r* �; 1-2 v () 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 C T ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 17 also includes Plan 5017) The proposed project is to be comprised of two-story wood-framed single-family homes. Some plan types have variations for daylight basements to accommodate site conditions. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. First floor framing and floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS(Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10"equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification"D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered;2012 IBC, and currently adopted ORSC and OSSC. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle,various design parameters including load factors,load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT#: CT# : Plan 5017 ABD ROOF fi - RooRoofingng-future 3.5 psf 0.0 psf 5!8"plywood(O.S.B.) 2.2 psf Trusses at 24"o.c. 4.0 psf Insulation 1.0psf (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 F � (2)2X10 HDR (2)210 H0 . I ' 1 :B2 r Arik 111 Pi 1 J- --- ,1 (�)2x10 HDRili . (3):210 HLSt 3)2210 HDR ii. 1 RBB1 , : CA i 1 /- c l i '' '_ L { N 1A ,x,11 i- `♦ AT11C•x70• 2 AC(f55 �J 59.1 I I '�} -_1', ,' E.' • I 4 - 4 C a 581 I; g s, ,- L= —, oI I 1 7 --_ u • A 1-1 I { IL • it •? + 2 /' 59.1 / U ` u u u DT 4 I` (2 X10 H) 2X10 HDR(2)2XX11[HDR ,S© OT Q1� 1 I 59.1 ` _r' S9. I I © 2 1i I I Ur 59.1 __J 2 II I unpp1111II�I 1 59.1 I-- ey'..� 'irl�Yi6�'____I_ I J GABLE 0FAD TRUSS H1 :T J L _ �- p J FJD TRUSS L i J 1 59.1 ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Plan 1 7B ROOF FRAMING PLAN 1/4.-1._0. Title: Job# Dsgnr: ARS Date: 2:42PM, 24 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 II (c)1983-2003 ENERCALC Engineering Software 15238_niverterrace_17 dl.ecw:Calculations Description 17B DL-ROOF FRAMING Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base aliowables are user defined II RBB1 RBB2 Timber Section 3-2x10 2-2x10 Beam Width in 4.500 3.000 Beam Depth in 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Ar,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 Repetitive Status Sawn No Sawn No enter Span Data Span ft 6.00 5.00 Dead Load #/ft 296.00 53.00 Live Load #/ft 494.00 88.00 Results Ratio= 0.5667 0.1149 Mmax @ Center in-k 42.66 5.29 @ X= ft 3.00 2.50 fb:Actual psi 664.8 123.6 Fb:Allowable psi 1,173.0 1,075.3 Bending OK Bending OK fv:Actual psi 63.5 13.3 Fv:Allowable psi 172.5 172.5 Shear OK Shear OK _Reactions @ Left End DL lbs 888.00 132.50 LL lbs 1,482.00 220.00 Max.DL+LL lbs 2,370.00 352.50 @ Right End DL lbs 888.00 132.50 LL lbs 1,482.00 220.00 Max.DL+LL lbs 2,370.00 352.50 Deflections Ratio OK Deflection OK 111 Center DL Defl in -0.022 -0.003 UDefl Ratio 3,218.6 20,707.7 Center LL Defl in -0.037 -0.005 UDefl Ratio 1,928.5 12,471.7 Center Total Defl in -0.060 -0.008 Location ft 3.000 2.500 UDefl Ratio 1,205.9 7,783.8 6X6 Ark 606 - .--4X72 F�—, ,— L I (22X10 HDR 22X1. ..: igh'�j°R SIHD1 1 I.I ■STH°14iJ "J t \s.4. J T I a - 1 .Rh : _ I I( Fl - , , •, F ..� I l I' F....}STHD14AJ W l i( i. �� . STHDI4RJ l o -�(, Fi • )2X1[HD' (2)2 10.H R (2)2010 HDR 1xf AE ovqI j ROOF TRUSSEt �. AT 24.0. i _ ABOVE FRAMINNp — _j GT BOVE CVO SM. - ® B3 �I�® �10� It ., L TH[14RJ a___-- ,I 0 STH0I4RJ ( I �� I I '— ABO !,:„ 01 2z LEDGER I __ _)1 + 1- • - J ! r' q1',�' = alr( -� O L -FIX1U'ES I wm _J 2z4 FRAMING ABO m F AOC 2z10 N B_KG 111111 E w 0+T6-A-.F. AGI AT 24.O.C. IGT FBI i 1 1 Ix r 1 . •. Q GT FBI • Ir Wg I ' I—x51%H\DI4RJ E --- L -�---� i 6 - 6X + -' .1BEAM FBl 1� SYiX1:BIG EAM B I JJJIIIIIILLLLLL Jl. 1 u— , \V\\� DU2 RIM HOU2 0 —f1 BF�RIN;WA BEARING WALL,,,,,,,,,FBS / ! HUC761. SOS ` % T® \`j STAIR .. Ix 9 FRAMING r 4 q _ 511X2 .' _ 1 • 1 r 3YiXi6' GT :1� I :� ABD r .% µ- - - I I,.� Io 1--I-- - ` �. I I I GT `+ 1��1I'' HGUS5.60/10r \ ROOF TRUSQga ____ Clo' © . 16 :./.G BEAM FBFB1 rJB GT ABOVE--y. - • •�—• ABO AT 24.O.C. T ABOVr 1•/,'. ABOVE FRAING (.co.„....--SAB VE STHDI4RJ 11E CEI m I! I I LI-->'j rig I L.L- Di0 ___ -.— •Y X r1'ID'p I O It � I I N 1 1 _ 1 , I i Ij 2 210 NOR (2V10.1- • __, 1STHD14 �1142;111111111r STHD14 1 ',. :1 4 s I i r _ct :Blr BEAM HDR—. r a 1...{_ —.y iAll IM. i .-4 01014RJ STHD"RJ 1 _, 1 I FB1 1 L m I 2)2x1 . 2)2010 .r .—. .—•ma.0 BEARING WALL ABOVE(250 PLF) I _ I I_ . "Mir 6X6 STHD7 'J A L 'U't STH01NtJ 6X6 J L m REP UPPER FLOOR FRAMING PLAN& Plan 17B 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-Deo-2003 Timber Beam & Joist Page 1 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_17abd.erw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING(1 OF 3) [limber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II FB2** F63 *** FB5xxx F36 FB7*xx Timber Section Prllm:3.5x16.0 2-2x8 Prllm:5.25x16.0 Prllm:3.5x16.0 2-2x8 Prtlm:3.5x16.0 Beam Width in 3.500 3.000 5.500 3.500 3.000 3.500 Beam Depth in 16.000 7.250 16.000 16.000 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 00 Timber Grade (Level,LSL 1.55E Hein Fr,No.2 iLevel,LSL 1.55E level,LSL 1.55E Hem Fr,No.2 level LSL 1.55 E Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 2,325.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 310.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.150 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Repetitive Status No No No No No No [Center Span Data 11 Span ft 14.50 3.00 13.00 5.50 4.50 12.00 Dead Load #/ft 210.00 248.00 315.00 180.00 173.00 41.00 Live Load #/ft 560.00 660.00 840.00 480.00 168.00 80.00 Dead Load #/ft Live Load #/ft 158.00 Start ft 113.00 End ft Point#1 DL lbs 7.250 LL lbs 3,500.00 @ X ft 5,833.00 7.250 [Results Ratio= 0.6994 0.4573 0.5366 0.0863 0.3360 0.9521 .. Mmax @ Center in-k 242.84 12.26 292.79 29.95 10.36 380.17 @ X= ft 7.25 1.50 6.50 2.75 2.25 7.25 fb:Actual psi 1,626.2 466.4 1,247.7 200.5 394.1 2,545.8 Fb:Allowable psi 2,325.0 1,020.0 2,325.0 2,325.0 1,173.0 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 123.2 56.4 102.4 25.3 38.9 182.2 Fv:Allowable psi 310.0 150.0 310.0 310.0 172.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK [Reactions II©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 11 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:Kwoo3 E 97,Ver c En 1-Deo2003 Timber Beam & Joist plan 5017 abd.ecw:Calculations (c)1983-2003 ENERCALC Engineering Software 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 F513 Timber Section 4x12 2-2x8 2-2x8 4x10 5.125x24 5.125x24 5.125x21 Beam Width in 3.500 3.000 3.000 3.500 5.125 5.125 5.500 Beam Depth in 11.250 7.250 7.250 9.250 24.000 24.000 21.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fr,No.2 Hem Fir,No.2 Douglas Fr- Douglas Fir,24F- Douglas Fr,24F-4 Douglas Fr,24F4 Larch,No.2 Larch,No.2 V4 400.0 Fb-Basic Allow psi 900.0 850.0 85o 0 900 0 0.0 2 240.0 400.0 2 240.0 2 240.0 400.0 Fv-Basic Allow psi 180.0 150.0 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 GluLNo Repetitive Status No No No No No [Center Span Data Span ft 7.50 5.00 4.50 12.00 15.50 15.50 20.00 Dead Load #/ft 240.00 168.00 180.00 83.00 38.00 38.00 165.00 Live Load #/ft 588.00 139.00 428.00 138.00 90.00 90.00 440.00 225.00 225.00 113.00 Dead Load #/ft 225.00 225.00 300.00 Live Load #/ft 6.000 4.000 Eft 9.000 9.000 20.000 Enndd ft Point#1 DL lbs 2,169.00 480.00 2,142.00 3,616.00 800.00 3,385.00 ©X X ft LL lbs 9.000 6.000 4.000 2,169.00 L Point#2 DL lbs 3,616.00 LL lbs 9.000 @X ft [Cantilever Span Span ft 1.00 Point#1 DL lbs 144.00 LLlbs 241.00 @ X ft 1.000 [Results Ratio= 0.8312 0.3734 0.5991 0.7562 0.3051 0.3035 0.6923 Mmax @ Center in-k 69.86 11.51 18.47 46.88 398.51 396.40 728.83 ©X= ft 3.75 2.50 2.25 5.95 8.99 8.99 9.04 Mmax©Cantilever in-k 0.00 0.00 0.00 -4.62 0.00 0.00 0.00 fb:Actual psi 946.3 438.0 702.7 939.2 810.0 805.7 1,802.9 Fb:Allowable psi 1,138.5 1,173.0 1,173.0 1,242.0 2,654.6 2,654.6 2,604.