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Specifications
MS-TWO - 00169 152_33 6 1/4.)Asok CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) RECEIVED #15238 MAR 28 2011 CITY OF TIGARD Structural Calculations BUILDING DIVISION PRG ,<<G �G River Terrace INF ,y .. , 60 Plan 3 DL J Elevation B RE I►� Tigard,rd OR �Fs T. ' `<c< 1CD g , I �o l 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 P h: 425.454.7130 Fax: 425.646.0945 CT ENGINEERINGG 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 3 also includes Plan 3713) The proposed project is to be single-family homes. The structures are two story wood-framed. Some plan types have variations for daylight basements to accommodate site conditions. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. Gravity Design: Roof framing is primarily with pre-manufactured pitched cord wood trusses. Upper floor framing is primarily with pre-manufactured parallel cord wood trusses. Floor framing over the lower floor area and crawl space area is primarily with pre-manufactured wood joists. Foundation Design: The foundations are to be crawl space conditions with strip footings and spread footings and cantilever retaining walls. Foundations have been sized for Class 4 Soils as defined in IBC 1806.2 Lateral Design: 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 1.38. Seismic lateral design is"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10. Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). 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 the current IBC/OSSC/ORSC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC/OSSC/ORSC code. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : 15238_3 ABD_DL ROOF Roofing-asphalt shingles 3.5 psf Misc. 0.9 psf 5/8" plywood (O.S.B.) 2.2 psf Framing at 24"o.c. 3.0 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf TJIs at 16" o.c. 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 2.2 psf FLOOR DEAD LOAD 15.0 PSF 16 RB.bl S9.1 RB.b3 RB.b3 RB.b2 1- I- -- 7 MIN. HDR GABLE END!TRUSS 2)2x10 HDR (2)2x10 HDR 2)2x10 HDR ------- r 1 --- ----- -- � 1 I TYP. AT ADJACENT rpc 1 WINDOW (1)2x6 KING STUD = 1 o I fTWN. SGL. TRIMMERS o al i A 1 is I a CQ o I N 1 C4 N 1 E-I 1 122"x30' ATTIC I LACCESS J cc 00A o = o T _1 I a si - IF NEEDED PROVIDE 2x4 BLOCKING AT STANDARD -3 1i; PLATE HEIGHT TO MAINTAIN =, A FLAT CEILING HEIGHT AT o I ppqq +8-1" A.F.F. AT HALLWAY. ,^ 1 a 19 t---- VERIFY WITH TRUSS DESIGNS S9.1 20 S9.1 cc 19 0o oT I I S9.1 A of PX P N cjfF I MANUFACTURED TRUSSES W z A 24"" O.C. TYP. U.N.0 _" IN0 1 . 1 - M 1 N 1 A = of G N /7 I____I A . F:sy 4, ,_ , . 2I N 1 '1 L MIN. HDRQ-MIN. HDR +MIN. HDR MIN. HDR+ 1 GABLE END TRUSS L GABLE END TRUSS 1 RB,b5 J 1 RB.b7M_IN. HDR m MIN_. HD_R+ I NW I GABLE ENDITRUSS I L 1 J RB.b6 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description Scope: Rev: 580006 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 III (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:15238-B Description 15238- B- Roof Beams (1 of 2) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hen Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.00 3.00 4.00 2.50 6.50 6.50 6.50 Dead Load #/ft 75.00 30.00 30.00 300.00 75.00 75.00 75.00 _Live Load #/ft 125.00 50.00 50.00 500.00 125.00 125.00 125.00 f Results Ratio= 0.1875 0.0270 0.0480 0.1875 0.3169 0.3169 0.3169 II Mmax @ Center in-k 7.50 1.08 1.92 7.50 12.67 12.67 12.67 @ X= ft 2.50 1.50 2.00 1.25 3.25 3.25 3.25 fb:Actual psi 175.3 25.2 44.9 175.3 296.3 296.3 296.3 Fb:Allowable psi 935.0 935.0 935.0 935.0 935.0 935.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 18.8 3.2 5.3 20.8 27.0 27.0 27.0 Fv:Allowable psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 187.50 45.00 60.00 375.00 243.75 243.75 243.75 LL lbs 312.50 75.00 100.00 625.00 406.25 406.25 406.25 Max.DL+LL lbs 500.00 120.00 160.00 1,000.00 650.00 650.00 650.00 @ Right End DL lbs 187.50 45.00 60.00 375.00 243.75 243.75 243.75 LL lbs 312.50 75.00 100.00 625.00 406.25 406.25 406.25 Max.DL+LL lbs 500.00 120.00 160.00 1,000.00 650.00 650.00 650.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 11 Center DL Defl in -0.004 -0.000 -0.001 -0.001 -0.012 -0.012 -0.012 LJDefl Ratio 14,633.5 169,368.9 71,452.5 29,266.9 6,660.7 6,660.7 6,660.7 Center LL Defl in -0.007 -0.000 -0.001 -0.002 -0.020 -0.020 -0.020 L/Defl Ratio 8,780.1 101,621.3 42,871.5 17,560.2 3,996.4 3,996.4 3,996.4 Center Total Defl in -0.011 -0.001 -0.002 -0.003 -0.031 -0.031 -0.031 Location ft 2.500 1.500 2.000 1.250 3.250 3.250 3.250 L/Defl Ratio 5,487.6 63,513.3 26,794.7 10,975.1 2,497.7 2,497.7 2,497.7 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: _Rev: 580006 User.3-2003 ENE CVer ALL .0,1-Dec-2003ngSo Tim ber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw:15238-B Description 15238- B- Roof Beams (2 of 2) Timber Member Informationode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000. Base allowables are user defined II RB.b8 RB.b9 RB.b10 RB.ad10 Timber Section 6x12 2-2x10 2-2x10 2-2x10 Beam Width in 5.500 3.000 3.000 3.000 Beam Depth in 11.500 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.1 Fb-Basic Allow psi ' 1,000.0 850.0 850.0 850.0 Fv-Basic Allow psi 180.0 150.0 150.0 150.0 Elastic Modulus ksi 1,700.