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Specifications (52) .5TZ617 _ Oc-) ( 10 1527; 6\A) t4AM Ave CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) i it !1 /rte #15238 MAR 28 2017 Structural CalculationsBu o OFTIGARD DIVISION River Terrace a0) PRO ill i\C GINE, 1 Plan 17DL 6Q .; Elevation D dLREC &� Tigard, OR I. Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGI'NEERI' NG • INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note-Dual reference for Plan 17 also includes Plan 5017) The proposed project is to be comprised of two-story wood-framed single-family homes. Some plan types have variations for daylight basements to accommodate site conditions. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below: Roof framing is primarily with pre-manufactured pitched chord wood trusses. Upper floor framing is primarily with pre-manufactured parallel chord wood trusses. First floor framing and floor framing over crawlspace is primarily with pre-manufactured wood joists. The foundations are to be conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B, and with a Kzt value of 1.00. Lateral design is based on the ASCE 7-10 "equivalent lateral force" procedure with Ss equal to or less than 1.10 and S1 equal to or less than 0.50 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Foundations have been sized for Class 4 soils as defined in IBC 1806.2. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. The construction documents and accessory documents have been prepared considering the plan review philosophy and permit submittal guidelines of WABO/SEAW white papers 1-2006 and 4-2009. Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to current IBC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified be meet or exceed those as referenced by current IBC code. SHEET TITLE: DEAD LOAD SUIU MARY CT PROJECT#: CT# : Plan 5017 ABD ROOF Roofing' 35 psf Roofing;-future 0'.0'psf 5/8"plywood {O.S.B.) 2.2 psf Trusses at 24"o.c.' 4!0!psf Insulation 10 psf (1) 5/8";gypsum ceiling 28 psf Msc./Mech. 1'.5,psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 4.0 psf NO gypsum concrete 00 psf 3/4" plywood i(O.S.B) 2'.7'psf foist at 12" 2!5;'psf Insulation 10 psf {1) 112";gypsum ceiling psf IVI c. 2;.6 psf FLOOR DEAD LOAD 15.0 PSF 2 ® ss.l _-1.-(2)2X1C HDR-� (2)2 10 H.D.Po.-V IN irk IV/TlU U U u a U ®._,' (3)2x10 HDR (3)x10 HER 3)2x10 HDR ,__..r./, .\ : mmflcr ft ,-'T� n I:,.n.. n n / *.—.—R.. 12i L r. / ®\ \\ ..i... 59.1 / / • { • o \ P1G E.—1C .:__._...._._c_ ,.--:...: *" '\ 122"z30" r i`. — a - _‘/ \ • 2 ti 59.1 v ,. / a p \ • i' in= \\ r • ® / r \ . :yam // �: \\ 00 . 9 - ,/ oN ->_ J • I l ,A :• • i 1 ' I 1 /' 1---.: \ 2\\ .. °I /, . 591I I I )pi.. ..—.,�.e._..�— u u u / \u Z uuuuu •'\ (2)2X0 HDR (2)2X10 11)R i GT Q \ / ;`0 I 4 I I OI A ® i i I 59.1 I , n n I si GT (InI • Pq I I 0 1 -.---€,...--- - Li:. (7'1 X1D HDR ... --- • • LI 2k10 HDR (2)277HDR (2�2k10-0HDR A STRUCTURAL DETAIL BUGS UPDATED PDan 1 7D=DL ROOF FRAMING PLAN 1/4"-1'-0" Title: Job# Dsgnr: ARS Date: 2:42PM, 24 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace 17 dl.ecw:Calculations ". .,.»F'.; >.,. ..,:.<.. '-.,.o :. „ ::..- ..,x.:. w .:•;fiM�,Y".�.,- -.:::a&'ie a-,::... ,`';;.:., ,. ':,Y3x' .:.a :4:, .k't k... Description 17D DL-ROOF FRAMING Timber Member Information :ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RBD1 RBD2 Timber Section 3-2x10 2-2x10 Beam Width in 4.500 3.000 Beam Depth in 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 Load Duration Factor 1.150 1.150 Member Type Sawn Sawn Repetitive Status No No Center Span Data Span ft 6.00 4.00 Dead Load #/ft 296.00 281.00 Live Load #/ft 494.00 469.00 Results Ratio= 0.5667 0.3913 .<r-<.. .¢aYa:., x.G:'�`asr .. a4o..... 'S¢wf. ibis", ..... t ... , ,. ..,. ... .F,,::; sr sK ..r?..4,'lL'. ..,..,,`rd<•. Mmax @ Center in-k 42.66 18.00 @ X= ft 3.00 2.00 fb:Actual psi 664.8 420.7 Fb:Allowable psi 1,173.0 1,075.3 Bending OK Bending OK N:Actual psi 63.5 49.9 Fv:Allowable psi 172.5 172.5 Shear OK Shear OK Reactions @ Left End DL lbs 888.00 562.00 LL lbs 1,482.00 938.00 Max.DL+LL lbs 2,370.00 1,500.00 ©Right End DL lbs 888.00 562.00 LL lbs 1,482.00 938.00 Max.DL+LL lbs 2,370.00 1,500.00 Deflections Ratio OK Deflection OK .: .a.'4. •..<$ >3 '_-. - ,.,H>r,-. :..SX.'n,w :"'::LFTIX,„. a....<F.,, .,, .. .. ...,m4, .... .. .,c'@W.. ..3.vh'k9.L>..,... ...aESu.;t>;K Center DL Defl in -0.022 -0.006 UDefl Ratio 3,218.6 7,628.4 Center LL Defl in -0.037 -0.011 UDefl Ratio 1,928.5 4,570.5 Center Total Defl in -0.060 -0.017 Location ft 3.000 2.000 UDefl Ratio 1,205.9 2,858.1 606 ida 6X6 NEP r i _......L._..........,,,,,,...,_._ ._. . ,...- i` T © 0° p� 1 u, smD14 �� ® 2X10 HDR 2 251' ., W E L o � ER , - I- - STH014RJ 'v w • 3 tEl EN -- 1 � FIX �'!�\�,�• O a 1 TURF 1 II- ABb �`FI :OVE I1 1 1 P4 •A _ I- ..- .. 1_ . - _--_-- 4 STHD14.'J �l 51.2 �Q ..- STHD14RJ or GT © GT TB' GT ROVEIII )2X1.HD (2)2 10 HDR (2)2010 HnR ROOF TRUSSE��'} I I AT 24"0. ABOVE FRAMIN I I 1,..9.11....' SIM. 5 CT I �ovE.-_ J 3 , 59 0 )2 10 HD �� -STHD14RJ '� 1-FAII)3(0T1.4FERE II - ,I _ STHD1O 2xLERJD ' I 'III I�' I v 2x LEDGER �---=-JI 7;: 1 v7ID ! 'o-FIXTURES NABOVE— . wrnm m� ; I I o ADE 2x10 TV B_KG ' 2x4 FRAMING E , -CQQ ®+76"A.F.F. I AT 24"0.C/t IGT FBI I I r_ . < I IO S9.D f IGT FBI I I x 14RJ < JL . 1= I I ., 0-/ 6 1 --- I--- - FT- 1I 374X16AM FBBIG 606 • 5)4X16 J BE BIG BEAM FB I DU2 RIM HDU2 © � 9 �� © s: BEtRIN;WAL BEARING WALL I HUCD610I S 590 I I jiQEao 9 STAIR L I I H o drib FRAMING k x SY2X21 GL HDR 9' 0 Eilr I I I I r x 3)4X16�T- GT ''TT ._,_.. s•— F :IQ..�EA�;• ABOVE x jj I y•El I / ` I GI�I �I�I / x ROOF 1RUSSE�Sp/// HGUS5.50/10 I I I I I GT ,• 53X16 IG BEAM FB A7. . I ABOVE ' ABOVE FRAMI i • - I.,,._ m ABOVE ABOV' ._.�. ....i.�.-17— :—1:11r.001-, .?o —• 11 I I I II ,. AT Z4 0 GSTH014RJ GT 4ich,=- II II 1- mot__ ABOVE aGT o 1WBIDLrNFlELD ROOF.VERFRAMING - ., • iI ' 2)X10 HDR (2)2X101H. -, i jr -_ -_-� ROOF TRUSSES ®STHS14RJ'., Apr STHD14RJ 1 AT 2�O.C. / � �; _i I 334 _ _ 1 �� X7 BIG BEAM HDR i • GT 0 I----3ar JAIL I 1 I PT LOAD PT LOAD 11) 0!JiI 1 I (3901) (3900) STHD14RJ STHD14RJ ' I � ('251 n HOR BEARING WALL ABOVE(250 PLF) e STHD14RJI...4, _-- g - - - -' STHDI4RJ 19 51.2 0 581 ROOF TRUSSES AT 24"0-C. UPPER FLOOR FRAMING PLAN & Nan 1 7D LOWER FLOOR SHEAR PLAN 1/4"=1.-0. Title: CALAIS AT VILLEBOIS Job#14301 Dsgnr: ARS Date: 11:19AM, 3 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_17abd.ecw:Calcul ations Description 5017 ABD-UPPER FLOOR FRAMING (1 OF 3) Timber Member Information ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB2 FB3 FB4 FB5 FB6 FB7 Timber Section Prdim:3.5x16.0 2-2x8 Prilm:5.25x16.0 Prllm:3.5x16.0 2-2x8 Prllm:3.5x16.0 Beam Width in 3.500 3.000 5.500 3.500 3.000 3.500 Beam Depth in 16.000 7.250 16.000 16.000 7.250 16.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Level,LSL 1.55E Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E Hem Fir,No.2 iLevel,LSL 1.55E Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 850.0 2,325.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 150.0 310.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,300.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.150 1.150 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Sawn Manuf/Pine Repetitive Status No No No No No No Center Span Data Span ft 14.50 3.00 13.00 5.50 4.50 12.00 Dead Load #/ft 210.00 248.00 315.00 180.00 173.00 41.00 Live Load #/ft 560.00 660.00 840.00 480.00 168.00 80.00 Dead Load #/ft 158.00 Live Load #/ft 113.00 Start ft End ft 7.250 Point#1 DL lbs 3,500.00 LL lbs 5,833.00 @ X ft 7.250 Results Ratio= 0.6994 0.4573 0.5366 0.0863 0.3360 0.9521 :.. Mmax @ Center in-k 242.84 12.26 292.79 29.95 10.36 380.17 @ X= ft 7.25 1.50 6.50 2.75 2.25 7.25 fb:Actual psi 1,626.2 466.4 1,247.7 200.5 394.1 2,545.8 Fb:Allowable psi 2,325.0 1,020.0 2,325.0 2,325.0 1,173.0 2,673.8 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 123.2 56.4 102.4 25.3 38.9 182.2 Fv:Allowable psi 310.0 150.0 310.0 310.0 172.5 356.5 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,522.50 372.00 2,047.50 495.00 389.25 2,430.88 LL lbs 4,060.00 990.00 5,460.00 1,320.00 378.00 3,360.66 Max.DL+LL lbs 5,582.50 1,362.00 7,507.50 1,815.00 767.25 5,791.54 @ Right End DL lbs 1,522.50 372.00 2,047.50 495.00 389.25 2,706.62 LL lbs 4,060.00 990.00 5,460.00 1,320.00 378.00 4,251.59 Max.DL+LL lbs 5,582.50 1,362.00 7,507.50 1,815.00 767.25 6,958.21 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.113 -0.004 -0.070 -0.002 -0.013 -0.147 UDefl Ratio 1,542.6 9,864.9 2,242.6 32,978.3 4,190.1 976.6 Center LL Defl in -0.301 -0.010 -0.186 -0.005 -0.013 -0.224 UDefl Ratio 578.5 3,706.8 841.0 12,366.9 4,314.8 643.6 Center Total Defl in -0.414 -0.013 -0.255 -0.007 -0.025 -0.371 Location ft 7.250 1.500 6.500 2.750 2.250 6.240 UDefl Ratio 420.7 2,694.4 611.6 8,994.1 2,125.8 388.0 Title: Job# Dsgnr: ARS Date: 1:46PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev 580006 UserKW0602997 Ver 5.80 1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD- UPPER FLOOR FRAMING (2 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB8 FB9 FB1OB FB11B FB12A/FB12B FB12D FB13 Timber Section 4x12 2-2x8 2-2x8 4x10 5.125x24 5.125x24 5.125x21 Beam Width in 3.500 3.000 3.000 3.500 5.125 5.125 5.500 Beam Depth in 11.250 7.250 7.250 9.250 24.000 24.000 21.