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 89.0 40.2 69.4 55.1 6.4.3 64.0 157.1 Fv:Allowable psi Shear OK 207.0 Shear OK 172.5 Shear OK 172.5 Shear OK 207.0 276.0 276.0 Shear OK Shear OK 276.0 Shear OK [Reactions il @ Left End DL lbs 900.00 420.00 405.00 486.00 2,641.18 1,846.66 4,086.80 LL lbs 2,205.00 347.50 963.00 828.00 3,650.98 3,052.60 9,028.00 Max.DL+LL lbs 3,105.00 767.50 1,368.00 1,314.00 6,292.16 4,899.26 13114.80 @ Right End DL lbs 900.00 420.00 405.00 654.00 2,141.82 2,066.34 3,163.20 LL lbs 2,205.00 347.50 963.00 1,089.08 3,385.02 3,433.40 7,957.00 Max.DL+LL lbs 3,105.00 767.50 1,368.00 1,743.08 5,526.84 5,499.74 11120.20 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,t-Dec-2003 Timber Beam & Joist Page 2 (c)1983-2003 ENERCALC Engineering Software II 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: Sa000s Page 1 111 Use9.3 2 03 ENE CA C En,ineeing So Timber Beam &Joist plan 5017 abd.ecw:Calculations (c)1983-2003 ENERCALC Engineering Software Description 5017 ABD-UPPER FLOOR FRAMING (3 OF 3) L [Timber Member Information ode Ret 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 FB14*** F615NFB15B*** FB15D*** FB16 Timber Section Prlm:3.5x16.0 Pith:5.25x16.0 Prllm:525x16.0 5.125x24 Beam Width in 3.500 5.500 5.500 5.500 Beam Depth in 16.000 16.000 16.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Level,LSL 1.55E 'Level,LSL 1.55E 'Level,LSL 1.55E Douglas Fir,2 - v4 4 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 111 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 4.000 End ft 16.000 Point#1 DL lbs 2,641.00 586.00 5,812.00 LL lbs 3,651.00 976.00 8,486.00 @ X ft 2.000 1.500 4.000 Point#2 DL lbs 1,172.00 LL lbs 1,952.00 @ X ft 5.500 Point#3 DL lbs 1,172.00 LL lbs 1,952.00 @ X ft 10.500 Point#4 DL lbs 586.00 LL lbs 976.00 @ X ft 14.500 [Results Ratio= 0.6173 0.6916 0.4597 0.4568 II Mmax©Center in-k 246.48 433.92 288.44 531.19 ©X= ft 6.34 8.00 8.00 4.02 fb:Actual psi 1,650.5 1,849.1 1,229.2 1,006.0 Fb:Allowable psi 2,673.8 2,673.8 2,673.8 2,644.6 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 219.7 129.4 96.0 126.1 Fv:Allowable psi 356.5 356.5 356.5 276.0 Shear OK Shear OK Shear OK Shear OK [_Reactions ill @ Left End DL lbs 3,045.87 3,840.00 2,182.00 4,990.13 LL lbs 5,154.62 5,200.00 3,632.00 6,916.40 Max.DL+LL lbs 8,200.50 9,040.00 5,814.00 11906.53 @ Right End DL lbs 1,275.12 3,840.00 2,182.00 1,661.87 LL lbs 2,976.37 5,200.00 3,632.00 2,369.60 Max.DL+LL lbs 4,251.50 9,040.00 5,814.00 4,031.47 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK *An equal sized 'RigidLam' **A GT may be used in ***An equal sized°BigBeam' beam may be used in place of place of beam shown may be used in place of beam beam shown shown Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 2 1 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD-UPPER FLOOR FRAMING (3 OF 3) Center DL Defl in -0.170 -0.243 -0.147 -0.049 UDefl Ratio 1,129.8 789.4 1,310.1 3,674.0 Center LL Defl in -0.353 -0.329 -0.244 -0.070 UDefl Ratio 544.4 582.9 787.0 2,580.0 Center Total Defl in -0.523 -0.573 -0.391 -0.119 Location ft 7.616 8.000 8.000 6.660 UDefl Ratio 367.4 335.3 491.7 1,515.7 I T.6x6 POST I L,1 .L .—.—.—.Z -- a" ------2,—...._t� m.o6 HDR HDR 2 4, —' .-'.'1'—'fi '.1. I I I . a n: P.T.44 POST i I` L --STAIR I P.T.2x `�` FRAMING LEDGER 1. ,r i- g- i - . y }S�.LL.� LL.LL.LL.iL.LLIp BEARING''''''''.7''''''''i /'„ I �, ! I NALL mil BEASIN6 I WAL I n VI I ,i e II rr co m 1 1 I L ---- - I I I I m I I I I _ I I I I I 11 4 11r �SEE FOUNDATION PLAN OR FIRST FLOOR FRAMING IN CRAWLSPACE ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED MAIN FLOOR FRAMING PLAN& Plan 17 DL BASEMENT FLOOR SHEAR PLAN 1/4"=1•-0• Title: Job# Dsgnr: ARS Date: 2:22PM, 3 DEC 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace 17 dl.ecw:Calculations Description 17 DL-MAIN FLOOR FRAMING [Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined ill MB1 MB2 MB3*** MB4*** Timber Section 2x8 4x8 Prllm:7.Ox11.875 LVL:5.250x11.875 Beam Width in 1.500 3.500 7.000 5.250 Beam Depth in 7.250 7.250 11.875 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Douglas Fir- 'Level,LSL 1.55E 'Level,ISL 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 @ X ft 4,060.00 7.750 [Results Ratio= 0.7104 0.5634 0.6251 0.7897 II Mmax @ Center in-k 10.95 20.21 239.12 226.55 @ X= ft 5.00 3.50 6.62 7.74 fb:Actual psi 833.3 659.2 1,453.4 1,836.1 Fb:Allowable psi 1,173.0 1,170.0 2,325.0 2,325.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 44.3 47.3 92.9 146.1 Fv:Allowable psi 150.0 180.0 310.0 310.0 Shear OK Shear OK Shear OK Shear OK [Reactions il@ 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 U Center DL Defl in -0.073 -0.023 -0.114 -0.093 UDefl Ratio 1,651.4 3,687.0 1,399.8 1,425.9 Center LL Defl in -0.193 -0.061 -0.302 -0.247 UDefl Ratio 623.2 1,382.6 526.0 535.4 Center Total Defl in -0.265 -0.084 -0.416 -0.339 Location ft 5.000 3.500 6.625 5.764 UDefl Ratio 452.4 1,005.6 382.3 389.2 ***An equal sized'BigBeam' may be used in place of beam shown 50_0 IB•-9" 31'-3" �{. _`' B�4 B._B. 6-iv24 I 5-2Y� e _ ` paean SpA VENRNG Ir -F l !!!,?:!111. MECHANICAL VENTILATION ATA 1—THICKENED SLAB' AL S 1 WBIC FOOT PER MINUTE 50 SQUARE FEET OF CRAWLSPACE � EDGE � I '® n REA.EXHAUST VENRLARON SHALL ��SS �` r E TO THE EXTERIOR 60 i �/{ r -1 I ------+ -- 9.7 SFHT, 1s J, J J PRONDE 19.75 WBIC FEET _t,� _ AIR EXCHANGE PER MINUTE 1\ 6z6 PT POST 1 : I 3' 1' „ � I ' CONC P4 � Ai10 SLAB r , r -I T.O.SI-9'-10Y"I I - --- :S..THDI4RJ C _ I � _J P.T.4z4 POST 2x4 PONY WALL . ' I I-: I .ry 1 Irma, '. J. L, a, n 1 WAIL.ABOVE)_ - r ti+ S - L r __ -- �Q --2T sa:x ID DE Er : (sj2z6,--.m 'N _7•-6• j _J j 1 Ly-1 L'h STHDI4R _ _..� • -1 :. x� F8 p i : ,, 38 S0.X10bEEP �YYALL ONY 1-9,,,,..1 -r-� 6 1 i -co FTG-W/(4)>)4�..' .-. .. .1 �: 2 4 PDNY WALLS ��, ��.�'�+ �¢z ::.BQTTE W -�': -�� + ,.� ®' `-I (BELOW BANQVE)LIJ - -S N - I Au ¶ 9 T INSTALL SYSTEM TO ALLOWI ;URN I : :.WALL ABQVE).. -'� i¢r TED I€ CAL -I ADEQUATE DRAINAGE AT 4 hBOVEj:: : °• .I VENBLARCN SYS1ElA CRAWL SPACE ` :1 a T 2zfi`'ONY .. -a AT lff ACE .1 T� S1HD14R�I/ I- -STHDI4RJ T j P.T.Xx4 ; �I---STH�1 -J P4 J OT.TYP. �: � T z6 PT 86 J .--rl -21 I I -2Y. I a-.4—,--x.62.:i a,� } 1TDR -`} � 1 ®r Ir.4 541 >_ 1 5 L.I.J a , # ... 1. 1. 5•3 ...5'.;6h 5-2W.;.. T-2% 5 6)i" 5-3. 1, 1 1. BASEMENT F.F. --I - I. 1. l - y2 -.I. -,n T I. } I.' -. 36 SO.X70'.DEEP FTG.. i 4- W/(4)/4 BOTT EW I--1144 STHD2.7 •J 1� 1 � O FURNACE Ti i .i-..114'.1- _- WALL 4%JT �- n •< ABOVE�= ti' .. . C I �I 24"x36':CRAWL SPACE ` 114' _I.7 f o . ACCESS:HATCH _ 11 I ,1 w II f 56. 1 J .: , , Li I r H .. I. On I $- j (4)2x6 I II FlRST F F. INSTALL SYSTEM TO ALLOW �.- ®'-e, I I I - I : AT+0 O" II _ ADEQUATE DRAINAGE AT I 1 36•S0.X10.DEEP .f J CRAWL SPACE -:I 0 L, r J 34"Cp16 AAI3 FTC 444 BOTT E E- OVER 4•FREE ® DRAINAGE MATERIAL L —_ OVER COMPACTED ,., IVERIFY GARAGE SLAB j 5_B = 5 8)(T :_l S�BJ(j k 5 B}�j• 1 5-8,1� 4' HEIGHT WITH GRADING PLANT i :: '-. I lid• 2Hi}-D - - I BOTT.E-W. a 1 :. , p 1.: 1 .-+-I -2Y4 I { a 1' F____ (4)z6 f 1- , I •N z f1 o I:_ ® ` STHD1t P3 10 0-STHD14 o S BLOCK OUT E fl 1 I L L-�O STEM WALL TYP. l 1 1 0. I.. . 6.0 �J. Vi' CONC. SIM. 