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Datail Span ft 2.50 5.00 4.00 4.00 Dead Load #/ft 300.00 300.00 300.00 67.50 Live Load #/ft 500.00 500.00 500.00 112.50 Results Ratio= 0.0619 0.7500 0.4800 0.108011 Mmax @ Center in-k 7.50 30.00 19.20 4.32 @ X= ft 1.25 2.50 2.00 2.00 fb:Actual psi 61.9 701.2 448.8 101.0 Fb:Allowable psi 1,000.0 935.0 935.0 935.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 5.7 75.2 53.3 12.0 Fv:Allowable psi 180.0 150.0 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Reactions11 @ Left End DL lbs 375.00 750.00 600.00 135.00 LL lbs 625.00 1,250.00 1,000.00 225.00 Max.DL+LL lbs 1,000.00 2,000.00 1,600.00 360.00 @ Right End DL lbs 375.00 750.00 600.00 135.00 LL lbs 625.00 1,250.00 1,000.00 225.00 Max.DL+LL lbs 1,000.00 2,000.00 1,600.00 360.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.000 -0.016 -0.007 -0.002 UDefl Ratio 134,831.9 3,658.4 7,145.2 31,756.7 Center LL Defl in -0.000 -0.027 -0.011 -0.003 UDefl Ratio 80,899.1 2,195.0 4,287.1 19,054.0 Center Total Defl in -0.001 -0.044 -0.018 -0.004 Location ft 1.250 2.500 2.000 2.000 UDefl Ratio 50,562.0 1,371.9 2,679.5 11,908.7 137" (2)TRIM 213/4" P4 8 ATE/7 S1.2 STUDS S90 P4 518Alh2 E.A. END O ' �O TFB.b3 TFB.b23 0 1 5x4 G R HDR __ _ __-_ --T-__ ?�:X10 I QR 4X10 HD �© 4X1 HDf 4X1 o HDR -=`11FB. 1 * �I TFB.b2 r TYP. A- ADJACENT TFB.b3 (2) RIM cc ` THIS END— 0 //r /' X11111 �I I WIN9OWS ;1)2X6 KING 1 i I i_�i I I I STUD BTWN. SGL o i��� I ____-j TRIMMERS, J.N.O. I N A 1= !O ��' " Cu 1 r Ga �� FIXTJRES H in in ABOVE - --> D Io z cc 0 z 0 J Ci Li 0• m_ W- �.LY rsi 1 I' I M, m I o� S9.0 1 L L- ----1 w® oA r 1 0 1 cu✓o. ' i NIP' P6 TFB,b8 16, TFE.b9 S9.Q, TFB.b10 ,35X14 BIG BEAM FB 0 3.5X14 BIG BEAM FB 3.5X14 IG BCAM Fj = © ' —�I--H--1+--H--4—, '//���i�r /iiii// +--H—H— - \-'-- —u—J.w w,RI M,,,,/, 4111:10 r 7-1,1 I 1 III I 1I ;p \ma // I ,SII I ® r T ' x — — I ` II —- — I I I I ml /•e0EN'1<QR I I I 1 STHD14 p I STHD'4 110'" I I I I � /,'STAIR FRAMG P4 I I I Fl / \ FIXTURES � � RIM 'I ABOVE I I 1-j ' in L----A MST37 P4 1. I -j r 1-_ `-- t 8 .},4" :I '' H 66Y4" I-- STHD14RJ -,;.I © 1 3.5X14 BIG BEAM FB 22 (IP _ 4._.1U1i.2.1_29M .'' —+-- __H'� Tri iiiiiiii�✓iiiiir. TFB.bl l :m 6x6 mm • STHDI41iJ ® I P POST I W I W I 1cc I m I= I� I I� �I Im I OmI0 I , I`}ai I i> �l a I- I A Aoo" I J `n 1 I E+ pu I 1 x 11H 1 2 TFB.bS 10 I IJ 5 l`� I I 1 �'-- 3.5x1 �I BEA FB I-�- S9.1 l I _.1.J.1_J. 1� 1L__.,_ -, 3.5 - IAI�FB `� 1 IF I ..0 I I I°'.Q =ff— —ISI -�ti. -�= \ x • ® II O I 5x14 BIG BEAIA F9 I �l X H R , 1 -- --- 5. 16 CONT. GL�f . -.41�_�_—U_ _�12 D--- - - T B.b13 _ STHD1 i F y1.1l a TFB.b7 TFB.b7 I O J - I ___ ___u__ --- 18 (2)2x6 CONT. STRUC FASCIA 18 1 cc 1 ec • S6.1 S6.1 I P3 I o MANUFACTURED ROOF II o LEDGER I o TRUSSES @ 24" O.C. c I o MANUFACTURED I • I�-9 .9 I. ROOF TRUSSES © I V1-1 at 11 24" O.C. 6x6 W/ 6x6 W/ 1 POST CAP POST CAP 1►7 i TFB.b21 = NOT USED GABLE END TRUSS 1`-' �TYP. 'RAMING NOTES 1 TFB.b18 = NOT USED J Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description - Scope: Rev: 580006 User KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 II (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.eow:15238-B Description 15238-B-Top Floor Beams (1 of 4) Timber Member Information :ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II TFB.b1 TFB.b2 TFB.b3 TFB.b4 TFB.b5 TFB.b6 TFB.b7 Timber Section 5.125x9.0 2-2x10 4x10 2-2x10 2-2x10 Prilm:3.5x14.0 2-2x10 Beam Width in 5.125 3.000 3.500 3.000 3.000 3.500 3.000 Beam Depth in 9.000 9.250 9.250 9.250 9.250 14.000 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade glas Fir,24F- Hem Ar,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Rosboro,Bigbeam Hem Fir,No.2 V4 Larch,No.2 2.2E Fb-Basic Allow psi 2,400.0 850.0 900.0 850.0 850.0 3,000.0 850.0 Fv-Basic Allow psi 240.0 150.0 180.0 150.0 150.0 300.0 150.0 Elastic Modulus ksi 1,800.0 1,300.0 1,600.0 1,300.0 1,300.0 2,200.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type GluLam Sawn Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data Span ft 7.00 3.00 5.00 3.00 4.50 10.00 6.50 Dead Load #/ft 230.00 200.00 200.00 110.00 110.00 75.00 90.00 Live Load #/ft 450.00 400.00 400.00 160.00 160.00 125.00 240.00 Dead Load #/ft 75.00 75.00 300.00 300.00 185.00 Live Load #/ft 125.00 125.00 500.00 500.00 330.00 Start ft End ft Results Ratio= 0.3010 0.2700 0.5565 0.3611 0.8125 0.3127 0.5228 1 Mmax @ Center in-k 49.98 10.80 30.00 14.44 32.50 107.25 20.91 @ X= ft 3.50 1.50 2.50 1.50 2.25 5.00 3.25 fb:Actual psi 722.4 252.4 601.1 337.6 759.7 938.0 488.9 Fb:Allowable psi 2,400.0 935.0 1,080.0 935.0 935.0 3,000.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK iv:Actual psi 61.3 31.7 64.5 42.3 86.4 84.0 44.5 Fv:Allowable psi 240.0 150.0 180.0 150.0 150.0 300.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 805.00 412.50 687.50 615.00 922.50 1,300.00 292.50 LL lbs 1,575.00 787.50 1,312.50 990.00 1,485.00 2,275.00 780.00 Max.DL+LL lbs 2,380.00 1,200.00 2,000.00 1,605.00 2,407.50 3,575.00 1,072.50 @ Right End DL lbs 805.00 412.50 687.50 615.00 922.50 1,300.00 292.50 LL lbs 1,575.00 787.50 1,312.50 990.00 1,485.00 2,275.00 780.00 Max.DL+LL lbs 2,380.00 1,200.00 2,000.00 1,605.00 2,407.50 3,575.00 1,072.