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir,24F- Douglas Fir,24F- Douglas Fir,24F- Larch,No.2 Larch,No.2 V4 V4 V4 Fb-Basic Allow psi 900.0 850.0 850.0 900.0 2,400.0 2,400.0 2,400.0 Fv-Basic Allow psi 180.0 150.0 150.0 180.0 240.0 240.0 240.0 Elastic Modulus ksi 1,600.0 1,300.0 1,300.0 1,600.0 1,800.0 1,800.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Sawn GluLam GluLam GluLam Repetitive Status No No No No No No No `Center Span Data Span ft 7.50 5.00 4.50 12.00 15.50 15.50 20.00 Dead Load #/ft 240.00 168.00 180.00 83.00 38.00 38.00 165.00 Live Load #/ft 588.00 139.00 428.00 138.00 90.00 90.00 440.00 Dead Load #/ft 225.00 225.00 113.00 Live Load #/ft 225.00 225.00 300.00 Start ft 6.000 4.000 End ft 9.000 9.000 20.000 Point#1 DL lbs 2,169.00 480.00 2,142.00 LL lbs 3,616.00 800.00 3,385.00 @ X ft 9.000 6.000 4.000 Point#2 DL lbs 2,169.00 LL lbs 3,616.00 @ X ft 9.000 Cantilever Span ., .-:: s .v:,' < a.•;. :<,9. FR+..e�. a..:...f .>Nf'X6 lh A.. Sbt3RAlF.i"fCE'i. YR.. .k,. i;:',>Elni[F n,..Z` a ::.ak r; ,....<.h..... ,.. ...: 33.:tKAi:3 iA.<..»: 'V,bY ...k Span ft 1.00 Point#1 DL lbs 144.00 LL lbs 241.00 @ X ft 1.000 Results Ratio= 0.8312 0.3734 0.5991 0.7562 0.3051 0.3035 0.6923 Mmax @ Center in-k 69.86 11.51 18.47 46.88 398.51 396.40 728.83 @ X= ft 3.75 2.50 2.25 5.95 8.99 8.99 9.04 Mmax,@ Cantilever in-k 0.00 0.00 .0.00 -4.62 0.00 0.00 0.00 fb:Actual psi 946.3 438.0 702.7 939.2 810.0 805.7 1,802.9 Fb:Allowable psi 1,138.5 1,173.0 1,173.0 1,242.0 2,654.6 2,654.6 2,604.1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 89.0 40.2 69.4 55.1 64.3 64.0 157.1 Fv:Allowable psi 207.0 172.5 172.5 207.0 276.0 276.0 276.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ 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 5.8.0,1-Deo-2003 Timber Beam & Joist Page 2 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD- UPPER FLOOR FRAMING (2 OF 3) Center DL Defl in -0.026 -0.019 -0.013 -0.099 -0.048 -0.045 -0.172 UDefl Ratio 3,500.1 3,145.5 4,027.1 1,457.7 3,855.0 4,134.0 1,394.9 Center LL Defl in -0.063 -0.016 -0.032 -0.174 -0.072 -0.073 -0.408 UDefl Ratio 1,428.6 3,801.7 1,693.7 826.1 2,576.0 2,558.6 588.1 Center Total Defl in -0.089 -0.035 -0.045 -0.273 -0.120 -0.118 -0.580 Location ft 3.750 2.500 2.250 6.000 7.874 7.936 9.760 UDefl Ratio 1,014.5 1,721.3 1,192.2 527.3 1,544.2 1,580.5 413.7 Cantilever DL Defl in 0.025 Cantilever LL Defl in 0.042 Total Cant.Defl in 0.067 L/Defl Ratio 360.4 Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 )1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw:Calculations Description 5017 ABD- UPPER FLOOR FRAMING (3 OF 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined FB14*** FB15A/FB15B*** FB15D*** FB16 Timber Section Prilm:3.5x16.0 PrIlm.5.25x16.0 Prilm:5.25x16.0 5.125x24 Beam Width in 3.500 5.500 5.500 5.500 Beam Depth in 16.000 16.000 16.000 24.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Douglas Fir,24F- V4 Fb-Basic Allow psi 2,325.0 2,325.0 2,325.0 2,400.0 Fv-Basic Allow psi 310.0 310.0 310.0 240.0 Elastic Modulus ksi 1,550.0 1,550.0 1,550.0 1,800.0 Load Duration Factor 1.150 1.150 1.150 1.150 Member Type Manuf/Pine Manuf/Pine Manuf/Pine GluLam Repetitive Status No No No No Center Span Data Span ft 16.00 16.00 16.00 15.00 Dead Load #/ft 480.00 53.00 Live Load #/ft 650.00 88.00 Dead Load #/ft 120.00 210.00 Live Load #/ft 320.00 200.00 Start ft 2.000 End ft 16.000 4.000 Point#1 DL lbs 2,641.00 586.00 5,812.00 LL lbs 3,651.00 976.00 8,486.00 @ X ft 2.000 1.500 4.000 Point#2 DL lbs 1,172.00 LL lbs 1,952.00 @ X ft 5.500 Point#3 DL lbs 1,172.00 LL lbs 1,952.00 @ X ft 10.500 Point#4 DL lbs 586.00 LL lbs 976.00 @X ft 14.500 _Results Ratio= 0.6173 0.6916 0.4597 0.4568. Mmax @ Center in-k 246.48 433.92 288.44 531.19 @ X= ft 6.34 8.00 8.00 4.02 fb:Actual psi 1,650.5 1,849.1 1,229.2 1,006.0 Fb:Allowable psi 2,673.8 2,673.8 2,673.8 2,644.6 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 219.7 129.4 96.0 126.1 Fv:Allowable psi 356.5 356.5 356.5 276.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 3,045.87 3,840.00 2,182.00 4,990.13 LL lbs 5,154.62 5,200.00 3,632.00 6,916.40 Max.DL+LL lbs 8,200.50 9,040.00 5,814.00 11906.53 @ Right End DL lbs 1,275.12 - 3,840.00 2,182.00 1,661.87 LL lbs 2,976.37 5,200.00 3,632.00 2,369.60 Max.DL+LL lbs 4,251.50 9,040.00 5,814.00 4,031.47 Deflections Ratio OK Deflection OK Deflection OK Deflection OK *An equal sized 'RigidLam' **A GT may be used in ***An equal sized 'BigBeam` beam may be used in place of place of beam shown may be used in place of beam beam shown shown Title: Job# Dsgnr: ARS Date: 1:47PM, 10 DEC 14 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 2 (c)1983-2003 ENERCALC Engineering Software plan 5017 abd.ecw: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 • P.T.6x6 POST m o HDR HDR �i N I! , _ a P.T.4x4 POST STAIR 1 P.T.2x 1! 1 FRAMING LEDGER Vii— T vm` 't` BE/RING -1:1---L e- r•, r" r• � -r -- HALL • • BEARIN WAL_ r • • 4 P I I t I--I--#- I 1 I I I r I I 123 t I I I I t I • • -ils- slr SEE FOUNDATION PLAN FOR FIRST FLOOR FRAMING IN CRAWLSPACE Pll�1�1 17 ®R. MAIN M NT FLOOR H AR PLAN Tide: Job# Dsgnr: ARS Date: 2:22PM, 3 DEC 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN LRev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec,-2003 Timber Beam & Joist Page 1 ;. i983-2003 ENERCALC Engineering Software 15238 nverterrace 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 MB1 MB2 MB3 MB4 • Timber Section 2x8 4x8 PrIlm:7.Ox11.875 LVL:5250x11.875 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 Here Fir,No.2 Douglas Fir- Level,LSL 1.55E iLevel,LSL 1.55E Larch,No.2 Fb-Basic Allow psi 850.0 900.0 2,325.0 2,325.0 Fv-Basic Allow psi 150.0 180.0 310.0 310.0 Elastic Modulus ksi 1,300.0 1,600.0 1,550.0 1,550.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Manuf/Pine Repetitive Status Repetitive No No No enter Span Data0 Span ft 10.00 7.00 13.25 11.00 Dead Load #/ft 20.00 75.00 248.00 109.00 Live Load #/ft 53.00 200.00 660.00 290.00 Dead Load #/ft 124.00 Live Load #/ft 330.00 Start ft End ft 4.000 Point#1 DL lbs 1,523.00 LL lbs 4,060.00 @ X ft 7.750 Results Ratio= 0.7104 0.5634 0.6251 0.7897 Mmax @ Center in-k 10.95 20.21 239.12 226.55 @ X= ft 5.00 3.50 6.62 7.74 fb:Actual psi 833.3 659.2 1,453.4 1,836.1 Fb:Allowable psi 1,173.0 1,170.0 2,325.0 2,325.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 44.3 47.3 92.9 146.1 Fv:Allowable psi 150.0 180.0 310.0 310.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 100.00 262.50 1,643.00 1,455.30 LL lbs 265.00 700.00 4,372.50 3,874.54 Max.DL+LL lbs 365.00 962.50 6,015.50 5,329.84 @ Right End DL lbs 100.00 262.50 1,643.00 1,762.70 LL lbs 265.00 700.00 4,372.50 4,695.45 Max.DL+LL lbs 365.00 962.50 6,015.50 6,458.16 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.073 -0.023 -0.114 -0.093 UDefl Ratio 1,651.4 3,687.0 1,399.8 1,425.9 Center LL Defl in -0.193 -0.061 -0.302 -0.247 UDefl Ratio 623.2 1,382.6 526.0 535.4 Center Total Defl in -0.265 -0.084 -0.416 -0.339 Location ft 5.000 3.500 6.625 5.764 UDefl Ratio 452.4 1,005.6 382.3 389.2 50'-D. ' 31'-3" {f 18'-9" ". ! 64,4" 2N-Y4- 61-8" 6'-104'4" 5.-2)14- CRAWL SPACE VENTING: PROVIDED: MECHANICAL VENTILATION AT A _ I- -I N. r+ RATE EQUAL TO 1 CUBIC FOOT PER MINUTE FOR EACH 50 SQUARE FEET OF CRAWLSPACE I EDGE f---THICKENED SLAB FLOOR AREA.EXHAUST VENTILATION SHALL r• m TERMINATE TO THE EXTERIOR 7 -I`\ r i r AREA 1= 979 SF e I I I 1 1 -----+ ---s PROVIDE 19,75 CUBIC FEET \\ J /7 L J L J AIR EXCHANGE PER MINUTE ..._,,j,\.......