'Sm ' PORCH SLAB _ e x L 1 AM 72 P3 -I �, THICKENED '� 56.0 1 : -11Ya: SLAB EDGE •. P3 ® STHDI4RJ I : I 6%6 6X6 STHDI4RJ J' L I o S1HD1zRJ em 1 STHD14RJ _O'_7 dll t. -10. ' 11•_6• 4_g 4-702• 11•-3• 5'-9" ;'fi 12'-0" 1 'y 30'-3 • 20'-D" • Plan 17B-DL Foundation Plan ALL BEAMS/HDRS NOT LABELED ARE 'SIM'IN DESIGN TO BEAMS/HDRS WHICH ARE LABELED Title: Job# Dsgnr: ARS Date: 2:24PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LkRev: 580006 User KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist Page 1 r (01983-2003 ENERCALC Engineering Software 15238 riverterrace17 dLecw:Calculations Description 17 DL-CRAWLSPACE FRAMING [timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r 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 Fr- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Repetitive Status Sawn No Sawn No [Center Span Data 11 Span ft 5.67 4.58 Dead Load #/ft 180.00 210.00 Live Load #/ft 480.00 560.00 FResults Ratio= 0.8872 0.6754 Mmax @ Center in-k 31.83 24.23 @ X= ft 2.83 2.29 fb:Actual psi 1,038.0 790.2 Fb:Allowable psi 1,170.0 1,170.0 Bending OK Bending OK fv:Actual psi 87.6 77.6 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions ©Left End DL lbs 510.30 480.90 LL lbs 1,360.80 1,282.40 Max.DL+LL lbs 1,871.10 1,763.30 @ Right End DL lbs 510.30 480.90 LL lbs 1,360.80 1,282.40 Max.DL+LL lbs 1,871.10 1,763.30 [Deflections Ratio OK Deflection OK Center DL Defl in -0.024 -0.012 UDefl Ratio 2,890.7 4,701.3 Center LL Defl in -0.063 -0.031 UDefl Ratio 1,084.0 1,763.0 Center Total Defl in -0.086 -0.043 Location ft 2.835 2.290 UDefl Ratio 788.4 1,282.2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_17ABD DL 2012 IBC ASCE 7-10 Step# 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTORIE= 1.00 ` Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.50 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1,06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50', Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.17 EQ 16-37 EQ 11.4-1 SM,=Fv*Si SM,= 0.75 EQ 16-38 EQ 11.4-2 Sps=2/3*SMS Sips= 0.78 EQ 16-39 EQ 11.4-3 Sp,=2/3"SM, Sp,= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 13. Overstrength Factor �0 3 0 N/A Table 12.2-1 C 4.0 N/A Table 12.2-1 14. Deflection Amplification Factor ip= 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238 17ABD DL SDs= 0.78 hn = 30.17(ft) SDI= 0.50 x = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020`ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.257 ASCE 7-10(EQ 12.8-7) S1= 0.50 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDs/(R/IE) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=SD1/(T*(R/IE)) (for T<TL) 0.299 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/R2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.038 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,, = DIAPHR. Story Elevation Height AREA DL w; w. */ 1k wX *h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 30.17' 30.17 2120 0.022' 46.64 1407.1 0.46 5.62 5.62 2nd 9.09 21.08 21.08' 2300 0.028' 64.4 1357.6 0.45 5.42 11.04 1st 12.08 9.00 9.00 1120 0.028' 31.36 282.2 0.09 1.13 12.16 Bsmt 9.00 0.00 SUM= 142.4 3046.9 1.00 12.16 E=V= 17.03 E/1.4= 12.16 ASCE 7-10 Part 2 SHEET TITLE MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 26,PART; CT PROJECT#: 15238_17ABD DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 45.00 45.00ft. Roof Plate Ht.= 30.17 30.17 Roof Mean Ht.= 37.59 37.59 ft. --- Building Width= 50.0 53.0 ft. Basic Wind Speed 3 Sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps3o A= 21.6 21.6'psf Figure 28.6-1 P53OB= 14.8 14.8'psf Figure 28.6-1 Ps3oc= 17.2 17.2'psf Figure 28.6-1 PS30 D= 11.8 11.8'psf Figure 28.6-1 = 1.00 1.00' Figure 28.6-1 Kn= 1.00 1.00' Section 26.8 windward/lee= 1.00 1.00' *Krt*Iw*windward/lee : 1.00 1.00 Ps=A*Kzt"I*Pa30= (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) Ps c = 17.20 17.20 psf (Eq.28.6-1) Ps o= 11.80 11.80 psf (Eq.28.6-1) Ps A and C average= 19.4 19.4 psf Ps B and 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 s Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00; 1:00' 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 45.00 14.8 0 296.6 0 444.9 0 296.6 0 489.4 Roof 30.17 30.17 4.5 90.9 0 136.4 0 90.9 0 150 0 15.5 16.4 15.50 15.50 16.43 16.43 2nd 9.09 21.08 21.08 10.6 211.7 0 317.6 0 211.7 0 349.3 0 8.5 9.0 10.03 25.53 10.58 27.01 1st 12.08 9.00 9.00 10.5 210.8 0 316.2 0 210.8 0 347.8 0 8.4 8.9 9.99 35.53 10.54 37.55 Bsmt 9.00 0.00 = 2025 AF= 2147 32.4 34.3 V(F-B). 35.53 V(S-S)= 37.55 AF s 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.) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM Wind LRFD SUM WindLRFD ) SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 30.17 30.17 0.00 0.00 0.00' 0.00 15.50 15.50 16.43 16.43 2nd 9.09 21.08 21.08 0.00 0.00 0.00' 0.00 10.03 25.53 10.58 27.01 1st 12.08 9.00 9.00 0.00' 0.00 0..00' 0.00 9.99 35.53 10.54 37.55 Bsmt 9.00 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 35.53 V(S-S)= 37.55 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(SS) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof - 30.17 30.17 15.50 9.30 9.30 16.43 9.86 9.86 2nd 9.09 21.08 21.08 10.03 6.02 15.32 10.58 6.35 16.21 1st 12.08 9 9 9.99 6.00 21.32 10.54 6.32 22.53 Bsmt 9 0 V(F-B)= 21.32 V(S-S)= 22.53 kips kips Design Maps Summary Report Page 1 of 1 Design Maps SummaryOM Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III j � v'•rton -ter y I '-:' .k ',' 4 * .. ,11.0,44x3f 71: ,-.', - ..., • , ..,„--,,,,, ,-.0 ovk,.**, .. „,„ic,fr,„*, r' i 4 i - '� � `� - K' P r �� ` $ Laike fswego . .L4ffi44# -�� ,.�, i/�i � *t '''',..,.,:'..At id,%,-','Al.': ''''1.,,N,IA—A'',il,' -c- 'r„*.t f , , , •••,,. , , ,.., • _".....a..... � r� j, ACME I C s. ' • USGS-Provided Output S5 = 0.972 g SMS = 1.080 g SDS = 0.720 g S1 = 0.4239 SM: = 0.667 g ted) and S°, = 0.4458 For information tions in the direction of maximum on how the SS and Si values above have been calculated from probabilistic (risk-targe deterministic ground mohorizontal response, please return to the application and select the"2009 NEHRP"building code reference document. NICE*Respota nse Spectrum Design Response Spectrum to L. 0> 48,. b Ss 0 77 .612 i 41 0,S5 :3224�t 0,4,4.0,4,4f1:2241 22 ?4.15 Oa 0,00 i 011 41, 1 . 0-2041.141 41.141 COO Y. 1.24! 3,4a 1.4 1, b 2 000 41°24! Ot1 t1,t41 0 1. 1 1. 81 L40 1.00 t+� T(INK) `perm 1{s4rlc) 1 Although this information is a product of the U.S.Geological Survey,wet 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/sum mary.php?template=minimal&latit... 9/14/2015 5-9 7'-7" 4'-Jy" 3'-114 5'-9" 3'-7 f { { Y2• t 5.-9. t 5,-9. t 3,-7 , I I I I I -o I I I I 1 I I o Bla 1 5-0.-0s B1b s-oI-oF Bic I i 3'x5 b o fsI1 I 1c Drop-inIrTXb II 1 B2b M ris 3 00 Fr 7-6 5`0 XOX 3-0*-0 FBedroom 4 III Master Bath I6-D Bwnss `^7. s aP- `i— Master Bedroom' 1Bath n 1 }wDt ox cx1 ry c _�_ -4 HEW m 5-- ^ -4 HC Laundry 3 -J 1 n i g S a P 5 SHELVES m ; I f—I ♦ 2-B HOW �O �/1 cII I �� ^• � --r _ y Ute' Y • Pl -- %'s --- 2 B R I Q BF= v W.I.C. o '� 3'-5 _ t� i 2-0. 2-1 3T9}Z 7-9Y2 f2-iY2� 3•-7Y2 2.-"V 3'-j%. 31-10h" V-4,2" it I �i 8 } i ..,,,, . m-IO 1 n Hall SQA r S 4 P Bedroom 3 z�� sap • a OPEN TO BELOW n I - 3 -.6-0 WPAS5 i u xo - _ I I -I i ,j 9-5/2 5-11/2" ----'5-19F r--013" ; *'-1%" 3•- 4 6 j 4'-4q l 1 / Bedroom 2 I Bonus Room• 1 B4a I I I B4b al _ I 1 I I 1 1 I r I I j 1 I , . , Al E3b 1 1 1 1 1 a I 1 I I I I I I I I I 1 I II I I I I rl r r r I I 4•-B " I I I II 16'— I1 1 I I 4 } 3—6" }5} 3—6" } 4.-844- -B44 f 5-OY2. ! 2,-" # 2'-6" l 5'-11" 5'-3Y4 ; 3'-0" 1 5-3'Y4 ♦ 4'-0" I 15-11 " , f 4 � f 13-r 1 Plan 5017B 1/4"-1'-0" TOP • FLOOR PLAN T00. 0. r r J7'-3• I 19.9• -. - 1 _ii -- ,•,:•-sffe 9•-2')'4 B-6))4 I {7IL 6_5�- 10'-4}�• 6-9�1 { 7 7�65b 1 I -. { 1 n a - 1 B5a 0 5-0 F � 3-0 5-0 F , I I '.-._- -, —i ` i�1 i H i Patio i. <<, ii (f j) Linen Stor. ® 2-6 PAno R1/ B6a 3-0 6-D F M-0 5(.0 A: 3-0 6=0 F B6b 1 �---N`— Powder ry� tii '�` Nook p V • .N 30"15 4'-6)l' 5'-10• 0 7„` Q o .91 I I -4 HCW _ -i ' n 1 1 1 Iq - 3- 4'-9}Z 10 4 T n , a 3-1` 1 n 1:1 --- II:, n ♦ Pantry i T - B._7. I 2•_2.1 y_i 1 1 1 I ta 1::1 5 SHELVES l [ - -_- I { 1-6• il• pti : i. TOP OFIZONCRETE //f ---' E-1i} 0 a�, BASEMENT WALL J OW ?. 