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Center DL Defl in -0.022 -0.002 -0.010 -0.003 -0.015 -0.033 -0.014 UDefl Ratio 3,788.8 18,476.6 5,730.6 12,392.8 3,672.0 3,611.9 5,550.5 Center LL Defl in -0.043 -0.004 -0.020 -0.005 -0.024 -0.058 -0.037 UDefl Ratio 1,936.5 9,678.2 3,001.7 7,698.6 2,281.1 2,063.9 2,081.5 Center Total Defl in -0.066 -0.006 -0.030 -0.008 -0.038 -0.091 -0.052 Location ft 3.500 1.500 2.500 1.500 2.250 5.000 3.250 UDefl Ratio 1,281.5 6,351.3 1,969.9 4,748.7 1,407.0 1,313.4 1,513.8 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:15238-B Description 15238- B-Top Floor Beams(2 of 4) LTimber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined 111 TFB.b8 TFB.b9 TFB.b10 TFB.b11 TFB.b12 TFB.b13 TFB.b14DNE Timber Section Prtlm.3.5x14.0 Prilm:3.5x14.0 Prllm:3.5x14.0 5.5x14 PrlIm:3.5x14.0 5.125x16.5 2-2x10 Beam Width in 3.500 3.500 3.500 5.500 3.500 5.125 3.000 Beam Depth in 14.000 14.000 14.000 14.000 14.000 16.500 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E 'Level,LSL 1.55E iLevel,LSL 1.55E Rosboro,Bigbeam iLevel,LSL 1.55E Douglas Fir,24F- Hem Fir,No.2 2.2E V4 Fb-Basic Allow psi 2,325.0 2,325.0 2,325.0 3,000.0 2,325.0 2,400.0 850.0 Fv-Basic Allow psi 310.0 310.0 310.0 300.0 310.0 240.0 150.0 Elastic Modulus ksi 1,550.0 1,550.0 1,550.0 2,200.0 1,550.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine GluLam Manuf/Pine GluLam Sawn Repetitive Status No No No No No No No Center Span Data II Span ft 13.00 8.50 6.00 19.00 7.00 16.00 3.00 Dead Load #/ft240.00 240.00 240.00 180.00 200.00 95.00 90.00 Live Load #/ftr 640.00 640.00 640.00 480.00 510.00 75.00 240.00 Dead Load #/ft 142.50 75.00 Live Load #/ft 350.00 125.00 Start ft 9.500 End ft 16.000 Point#1 DL lbs 456.60 -216.00 1,209.30 LL lbs 904.90 -295.30 2,093.10 @ X ft 10.750 6.000 9.000 Results Ratio= 0.8392 0.3588 0.1788 0.8040 0.1849 0.5223 0.1789 II vasumnswansisrawswormaran Mmax @ Center in-k 223.08 95.37 47.52 427.96 49.16 290.13 7.15 @ X= ft 6.50 4.25 3.00 10.41 3.39 9.02 1.50 fb:Actual psi 1,951.1 834.1 415.6 2,382.0 430.0 1,247.6 167.2 Fb:Allowable psi 2,325.0 2,325.0 2,325.0 2,962.8 2,325.0 2,388.9 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 144.3 83.3 49.8 122.5 53.4 86.5 21.0 Fv:Allowable psi 310.0 310.0 310.0 300.0 310.0 240.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactionsil @ Left End DL lbs 1,560.00 1,020.00 720.00 1,908.26 669.14 1,477.21 247.50 LL lbs 4,160.00 2,720.00 1,920.00 4,952.92 1,742.81 1,977.84 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 6,861.18 2,411.96 3,455.05 795.00 @ Right End DL lbs 1,560.00 1,020.00 720.00 1,968.34 514.86 2,178.34 247.50 LL lbs 4,160.00 2,720.00 1,920.00 5,071.98 1,531.89 3,590.26 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 7,040.32 2,046.74 5,768.59 795.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK I Center DL Defl in -0.124 -0.023 -0.006 -0.231 -0.008 -0.113 -0.001 UDefl Ratio 1,254.8 4,488.9 12,762.8 989.1 10,748.3 1,703.8 30,794.3 Center LL Defl in -0.332 -0.061 -0.015 -0.587 -0.021 -0.173 -0.003 L/Defl Ratio 470.5 1,683.4 4,786.1 388.1 4,002.8 1,112.1 13,920.7 Center Total Defl in -0.456 -0.083 -0.021 -0.818 -0.029 -0.285 -0.004 Location ft 6.500 4.250 3.000 9.576 3.472 8.384 1.500 UDefl Ratio 342.2 1,224.3 3,480.8 278.7 2,916.7 672.9 9,586.9 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 580006 User KW-0602997,Ver 5.8.0, neenng003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw 15238-B Description 15238- B -Top Floor Beams (3 of 4) Timber Member Information :ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 TFB.b15 TFB.b16 TFB.b18 TFB.b19 TFB.b20 TFB.b23 TFB.b24 Timber Section PrlIm:3.5x9.5 2-2x10 PrlIm:3.5x14.0 Prilm:3.5x14.0 Prilm:3.5x14.0 4x10 4x10 Beam Width in 3.500 3.000 3.500 3.500 3.500 3.500 3.500 Beam Depth in 9.500 9.250 14.000 14.000 14.000 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 2,325.0 900.0 900.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 310.0 180.0 180.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,550.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 5.00 6.00 11.00 7.25 3.00 8.00 Dead Load #/ft 425.00 300.00 110.00 30.00 30.00 200.00 157.50 Live Load #/ft 643.80 500.00 130.00 80.00 80.00 400.00 262.50 Dead Load #/ft 11.50 110.00 18.80 70.00 75.00 Live Load #/ft 56.00 155.00 50.00 85.00 125.00 Start ft 8.500 10.500 End ft 2.000 6.000 11.000 Point#1 DL lbs 1,300.00 1,307.20 LL lbs 2,275.00 2,085.60 @ X ft 2.000 8.500 Cantilever Spanill Span ft 2.00 3.75 Uniform Dead Load #/ft 30.00 Uniform Live Load #/ft 80.00 Point#1 DL lbs 225.00 LL lbs 375.00 @ X ft 3.750 Point#2 DL lbs 1,300.00 LL lbs 2,275.00 @ X ft 1.000 Results Ratio= 0.5667 0.9984 0.0488 0.3492 0.2979 0.2004 0.7480 ill Mmax @ Center in-k 69.36 39.94 12.96 92.81 0.30 10.80 40.32 @ X= ft 2.00 2.50 3.00 8.49 0.67 1.50 4.00 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 -79.18 0.00 0.00 fb:Actual psi 1,317.5 933.5 113.4 811.8 692.5 216.4 807.8 Fb:Allowable psi 2,325.0 935.0 2,325.0 2,325.0 2,325.0 1,080.0 1,080.