• -6x6 PT POST I• ��,rT 3'-1 N 1 314" CONC. smo14Rfliii) i PAHO SLAB '1� T.O.sI-9'-10Y4-1 r 171 — + o, r -.- .. — - - - - 1' j P.T.4x4 POST J N 4',PONY.WALL I. o..I. 1 a o �I • I ( OW BEARING• • • • • p J. � o I MALL ABOVE) r -Y I `n n r -1 r ;� n I / 11 _'� - 27".S0..X.l0 DEEP•. 5 2x L u U O r r r —�$ 7'-6( 1 ETC W/(3)#4 L L J • ry 1,A I- -J BO.TT E W . . a. L t STHD14R 1 _I .,,,„,E .FB�i ,� o 36"SQ:XTO"DEEP .L —2x4 PONY{ `• , ^� r `1l // vim.. d .FTG'.W.'.(•4)7/4. .. WALL 1-9 165 I .. 1-9'.-1S f-i— o ... 2x4 PONY WALLr .rwif'!._ N ., / a 1 -I :ELOW.'BEA121NGL`.�k.r_ t - .. ¢ ... BOTT..E.W :.. • •• • • j•. FURN 1 WALL.ABOVE) ,. °�' ^ 2 INSTALL 07NTINUCUSLY INSTALL SYSTEM TO ALLOW ' T ` ABOVE,..... } OPERATED MECWJ•ACAL ADEQUATE DRAINAGE AT 1 °f -2'-6 .4 __I...r.�. 6:.PONY I-. { 1�ENOOLAIICN SYSTEM CRAWL SPACE I i., , _.� /- ..W•LL .... - 1.-- - �...' AT THE CRAMLSPACE .. .. 1 I o "/ • -} • .�C+. • '..TAREA 1] .. • • "7-6'I . m 1 u rn xt r 1 STI-014R -- - *5THD14RJ � 1 ... -- ... -... , P4 1 - .. - P.T. 4.44' ':—/F-5m01,4RJ _2y4 I P T 6x6 P.T.6x5 POST, Ti? I ? Title: Job# Dsgnr: ARS Date: 2:24PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nvertenace_17 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 CB1 CB2 Timber Section 4x8 4x8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn • Repetitive Status No No Center Span Data Span ft 5.67 4.58 Dead Load #/ft 180.00 210.00 Live Load #/ft 480.00 560.00 Results Ratio= 0.8872 0.6754 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 ';i;c�:^'-`•.;itk3e ::x::533. Ns.':: .;&°d;�A:: SSF..i:;r;J.nim.k:,iia h3.;a; >... . :'::.aa....w. ..C.-;Gz.S§f3:sa. .. v£;:..1:...,4°.°'a£.w S"?7. ..:.i :.:;.w.... 3.2>¢n.. .,'::i: ti`Y;.-3t;:a', t2L;m.5 ;...�.ta.;s'• @ 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 .;:: r......::.:...tea...... .:....5... ...: �.wY«...::. F;A.,.:'- `\>al ..:t:...:.R�...v -;lO.;a. ..:.` .• ;:: .A.... -: ... .:., .. .... ..,:i,+M<, a.>.... ..;»£Y.... ,a ..._...tx« A N....<..<�.".G... ...,...G,.F� ..,L.S:ir"2...:: Center DL Defl in -0.024 -0.012 UDefl Ratio 2,890.7 4,701.3 Center LL Defl in -0.063 -0.031 UDefl Ratio 1,084.0 1,763.0 Center Total Defl in -0.086 -0.043 Location ft 2.835 2.290 UDefl Ratio 788.4 1,282.2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238 17ABD DL Step# 2012 IBC ASCE 7-10 ..... ......... . . ... ................ .............................. ... ............... . ................ 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1,00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 1.10 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.50: Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.06 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.50 Figure 1613.3.3(2) Table 11.4-2 SMS= Fa*Ss SMS= 1.17 EQ 16-37 EQ 11.4-1 SM,=Fv*S1 SM1= 0.75 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.78 EQ 16-39 EQ 11.4-3 SD1=2/3*SMI SDI= 0.50 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural.panels - - N/A Table 12.2-1 . 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Qp= 3.0 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities -- No N/A Table 12.3-1 16. Vertical Structural Irregularities - No'. N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force . -- Table 12.6-1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238 17ABD DL SDs= 0.78 h„ = 30.17(ft) SD,= 0.50 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 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=Sps/(R/IE) 0.120 W ASCE 7-10(EQ 12.8-2) Cs=Sp,I(T*(R/IE)) (for T<TL) 0.299 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD,*TO/(TZ*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.038 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.120 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL w; w; *h;k w, *,7 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 21.0.8 21.08 2300 = 0.02864.4 1357.6 0.45 5.42 11.04 1st 12.08 9.00 9.00 1120 0.028 31.36 282.2 0.09 1.13 12.16 Bsmt 9.00 0.00: SUM= 142.4 3046.9 1.00 12.16 E=V= 17.03 E/1.4= 12.16 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART; CT PROJECT#: 15238 17ABD DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft) 45.00 45.00 ft. Roof Plate Ht.= 30.17 30.17 Roof Mean Ht.= 37.59 37.59 ft. --- --- .... ..... .... .... Building Width= 50.0: 53.0;ft. Basic Wind Speed 3 Sec.Gust= 110: 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B Roof Type= Gable Gable Ps30 A= 21.6; 21.6;:psf Figure 28.6-1 Ps3o B= 148 14.8;;psf Figure 28.6-1 Ps3o c= 17.2 17.2',psf Figure 28.6-1 Ps3o D= 11.8 11.8 psf Figure 28.6-1 = 1.00: 1.00; Figure 28.6-1 KZt= 1.00, 1.00: Section 26.8 windward/lee= 1.00 1.00'. ...... . ..... .. . .. ...... X*KZt*Iw*windward/lee : 1.00 1.00 Ps= *Kzt*I*ps30= (Eq.28.6-1) Ps A = 21.60 21.60 psf (Eq.28.6-1) Ps B = 14.80 14.80 psf (Eq.28.6-1) Ps c = 17.20 17.20 psf (Eq.28.6-1) Ps D= 11.80 11.80 psf (Eq.28.6-1) Ps A and c average= 19.4 19.4 psf Ps B and D average= 13.3 13.3 psf a= 5 5 Figure 28.6-1 2a= 10 10 width-2*2a= 30 33 MAIN WIND-ASCE 7-10 CHAPTER 28 PART: Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00: 1.00:: 1.00. 1.00110 psf min. 16 psf mm. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind i 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 25.531 10.58 27.01 1st 12.08 9.00 9.00 10.5 210.8 0 316.2 0 210.8 0 347.8 0I 8.4 8.9 9.99 35.53 10.54 37.55 Bsmt 9.00 0.00 AF= 2025 AF= 2147, 32.4 34.31 V(F-B)= 35.53 V(S-S)= 37.551 kips kips kips, kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_17ABD DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 30.17 30.17 0.00 0.00 0.00 0.00 15.50 15.50 16.43 16.43 2nd 9.09 21.08 21.08 0.00 0.00 0.00° 0.00 10.03 25.53 10.58 27.01 1st 12.08 9.00 9.00 0.00' 0.00 0.00 0.00 9.99 35.53 10.54 37.55 Bsmt 9.00 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 35.53 V(S-S)= 37.55 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(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 2 - Design Maps Summary Report User—Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III i � � rr iave rton . ,..........„..„..:::::::.::::,,,:tit:.!'-.1g41;g:13,;i:Ziii:ii;i;iii,ii-r.'!:.iVitizW.,11'.:-Ifiltitti.4:1;f:',35.71'-:?..,TIR:,:lEi.r:10.::: ,0111:11r(;172iiAlrig:?.:glI.;,2,7§:M:.Fit!I q ri y z F a H £ ¢¢ Yy F; fl �3li�Ukt� qq { S 1 s 'ynyy ''a ff F scIgll r IiIg c'IL/ Ilhad { .:.:ii:i';',i,-;',41Y:iiiiiI,I:','::::.,,!1::i4p,i,',:mEn.,:i,:ir-.F:::!,,,,-..:,:3..,..:g.,,::,,,1:,:,]:.,,],,,,,,,,,,:.,,,,,,,,,,:i,.:.;,,.,,„::,,,,:,:,..„„,„„:,,,,„„-„,,,,h.„,,,,,,,,.,.,-,:,,,,,,,,.::,,:,,;„,,i,„!,i,,,i,i,,.,,,,,:,N,„.,,,,,,,„:.n,,,,,,,g,„„:,„.:,:„.,:.:.,,,.,i,,,„„,,,,.::,.,,.,:.-/:,„,.,,,.„,,,,,„,„:„,„„,,:,,,„,i,::::„,„„.,,,„„4.,.,,„:,,,,,,„,„.,„,, ,,..., „:„.„.;,::„.,,,.„,,,,„„,,,,,,:..,..„,„:,,,,:,::,,„,..m,,,,.:,:..:.., ..,..... 'fu la#ln yam. �Y. Y p i f u _ t� pp C. USGS—Provided Output Ss = 0.972 g SMS = 1.080 g SDs = 0.720 g Si = 0.423 g SMi = 0.667 g SDi = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response.Spectrum Design Response Spectrum 0. 1.10 0,020.04 0,54 0.70 0 vi �3:.44 0..12 t:22 t..3 6 0:.11 0: 0 <3'.°%,00 0,200.3.0 050 0.'0 ' 1.00 L20 1,40 1.00 1.00 1.00 0.0 020 040 0.€a0 0,00 1_E 1.20 1.40 1.00 1.:00 2.oo Period.T(sec) Period,I(sec) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter .knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 • 5'-8• { 7'-7" 4'-3}Y44" 3'-113/4" , 5'-9• 3-7Y2" i 5'-9• t 5'-9" i 3-7)2" e • 1 I I I I I I 'Ns._ ❑ I I I ❑■ I I I I I I 1 I I I 31 a 5-0 0 SL Bib 5-0 C F B1 c I I 1 • 3'X S' . , (,) , ; l I I I ° Drop-in ! • Tub , B2a a3-0 O F 7-6 5=0 XOX 3-0 -0 F BZW -11 t Q ® 1 Bedroom 4 i Master Bath 1 I m •i i�, 6-0 BIPASS 0 a` ♦ • ! _ 3= Master Bedroom J 1 77 Y I ® ® N N .7.;.j.. Bath ll WASHER DRYER o in `r_-_)..._ - T ,-4 HCW Laundry - 3 5 SHELVES _ 1 111)1PI 11111 s&P X '� 2-8 HCW N 'o N 2-8 111111' •N♦ 6-0 BIPASS ��11� BIFOLD b W.I.C.HCW I a i `� :L-- •� rl 3'-5Y2• 2'-0• S'-11" 2'-1" 3'-9Y2` 7'-9}2" �2'-1f 3'-7Y2' 2'-lt1 3'-1 3[r10}�' 9'-4Y2• a o i IL Hall s 'in lio S&P 0 Bedroom 3s&P il 44-:s2 OPEN 70 BELOW \ = N 4..' _ n �. 6-0 BIPASS = ♦ 1 U _ 3' IN m N i 4'-5)2" f Sr-11)2 /, i5-11Y2- 3'-1/8" {2'-15/8" 3--8/4" . 4'-2Y4" I 5)g' ,,, . .