11 UL APPROVED DIRECT-VENT m iI FIREPLACE,INSTALL PER MFR. WOOD TREAD -__� [.:-1 c b 111 ® MAX RISER 00 ac:, Great Room 11.. (ADD STEPS o f 4 1.::4 "o' D l' I _i AS ® REOb BY GRADE) Q �- 1"11 o APPLICABLE I I © Do ,:-1 12•TILE SURROUND ME /• il1V ✓ 1{ 2x TRIM FRAME ,.„....„....• PET SITE 1:1 U _J' tENDITIDN_ WH I 0 f::T -11 O 1..1 1 `___7 1:::1 I c 1-:;1 5-0 MIL Kitchen F.4::1 1 I+ PLATFORM 0+18• INSUL -' • ABOVE ADJACENT 41 tea"' GARAGE SLAB • ^ ,� -- -�--t —FLOOR ABOVE .1 FURNACE TO BE SIZED ' m I I IC) PER ORSC M1305.1.1 -FURN jl REF 0 T .-- :1 t :1 2 f I t I • ,p Z-4•p-, ; I 1 l m n Y-a 5'-0 ` 13-4J4• 3 0' ♦ 3 7N1� Y-0. i GUARD RAIL F -! 1 t I?_—_�” UP 1 I ,i.,-.., n N1TH 6•HIGHI _;:I l >I __ __ CURB AT h 1 1 1 ,g'BOTTOM,TOPI f J L .I 3-Car Garage --" -. NAT+42 4 , aQ WALL FINISH: lh•GWB --" ---- •• in i ABV.N0SING 1 I I r -- J OPEN TO I I I I I e—_ CEILING FINISH 91•TYPE X•GWB :� ABOVE ; — Don+hg n FIRE-TAPE ALL GWB 0 WRAP BEAMS BELOW CEILING LEVEL. _ _ 45• =- Entry 1 1 Rpo-n A INSULATE FLOOR ABOVE. `",k'' •+ FLOOR 1 I t 1 A8' 5 •II'' 1 ABOVEt } L .. I "" 3'-9)7- 3'-4)" 1 F•_74• •5'-7)i. I ` .. T I,- / -.. Q u1 I iii 1 t n V I FLOOR A OVE I -N♦ f 1 Den �D � 1 JJ J -- i. L Bila 3 5(i-O SH .-3-616 0 SH 81101 m ^' ¢ Porch I I 16-0 8-0 SOHO I 15 - - I I 11. '• t Cr-Z 1rlcncAbsYs - - ,; Be p P9 1 I I: ~ I ROOF ABOVE 0 -__ GL--r---L-----�' -T-y, _ • ♦ I B10a 3-0 6,-0 S"-O A SHB1 Db I _4 J I I I I r I 10._0. 3•-10)t• 3'-8• i 3.-10 2._7 .i 3._l •J 4._0. I 4"-0- I 4_0• �Y2 10'-0• t y } 13'-3 • 1 40-0. 11•-3. 5-9. 0 LOWER FLOOR PLAN Plan 17B 1/4.=1'-0• + 19-7,2 IL ❑ I 6-I0-ii6•-10ii/ UP.4. • m Jl'-3" 6x6 PT POST B'-9" 1� 13'-4)1" ' " 3'-6" 5'-1D}z" 4'-2 5'_p- (G�y' 812a I B12b Patios ;;____ F=--- n UP• ) I i .n (4)2x6 I P.7.4x4 Stor. I I Pt?.T a -----1---S ro4111 1 B13b /(I (4)24 (4)2x6Q n ' DT I ' FU2N. � � RNAIR ♦ 4•_6),• j 1. I- -"' REGRILLE I OVER TOP OF DOOR �•—a CT/PACWM IS THERE A WAY TO GET RID OF THESE POSTS? lo B14 Unfinished Basement :'1 •• I c.ii 9 1 .•-•. w /•; 11•-7)6• 1 10'-5V ` 11'-7J" a `--r _ 1` / O 7l BLOCK-OUT AT TOP OF CONCRETE ei I 24"x30"CRAWL SPACE e /^_L ACCESS HATCH p? •I 1 3-D 7� ♦ It� r B15 • •t• 1} il SLAB-ON-GRADE ABOVE -97 n CRAWL SPACE n SEE FOUNDATION PLAN12 r 1 F -, ' I 1 I I 1 L J I L _J • L_1 • • • L r L O •I n _I L J 1 1 ` 2D•-D" 11'_3 13' 6•_9. -D" Plan 1 7B Daylight BASEMENT FLOOR PLAN SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_17ABD DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 5.62 kips Design Wind F-B V I= 9.30 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 5.62 kips Sum Wind F-B V I= 9.30 kips Min,Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.G. 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 di V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usurn OTM RoTM Unet Usum Usum (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Pif) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 0.40 0.40 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 1233 0.009.66 14.19 0.00 0.00-0.33 15.99 5.99 10.51 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 '0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0.64 0.64 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 P6TN P6TN 122 0.00 0.00 0.00 0.00 7.15 3.41 0.00 0.00 0 0 - - 0 0.0 0,0' 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 2.25 0.8 Ext A2b* 167 6.0 7.5 1.00 0.15 0.73 0.00 0.44 0.00 1.00 1.00 74 P6'T44 PS-TN 122 3.98 3.04 2 0.00 0.00 0.0.18 8 0.0.18 0.008 6.59 0.00 0.001 0.81 0 0 - - 0 0,0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0.59 0.59 Ext A3 307 11.0 11.0 1.00 0.15' 1. - -35 0.00 0.81 0.00 1.00 1.00 74 P6TN P6TN 122 7.32 8.17 -0.08 -0.08 0 0.0 0.00 0.00 0.00 10.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 '0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 _ 2 Ext A4 1080 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 5.28 119.00 0.00 0.00-2.27 -2.27 41.85.85 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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 + 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0'- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 2120 80.0 80.0=L eff. 9.30 0.00 5.62 0.00 EV.nd 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 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. 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 U.um OTM ROTM Unet Us,,,,, Unum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- Int A6 349 19.5 19.5 1.00 0.25 0.91 0.00 0.82 0.00 1.00 1.00 42 P6TN P6TN 47 8.22 42.78 -1.83 -1.83 9.14 31.69 -1.20 -1.20 -1.20 - - 0 0.0 0,0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- 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 -- 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 4.2 0.00 0.00 1 6.75 -0.30 -0.30 -0.30 - - 0 00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- Ext A9a* 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 77.44 3.44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0.00 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 4.779 0 4.79 10.70.0075 0.83 7.44 7.44 3,44 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- Ext A9c* 288 4.5 8.5 1.00 0.25 0.75 1.66 0.68 1.00 1.00 1.00 373 P3 P3 536 16.79 4.30 3.26 3.26 24.14 3.19 5.47 5.47 6.43 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 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 0.877 5.19 5.19 9.66 0.65 7.96 7.96 346 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 6.95 645 - - 0 0,0 0.0' 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0: 1.00 '0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 'D.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- ---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 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 0.0 0,0 1.00 000 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -- 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 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 2300 96.1 96.1 =Leff. 6.02 9.30 5.42 5.62 1.00 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - EVuind 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. LwallLDLeff. C o w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usurn OTM ROTM Unet Usum U...(ft) ( (sqft) (ft) (ft) (NO (kip) (kip) (kip) (kip) p (PH) (PIO (kip-ft) (kip-ft) (kip) (kip) (kiP-ft) (kiP-ft) (kiP) (kip) (kip) 5.43 0.52 0.52 0.52 Ext All 373 11.5 11.5 1,00 0.35 2.00 0.64 0.38 0.44 1.00 1.00 71 P6TN P6 229 6.52 9 0.00 20.80 1.30.32 1.32.32 21.09.09 10.00 0.00 0.00 0.00 - - 0 0.0 0.0' 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 9.59 -0.86 -0.86 -0.86 Ext Al2 747 24.5 24.5 1.00 '0.35' 4.00 2.20 0.75 1.53 1.00 1.00 93 P6TN P6 253 3 18.25 8.25 94.50 0.00 0.00-3.20 -3.20 49.59 70.00 0.00 0.00 0.00 0 0.0 0.0; 1.00 +0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0'- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1,00 '0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0'- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0'- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' ' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 Q0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 '- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0'- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 '- r- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 x',0,0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 '- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 ' 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 '- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 '- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 