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 141.5 100.2 13.6 94.9 36.2 27.1 62.9 Fv:Allowable psi 310.0 150.0 310.0 310.0 310.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions11 @ Left End DL lbs 1,517.25 1,025.00 330.00 462.89 -216.03 412.50 630.00 LL lbs 2,509.10 1,637.50 390.00 914.97 -295.34 787.50 1,050.00 Max.DL+LL lbs 4,026.35 2,662.50 720.00 1,377.85 -511.38 1,200.00 1,680.00 @ Right End DL lbs 1,505.75 1,025.00 330.00 1,209.31 2,071.03 412.50 630.00 LL lbs 2,453.10 1,637.50 390.00 2,093.13 3,825.34 787.50 1,050.00 Max.DL+LL lbs 3,958.85 2,662.50 720.00 3,302.45 5,896.38 1,200.00 1,680.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK II Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 2 )1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw:15238-B Description 15238- B-Top Floor Beams(3 of 4) Center DL Defl in -0.014 -0.022 -0.003 -0.041 0.010 -0.001 -0.039 UDefl Ratio 3,397.4 2,676.9 27,846.2 3,253.3 9,056.4 26,530.5 2,442.8 Center LL Defl in -0.024 -0.036 -0.003 -0.073 0.016 -0.003 -0.065 UDefl Ratio 2,042.0 1,675.6 23,562.2 1,804.7 5,414.3 13,896.9 1,465.7 Center Total Defl in -0.038 -0.058 -0.006 -0.114 0.026 -0.004 -0.105 Location ft 2.000 2.500 3.000 6.028 4.321 1.500 4.000 UDefl Ratio 1,275.4 1,030.5 12,762.8 1,160.8 3,388.7 9,119.9 916.1 Cantilever DL Defl in 0.028 -0.037 Cantilever LL Defl in 0.048 -0.064 Total Cant.Defl in 0.076 -0.101 UDefl Ratio 630.3 890.9 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: • Scope: 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_3abd.ecw:15238-B 1 Description 15238- B-Top Floor Beams (4 of 4) Timber Member Information code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 TFB.b17 Timber Section Prilm,3 5x14.0 Beam Width in 3.500 Beam Depth in 14.000 Le: Unbraced Length ft 0.00 Timber Grade •osboro,Bigbeam 2.2E Fb-Basic Allow psi 3,000.0 Fv-Basic Allow psi 300.0 Elastic Modulus ksi 2,200.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No Center Span Data Span ft 11.75 Dead Load #/ft 147.50 Live Load #/ft 230.00 Dead Load #/ft 75.00 Live Load #/ft 125.00 Start ft End ft Results Ratio= 0.3487 Mmax @ Center in-k 119.60 @ X= ft 5.87 fb:Actual psi 1,046.0 Fb:Allowable psi 3,000.0 Bending OK fv:Actual psi 83.9 Fv:Allowable psi 300.0 Shear OK Reactions 1 @ Left End DL lbs 1,307.19 LL lbs 2,085.62 Max.DL+LL lbs 3,392.81 @ Right End DL lbs 1,307.19 LL lbs 2,085.62 Max.DL+LL lbs 3,392.81 Deflections Ratio OK Center DL Defl in -0.054 L/Defl Ratio 2,601.7 Center LL Defl in -0.086 L/Defl Ratio 1,630.7 Center Total Defl in -0.141 Location ft 5.875 UDefl Ratio 1,002.4 1 12 r-_- 0 .. • I •. . •0•i -1 I . L ( - �w_� _ ...I �_ / P.T 6x5 HDF �g � � MFB.b3 MFB b3�T � 1 1 ®U c.4 I 03 v)o .t4 I N9- m I 1 I 2X LEDGER 8 '1 0 S1.2 2 SIMPSON DTT2Z- 1co 1 MFB b2 SDS2.5 (1 IN, 1 OUT) STHD141 THD 4 ®, STHD14 I3 2 X10 HDR - �14RJ TO DBL 2X8 JOIST TO -1.1---U---W-� fl _ (2)2X10 HDR 2)2X10 HH1- INTERIOR RIM/JOIST 3 .5x .5 BIG BEAU HDR A ADJA GENT NDO S: © ® a WITH WEB STIFF; 2d6 B b (1 .X6 K VG STJD BE WN. L 10/56.2 ~ TPIMMEF S, U. 0. C) o N © 0 � 13 O_ D4citi li_ :,..., „:„.. POST BOVEb b FB,b10 _44,1i4H 3.5X11.8 5BL AFB _ 3. 11.875 VL B .5X11 875 L✓L FB L� 'b�,_ 3 --H--i"1—_--}-_ —�'�—_+I- & _-1L--{"LO .5�7i�87��ZNL- FB© '� n ��. 1 i 1 _1 5X8 POST !m-A.I I ., I FURN "X�01 mss. �,' ABV © u,> I IP. v 1- i. STAIR I I co Ja �' ".FRAMING I POST I-- :.z 1 ABOVE i;-< ,f0 1 STHD14 0 STHD14 i 2 2X10 HDR O2 / \�NJ r -L*- , L* \-STHD1•R,J STHDMRJ J r FIXTURE 1 P4 ABOVE � STHD14RJ 1 I I BEARING I-JO ST BLOCKING r I A �- WALL ABOVE ABOVE PONY WALL 1 I SLAB ON GRADE E ' r r.! Li SEE FOUNDATION PLAN (A6) _ _ �.. I 4x8 HDR 1 1403 HDR1 14x8 HDR THD14RJ J4x4IFB.bi1L---- 6x6p�8 ____I B.b'T-, r PCST POST 4x4 POST 00 I ON O I 1 I N 1 I moi 0 I [PONY WALL © I r -1 1 PONY WALL I 1 L J 1r -r 1 STHD14 11---/C 3 CIO STHD14 L J 1 __ Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw:15238-B Description 15238- B- Lower Floor Beams (1 of 2) _Timber Member Information :ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined MFB.b1 MFB.b2 MFB.b3 MFB.b4 MFB.b5 MFB.b6 MFB.b7 Timber Section 6x12 2-2x10 6x8 Prilm:3.5x11.875 PrIm:3.5x11.875 2-2x10 4x8 Beam Width in 5.500 3.000 5.500 3.500 3.500 3.000 3.500 Beam Depth in 11.500 9.250 7.500 11.875 11.875 9.250 7.250 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 Douglas Fir- Truss Joist- Truss Joist- Hem Fir,No.2 Douglas Fir- Larch,No.1 Larch,No.1 MacMillan, MacMillan, Larch,No.2 Fb-Basic Allow psi 1,000.0 850.0 1,000.0 2,600.0 2,600.0 850.0 900.0 Fv-Basic Allow psi 180.0 150.0 180.0 285.0 285.0 150.0 180.0 Elastic Modulus ksi 1,700.0 1,300.0 1,700.0 1,900.0 1,900.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 6.00 5.00 7.00 3.50 6.40 4.00 5.00 Dead Load #/ft 268.00 268.00 97.50 150.00 180.00 197.50 135.00 Live Load #/ft 580.00 580.00 260.00 100.00 480.00 147.50 360.00 Dead Load #/ft 260.00 239.00 105.00 Live Load #/ft 500.00 637.00 280.00 Start ft End ft 4.200 Point#1 DL lbs 805.00 1,020.00 LL lbs 1,575.00 2,720.00 @ X ft 0.500 4.200 Results Ratio= 0.7764 0.7950 0.5096 0.0244 0.6498 0.2070 0.9199 ill Mmax @ Center in-k 94.12 31.80 26.28 4.59 134.58 8.28 33.00 @ X= ft 2.88 2.50 3.50 1.75 3.81 2.00 2.50 fb:Actual psi 776.4 743.3 509.6 55.8 1,636.0 193.5 1,076.3 Fb:Allowable psi 1,000.0 935.0 1,000.0 2,600.0 2,600.0 935.0 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 83.4 79.8 37.5 6.9 185.2 23.0 98.8 Fv:Allowable psi 180.0 150.0 180.0 285.0 285.