-' Bedroom 2 1 a B4a :4b 1 Viz, Bonus Room 1 I I m 1 r- I - 1 i < p 4 a I I r---I I 1 I I i I j I i 1 I • ♦ `33a I I I Bab 1 I I I I I I 1 I 1 t 1- I j t' I I I 3'-113/4" } 4'-3• } 4'-3- k 3"-1174 / .3'-63/4" I 4'-6" 4'-6' j. 3.-4�" / 3'-0" a 3-4})" } 3'-9)2 r 3'-0" ,. i 1 4'-5- ` 16'-5Y2 s 15'-11Y2 . 13--7" Nan 50117D TOP FLOOR PLAN 1/4"=1'-0' TF r ... - e: 31'-3" .I' - .. 18'-9" '" ♦ I f lc ? 6'-5y" 1D'-472• 1 6•-972 7.-7V I 9 234" 9'-6ya 4. I . �- 0Patio x ID 115 U Linen Stor. ®" B PATIO .. ICYo " o Q ••••Y •�/ 3-0 6-0`F 6-0 5-0 SL--- . 3=0 6=0 F +---e -- Powderiii `�% `•/ ,y�_ f ==— .," - 30"113 4'-6Y2_ 5,-10_ Q n Nook N J < -, v^ 4'-972 I::.{ -:1 , ...,I o L PantryI::;i :, — ..-l (I 5 SHELVES 4;t: 1 TOP OF CONCRETE --- f 1 ' 4 BASEMENT WALL { I0 , DW 1 UL APPROVED DIRECT-VENT l[I WOOD TREAD ____ FIREPLACE,INSTALL PER MFR. Il i I. 202 MAX RISER B" 'I';''. i 1 'a (ADD STEPS O ^o a ?N Great Room `0 1 I 2 12 e REO'D BY GRADE) a o a D I I I n AS 03 o ©vD 12"TLE SURROUND W/ I'J 4PPLIICABL LJ.Y��v -:i Zx TRIM FRAME---o? � ONO SITEED I � B J ` wONDITION' i o 9 o — to . a. b .` ( I. PLATFORM 0+18" 5-0 MIL Kitchen :_:; -----+ 0 ABOVE ADJACENT INSUL a GARAGE SLAB ^ 1 - a .a "an -a —FLOOR ABOVE IT FURNACE TO BE SIZED �� PER ORSC M1305.1.1 FURN. REF :l b -1 I I �h T"-T 12-4 HCW © I::::i I::�::I Ti ' 13--4)," ' ' 3'-7 " ` I r _1 L._rr---- 5'-0" l 1 :. 2" ry Y, Y2 3'-0" y •2 GUARD RAIL. = I I --_ or UP WITH 6"HIGH::: o e CURB AT I:::.1 " 3-Car Garage " BOTTOM, TOP �_ J:: L o AT+4Y r: a _I WALL FINISH: Sz"ORB • _ n ARV.NOSING : F-- 1 r "' CEILING FINISH i4"TYPE'X'GWB •-1.,, , OPEN TO I I: :I -w FIRE TAPE ALL GAB ABOVE :; -' D{f'tib N- WRAP BEAMS BELOW CEILING LEVEL g ---t INSULATE FLOOR ABOVE. 45' -♦ Entry ; RpU�11 n e n� 5%" H FLOOR I I I _ Lo sABOVE 1 }: L N b-,, 3'-972 3'-472. 1-)�" in }1. y 45' t I.:: `` 19I 1 ATTIC I N H 9 I:.'."I r.:.:-:.' LACCESSJ , a W .-y 1:: - --t 0 :1 o n b I...�: _ I- r jN N FLOOR"BOVE- A = I I':-':: n Den a0 L'_= 19'-73" 1 t 6'-103/4" 0 6'-103/4" UP { .i r x N I I 50.-0" ♦ 31' 3" 6x6 PT POST 16'-9. 1 2'-11" 13'-7Y2 5•-4" t 3'-6" t 5'-10}z" 4'-23/4" { 5'-0• { 5'-0" { ♦ ♦ 3-5}/2 Y-0" ♦ 3-2" ♦ I I I Patiol , � I I I-,--i - UP 91 I I N , I I I POST x4 0 I (4)2x6 I I I TY?. a 7 K----. Stor. '— Stor, ■ N �.Y N J 372 1 I ril --,/,-1 /� (4)2x6 (4)2X5 Imo+ '/// 45' 1 I ° FURN. aN 4'_61/4' I1'_1�" #2 II IF RETURN AIR GRILLE ? _.I�' OVER TOP OF DOOR CT/PACLUM IS THERE A WAY TO GET RID OF THESE POSTS? { Unfinished Basement tzar 71I I N O . 11'-A" I 10.-5.1,g- .1. 0-5)/ I 11.-7A- J n 0 m r_ BLOCK-OUT AT TOP OF CONCRETE a 6' 0" lo / ♦ 1 24"x30"CRAWL SPACE ^_L_VACCESS HATCH * T i 3.-0- l. n { 16'-4Y2 3'-7Y2 ♦ 30'-0" SLAB-ON-GRADE ABOVE . .1-11- CRAWL 1CRAWL SPACE 'm a SEE FOUNDATION PLAN n •N , 1 rI I [V L L J..�`�IT J L J . ° ° ° L 1 L Li O O v L J a L J S ♦ 20'-0" 1 11'-3" 5'-9" ♦ 13'-0 IPDan 1 7D-IDL BASEMENT FLOOR PLAN 1/4"=1'-0- SHEET TITLE: LATERAL F=8(front to back) CT PROJECT#: 15238 17ABD DL Diaph.Level: Roof Panel Height 9'ft. Seismic V i= 5.62 kips Design Wind F-8 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 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 Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) • Ext': Al " 405 1.4;5 14.5 1.00 0.:15: 1.78 0.00 1.07 0.00 1.00 1.00 74 P6TN P6TN 123 9.66 14.19 -0.33 -0.33 15.99 10.51 0.40 0.40 0.40 0 0.0 0,0 •1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext! Ata" 181 6.5 10.5 1.00 0.15' 0.79 0.00 0.48 0.00 1.00 1.00 74 126TN €Q6T-N 122 4.32 4.61 -0.05 -0.05 7.15 3.41 0.64 0.64 4.44 0.00 0.00 0.00 0.00 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 Alb*' 167 6.0 7.5 1.00 0.15 0.73 0.00 0.44 0.00 1.00 1.00 74 P6T14 N 122 3.98 3.04 0.18 0.18 6.59 2.25 0.81 0.81 9.44 0.00 0.00 0.00 0.00 1.00 0.00 0 =- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext`' A3 !, 307• • 11.0 11.0 1.00 0 1.5 1.35 0.00 0.81 0.00 1.00 1.00 74 P6TN P6TN 122 7.32 8.17 -0.08 -0.08 12.12 6.05 0.59 0.59 0.59 0 0,0 0.0 1:00 0.00 0.00 0.00 0.00 0,00 1.00 0.00 0 -- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 Ext; A4 1060 42,0 42,0 1.00 0.15 4.65 0.00 2.81 0.00 1.00 1.00 67 P6TN P6TN 111 25.28 119.07 -2.27 -2.27 41.85 88.20 -1.12 -1.12 -1.12 - 0 0 0 0 0 1.00 0: 0: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ;0 0.0 0.0 1.0 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, 0.0 0.0 1.0.0 0.003 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 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 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 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0 0.,0 0:0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.4 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.'0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0 0 0.0 1.00 0:00! 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00; 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 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 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 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 D.0 1.00 0.00'' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0 0 1;00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2120 80.0 80.0=L eff. 9.30 0.00 5.62 0.00 EVw.ind 9.30 L'VEQ 5.62 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_17ABD DL Diaph.Level: 2nd ..... ............. Panel Height 10'ft. Seismic V i= 5.42 kips Design Wind F-B V i= 6.02 kips Max.aspect= 3.5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 11.04 kips Sum Wind F-B V i= 15.32 kips Min. Lwall= 2.86 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL elf. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pit) (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'D 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 Int'> A6' 349 19.5 19`5 1.00 0.25:: 0.91 0.00 0.82 0.00 1.00 1.00 42 P6TN P6TN 47 8.22 42.78 -1.83 -1.83 9.14 31.69 -1.20 -1.20 -1.20 0 00 00 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 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 1'.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext- A8' 161 90 90 1.00 0.25 0.42 0.00 0.38 0.00 1.00 1.00 42 P6TN P6TN 47 3.79 9.11 -0.64 -0.64 4.21 6.75 -0.30 -0.30 -0.30 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Aga* 128 2 0 5'D 1,00 0.25: 0.34 0.74 0.30 0.45 1.00 1.00 376 P3 P3 538 7.52 1.13 4.79 4.79 10.75 0.83 7.44 7.44 7-,44 0 00 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 Ext` A9b." 128 2 0 5 0 1.00 0.25` 0.34 0.74 0.30 0.45 1.00 1.00 376 P3 P3 538 7.52 1.13 4.79 4.79 10.75 0.83 7.44 7.44 7,44 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A9c 286 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 0 00 0 0 1.00, 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext A10a" 1.17 1 8 4.3 1.00 0.25; 0.31 0.66 0.28 0.40 1.00 1.00 375 P3 P3 537 6.76 0.87 5.19 5.19 9.66 0.65 7.96 7.96 746 0 0 0 0 0 1.00 0.'00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • Ext A10b" 1.44 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 6.95 646 0 0 0 0 0 1.00 4:001 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0, 0 0 0.0 1,00 0,00 0.00 0.00 0,00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0'0 00 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 4 0 0 Oso 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1:00 4.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 !0 0.0 0 0 1.00 0,00' 0.00 0.00 0.00 0.00 1,00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • D p 0 0'.0 1.00 0;00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 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 4 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 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 2300 96.1 96.1 =L eff. 6.02 9.30 5.42 5.62 1.00 L V Kind 15.32 V EQ 11.04 Notes: x denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_17ABD DL Diaph.Level: 1st Panel Height 8 ft. Seismic V i= 1.13.kips Design Wind F-B V i= 6.00 kips Max.aspect= 3.5 SDPWS 08 Table 4.3.4 Sum Seismic V i= 12.16 kips Sum Wind F-B V i= 21.32 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext:: A11 373 11.5 11.5 1:00 0,35 2.00 0.64 0.38 0.44 1.00 1.00 71 P6TN P6 229 6.52 20.83 -1.32 -1.32 21.09 15.43 0.52 0.52 0.52 0 0;0 0`0 1.0.0 . 0.00 0.00 0.00 0.00 0.00 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 Al2t 747 24:5 24.5 1.00 0.35`' 4.00 2.20 0.75 1.53 1.00 1.00 93 P6TN P6 253 18.25 94.54 -3.20 -3.20 49.59 70.03 -0.86 -0.86 -0.86 0 0..0 00 1.0.0 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 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 4 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.D0 0,00` 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 Oso 1.00 0.00;. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 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 00 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 00 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 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 ..0.001 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 -0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00;' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,'0 0.0 1.00 O OQ 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0:0 0.0 1.00. .0.00! 0.00 0.00 0.00 0.00 1.00 0.00 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 00 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 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 00 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 00 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 1120 36.0 36.0=L eff. 6.00 2.84 1.13 1.97 Vvind 8.84 EVEQ 3.10 Notes: denotes a wall with force transfer JOB#: 15238 17ABD DL ID: A2ab �' w dl= 150 plf V eq 920.0 pounds V1 eq = 478.4 pounds V3 eq = 441.6 pounds V w 1520.0' pounds V1 w= 790.4 pounds V3 w= 729.6 pounds ♦ 0. v hdr eq= 59.4 plf — ►_ ♦H head = A v hdr w= 98.1 plf 1 v Fdragl eq= 93 F2 eq= 85 A Fdragl w= ,3 F2 .- 141 H pier= vi 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 91 Fdrag3 eq= •. F4 e.- 85 feet A Fdrag3 w= 153 F4 w= 141 P6TN E.Q. 2w/h = 1 P6TN WIND H sill = v sill eq= 59.4 plf 5.0 EQ Wind v sill w= 98.1 plf ......:..... ....:................ feet OTM 8280 13680 R OTM 16217 12013 UPLIFT -569 90 UP sum -569 90 H/L Ratios: L1= 65 L2= 3.0 L3= 6.0 Htotal/L= 0.58 ® 10-o Hpier/L1= 0.46 ii ir Hpier/L3= 0.50 L total= 15.5 feet JOB#:.15238 17ABD DL ID:!A9abc, w dl= 250; plf V eq 3180:0i pounds V1 eq= 748.2 pounds V3 eq= 748.2 pounds V5 eq= 1683.5 pounds V w= 4570.0pounds V1 w= 1075.3 pounds V3 w= 1075.3 pounds V5 w= 2419.4 pounds ► v hdr eq= 219.3 plf _ • H1 head=A v hdr= 315.2 plf H5 head= A 1 V Fdragl eq= 154.8 Fdrag2 eq= 154.8 Fdrag5 eq= 154.8 Fdrag6 eq= 348.3 1 v A Fdragl w= . .5 Fdragl , 222.5 Fdrag5 w= 2.5 Fdrag- w= 500.6 A H1 pier= vi eq= 374.1 plf v3 eq= 374.1 plf v5 eq= 374.1 H5 pier= 5;0 v1 w= 537.6 plf v3 w= 537.6 plf v5 w= 537.61:::•..'..!::5,0..,.....f feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 10.0 V Fdrag3= .,.8 Fdrag=- 154.8 feet A Fdragl w= 222.4746 Fdragl w= 222.5 Fdrag7eq= 4.8 Fdrag8e. 348.3 V P3 E.Q. Fdrag7w= 222.5 Fdrag8w= 500.6 A P3 WIND v sill eq= 219.3 plf H1 sill= v sill w= 315.2 plf H5 sill= 40 EQ Wind 4.0 feet OTM 31800.0 45700.0 feet R OTM 13233 14980 ® V UPLIFT 1348 2230 V Up Sum 1348 2230 H/L Ratios: L1= 2.0 L2= 3'.0 L3= 2;0 L4= '3:0 L5= 4:5 Htotal/L= 0.69 I. 4 ►i to •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: AlOab w dl= 250', p/f V eq 1530:.0 pounds V1 eq = 671.7 pounds V3 eq = 858.3 pounds V w 2200.0 pounds V1 w= 965.9 pounds V3 w= 1234.1 pounds ---► v hdr eq= 168.1 plf H head = A v hdr w= 241.8Ip/f 1 v Fdragl eq= 369 F2 eq= 472 1 Fdragl w= '.1 F2 .- 678 H pier= v1 eq = 373.2 plf v3 eq= 373.2 p/f .................... ................ 5.0 vi w= 536.6 plf v3 w= 536.6 plf feet H total= 2w/h = 1 2w/h = 1 10 Fdrag3 eq= :• F4 et- 472 feet A Fdrag3 w= 531 F4 w= 678 P3 E.Q. 2w/h = 1 P3 WIND H sill = v sill eq= 168.1 plf 4.0 EQ Wind v sill w= 241.8 plf feet OTM 15300 22000 R OTM 9316 6901 . UPLIFT 731 1844 UP sum 731 1844 HIL Ratios: L1= 1'8 L2= 50 L3= 2.3 Htotal/L= 1.10 1 110-41 OA Pi Hpier/L1= 2.78 1 0- Hpier/L3= 2.17 L total = 9.1 feet SHEET TITLE: LATERALS 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= 35I SDPWS-08 Table 4.3.4 Sum Seismic V i= 5.62 kips Sum Wind F-B V i= 9.86 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Rollo Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1 a* 186 3.2 5.7 1.00 0,15 0.86 0.00 0.49 0.00 1.00 1.00 154 P6 P6 270 4.44 1.23 1.26 1.26 7.78 0.91 2.71 2.71 2,74 ,•,. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B1 b* 411 70 12'.0 1.00 0.15: 1.91 0.00 1.09 0.00 1.00 1.00 156 136 136 273 9.80 5.67 0.65 0.65 17.20 4.20 2.05 2.05 2,06 0 0 1.00 .0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B1c* 425 7 3 9 8 1.00 0.15 1.98 0.00 1.13 0.00 1.00 1.00 154 P6 P6 271 10.14 4.83 0.80 0.80 17.79 3.58 2.14 2.14 244 0 0 0 0'0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00• 0.00 0.00 Ext B2a* 125 2 1 9 4 1.00 0.15. 0.58 0.00 0.33 0.00 1.00 0.84 188 P6 P6 277 2.98 1.33 1.15 1.15 5.23 0.99 2.96 2.96 2,96 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B2b* 125 .2'1 9 4 1.00 0::15: 0.58 0.00 0.33 0.00 1.00 0.84 188 P6 P6 277 2.98 1.33 1.15 1.15 5.23 0.99 2.96 2.96 2.06 0 0 0 0 0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Baa* 254 3 0 8 3 1.00 0.:15: 1.18 0.00 0.67 0.00 1.00 1.00 224 P6 P4 394 6.06 1.68 1.88 1.88 10.63 1.25 4.02 4.02 4,02 0 0 0 0`,0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext Bab* 254 3 0 8 3 1.00 0.15 1.18 0.00 0.67 0.00 1.00 1.00 224 P6 P4 394 6.06 1.68 1.88 1.88 10.63 1.25 4.02 4.02 4,02 0 00 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 Ext Boa*' 170 2'0 8 0 1.00 0,15; 0.79 0.00 0.45 0.00 1.00 0.67 338 P4 P4 395 4.05 1.08 2.23 2.23 7.11 0.80 4.74 4.74 4,74 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 Ext Bob*; 170 2 0 8 0 1.00 0.15 0.79 0.00 0.45 0.00 1.00 0.67 338 P4 P4 395 4.05 1.08 2.23 2.23 7.11 0.80 4.74 4.74 4,74 0 00 00 1.04 0,04 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 . 00 0'0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 .0 0 0 0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 Oso 1.00 O oo 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 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 Oso 0.0 1.00 0.00< 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 0'0 1 00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 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 00 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2120 31.7 31.7 =L eff. 9.86 0.00 5.62 0.00 vwirtd 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= 35'SDPWS-08 Table 4.3.4 Sum Seismic V i= 11.04 kips Sum Wind F-B V i= 16.21 kips Min.Lwall= 2.86 ft. per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usury., OTM ROTM Unet USum USUrT1 (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B5a*I 664,......H.1.5,0„...,,-,,,19.8••••••••:;•••.1..:0.0..:.. .0.25' 1.83 3.98 1.56 2.27 1.00 1.00 256 P4 P.4 388 38.35 33.41 0.34 0.34 58.13 24.75 2.33 2.33 3,33 000 0.01.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 4.21 - - 0 .0.0",:.......'...0'..0:•::',1.00., ..0:00:' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6a*f ....:94 2'.1 94 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 4.71 0 0.0 ..•9:9.........:.:1,99! 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B6b*• .94 2.1 9.4 1:00 0.25' 0.26 0.58 0.22 0.33 1.00 0.70 352 P4 P4 400 5.51 2.22 2.30 2.30 8.39 1.65 4.71 4.71 4.71 :0 0.0 0.0 1.00 0:00 0.00 0.00 0.00 0.00 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 ..07.....::::•::...:'....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 .... .:....::::.:.......H...!5...3 77 2.0 2:0 1.00 .0.25: 0.21 0.22 0.18 0.16 1.00 0.40 427 P3 P6 216 3.41 0.45 2.22 2.22 4.33 0.33 2.99 2.99 2.99 0 .0.0 0'.0 1.00 ,0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Exti. B9 77 .2.0 2.0 1,00 025' 0.21 0.22 0.18 0.16 1.00 0.40 427 P3 P6 216 3.41 0.45 2.22 2.22 4.33 0.33 2.99 2.99 2.99 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I Ext B10a* ._::;f:.91::..-....-......,,::::,2.4 5':6 1.00 0.25, 0.25 0.58 0.21 0.32 1.00 0.80 278 P4 P4 346 5.34 1.51 2.21 2.21 8.31 1.12 4.15 4.15 4.45 - 0 0,0 0.0 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 810b" 91 2.4 5.6 1.00 0.25: 0.25 0.58 0.21 0.32 1.00 0.80 278 P4 P43346 5.34 1.51 2.21 2.21 8.31 1.12 4.15 4.15 4,46 0 00 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 (,Ext (: B 11 a* 77 2.0 6.3 1.00 0.25: 0.21 0.54 0.18 0.30 1.00 0.80 301 P4 P4 376 4.81 1.42 2.55 2.55 7.53 1.05 4.86 4.86 4.86 0 0'.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext •B.1 1 b" .86 2.3 5.5••••••••••••••••1....0.0:'....0:25. 0.24 0.62 0.20 0.33 1.00 0.92 252 P4 P4 373 4.79 1.68 1.91 1.91 7.72 1.25 3.96 3.96 3.96 0 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 Int 812 421 ,-.11.,0.