1120 36.0 36.0=Leff. 6.00 2.84 1.13 1.97 EV,,,,,,d 8.84 EVEQ 3.10 Notes: denotes a wall with force transfer JOB#: 15238_17ABD DL ID: A2ab w dl= 150 plf V eq 920.0 pounds V1 eq = 478.4 pounds V3 eq= 441.6 pounds V w15;0.0 pounds V1 w= 790.4 pounds V3 w= 729.6 pounds -♦ v hdr eq= 59.4 plf ---► A H head = A v hdr w= 98.1 plf I A Fdrag1 eq= 93 F2 eq= 85 Fdragl 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. I 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 ► 04 ► Hpier/L3= 0.50 L total= 15.5 feet JOB#: 15238_17ABD DL ID:A9abc w d1= 250 plf = V3 eq= 748.2 pounds V5 eq= 1683.5 pounds V 3180.0; pounds V1 eq= 748.2 pounds V3 w= 1075.3 pounds V5 w= 2419.4 pounds V w= 4570.0 pounds V 1 w= 1075.3 pounds v hdr eq= 219.3 plf H5 head= AA H1 head=A v hdr= 315.2 plf 1 1 y Fdragl eq= 154.8 Fdrag2 eq= 154.8 Fdrag5 eq= 154.8 Fdrag6 eq= 348.3 �L A Fdrag1 w= • .5 Fdrag1 - 222.5 Fdrag5 w= 2.5 Fdra•- w= 500.6 374.1 H5 pier= A v1 eq= 374.1 plf v3 eq= 374.1 plf v5 eq= H1 pier= v3 w= 537.6 plf v5 w= 537.61 5.0 5.0 ]] v1 w= 537.6 plf feet feet 2w/h= 1 H total= 2w/h= 1 2w/h= 1 10.0 V Fdrag3= .,.8 Fdra•-- 154.8 Fdrag1 w= 222.4746 Fdrag1 w= 222.5 Fdrag7eq= 4.8 Fdrag8e• 348.3 V feet A P3 E.Q. Fdrag7w= 222.5 FdragBw= 500.6 A P3 WIND v sill eq= 219.3 plf H5 sill= H1 sill= v sill w= 315.2 plf 4 0 4.0 EQ Wind feet feet OTM 31800.0 45700.0 R OTM 13233 14980 v V UPLIFT 1348 2230 Up Sum 1348 2230 H/L Ratios: L1= 2.0 L2= 3.0 L3= 2.0 L4= 3.0 L5= 4.5 Htotal/L= 0.69 r ►t ►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 V w= 2200.0 V3 eq= 858.3 pounds _♦ pounds V 1 w= 965.9 pounds V3 w= 1234.1 pounds -► v hdr eq= 168.1 plf --► •H head= A v hdr w= 241.8 plf 1 V Fdragl eq= 369 F2 eq= 472 Fdragl w= 1 F2 .- 678 H pier= v1 eq= 373.2 plf v3 eq= 373.2 plf 5.0 vi w= 536.6 plf v3 w= 536.6 plf feet H total= 2w/h = 1 2w/h = 1 10 ir Fdrag3 eq= :• F4 e.- 472 feet • Fdrag3 w= 531 F4 w= 678 P3 E.Q. 2w/h = 1 P3 WIND H sill= v sill eq= 168.1 plf 4.0 EQ Wind v sill w= 241.8 plf feet OTM 15300 22000 R OTM 9316 6901 ♦ 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 04 0 0 Hpier/L3= 2.17 L total= 9.1 feet SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_17ABD DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 5.62 kips Design Wind F-B V I= 9.86 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 5.62 kips Sum Wind F-B V i= 9.86 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h vi Type Type vi OTM ROTM Unet Ueum OTM ROTM Unet U.„m U. (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pl0 (pl0 (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 2.7 2.71 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 0 0.00 0 23 1.26.26 1.26 0.00 0.91 0.001 0.00 00 - - 0 0.04.20 2.05 2.05 .0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- Ext Bib* 4101 7.0 12.0 1.00 0,15 1.91 0.00 1.09 0.00 1.00 1.00 156 P6 P6 273 0.00 0.00 0.00 0.00 3 9.80 5.67 0.65 0.65 17.20 0.00 0.00 0.00 2,06 00 0,0 0, 3.58 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 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 0.004 4.83 0.00 0.00 0.80 0.80 17.790.00 0.00 2.14 2.14 2,44 0 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 5 5.23 0.99 2.96 2.96 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 7 0.00 1.33.33 1.15 5 1.15 0.00 0.00 0.00 0.00 246 06 - - 0 0.05 5.23 0.99 2.96 2.96 0.0 1.00 0.00+ 0.00 0.00 0.00 0.00 1.00 0.00 0- Ext B2b* 1250 2.1 9.4 1,00 0,15' 0.58 0.00 0.33 0.00 1.00 0.84 188 P6 P6 277 0.00 2.98 1.33.33 1.15 5 1.15 0.00 0.00 0.00 0.00 2,96 06 0.0 0.0 1 .00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 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 4 0.00 0 68 1.88.88 1.88.88 10.63 1.25 0.00 0.00 .25 4.02 4.02 4,02 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 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 4 0.00 1.68.68 1.88.88 1.88.88 10.63 1.25 0.00 0.00 - - 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0.80 4.74 4.74 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 5 0.00 1.08 0.00 0.00 7.11 0.00 0.00 0.00 444 4 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0.80 4.74 4.74 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 5 0.00 1.08 0.00 0.00 7.11 0.00 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 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00- - - - 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 2120 31.7 31.7=L eff. 9.86 0.00 5.62 0.00 EVA„d 9.86 EVEQ 5.62 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238 17ABD DL Diaph.Level: 2nd Panel Height= 10 ft. Seismic V i= 5.42 kips Design Wind F-B V I= 6.35 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 11.04 kips Sum Wind F-B V i= 16.21 kips Min.Lwall= 2.86 ft. per SDPWS-08 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 R Yp Yp o7M U imt Usum OTM RoTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B5a* 664 15.0 19.8 1.00 0.25 1.83 3.98 1.56 2.27 1.00 1.00 256 P4 P4 386 38.35 33.41 0.34 0.34 58.13 24.75 2.33 2.33 2,33 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B5b* 129 2.9 7.7 1.00 0.25 0.36 0.77 0.30 0.44 1.00 0.97 265 P4 P4 388 7.44 2.51 2.21 2.21 11.26 1.86 4.21 4.21 4.24 - - 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 136b* 94 2.1 9.4 1.00 0.25 0.26 0.58 0.22 0.33 1.00 0.70 352 P4 P4 400 5.51 2.22 2.30 2.30 8.39 1.65 4.71 4.71 4.74 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int B7 399 9,0 9.0 1.00 0.25 1.10 0.00 0.94 0.00 1.00 1.00 104 P6TN P6TN 122 9.40 9.11 0.03 0.03 11.01 6.75 0.51 0.51 0.51 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B8 77 2.0 2.0 1,00 0.25 0.21 0.22 0.18 0.16 1.00 0.40 427 P3 P6 216 3.41 0.45 2.22 2.22 4.33 0.33 2.99 2.99 2.99 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 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 01.501 0.001 0.001 0.001 01.12 0.0010.0010.004 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 4.4b - - 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- 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 0 2.21 0 2.21 0.000 1 10.12 0.00.1 4.15 4.16 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 .9 .9 0.00 0.00 0.00 0.00 0.00 1 Ext 611b* 86 2.3 6.5' 1.00 0,251 ' 0.24 0.62 0.20 0.33 1.00 0.92 252 P4 P4 373 4.79 1.68 1.911 1 1.9111 7.72 1.25 3.96 3.96 346 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 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 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -_ _- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 -0.00 0 _ 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0;0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-_ -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EVH;nd 16.21 EV EQ 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 WindMax. Wall ID T.A. Lwall LDL eftC 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Veum OTM ROTM Unet Usum V:um .80176 0.00 (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pit) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B12a* 254 15.0 19.8 1.00 0.35' 1 1.43 5.81 0.26 3.83 1.00 1.00 272 P4 P4 483 3 32.68 2.68 46.70 0.00 0.00-0.98 -0.98 57.95 34.65 1.63.63 1.63 - - 0.00 0 0.0 0.0' 1.00 0.00' ' 0.00 0.00 0.00 0.00 1.00 0.00 0- 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 480 0.00 0.00 0.00 0 00 0.00 0.00 0.00 0.00 0.00 - - 8.30 2.30 4. 0 0.0 0.0' 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 4.48 Ext B13a* 35 2.1 9.4 1.00 '0.35 0.20 0.84 0.04 0.55 1.00 0.70 398 P3 P4 494 4 4.68 6 3 3.4.68 11 1.501201 .10 1.20150 .10.20150 1 8.30 2.3 .6031 0 4.18 4.80178 .18 0 0.0 0.0 1.00 '0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - Ext B13b* 35 2,1 9.4' 1.00 '0.35' 0.20 0.84 0.04 0.55 1.00 0.70 398 P3 490 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.0 - - 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - Ext 814** 249 16.5 16.5 1.00 0,35', 1.41 1.10 0.25 0.94 1.00 1.00 72 P6TN P6 152 9.52 2 0.00 42.80 2.