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions111 @ Left End DL lbs 2,321.92 670.00 341.25 262.50 1,601.05 395.00 600.00 LL lbs 4,683.75 1,450.00 910.00 175.00 4,268.53 295.00 1,600.00 Max.DL+LL lbs 7,005.66 2,120.00 1,251.25 437.50 5,869.59 690.00 2,200.00 @ Right End DL lbs 1,651.08 670.00 341.25 262.50 1,574.75 395.00 600.00 LL lbs 3,371.25 1,450.00 910.00 175.00 4,198.86 295.00 1,600.00 Max.DL+LL lbs 5,022.33 2,120.00 1,251.25 437.50 5,773.61 690.00 2,200.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.014 -0.015 -0.016 -0.001 -0.024 -0.004 -0.019 UDefl Ratio 5,033.9 4,095.2 5,242.3 76,958.4 3,264.3 10,853.5 3,161.6 Center LL Defl in -0.029 -0.032 -0.043 -0.000 -0.063 -0.003 -0.051 UDefl Ratio 2,470.9 1,892.3 1,965.9 115,437.6 1,224.3 14,532.7 1,185.6 Center Total Defl in -0.043 -0.046 -0.059 -0.001 -0.086 -0.008 -0.070 Location ft 2.952 2.500 3.500 1.750 3.277 2.000 2.500 UDefl Ratio 1,657.4 1,294.2 1,429.7 46,175.0 890.4 6,213.3 862.3 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 58000KW-0602997, W-06 - - 1 User.3-203ENE,Ver CALC 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 nverterrace 3abd.ecw:15238-B Description 15238- B- Lower Floor Beams (2 of 2) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 MFB.b8 MFB.b9 MFB.b10 MFB.b11 MFB.b12 Timber Section 6x12 Prilm:3.5x11.875 PrlIm:3.5x11.875 4x8 2x8 Beam Width in 5.500 3.500 3.500 3.500 1.500 Beam Depth in 11.500 11.875 11.875 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Truss Joist- Truss Joist- Douglas Fir- Hem Fir,No.2 Larch,No.1 MacMillan, MacMillan, Larch,No.2 Fb-Basic Allow psi 1,000.0 2,600.0 2,600.0 900.0 850.0 Fv-Basic Allow psi 180.0 285.0 285.0 180.0 150.0 Elastic Modulus ksi 1,700.0 1,900.0 1,900.0 1,600.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No Center Span DataII Span ft 6.00 13.00 6.50 6.50 9.75 Dead Load #/ft 200.00 172.50 200.00 105.00 20.00 Live Load #/ft 530.00 460.00 530.00 280.00 54.00 Results Ratio= 0.3252 0.7497 0.2163 0.6801 0.787311 Mmax @ Center in-k 39.42 160.34 46.26 24.40 10.55 @ X= ft 3.00 6.50 3.25 3.25 4.87 fb:Actual psi 325.2 1,949.2 562.4 795.8 803.0 Fb:Allowable psi 1,000.0 2,600.0 2,600.0 1,170.0 1,020.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 35.7 125.8 59.6 60.4 43.8 Fv:Allowable psi 180.0 285.0 285.0 180.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions11 @ Left End DL lbs 600.00 1,121.25 650.00 341.25 97.50 LL lbs 1,590.00 2,990.00 1,722.50 910.00 263.25 Max.DL+LL lbs 2,190.00 4,111.25 2,372.50 1,251.25 360.75 @ Right End DL lbs 600.00 1,121.25 650.00 341.25 97.50 LL lbs 1,590.00 2,990.00 1,722.50 910.00 263.25 Max.DL+LL lbs 2,190.00 4,111.25 2,372.50 1,251.25 360.75 'Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.005 -0.119 -0.009 -0.024 -0.066 UDefl Ratio 14,630.2 1,306.0 9,011.2 3,289.3 1,781.7 Center LL Defl in -0.013 -0.319 -0.023 -0.063 -0.177 UDefl Ratio 5,520.8 489.7 3,400.4 1,233.5 659.9 Center Total Defl in -0.018 -0.438 -0.032 -0.087 -0.243 Location ft 3.000 6.500 3.250 3.250 4.875 UDefl Ratio 4,008.3 356.2 2,468.8 897.1 481.5 37'-0" 20'-10" + 16'-2" 4J/4" 4'-11" 7'_6y4• f 7_6y4 53..x" I 09I ~ 77:'' , I I 245;24"X12" FTG 7 -+IFCJ I 1 W/(3)#4 E.W. T j OF i 1''.---I-®� 1-1--1 W r--I- �-I �,-- -----+® I $- 1 ® 1 I ® I L_J . L_J L_J ,--"it 3l1" CONC. SLAB -to'-v4" '? D T.O.S. 11'-244" t 5'_0" 4'-7)4" I I ♦---4-® 1 , J I-9'-544" 0 T.O.S. `1 19 ", Nom_ STHD14 STHD14 P4 STHD14 STHDI4RJ .� .///Il/JlI//J////J/J1JJ/J1twizI/J//!/////Jrnk ,,,,l/!///1/J/1///////1/J/////////J///// ---- - o r ---- r 1 0 I 2x4 PONY n l-9'-37i4"1 WALL I-10'-13'41 n cD • 1 1-6'-1114s1 I-6'-11141-1-• o In .n 5'-234" 6'-3" 6'-3" 6'-3" 6.-3" 5'-2Y4" ▪ ♦ " 1 18"5Q. FTGx10"1' I� I I -- .--i 1 IL r71 I-1-�J+YP. U.N.O. BO T-I 4X8 HDR I-1-I I- -I El I 1-x-1 ..4 .4 --1 L__I L_J n b FTG1 CS.bl L_ 8 • L_J L_JH v • I-4'-1114"1 _z - I-4'-1116" •• n n _O _ ♦ N -9'-1% - t I-Li BASEMENT cm FINISHED FLOOR I-2-1114"1 • • 1-2'-1114"1 a o 0 'n 6-732 6'-3" 6'-932' 6'-2y' 5'-93/4 4'-6Y2" L_' o f 1 30-SO. FTOx10" '' 39"SQ. FTGx11"t 30" SO. FTGx10" ¶ 39" SO. FTGx11"{ BEARING WALL L_1 W/(3)#4 EW BOTT I, W/(4)#4 EW BOTT-1----1-- W/(3)#4 EW BOTT W/(4)194 EW BQTI , ABOVE. o 1 6x6 POST r-I- 6x6 POST 1 I 4X8.HDR i- �_ I _ i r-I- S.b3 r U ow CS L tYl'-214" L—_J I I I I AM I I L_--I L r- 2x4 PONY 1 FTG3 1 L___J I $x6 POST10'_33/4- o I WALL L r J 1 (2)18" SO. I i ♦ 1 n a s L I ABV. I 1 FIGS W (2) r1 _l I-1'-214"1 1 • /////// ////I/✓//J////////////l/I///////,,,sb//////U////.I'/////!!/!/1'/////I//////// I #4 EW. :•TT. I 1—-—-—-—-—-—r—- - i POUR TOGE ER i-i-3 I -,`l/P4 J\ r � -1I MIN. 24"X30" 4" ® 15 18 CRAWL SPACE2x6 PONY I STHD14 eD D4 STHD14--/ T.0 S. 1 p4 _Ac_Ea�HA�ti 1-1.