-H..-11.-..0 1.00 0:25? 1.16 1.19 0.99 0.66 1.00 1.00 150 P6TN P6 214 16.52 13.61 0.28 0.28 23.52 10.08 1.30 1.30 1.30 -0 0.0 .0'.0 1.00 :0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0'.0 1.00._•0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ':0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - -'0 .0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -•-•::::',.0---.,-...0.0.'•:.::.-•::..0.0. 1.00. 0.00• 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0„.::..:-.0.0....:1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 `0 0.0 0.0. ..'.1'.0.0.......,0:00' 0.00 0.00 0.00 0.00 1.00 0.00 0 - -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0:00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2300 55.2 55.2=L eff. 6.35 9.86 5.42 5.62 EVwind 16,21 >VEQ 11.04 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238 17ABD DL Diaph.Level: 1st Panel Height= ;'8 ft. Seismic V I= 1.13 kips Design Wind F-B V i= 6.32 kips Max.aspect= 3`5'SDPWS-08 Table 4.3.4 Sum Seismic V i= 12.16 kips Sum Wind F-B V i= 22.53 kips Min.Lwall= 2.29 ft. per SDPWS-08 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v/ Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pIO) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B 12a* 254 15.0 19.8 1:00 .0'.35 1.43 5.81 0.26 3.83 1.00 1.00 272 P4 P4 483 32.68 46.78 -0.98 -0.98 57.95 34.65 1.63 1.63 4,6.3 0 0 0 0 0 1.00 0'.00` 0.00 0.00 0.00 0.00 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 612b'; 49 2'9 7 7 1:.00. 0'.35;; 0.28 1.13 0.05 0.74 1.00 0.97 282 P4 P4 485 6.31 3.52 1.25 1.25 11.25 2.61 3.87 3.87 347 0 0 0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B1.3a"..i 4 1.00 0.35'' 0.20 0.84 0.04 0.55 1.00 0.70 398 P3 P4 494 4.68 3.11 1.10 1.10 8.30 2.30 4.18 4.18 4.48 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B13b*! 35 21 9.4 1.00 0.35 0.20 0.84 0.04 0.55 1.00 0.70 398 P3 P4 494 4.68 3.11 1.10 1.10 8.30 2.30 4.18 4.18 4.48 0 D:0 0'.0 1,00 0':00 0.00 0.00 0.00 0.00 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' 614**I 249 16;5 16:5 1:'00 0.35' 1.41 1.10 0.25 0.94 1.00 1.00 72 P6TN P6 152 9.52 42.88 -2.11 -2.11 20.04 31.76 -0.74 -0.74 -0.74 0 0 0 .0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 615* 498 33'.0 33:0 1.00 0.35',' 2.81 2.35 0.50 1.65 1.00 1.00 65 P6TN P6 156 17.21 171.52 -4.77 -4.77 41.29 127.05 -2.65 -2.65 -2.65 0 0 0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1,00 .0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0'0 100. 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 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 4 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0'0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00 00 1.00 0.00:' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0`.0 Oso 1:00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ;0, 0 0 0.t0 ,1.40 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1;00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0'0 0 0 1.00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 0.:00; 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 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 1120 71.6 71.6=Leff. 6.32 12.07 1.13 8.26 EV nd 18.39 Z VEQ 9.39 Notes: denotes a wall with force transfer ** denotes a concrete shearwall JOB#: 15238_17ABD DL ID: B1abc w dl= 150 plf ............................. V eq 2710.0 pounds V1 eq= 495.5 pounds V3 eq= 1084.0 pounds V5 eq= 1130.5 pounds V w= 4750.0pounds V1 w= 868.6 pounds V3 w= 1900.0 pounds V5 w= 1981.4 pounds 0. D v hdr eq= 98.5 plf 0 0. H1 head=A iv hdr= 172.7 p/f H5 head= A- 1 v Fdragl eq= 90.1 Fdrag2 eq= 197.1 Fdrag5 eq= 197.1 Fdrag6 eq= 205.5 1 • v A Fdragl w= • .9 Fdragl , 345.5 Fdrag5 w= ,5.5 Fdrag•. w= 360.3 A H1 pier= vi eq= 154.9 plf 1 v3 eq= 154.9 p/f ` v5 eq= 154.9 H5 pier= 50 vl w= 271.4 plf 1 v3 w= 271.4 Of v5 w= 271.4 3.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.0 V Fdrag3= •:.1 Fdra•• 1197.1 feet A Fdragl w= 157.9221 Fdragl w= 345.5 Fdrag7eq= •7.1 Fdrag8e. 205.5 v P6 E.Q. Fdrag7w= 345.5 Fdrag8w= 360.3 A ,P6 WIND v sill eq= 98.5 plf H1 sill= vsillw= 172.7 p/f H5 sill= 30 EQ Wind 5.0.' feet OTM 24390.0 42750.0 feet R OTM 28558 32330 v UPLIFT -160 399 v JUp 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 a D la DIS DI da d 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 JpIf 1 Y Fdragl eq= 256 F2 eq= 256 Fdragl w= :,0 F2 ,- 450 H pier= vi eq = 187.1 plf v3 eq= 187.1 plf .............. . ................... .... ........ ... .. ....................................... 5.0 vl w= 276.2 plf v3 w= 276.2 plf feet H total = 2w/h = 0.84 2w/h = 0.84 9 ■ Fdrag3 eq= .• F4 e.- 256 feet A Fdrag3 w= 450 F4 w= 450 P6 E.Q. 2w/h = 1 P6 WIND Hsill = vsill 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 O. Hpier/L1= 2.38 / II,11 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 --0- A ►♦H head = A v hdr w= 143.0 plf 1 v Fdragl eq= 426 F2 eq= 426 A Fdragl w= ,1 F2 ,- 751 H pier= v1 eq= 223.3 plf v3 eq= 223.3 plf 6.0 • vl w= 393.3 plf v3 w= 393.3 plf feet ll H total = 2w/h = 1 2w/h = 1 10 Fdrag3 eq= i • F4 e.- 426 feet A Fdrag3 w= 751 F4 w= 751 P6 E.Q. 2w/h = 1 P4 WIND Hsill= vsilleq= 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= 30 Htotal/L= 0.61 4i 0 4 0 4 Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 16.5 feet JOB# 15238 17ABD DL ID: B4ab w dl= 150 plf V eq 900.0 pounds V1 eq = 450.0 pounds V3 eq = 450.0 pounds V w .1580.0 pounds V1 w= 790.0 pounds V3 w= 790.0 pounds v hdr eq- 56.3 plf ♦H head = A v hdr w= 98.8 plf .......................................... 1 A Fdragl eq= 338 F2 eq= 338 Fdragl w= '• .- 593 H pier= vi eq = 337.5 plf v3 eq= 337.5 plf ,6.0 v1 w= 395.0 plf v3 w= 395.0 plf feet H total = 2w/h = 0.666667 2w/h = 0.666667 10 Fdrag3 eq= •: F4 e.- 338 feet A Fdrag3 w= 593 F4 w= 593 P4 E.Q. 2w/h = 1 P4 WIND Hsill = vsill eq = 56.3 plf ......................................... 3.0 EQ Wind v sill w= 98.8 plf feet OTM 9000 15800 R OTM 17280 12800 T Iv UPLIFT -575 208 • UP sum -575 208 H/L Ratios: L1= 2.0 L2= 12.0 L3= 2.0 Htotal/L= 0.63 4 0 4 0 4 0 Hpier/L1= 3.00 Hpier/L3= 3.00 L total = 16.0 feet JOB#: 15.238 17ABD DL ID: B5ab w dl= 250 plf V eq `.4570.0. pounds V1 eq = 3829.6 pounds V3 eq = 740.4 pounds V w= 6940.0 pounds V1 w= 5815.6 pounds V3 w= 1124.4 pounds ► — ► v hdr eq= 166.8 plf ♦H head = v hdr w= 253.3 p/f • 1 :" Fdragl eq= 1328 F2 eq= 257 .....:............:.:. A Fdrag1 w= 016 F2 ,- 390 H pier= vi 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 Fdrag3 eq= . 8 F4 e.- 257 feet A Fdrag3 w= 2016 F4 w= 390 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 166.8 plf 3 0 EQ Wind v sill w= 253.3 plf feet OTM 45700 69400 R OTM 84461 62563 rUPLIFT -1572 676 UP sum -1732 676 H/L Ratios: L1 1.5 0 L2= 9.5 L3= 2.9 Htotal/L= 0.36 . 4 Hpier/L1= 0.40 Hpier/L3= 2.07 L total = 27.4 feet JOB#: 15238_17ABD DL ID. B6ab . w dl= 250. plf V eq 1100:0; pounds V1 eq = 550.0 pounds V3 eq = 550.0 pounds V w 1680.:0 pounds V1 w= 840.0 pounds V3 w= 840.0 pounds ... ► -► v hdr eq= 58.8 p/f �H head = A v hdr w= 89.8 p/f 1 v Fdragl eq= 426 F2 eq= 426 A Fdragl w= ;,1 F2 .- 651 H pier= vl eq = 351.1 plf v3 eq= 351.1 plf ................................ ._.................. .............. 6.0 v1 w= 400.0 plf v3 w= 400.0 plf feet H total = 2w/h = 0.7 2w/h = 0.7 10 IY Fdrag3 eq= - • F4 e.- 426 feet A Fdrag3 w= 651 F4 w= 651 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 58.8 plf ...... ...... ....... 3.0 EQ Wind v sill w= 89.8 plf feet OTM 11000 16800 R OTM 39340 29141 v y UPLIFT -1684 -733 IUP sum -2734 -1262 H/L Ratios: L1= , 2,1! L2= 14::5 L3= 2.1 Htotal/L= 0.53 Hpier/L1= 2.86 Hpier/L3= 2.86 L total = 18.7 feet JOB#: 15238 17ABD DL ID: B10ab w dl= 250 plf V eq 1060.0! pounds V1 eq = 530.0 pounds V3 eq = 530.0 pounds V w 1660.0 pounds V1 w= 830.0 pounds V3 w= 830.0 pounds - -0. v hdr eq= 93.8 p/f ► •H head = A I v hdr w= 146.9Jp/f I A Fdragl eq= 305 F2 eq= 305 Fdragl w= • 7 F2 - 477 H pier= v1 eq= 276.0 p/f v3 eq= 276.0 plf 6.0' vi w= 345.8 p/f v3 w= 345.8 plf ..."........ feet H total = 2w/h = 0.8 2w/h = 0.8 107 Fdrag3 eq= % F4 e.