-2.1100 2.11 20.04 31.70 0.00 0.00 0.00 .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-- -- 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 6 17.210 171.52 0.00 0.00.52 -4.77 -4.77 41.29.29 127.05 -2.65 0.00 0.00 0.00 0 65 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 --- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 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-- -- 1120 71.6 71.6=L eff. 6.32 12.07 1.13 8.26 EVnd 18.39 EVEQ 9.39 Notes: denotes a wall with force transfer ** denotes a concrete shearwall JOB#: 15238 17ABD DL ID: B1abc'' w dl= 150 j p/f V eq 2710.0 pounds V1 eq= 495.5 pounds V3 eq= 1084.0 pounds V5 eq= 1130.5 pounds V w= 4750.0 pounds V1 w= 868.6 pounds _______•. V3 w= 1900.0 pounds V5 w= 1981.4 pounds -_•. v hdr eq= 98.5 plf --IP.H1 head= ____0. v hdr= 172.7 p/f H5 head= 1 vFdragl eq= 90.1 Fdrag2 eq= 197.1 Fdrag5 eq= 197.1 Fdrag6 eq=1205.5 1 A Fdragl w= - .9 Fdragl , 345.5 Fdrag5 w= ,5.5 Fdra.• w= 360.3 A H1 pier= v1 eq= 154.9 p/f v3 eq= 154.9 p/f 5.0 v1 w= 271.4 /f v5 eq= 154.9 H5 pier= p v3w= 271.4p/f feetv5w= 271.41 3.0 H total= 2w/h= 1 feet 2w/h= 1 2w/h= 1 9.0 Fdrag3= •s.1 Fdra• - 197.1 I feet A Fdragl w= 157.9221 Fdragl w= 345.5 Fdrag7eq= •7.1 FdragSe. 205.5 P6 E.Q. Fdrag7w= 345.5 Fdrag8w= 360.3 A P6 WIND v sill eq= 98.5 plf H1 sill= v sill w= 172.7 plf 3.0 EQ Wnd H5 sill= feet OTM 24390.0 42750.0 5.0 R OTM 28558 32330 feet V V UPLIFT -160 399 V_ Up Sum -160 399 H/L Ratios: L1= 3.2 L2= 5.0 L3= 7.0 L4= 5.0 L5= 7.3 Htotal/L= 0.33 Hpier/L1= 1.56 ► ►� H 01 < ► Hpier/L3= 0.71 L total= 27.5 feet > Hpier/L5= 0.41 0.95 L reduction JOB#: 15238_17ABD DL ID: B2ab w dl= 150 plf V eq 660.0 pounds V1 eq= 330.0 pounds V3 eq= 330.0 pounds V w= 1160.0 pounds V1 w= 580.0 pounds V3 w= 580.0 pounds --► v hdr eq= 35.3 plf •H head = A v hdr w= 62.0 plf 1 v Fdragl eq= 256 F2 eq= 256 A Fdragl w= , ,0 F2 -- 450 H pier= v1 eq= 187.1 plf v3 eq= 187.1 plf 5.0 v1 w= 276.2 plf v3 w= 276.2 plf feet 2w/h = 0.84 2w/h = 0.84 H total= 9 . Fdrag3 eq= F4 e.- 256 feet A Fdrag3 w= 450 F4 w= 450 P6 E.Q. I 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 0 4 ►t ► Hpier/L1= 2.38 4 0 Hpier/L3= 2.38 L total= 18.7 feet JOB#: 15238_17ABD DL ID: B3ab w dl= 150 plf V eq 1340.0 pounds V1 eq = 670.0 pounds V3 eq = 670.0 pounds V w= 2360.0 pounds V1 w= 1180.0 pounds V3 w= 1180.0 pounds -► v hdr eq= 81.2 plf --- •H head = A v hdr w= 143.0 plf 1 v Fdrag1 eq= 426 F2 eq= 426 Fdragl w= ,1 F2 -- 751 H pier= v1 eq= 223.3 plf v3 eq= 223.3 plf 6.0 v1 w= 393.3 plf v3 w= 393.3 plf feet H total= 2w/h = 1 2w/h = 1 10 1, Fdrag3 eq= - . F4 e.- 426 feet A Fdrag3 w= 751 F4 w= 751 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 81.2 plf 3.0 EQ Wind v sill w= 143.0 plf feet OTM 13400 23600 R OTM 18377 13613 v v UPLIFT -335 673 UP sum -335 673 H/L Ratios: L1= 3.0 L2= 10.5 L3= 3.0 Htotal/L= 0.61 Hpier/L1= 2.00 0 4 04 ► 41 ► 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 VI w= 790.0 pounds V3 w= 790.0 pounds --► v hdr eq= 56.3 plf •H head = A v hdr w= 98.8 plf 1 v Fdrag1 eq= 338 F2 eq= 338 • Fdrag1 w= ' '3 F2 - 593 H pier= v1 eq= 337.5 plf v3 eq= 337.5 plf 6.0 v1 w= 395.0 plf v3 w= 395.0 plf feet H total= 2w/h = 0.666667 2w/h = 0.666667 10 Fdrag3 eq= •c F4 e•- 338 feet -IFdrag3 w= 593 F4 w= 593 P4 E.Q. I 2w/h = 1 P4 WIND H sill = v sill eq= 56.3 plf 3.0 EQ Wind v sill w= 98.8 plf feet OTM 9000 15800 R OTM 17280 12800 . v UPLIFT -575 208 UP sum -575 208 H/L Ratios: LL1 2.0 L2= 12.0 L3= 2.0 Htotal/L= 0.63 ► o•Hpier/L1= 3.00 0, 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=694.0, pounds V1 w= 5815.6 pounds V3 w= 1124.4 pounds -♦ v hdr eq= 166.8 plf --00- A H head = A v hdr w= 253.3 plf 1 v Fdragl eq= 1328 F2 eq= 257 A Fdragl w= 016 F2 -- 390 H pier= v1 eq= 255.3 plf v3 eq= 264.1 plf 6.0 vi w= 387.7 plf v3 w= 387.7 plf feet H total= 2w/h = 1 2w/h = 0.966667 10 v Fdrag3 eq= • 8 F4 e.- 257 feet A Fdrag3 w= 2016 F4 w= 390 P4 E.Q. 1 2w/h= 1 P4 WIND H sill= v sill eq= 166.8 plf 3.0 EQ Wind v sill w= 253.3 plf feet OTM 45700 69400 R OTM 84461 62563 v • UPLIFT -1572 676 UP sum -1732 676 H/L Ratios: L1= 15.0 L2= 9.5 L3= 2.9 Htotal/L= 0.36 Hpier/L1= 0.40 104 10 Hpier/L3= 2.07 L total= 27.4 feet JOB#: 15238_17ABD DL ID: B6ab w d1= 250 plf V eq 1100.0 pounds V1 eq= 550.0 pounds V3 eq = 550.0 pounds V w= 1680.0 pounds V1 w= 840.0 pounds V3 w= 840.0 pounds v hdr eq= 58.8 plf - •H head = /` v hdr w= 89.8 plf 1Fdragl eq= 426 F2 eq= 426 Y Fdragl w= :,1 F2 - 651 H pier= v1 eq= 351.1 p/f 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 = 0.7F4 e•- 426 10 . Fdrag3 eq= , • feet A Fdrag3 w= 651 F4 w= 651 P4 E.Q. I 2w/h = 1 P4 WIND H sill= v sill eq= 58.8 plf 3.0 EQ Wind v sill w= 89.8 plf feet OTM 11000 16800 R OTM 39340 29141 • • UPLIFT -1684 -733 UP sum -2734 -1262 H/L Ratios: L1= ; 2.1' L2= 14.5 L3= 2.1 Htotal/L= 0.53 4 0 4 ►4 Hpier/L1= 2.86 -4 0 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 V w= 1660.0_ pounds V1 w= 830.0 pounds V3 w= 830.0 pounds pounds _� A ______•.. v hdr eq= 93.8 plf --Pk.head = 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 vi w= 345.8 plf v3 w= 345.8 plf feet H total= 2w/h = 0.8 10 2w/h = 0.8 feet v Fdrag3 eq= F4 e.- 305 Fdrag3 w= 477 F4 w= 477 P4 E.Q. 2w/h = 1 P4 WIND I 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 • ♦ UPLIFT -370 586 UP sum -370 586 H/L Ratios: L1= 2.4 L2= 6.5 L3= 2.4 Htotal/L= 0.88 Hpier/L1= 2.50 ► ►� Hpier/L3= 2.50 1 L total= 11.3 feet JOB _ /3BD ID:#: 611ab w d1= 250' p 469.8 pounds V3 eq= 540.2 poundss V eq=:: 1010.170 pounds V1 eq= V3 w= 861.2 pound V w= 1610.0' poundsDL V1 w_ 748.8 pounds v hdr eq= 78.9 plf ♦H15238h a= A v hdr w= 125.8 plf 1 v I Fdrag1 eq= 312 F2 eq= 359 ♦ Fdrag1 w= '7 F2 - 572 v1 eq= 293.6 plf v3 eq= 255.3 Off H pier= v3 w= 374.4 plf 5.0 v1 w= 374.4 plf feet H total= 2w/h =10 0.8 Fdrag3 eq= F4 ... 359 feet ♦ Fdrag3 w= 497 F4 w= 572 P4 E.Q. 2w/h = 1 P4 WIND I H sill= v sill eq= lf 78.9 plf 4.0 EQ Wind v sill w= 125.8 plf feet OTM 10100 16100 R OTM 18432 13653 y UPLIFT -723 212 UP sum -723 212 H/L Ratios: L1= 2.0 L2= $,5 L3= 2• ' Htotal/L= 0.78 ► 4 ►-r ► Hpier/L1= 2.50 ► Hpier/L3= 2.17 4L total= 12.8 feet JOB#: 15238_17ABD DL ID: B12ab ' V eq 4880.0 pounds V1 eq = 4089.4 pounds = 350plf V3 eq = 790.6 pounds V w86 50.0 pounds V1 w= 7248.6 pounds V3 w= 1401.4 pounds --� vhdreq= 178.1 plf -► •H head= A v hdr w= 315.7 plf 1 v Fdragl eq= 1418 F2 eq= 274 Fdragl w= ,13 F2 ,- 486 H pier= v1 eq= 272.6 plf v3 eq= 282.0 plf 6.0 vi w= 483.2 plf v3 w= 483.2 plf feet H total= 2w/h = 1 2w/h = 0.966667 8 ir Fdrag3 eq-- 8 F4 e.- 274 feet A Fdrag3 w= 2513 F4 w= 486 P4 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 178.1 plf 1.0 EQ Wind v sill w= 315.7 plf feet OTM 39040 69200 R OTM 118245 87589 UPLIFT -3212 -746 UP sum -4944 -70 H/L Ratios: L1= 15.0 L2= 9.5 L3= 2.9 Htotal/L= 0.29 Hpier/L1= 0.40 10-4 110 Hpier/L3= 2.07 L total= 27.4 feet JOB#: 15238_17ABD DL ID: B13ab w dl= 350' plf V eq 1180.0J 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 A H head = A v hdr w= 111.2 plf 1 v Fdrag1 eq= 457 F2 eq= 457 A Fdrag1 w= :46 F2 ,- 806 H pier= v1 eq= 401.4 plf v3 eq= 401.4 plf 6.0 v1 w= 495.2 plf v3 w= 495.2 plf feet H total= 2w/h = 0.7 2w/h = 0.7 8 iv Fdrag3 eq= . • F4 e•- 457 feet A Fdrag3 w= 806 F4 w= 806 P3 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 63.1 plf 1.0 EQ Wind v sill w= 111.2 plf feet OTM 9440 16640 R OTM 55076 40797 . • UPLIFT -2712 -1435 UP sum -5446 -2697 H/L Ratios: L1= 2.1 L2= 14.5 L3= 2.1 Htotal/L= 0.43 ► ► Hpier/L1= 2.86 A 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) Shear("•'((Ibf) Deflection(in.) Load Factor 16 8 850 0.33 3.09 10 625 0.44 2.97 24 8 1,675 0.38 2.88 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loadingta�'''',d> (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 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening I -__,__ �� 4 _ opposite side of sheathing Pony ' �;:t ' wall . height . i. tit Fasten top platetheaderwith two rows of6d,,,,, s sinker nails at 3"o.c.typ Fasten sheathing to header with 8d common or 12' galvanized box nails at 3"grid pattern as shown Min.3/8"wood structural max ( /panel sheathing total Header to jack-stud strap per wind design. d/ wall • Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges 7. y. Min.double 2x4 framing covered with min 3/8" shall occur over and be 10' "' L nailed to common blocking max ,� Ai: thick wood structural panel sheathing with tt within middle 24"of portal height ti ;.,. 