-2 14 WALL J /7 s7i ../ i/44f' . ..,7 ///// " 1 _ I S1 P14R.1 cp-In1art. N. ------ ----1 STHD14 I5 P4 20 1 ur 19'-632 I 6-3V4" 4'-'1/8. D4 --/gam 1 FIXTURE _ 11 I-BEAR/VG WALLVE —ABOVE 3W" CONC. SLAB 'L_ 6x6 POST _ ' L!1,' 0 a SLAB SLOPES 3Yz" � I I ` _ I I r_rY I FROM BACK TO APRON g" ' I — — -t �, © 1 4x8 I. . © I4x8 HDR1 14x8 NOR STH014RJ '' LP VERIFY GARAGE SLAB HEIGHT -� L_ _J -1li • 411 . { oWITH GRADING PLAN • 30"X36X10 -2v4" ® I FTG W/(3) OPERATED CONnNUcXJSL" I 1 1 ;�4 EA WAY OPERATED MECHANIC/t I Vc?VTILATION SYSTEM 7 1 AT ANL9'ACE S6.0 1 1 -214" 1 • I 1 ® PONY iv ri L_ WALLS_ T.0.5. 3x1)4 BLOCK OUT I 1 O.- __0-0" ` _8^ I ®STEM WALL TYP.18 i i-- ---3 1 p FIRSFLOOR ISH ED j 18 1-214"1 56.1 I 1 I. .... . T.O.S. • ♦ S6.1 , . - I F 1 YI a z 10 I-1'-21'1"1 I 'v w 1 \L �_ L �t w O n, I _ - r I 1 STHD14 Q STHD14 , , f0 Icy " WL p_QSLAB '' L J •• `I b� F { 1 __- 10__ ` L -' 56.0 0 '-10)/2 16'-3" '-1032 6'-4" ♦ 5-634" # 5'-134" Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev 580006 User KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 1)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw 15238-B Description 15238- B-Crawl Space Beams Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 CS.b1 CS.b2 CS.b3 CS.b4 Timber Section 4x8 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 6.00 6.50 3.75 6.00 Dead Load #/ft 150.00 105.00 126.00 126.00 Live Load #/ft 400.00 280.00 340.00 340.00 Dead Load #/ft 400.00 Live Load #/ft 800.00 Start ft End ft _Results Ratio= 0.8279 0.6801 0.9796 0.7015III Mmax @ Center in-k 29.70 24.40 35.14 25.16 @ X= ft 3.00 3.25 1.87 3.00 fb:Actual psi 968.6 795.8 1,146.1 820.7 Fb:Allowable psi 1,170.0 1,170.0 1,170.0 1,170.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.0 60.4 125.6 66.1 Fv:Allowable psi 180.0 180.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions misommmill @ Left End DL lbs 450.00 341.25 986.25 378.00 LL lbs 1,200.00 910.00 2,137.50 1,020.00 Max.DL+LL lbs 1,650.00 1,251.25 3,123.75 1,398.00 @ Right End DL lbs 450.00 341.25 986.25 378.00 LL lbs 1,200.00 910.00 2,137.50 1,020.00 Max.DL+LL lbs 1,650.00 1,251.25 3,123.75 1,398.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK111 Center DL Deft in -0.025 -0.024 -0.013 -0.021 UDefl Ratio 2,927.4 3,289.3 3,419.4 3,485.0 Center LL Defl in -0.066 -0.063 -0.029 -0.056 UDefl Ratio 1,097.8 1,233.5 1,577.7 1,291.5 Center Total Defl in -0.090 -0.087 -0.042 -0.076 Location ft 3.000 3.250 1.875 3.000 UDefl Ratio798.4 897.1 1,079.6 942.3 TJI JOISTS and RAFTERS - _- i __L___ . _--_-_i Code Code Code J_ Sugoest Sug est Suggest Lpick 1-Lpick Lpick Lpick Joist b t d Spa. LL DL , M max _V_max i EI_ 1 L fb Liv L TL240 L LL360 L max TL deft. LL deft. L TL360 L LL480 L max TL deft.TL deft.LL def LL deft. size&grade width(in.)1 depth(in.) (in.) (psf) (psf)1 (ft-lbs) (psi) 1 (psi) 1 (ft.) (ft.) (ft.) (ft.) (ft) (in.) (in.) 1 (ft.) (ft.) (ft.) (in.) ratio -(in.L I ratio _ I 9.5"TJI 110 1.75 9.5 19.21 40 15 2380 1220 1.40E+08_ 14.711 27.73 15.23 14.800_ 14.71 0.66 0.4811 13.31 13.45 13.31 0.44 i 360 0.32 495 9.5"TJI 110 1.75 9.5 161 40 15 2380 12201_1.40E+08 16.111-3 16.19 15.731 15.73 0.72 0.5211 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 1101.75 9.5 12 40 15, 2380_ _12201 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.58 15.57_ 15.73 18.57 0.52 360 0.38 495 9.5"TJI 110 1.751- 9.5 9.6 40 151-t-2380 1220; 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 16.77 0.56 360 0.41 i 495 - - ---- ---- 9.5"TJI 110 1.751- 9.5 19.21 40 10 19 -r 2500 1220 1.57E+081 15.81 i 30.50-16.34 15.37 i 15.37 0.64 0.511 1 14.27 13.97 13.97 0.44 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37 480 9.5"TJI 110 1.75 9.5 12 40 101 2500 1220; 1.57E+08 20.00 48.80 19.11 17.98 17.98 0.75 0.60 16.69 16.34 16.34 0.51 384 0.411 480 9.5"TJI 110 1.751 9.5 9.6 40 101 2500 12201 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17.60 17.60 0.55 384 0.441 480 1 9.5"TJI 210 2.06251 9.5 19.21 40 101 3000 1330' 1.87E+08 17.32[ 33.25 17.32 16.30[ 16.30 0.68 0.541 [ 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 16.74 0.49 384 0.39 480 --9.5"TJI 210 2.06251 9.5 12 40 10.1 3000-13301 1.87E+08-21.91 53.20 20.26 19.06 19.06 0.79 0.64 17.70 17.32 17.32 0.54 384 0.431 480 9.5"TJI 210 2.06251 9.5 9.6 40 101 3000 1330; 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18.66 0.58 384 0.4711 480 9.5"TJI 230 2.31251 9.5 19.21 40 101 3330 13301 2.06E+081 18.251 33.25 17.89 16.831 16.83 0.70 0.561 I 15.63 15.29 15.29 0.481 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16,25 0.51 384 0.41 480 9.5"TJI 230 2.3125 9.5 12' 40 10 3330 1330; 2.06E+08 1 23.08� 53.20 20.92 19.69' 19.69 0.82 0.61 ' 18.28 17.89 17.89 0.56� 384 0.45 480 9.5"TJI 230 2.3125 9.5 9.6 40 10 3330 133032.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71�- 19.69 19.27 19.27 0.60 384 0.48 480 t- - t ---- ---- --- --- - I - - ----�--- -t 11.875"TJI 110 1.75 11.875 19.2, 40 101- 3160 15601 2.67E+08 17.78. 39.00 19.50 18.35. 