- 305 feet A Fdrag3 w= 477 F4 w= 477 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 93.8 plf 3.0 EQ Wind v sill w= 146.9 plf feet OTM 10600 16600 R OTM 14365 10641 y UPLIFT -370 586 UP sum -370 586 H/L Ratios: L1= 24 L2= 65 L3= " 2:4 Htotal/L= 0.88 ~41 Hpier/L1= 2.50 Hpier/L3= 2.50 L total = 11.3 feet JOB#: 1.5238_17ABD DL ID: B11 ab w dl= 250 plf V eq 1010.0; pounds V1 eq = 469.8 pounds V3 eq = 540.2 pounds V w 1610.0. pounds V1 w= 748.8 pounds V3 w= 861.2 pounds v hdr eq= 78.9 plf ► A H head = A v hdr w= 125.8 plf 1 `, Fdragl eq= 312 F2 eq= 359 A Fdragl w= ,'7 F2 ,- 572 H pier= vi eq= 293.6 plf v3 eq= 255.3 plf ..................................... 5;;0 v1 w= 374.4 plf v3 w= 374.4 plf feet H total = 2w/h = 0.8 2w/h = 0.92 10 Fdrag3 eq= F4 e.- 359 feet A Fdrag3 w= 497 F4 w= 572 P4 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 78.9 plf 4.0 EQ Wind v sill w= 125.8 plf feet - OTM 10100 16100 R OTM 18432 13653 v UPLIFT -723 212 UP sum -723 212 H/L Ratios: Ll= 2.0, L2= 8.5 L3= 2.3 , Htotal/L= 0.78 10-® ►41 10. Hpier/L1= 2.50 Hpier/L3= 2.17 L total = 12.8 feet JOB#::15238_17ABD DL ID: B12ab w dl= 350 plf ......... .... ............... V eq 4880.0`. pounds V1 eq = 4089.4 pounds V3 eq = 790.6 pounds V w 8650.0! pounds V1 w= 7248.6 pounds V3 w= 1401.4 pounds —� v hdr eq= 178.1 plf —► A H head = A v hdr w= 315.7 plf 1 v Fdragl eq= 1418 F2 eq= 274 Fdragl w= ,13 F2 ,- 486 H pier= vi eq = 272.6 plf v3 eq= 282.0 plf ...... . ... ................. 6.0 vi w= 483.2 p/f v3 w= 483.2 plf feet H total = 2w/h = 1 2w/h = 0.966667 8 - 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 y 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= 0.40i IP 114 Hpier/L3= 2.07 L total = 27.4 feet JOB# 15238_17ABD DL, ID: B13ab w dl= 350 plf V eq 1180.0 pounds V1 eq = 590.0 pounds V3 eq = 590.0 pounds V w= 2080.0'; pounds V1 w= 1040.0 pounds V3 w= 1040.0 pounds •. — ► v hdr eq= 63.1 plf -- A Hhead AHhead = A vhdrw= 111.2 plf ...._........... ................... 1 `, Fdragl eq= 457 F2 eq= 457 .......... ..... A Fdragl w= :06 F2 806 H pier= vi eq= 401.4 plf v3 eq= 401.4 plf ......................_._._.......... ..... ....... . .. . ...... ..... .................... 6.0 vl w= 495.2 plf v3 w= 495.2 plf :..::.....:...:...... ....:.:......:... feet H total= 2w/h = 0.7 2w/h = 0.7 8w Fdrag3 eq= i . 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 vsill w= 111.2 plf feet OTM 9440 16640 R OTM 55076 40797 • v 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 / 0.141 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) Sheart°M(lbf) Deflection(in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loading(''''''') (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 _ r _ opposite side of sheathing ...frpf .r, Pony •r wall • height - • +s+> s;Ks 3; a ya y� • •'• Fasten top plate to header ka, Mine 3°x 1 t:-1/4 net beac er z1/with two rows of 16d .1141iiiil!1;i:i::!,;Elik`E,ksteel header-not{Vowed 1 • ' • sinker nails at 3"o.c.typ • Fasten sheathing to header with 8d common or • Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown s w• panel sheathing max total • Header to jack-stud strap per wind design. • , wall Min 1000 lbf on both sides of opening opposite • height side of sheathing. If needed,panel splice edges shall occur over and be 10' •'.Min.double 2x4 framing covered with min 3/8" • nailed to common blocking thick wood structural panel sheathing with "-• • 1 within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. ' height.One row of 3"o.c. Mn all framing(studs,blocking,and sills)typ. e . nailing is required in each panel edge. •• • ii N Min length of panel per table 1 ;#. 0g. Typical portal frame �: ft- '', construction ai o> Min(2)3500 lb strap-type hold-downs y tO " (embedded into concrete and nailed into framing) P :x: a Min double 2x4 post(king I Mi and jack stud).Number of i * , i jack studs per IRC tables :•4 x. —Min reinforcing of foundation,one#4 bar .t• a 4' top and bottom of footing.Lap bars 15"min. i R502.5(1)&(2). 1 Aw id: ssi iilig1 1 Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into concrete and nailed Min(1)5/8"diameter anchor bolt installed per IRC R403.1.6– into framing) with 2"x 2'x 3/16"plate washer 2 ©2014 APA–The Engineered Wood Association Title: Job# Dsgnr: ARS Date: 2:39PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_17 dl.ecw:Calculations Description 17 DL-FTG F1 [General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 1.000 k Footing Dimension 1.500 ft Live Load 2.700 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 3.50 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing 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 Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,769.44 psf Vu:Actual One-Way 2.27 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 569.44 psf Vu:Actual Two-Way 16.97 psi Allow Short Term Soil Pressure 2,000.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 0.52 k-ft/ft 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.42 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: ARS Date: 2:49PM, 25 NOV 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Rev: 580000 User.KW-0602997,Ver 5.8,0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace 17 dl.ecw:Calculations Description 17 DL-FTG F2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 2.970 k Footing Dimension 2.500 ft Live Load 7.920 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL&ST Act Separately Fy 60,000.0 psi Load Duration Factor 1.000 Column Dimension 5.50 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0033 Total As Req'd 0.540 in2 As Req'd by Analysis 0.0007 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 2.50ft square x 10.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 Alternate Rebar Selections... Mu :Actual 1.56 k-ft/ft 3 #4's 2 #5's 2 #6's Mn*Phi:Capacity 6.71 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 -Rev: 580010 1 User.K-2003 E 97,Ver 5.8 r 1-Dec-2003iingSo Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=2' NO SOG Criteria 0 Soil Data 1 Footing Strengths &Dimensions Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf ft = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure - 35.0 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 Footing fiSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in - Axial Live Load = 0.0 lbs Design Summary Stem Construction Top Stem -� :-. >....,:_ z-: :;.r Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 525 psf OK ThicebaessSiz = 8.00 Rebar Soil Pressure @ Heel = 382 psf OK Rebarr Size Rebar Spacing _ # 4 3,000 p 18.00 Allowable = sf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 664 psf Design Data ACI Factored @ Heel = 484 psf /FB+fa/Fa = 0.021 Total Force @ Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-it= 33.5 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 Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK Fs psi= Solid Grouting = Footing Design Results Special Inspection - Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft4 ft psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Pae 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_34102_ecw:Calculations Description CANT RET WALL H=2' NO SOG Summary of Overturning& Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key 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 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered RetainingWall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=4' NO SOG Criteria Soil Data Footing Strengths& Dimensions Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf ft = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 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 FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in - Axial Live Load = 0.0 lbs Design Summary Stem Construction Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete ThiSoil Pressure @ Toe = 1,266 psf OK RebarcSizekness = 8.00 Soil Pressure @ Heel = 128 psf OK = # 4 3,000 Rebar Spacing 18.00 Allowable = 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 ft-#= 425.2 Footing Shear@ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.56 OK Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results Special Inspection Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 ® Wall User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining KYall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecwCalculations 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: 560010 1 User.KW 0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 152382iverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG Criteria Soil Data 1 Footing Strengths& Dimensions 4 Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingiJSoil 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 StemAxial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem x Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,547 psf OK Thickness = 8.00 Re Soil Pressure @ Heel = 205 psf OK Rebarr Sizize # 4 3,000 Rebar Spacing = 16.