8d common or galvanized box nails at 3"o.c. r height.One row of 3"o.c. �.. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. .k . Min length of panel per table 1 Typical portal frame construction Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) Min double 2x4 post(king and jack stud).Number of Min reinforcing of foundation,one#4 bar ,_ jack studs per IRC tables I�; I top and bottom of footing.Lap bars 15"min. A 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/&'diameter anchor bolt installed per IRC R403.1.6— concrete and nailed with 2"x 2'x 3/16"plate washer into framing) 2 ©2014 APA—The Engineered Wood Association Title: Job# Dsgnr: ARS Date: 2:39PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 Page 1 User:KW-0602997,Ver 5.8.0,7-Deo-2003 Square Footing Design 15238_riverterrace_t7dl.ecw:Calculations 11 —(c)1983-2003 ENERCALC Engineering Software Description 17 DL-FTG F1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 11 Dead Load 1.000 k Footing Dimension 1.500 ft Live Load 2.700 k Thickness 10.00 in Short Term Load0.000 k Bar Size 4#of Bars 2 Seismic Zone 3 Rebar Cover 3.250 Overburden Weight 0.000 psf fc 2,500.0 psi Concrete Weight 150.00 pcf Fy psi LL&ST Act Separately y Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0002 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Summary Il 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-0802997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_rivertemace_17 aecw:Calculations Description 17 DL-FTG F2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 ill Dead Load 2.970 k Footing Dimension 2.500 ft Live Load 7.920 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf f c 2,500.0 psi LL&ST Act Separately FY 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing 111 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 I Footing OK 2.50ft square x 10.Oin thick with 3-#4 bars Max.Static Soil Pressure 1,867.40 psf Vu:Actual One-Way 18.40 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 600.20 psf Vu:Actual Two-Way 50.39 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Mu :Actual Altemate Rebar Selections... 1.56 k-ft/ft 3 #4's 2 #5's 2 #6's Mn*Phi:Capacity 6.71 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_nverterrace_3410.2.ecw:Calculations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=2' NO SOG Criteria III Soil Data i Footing Strengths&Dimensions 0 Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Retained Height = 1.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 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 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingiiSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in ©Btm.= 3.00 in Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Load Applied to Stem Axial Live Load = 0.0 lbs Design SummaryIII Stem Construction Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @Toe = 525 psf OK Rebar Size = # 4 Soil Pressure©Heel = 382 psf OK Rebar Spacing = 18.00 Allowable = 3,000 sf 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 Actual ft-it=Moment Footing Shear©Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = FootingDesign Results Special Inspection = w- Modular Ration' 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 psi= 3,000.0 Mu: Design = 20 55 ft-# 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 Ds gnr: DescriptionARS:SF RESIDENCE Date: 4:52PM, 15 OCT 15 Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3410.2.ecw:Palculations2 Description CANT RET WALL H=2' NO SOG Summary of Overturning&Resisting Forces&Moments i� OVERTURNING RESISTING i 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 Cantilevered Retainin Wall Desi n Page 1 User.KW-0602997.Ver 5.8.0,1-Dec2003 g 9 15238_riveRerrace3410.2.ecw:Calwlations (c)1983-2003 ENERCALC Engineering Software 1 Description CANT RET WALL H=4' NO SOG Criteria Soil Data I Footing Strengths&Dimensions Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Retained Height = 3.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in Footing Poi!Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Load Applied to Stem Axial Live Load = 0.0 lbs Design Summary11Stem Construction 0 Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure©Toe = 1,266 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 128 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @Heel = 150 psf Total Force©Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft4= 425.2 Footing Shear©Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding 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 Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = M Special Inspection Footing Design Results 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-# n Concrete Data psi= 3,000.0 Mu: Design = 62 369 ft-# = 40,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi 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 318-02,1997U BC,2003IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=4'NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: KW-06 Cantilevered Retaining Wall Design Page 1 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 15238_riverterrace_3410.2.ecw:Calculations (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG Criteria 4 Soil Data I Footing Strengths&Dimensions 0 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 height over heel = 0.0 ft Soil Density = 110.00 pcF WaterFooting Thickness = 10.00 in Footing poi!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 l Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction I Top Stem Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,547 psf OK Rebar Size = # 4 Soil Pressure©Heel = 205 psf OK Rebar Spacing = 16.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf 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 ft4= 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 Caics (Vertical Component Used) Bar Lap/Hook BELOW Ht.in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data 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 = 1,746 231 psf Equiv.Solid Thick. Mu':Upward = 362 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 62 1,531 ft-# Concrete Data psi= 3,000.0 Mu: Design = 299 1,531 ft4 si= 40,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy p 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 LO6O2997Ver58Q1Dec2oo3ev: 580010 ser.5,3s , . . , - Cantilevered RetainingWall Design Page 2 c)1983-2003 ENERCALC Engineering Software 15238_riverterrace 3410.2.eav:Palculations2 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: 580010Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_nverterrace_3410.2.ecw:Calwlations _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=10' NO SOG Criteria II Soil Data 1 Footing Strengths&Dimensions i lAllow Soil Bearing = 3,000.0 psf ft = 3,000 psi Fy = 60,000 psi Retained Height 9.