17.78 0.67 0.54T1 17.04 16.67 16.67 0.52 384 0.421 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72 17.72 0.55 384 0.44 480 11.875"TJI 110 1.751 11.875 12' 40 101 3160 15601 2.67E+08' 22.49 62.40 22.81 21.46 21.46 0.89 0.72 19.93 19.50 19.60 0.61' 384 0.491 480 11.875"TJI 110 1.751-11.875 9.6 40 101-S160 1560 2 67E+08 25.14 78.00 7 24.5 23.12 23.12 0.96 0.77 21.46 21.01 21.01 0.66 384 0.53f 480 __ ____ __ ___ ____ ___ ___________ __ _ _ _________ ____ ___ 11.875"TJI 210 2.0625111.875 19.2, 40 101 3795 16551 3.15E+081 19.48 41.38 20.61 19.39, 19.39 0.81 0.65, 18.00 17.62 17.62 0.55 384- 0.441 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.72 0.59 384 0.47 480 -11.875"TJI 210 2.06251 11.875 12 40 101 3795 1655,__H3.15E+081 24.64 66.20 24.10 22.681 22.68 0.95 __0.76- 21.05 20.61 20.61 0.64 384 0.521 480 11.875"TJI 210 2.0625 11.875 9.6 40 10j_ 3795 1655 3.15E+08_1 27.55 82.75 25.96 24.43' 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.551 480 11.875"TJI 230 2.31251 11.875 19.21 40 101 4215 1655; 47E+08, 20.53 41.38 21.28 20.031 20.03 0.83 0.67 18.59 18.20 18.20 0.57a 384 0.451 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21.28 21.28 0.89 0.71 19.76 19.34 19.34 0.60 384 0.48 480 11.875"TJI 230 2.31251 11.875 121 40 101 4216 16551 3.47E+081 25.971 66.20 24.89 23.421 23.42 0.98 0.781 [ 21.74 21.28 21.280.671 384 0.531 480 11.875"TJI 230 2.31251 11.875 9.6 40 101 4215 1655. 3.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 22.93 0.72 384 0.571 480 11.875"RFPI 400 2.06251 11.875 19.21 40 101 4315 1480; 3.30E+08 20.771 37.00 20.93 19.691 19.69 0.82 0.661 1 18.28 17.89 17.89 0.561 384 0.45 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 19.01 0.59 384 0.48 480 11.875"RFPI 12 101 431_5_1 1480: 23.03 20.93 20.93 0.65 480 11.875"RFPI 400+ 2.06251 11.875+ 9 6 40 101 4315 1480'; 3.30E+081 29.38 74.00 26.37 24.81 24.811 1.03---0.811 23.0 22.54 22.54 0.70 384}........0.561..........480 Page 1 SAWN JOISTS and RAFTERS Fb*Cr*Cf Code Suggest Lpick Lpick Lpick Lpick Joist Spa. LL DL F'b F1.1 E L fb L Iv L TL240 L PTL240 L LL360 L max L TL360 L pick TL defl.TL defl. LL defl. LL defl. size&Egle (in.) (psf) (psf) Jp§R (psi) _(psi) (ft.) (ft.) (ft.) (ft.) (ft.) (ft.) (ft.) ratio (in.) ratio 2x10 HF2 24 25 15 1075 150 1300000 13.84 34.69 15.29 16.38 15.62 13.84 13.35 13.84 0.51 323 0.32 517 2x10 HF2 19.2 25 15 1075 150 1300000 15.48 43.36 16.47 17.65 16.83 15.48 14.39 15.48 0.64 289 0.40 463 2x10 HF2 16 25 15 1075 150 1300000 16.95 52.03 17.50 18.75 17.88 16.95 15.29 16.95 0.77 264 0.48 422 2x10 HF2 12 25 15 1075 150 1300000 19.58 69.38 19.26 20.64 19.68 19.26 16.83 19.26 0.96 240 0.60 384 2x12 HF2 24 25 15 980 150 1300000! 16.07 42.19 18.59 19.92 19.00 16.07 16.24 16.07 0.52 371 0.32 594 2x12 HF2 19.2 25 15 980 150 1300000 17.97 52.73 20.03 21.46 20.46 17.97 17.50 17.97 0.65 332 0.41 531 2x12 HF2 16 25 15 980 150 1300000 19.69 63.28_ 21.28 22.81 21.75 19.69 18.59 19.69 0.78 303 0.49 485 2x12 HF2 12 25 15 980 150 1300000 22.73 84.38 23.42 25.10 23.93 22.73 20.46 22.73 1.04 263 0.65 420 2x8 HF2 24 100 20 1175 150 1300000 6.55 9.06 8.31 8.55 7.71 6.55 7.26 6.55 0.16 490 0.13 588 2x8 HF2 19.2 100 20 1175 150 1300000 7.32 11.33 8.95 9.21 8.31 7.32 7.82 7.32 0.20 438 0.17 526 2x8 HF2 16 100 20 1175 150 13000001 8.02 13.59 9.51 9.79 8.83 8.02 8.31 8.02 0.24 400 0.20 480 2x8 HF2 12 100 20 1175 150 1300000 9.26 18.13 10.47 10.78 9.72 9.26 9.14 9.26 0.32 346 0.27 416 2x10 HF2 24 40 15 1075 150 1300000 11.81 25.23 13.75 14.44 13.35 11.81 12.01 11.50 0.34 410 0.24 564 2x10 HF2 19.2 40 15 1075 150 1300000 13.20 31.53 14.81 15.55 14.39 13.20 12.94 12.50 0.38 399 0.27 549 2x10 HF2 16 40 15 1075 150 1300000 14.46 37.84 15.74 16.53 15.29 14.46 13.75 13.00 0.37 426 0.27 585 2x10 HF2 12 40 15 1075 150 1300000 16.70 50.45 17.32 18.19 16.83 16.70 15.13 14.00 0.37 454 0.27 625 add @ 32" 16 40 15 1075 150 1300000 17.71 56.76 18.01 18.92 17.50 17.50 15.74 14.50 0.38 460 0.27 633 2)2x10 HF2 16 40 15 1075 150 1300000 20.45 75.68 19.83 20.82 19.26 19.26 17.32 15.00 0.32 554 0.24 762 2)2x10 HF2 12 40 15 1075 150 1300000 23.61 100.91 21.82 22.92 21.20 21.20 19.06 16.50 0.36 555 0.26 763 2x12 HF2 24 40 15 980 150 1300000 13.71 30.68 16.72 17.56 16.24 13.71 14.61 13.50 0.36 456 0.26 627 2x12 HF2 19.2 40 15 980 150 1300000 15.33 38.35 18.01 18.91 17.50 15.33 15.73 14.26 0.35 485 0.26 666 2x12 HF2 16 40 151 980 150 1300000 16.79 46.02 19.14 20.10 18.59 16.79 16.72 15.00 0.36 499 0.26 686 2x12 HF2 12 40 151 980 150 1300000 19.39 61.36 21.07 22.12 20.46 19.39 18.40 17.50 0.50 419 0.36 576 Page 1 D+L+S CT#4028AB 1 I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-2012) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 Ke . 1.00 Design Buckling Factor D+L+S 1 c 0.80(Constant)> Section 3.7.1.54 Cr KcE 0,30(Constant)> Section 3.7.1.5 i _ Cf(b). 1 Cf(Fc) � NDS Cb (Varies) > Section 2.3.10 'Bending!Comp. Size Size Rep. Cd(Fb) Cb !Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall durationidurationfactor factor use Stud Grada Width Depth Spadn Height Le/d Vert.Load Hor.Load <.1.0 Load g PlateCd(Fb)1Cd (Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc is fc/F'c fb Ib/ 1 in. in. In. 1 ft. plf Psf 1 plf i (Fb) (Fc) Psi psi psi psi psi Psi psi psi psi psi psi Fb"(1-fc/Fce) INTERIOR WALLS(2X41 H-F STUD! ! . H-F Stud 1 1.5 3.5 16 L 8 27.4 100 0' 0.0037 1993.4 1.00 1 1.15 1.1 1.05 1.15 875 405 800 E 1,200,000 854 5061 968 478.52 415.71 25,40 0.08 0.00 0.000 H-F Stud 1 1.5 3.5 16 1 8 27.4 1045 0 0.4076 1993.4 1.00 ' 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506! 