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,746 psf fbDesign Data ACI Factored @ Heel = 231 psf /FB+fa/Fa 0.679 Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi= 13.6 Overturning = 2.38 OK Shear Allowable psi= 93.1 Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results Special Inspection Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Normal Weight . Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Spec'd Heel:#4@ 22.00 in,#5©34.25 in,#6@ 48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key Reinforcing = None Spec'd Key: No key defined Title: Job#15238 Dsgnr: ARS Date: 4:52PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=6' NO SOG _Summary of Overturning & Resisting Forces &Moments0 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3410.2.ecw:Calculations Description CANT RET WALL H=10' NO SOG Criteria 4 [Soil Data 1 Footing Strengths& Dimensions Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 psf/ft Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 psf/ft Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 psf/ft Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in = 0.0 lbs Design Summary 4 Stem Construction Top Stem :.• Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OKThRebarianess = 8.00 Soil Pressure @ Heel = 744 psf OK Size = # 5 3,000 psf Rebar Spacing 8.00 Allowable = Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,990 psf Design Data 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 StabilityWaOvll n =Ratios Shear Allowable psi= 93.1 Overtuming2.87 OK Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting - Footing Design Results Special Inspection = Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. _ Mu':Upward = 1,667 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu<S*Fr Heel Reinforcing = #5 @ 11.00 in Heel:#4@ 7.25 in,#5@ 11.00 in,#6@ 15.75 in,#7@ 21.25 in,#8@ 28.00 in,#9©35 Key Reinforcing = None Spec'd Key: No key defined Title: Job#15238 Dsgnr: ARS Date: 4:53PM, 15 OCT 15 Description:SF RESIDENCE Scope: STRUCTURAL DESIGN Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 KW-06 _Rev: — — 1 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:Calculations Description CANT RET WALL H=10' NO SOG Summary of Overturning& Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.— 19,382.5 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wali Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria 0 Soil Data 1 Footing Strengths & Dimensions Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pal Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingllSoil 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 = 0.0 lbs Design Summary Stem Construction 0 Top Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,810 psf OK Thickness = 8.00 Soil Pressure @ Heel = 1,092 psf OK Rebar Sizze = # 5 3,000 p Rebar Spacing 5.00 Allowable = sf Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,059 psf fbDesign Data ACI Factored @ Heel = 1,243 psf /FB+fa/Fa 0.945 Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Overturning = 3.19 OK Shear Allowable psi= 93.1 1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5: 1 Stability = 0.0 lbs OK So psi= Solid Grouting = Footing Design Results Special Inspection = mat Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 152382iverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Summa of Overturnin• &Resistin•' Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load @ Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 1 B6 MAIN-Quick Beam PACIFIC LUMBER &TRUSS CO. Page 1 Project: unnamed 16:05:44 12/02/15 Job: Designed by: KAMI HENDERSON Client: Checked by: Input Data Check of 5 112"x11 7/8"30F-2.1 E-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:L/240 DOL: 1.000 (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 pif pif 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 ti# 70 tt 65 t, 80 te# 53 Location 11' 7'4-5/8" 9'9-3/8" 5'9-1/32" 5'9-1/32" Reactions and Bearing Support Location Min.Bearing 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 %. 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 BRA112=Quock Beam PACIFIC LUMBER&TRUSS CO. Page 1 Project: unnamed 07:15:38 11/03/15 Job: Designed by: KAMI HENDERSON Client: Checked by: Input Data Check of 3 1/2"x16"30F-2.1E-Balanced Layup-APA IJC-SP 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:L/240 DOL:1.150 (3 in Maximum) Eb:2100000 psi F,,:270 psi Fb:3000 psi User Defined Loads Load Case Load Distance(s)to Load Load at Load at Type Start Length Start End ft ft plf plf • Snow Condition 1 Uniform 0' 11'6" 121 Snow Condition 1 Uniform 0' 11'6" 271 Snow Condition 1 Concentrated 4' 9333 Design Checks Reaction Bending-X Shear LL Defl. TL Defl. lb psi psi in in Max.Value 8340.74 2428.95 207.006 -0.2409 -0.2409 Allowable 14245 3450 310.5 0.3833 0.575 %of Allow. 59 1 70 i`, 67 tfrt 62? 41 1 Location 0' 4' 1'6-3/4" 5'4-11/16" 5'4-11/16" Reactions and Bearing Support Location Min.Bearing Reaction ft in lb 0' 3.253 8340.74 11'6" 2.145 5500.26 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 70 %. Design is governed by bending fb/Fb. Governing load combination is Dead+Snow Condition 1. Maximum hanger forces:8340.74 lb(Left)and 5500.26 lb(Right). Timber design is governed by NDS 1997. Program Version 9.1-5/11/2005 J2 BASEMENT 12-2-15 _ Roseburg 1:15pm 'l, AFearest k't7aclrrsaS Cortapasrr° 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 s„x.w�s wFa �?� .u, �+�`K ,��"' °y.�'� �' i` adz w, �vr: �-..;� � °3 t, 'ktti fa+ `'sHzes ,+�? +�: ,��:. ..pis`. X°'acs � r. r" �3}}-� -t't aY,#:r+'� „.�* �f;F.ry : . . ril �A t 7 k$ �y 69 �'ib S t „ .� .?`TM . �.��r�'st?»�.F'.` ", �.Fsy�s�� ,;a.,��x:r. s ��r t�,F.� ��,y :��a� >�:a.F �s� ' ...� £�.x� &._ �'� � > �<� II 16 0 00 12 0 0 28 0 0 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#(208p1f) 59#(44p1f) Design spans 15' 7.375" 11' 7.375" Product: 9 112°" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1498.'# 2820.'# 53% 6.63' Odd Spans D+L 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" L/615 7.41' Odd Spans D+L LL Deflection 0.2456" 0.3904" L/762 7.41' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON . ri EWP MANAGER '011� Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 i J3 MAIN 12-2-15 ! , osebur 3:52pm 4,14 A Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 s„"a�a.�w ��.� �°' �'res r�x �,w�aasss :�s�t�} r-� �S r„¢t�+� f,.>'�+ �z 'C k :C Arz c c�,T&t .°;4 �k 1 t;,.1 74�' d� r*�.-..'"' �9 z a a ;` esesr',r:�».c �:�r. .^' .,W...s�. �4 +a a ,.:�?"1 ?^tr:' fiv- ,� `. ;: ,_��'..$^'� �?-. 3-":.. � .. TiStE'8,3. �=�u?.1biue�VGF6tk:::F3�S-e�+�SSE >m`A`?Ys- �iaeF-F•S+r4Y�£'S3�`3 x"3� �Y'F`� S��_'_"`@.'�n`�:a`�33dftl 1 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#(365plf) 146#(109plf) Design spans 18' 2.750" Product: DBL 11 7/6"° RFPI-20 16.0"° ®.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2880.'# 7280.'# 39% 9.04' Total Load D+L Shear 632.# 2840.# 22% 0' Total Load D+L TL Deflection 0.2878" 0.9115" L/760 9.04' Total Load D+L LL Deflection 0.2214" 0.4557" L/988 9.04' Total Load L Control: LL Deflection DOLs: Live=100% Snow---115% Roof=125% Wind=160% SIMPSON, All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER ` Z'lez Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 J7 MAIN 12-2-15 Roseburg 3:53pm A_Forest Products Compatly 1 of I. 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 16 1 0 16 1 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 563# -- 2 16' 1.000" Wall DFL Plate(625psi) N/A 1.750" 563# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 433#(325plf) 130#(97p1f) 2 433#(325p1f) 130#(97p1f) Design spans 16' 2.750" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2283.'# 3640.'# 62% 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% SIMPSOIV; All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER St%41g\g\`flei Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as whenE 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