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingiiSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm= 3.00 in Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Load Applied to Stem Axial Live Load = 0.0 lbs Design Summary 11 Stem Construction li Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure©Toe = 1,761 psf OK Rebar Size = # 5 Soil Pressure©Heel = 744 psf OK Rebar Spacing = 8.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf fb/FB+fa/Fa = 0.806 ACI Factored©Heel = 840 psf Total Force©Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 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 Shear Allowable psi= 93.1 Overturning = 2.87 OK Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data fm psi Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Special Inspection Footing Design Results 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 psi= 3,000.0 Mu: Design = 1,390 12,332 ft = 60,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi 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 User. roio2997,,c,, .0,1-Dea2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace3410.2.ecw:Palculations2 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 ftp 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: KW-06 Cantilevered RetainingWall Design Page 1 User.KW-0602997.Ver 5.8.0,1-Deo2003 9 15238_riverterrace 3abd.ecw:BASEMENT WALL NO (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=12' NO SOG Criteria 0 Soil Data 0 Footing Strengths&Dimensions ill l Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0Toe 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 Footing poi!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 ii\ Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in l Axial Live Load = 0.0 lbs Design Summary I Stem Construction 1 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 = 11.5psi OK Moment....Actual ft = 15,082.0 Footing Shear @Heel = 84.2psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data fm Psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = FootingDesign Results Special Inspection _ g Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Psi= 3,000.0 Mu: Design = 2,504 25,870 ft-itfc = 60,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy p 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 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace3abd.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 B6 MAIN-Quick Beam PACIFIC Pag Project: unnamedLUMBER&TRUSS CO. 16:05:44 12/02/15e1 Job: Designed by: KAMI HENDERSON Client: Checked by: Input Data Check of 5 1/2"x11 7/8"30E-2.1E-Balanced Layup-APA IJC-SP Left Cantilever:None Main Span: 11' Right Cantilever:None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow.LL Deflection:L/360 Allow.TL Deflection:U240 DOL: 1.000 (3 in Maximum) Eb:2100000 psi Fv:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at Load at Type Start Length Start End ft ft pit pit Floor Live Uniform 0' 11' 390 Floor Live Uniform 0' 8' 442 Floor Live Concentrated 8' 6417 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 8097.73 2106.84 175.06 -0.2961 -0.2961 Allowable 22385 3000 270 0.3667 0.55 %of Allow. 36 i1F 70 65 tif 80 53 Location 11' 7'4-5/8" 9'9-3/8" 5'9-1/32" 59-1/32" Reactions and Bearing Support Location_ — IIRin.�eanng Reaction ft in lb 0' 1.525 6145.27 11' 2.01 8097.73 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 80 t,%. Design is governed by live load deflection. Governing load combination is Dead+Floor Live. Maximum hanger forces:6145.27 lb(Left)and 8097.73 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005 BM12-Quick Beam PACIFIC Pag Project: unnamedLUMBER&TRUSS CO. 07:15:38 11/03/15e1 Job: Designed by: KAMI HENDERSON Client: Checked by: Input Data Check of 3 1/2"x16"30E-2.1E-Balanced Layup-APA IJC-SP V' Left Cantilever:None Main Span: 11'6" Right Cantilever:None Check for repetitive use? No Tributary Width:0' Slope:0 Dead Load:0 psf Live Load:0 psf Snow Load: 0 Allow.LL Deflection:L/360 Allow.TL Deflection:U240 DOL:1.150 (3 in Maximum) Eb:2100000 psi F,,:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at Load at Type Start Length Start End ft ft plf pit Snow Condition 1 Uniform 0' 11'6" 121 Snow Condition 1 Uniform 0' 11'6" 271 Snow Condition 1 Concentrated 4' 9333 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 8340.74 2428.95 207.006 -0.2409 -0.2409 Allowable 14245 3450 310.5 0.3833 0.575 %of Allow. 59 ke 70(e 67 I. 62(� 41 If Location 0' 4' 1'6-3/4" 5'4-11/16" 5'4-11/16" Reactions and Bearing Support t Location Min.Bearing __- - Reaction in lb 0' 3.253 8340.74 11'6" 2.145 5500.26 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 70 V%. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces:8340.74 lb(Left)and 5500.26 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005 4Roseburg J2 BASEMENT 12-2-15 A Forest Products Company 1:15pm CS Beam 4.21.0.1 1 of 1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 aq4 '4 r s s-.e,„1,7, v ' '� 4-`4 9 / P 1600 0 lzoo 2800 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 456# 2 16' 0.000" Wall DFL Plate(625psi) 3.500" 3.500" 1201# 3 28' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 336# -20# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 357#(268p1f) 100#(75p1f) 2 924#(693plf) 277#(208p1f) 3 277#(208plf) 59#(44p1f) Design spans 15' 7.375" 11' 7.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1498.'# 2820.W 53% 6.63' Odd Spans D+L Negative Moment 1710.'# 2820.'# 60% 16' Total Load D+L Shear 650.# 1220.# 53% 15.99' Total Load D+L End Reaction 456.# 1220.# 37% 0' Odd Spans D+L Int.Reaction 1201.# 1775.# 67% 16' Total Load D+L TL Deflection 0.3042" 0.7807" 11615 7.41' Odd Spans D+L LL Deflection 0.2456" 0.3904" U762 7.41' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON rStroneie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER ® PACIFIC LUMBER&TRUSS "Passing is defined as when the member,Floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 ti 1 A RosebuJ7 MAIN 12-2-15 Forest Products Comparmg 3:53pm CS Beam 4.21.0.1 1 of 1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 fZ � - . � ._. ..., -N... ...,N . , n.,.�-..3;� ° .. . 131 , . W' '.n• to / 161 0 161 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 563# 2 16' 1.000" Wall DFL Plate(625psi) N/A 1.750" 563# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 433#(325p1f) 130#(97p10 2 433#(325p1f) 130#(97p1f) Design spans 16' 2.750" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2283.'# 36404 62% 8.04' Total Load D+L Shear 563.# 1420.# 39% 0' Total Load D+L TL Deflection 0.3438" 0.8115" L/566 8.04' Total Load D+L LL Deflection 0.2644" 0.4057" L/736 8.04' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. EWP MANAGER ® PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design cdteda for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 Roseburg J3 MAIN 12-2-15 , 3:52pm A&nest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 Be / 18 1 0 / 18 1 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 632# 2 18' 1.000" Wall DFL Plate(625psi) N/A 1.750" 632# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 486#(365p1f) 146#(109p1f) 2 486#(365p1f) 146#(109p1f) Design spans 18' 2.750" Product: DBL 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2880.'# 7280.7t 39% 9.04' Total Load D+L Shear 632.# 2840.# 22% 0' Total Load D+L TL Deflection 0.2878" 0.9115" L/760 9.04' Total Load D+L LL Deflection 0.2214" 0.4557" L/988 9.04' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON Stson Tie Copyright(C)lois SimpsonEWP MANAGER by Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663