986 478.52 415.71 265.40 0.64 0.00 0.000 H-F Stud 1 1.5 3.5 12 1 8 27.4 1990 01 0.8314 2857.8 1.00 i 1.15 1.1 _1.05 1.15 675 405 800 1,200,000 854 5061 966 478.52 415.71 379.05 0.91 0.001 0.000 H-F Stud 1.5 3.5 12 ' 8 27.4 1990 0 0.8314 2657.8 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 5061 966 478.52 415.71 379.05 0.91 0.00 0,000 INTERIORALLS 12X4)SPF STUD I _ SPF Stud 1.5 3.5 16 8 27.4 100 0 0.0039 2091.8 I 1.00 I 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 5311 875.438 478.52 407.53 25.40 0.06 0.00 0.000 SPF Stud 1.5 3.5 16 , 8 27.4 1045 0 0.4241 2091.8 1.00 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 5311 875.438 478.52 407.531 285.40 0.85 0.00 0.000 SPF Stud 1.5 3.5 12 8 27.4 1990 0 0.8651 2789.1 1.00 + 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 5311 875.438 478,52 407.53 379.05 0.93 0.00 0.000 SPF Stud 1 1.5 3.5 12 8 27.4 1990 0 0.8651 2789.1 1.00 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 5311 875.438 478.52 407.53 379.05 0,93 0.00 0.000 INTERIOR WYWJLLS 12X41 D f-L STUD 1 I DF-L Stud 1.5 3.5 16 8 27.4 100 0 0.0028 3078.2 1.00 1 1.15 1.1 1.05 1.15 700 625 850 1,400,000 888 7811 1026.38 558.27 475.96 25.40 0.05 0.00 0,000 DF-L Stud 1.5 3.5 18 8 27.4 1045 0 0.3109 3076.2 1.00 1 1.15 1.1 1.05 1.15 700 625 850 1,400,000 888 7811 1026.38 558.27 475.961 265.40 0.56 0.00 0.000 DF-L Stud 1.5 3.5 12 8 27.4 1990 0 0.6342 4101.8 1.00 1 1.15 1.1 1.05 1.15 700 825 850 1,400,000 886 781!1026.38 558.27 475.96 379.05 0.80 0.00 0.000 gXTERIOR WALLS 1 H-F#2 f 1.5 5.5 18 7.7083 16.8 3132 0 0.2408 1 3132.4 ( 1.00 i 1.15 1.3 1.10 1.15 850 405 1300,1,300,000 1,271 506! 1644.5 1378.83 1031.58 508.18 0.49 0.00 0.000 H-F#2 1 1.5 5.5 16 9 19.6 3132 01 0.3652 1 3132.4 I 1.00 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 1,271 506! 1644.5 1011.45 837.57 506.18 0.60 0.001 0.000 H-F#2 1 1.5 5.5 16 1 8.25 18.0 3132 01 0.2858 3132.4 1.00 1 1.15 ,1.3 1.10 1.15 850 405 1300 11,300,000 1,271' 5061 1644.5 1203.70 946.77 506.18 0.53 0.001 0.000 I SPF#2 1.5 5.5 16 7.7083 18.8 3287 0 0.2737 3287.1 1 1.00 i 1.15 1.31.10 1.15 875 425 1150E 1,400,000 1,308 5311 1454.75 1484.89 1015.451 531.23 0.52 0.00 0.000 SPF#2 1.5 5.5 16 9 19.6 3287 0 0.3905 3287.1 ( 1.00 ' 1.15 1.3 '1.10 1.15 875 425 1150!1,400,000 1,308 5311 1454.75 1089.25 850.181 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0.3158 3287.1 j 1,00 1 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531i 1454.751 1296.30 945.38 531.23 0.58 0.00 0.000 SPF Stud 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 1 1.15 1.1 1,05 1.15 675 425 725 1,200,000 854 531 875.438 144.26 139.02 138.41 1.00 0.00 0.000 SPF 82 I 1.5 5.5 16 19 41.5 1450 0 0.9917 3287.1 1.00 I 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 E 1.5 5.5 16 19 41.5 1360 OE 0.9969 3132.4 1.00 1 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 1,271 506! 1644.5 226,94 220.14 219.80 1.00 0.00E 0.000 • Page 1 D+L+W CT#4028ABLOAD CASE (12-13) 1 `(BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke j 1.00 Design Buckling'Factor D+L+W c 1 0.80(Constant)> :Section 3.7.1.5 1 Cr_ KcE I 0.30(Constant)> ;Section 3.7.1.5 1 Cf(Fb) Cf(Fc) NDS Cb 1 (Varies) > ;Section 2.3.10 'Bending!Comp. Size Size Rep. ! Cd(Fb) Cb Cd(Fc) Eq.3.7-1 I NDS 3.9.2 Max.Wall 'duration.durationkfactor factor use Stud Grade!Width Depth Spadnt Height Laid Vert.Load Hot.Load <.1.0 Load; ©Plate Cd(Fb)1Cd(Fc) Cf Cf Cr Pb Fc perp Fc E Fb' 'Fc perp' Fc' Fce F'c fc fc/F'c lb lb/ in. In. In. i, ft. plf psi plf i (Fb) (Fc) psi Psi psi psi psi psi psi psi psi psi psi Fb'(1-fc/Fce) INTERIOR WALLS(2X41 H f STUD( H-F Stud 1.5 3.5 18 8 27.4 100 5 0.1655 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 j 1,200,000 1,366 506 840 478.52 403.771 25.40 0.06 208.98 0.162 H-F Stud 1.5 3.5 16 8 27.4 1045 5 0.7755 1993.4 1.60 ; 1.00 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 506 840 478.52 403.77 265.40 0.66 208.98 0.343 H-F Stud 1 1.5 3.5 8 T 8 27.4 1990 5 0.5538 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 478.52 403.77 252.70 0.63 104.49 0.162 H-F Stud 1.5 3.5 8 1 8 27.4 1990 51 0.5538 i 3986.7 1 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 478.52 403.77 252.70 0.63 104.49 0.162 NTERIOR Y�1 ALLS(2X41 SP1_1.1Q 11 SPF Stud 1.5 3.5 16 1 8 27.4 100 51 0.1657 2091.8 1.60 ' 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 761.25 478.52 393.991 25.40 0.06 208.98 0.162 SPF Stud 1 1.5 3.5 168 27.4 1045 5 0.7972 2091.8 1.80 ; 1.00 1.1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 761.25; 478.52 393.99; 265.40 0.67 208.98 0.343 SPF Stud } 1.5 3.5 8 I 8 27.4 1990 5 0.5734 4183.6 1 1.60 1.00 1.1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 761.25 478.52 393.99 252.70 0.64 104,49 0.162 SPF Stud { 1.5 3.5 8 I 8 27.4 1990 Si 0.5734 4183.6 1.60 i 1.00 1.1 1.05 1.15 675 425 725 ;1,200,000 1,366 531 761.25 478.52 393.99' 252.70 0.64 104.49 0.162 JNTERIOR WALLS2X41 DF-L STUD i DF-L Stud 1 1,5 3.5 16 1 8 27.4 100 51 0.1576 3076.2 1.60 1.00 1.1 1.05 1.15 700 625 850 '1,400,000 1,417 7811 892.5 558.27 460.25 25.40 0.06 208.98 0.155 DF-L Stud 3 1.5 3.5 16 8 27.4 1045 51 0.6137 3076.2 1.60 1 1.00 1.1 1.05 1.15 700 625 850 1,400,000 1,417 7811 892.5 558.27 460.251 265.40 0.58 208.98 0.281 DF-L Stud 1.5 3.5 12 8 27.4 1990 4.5 0.9884 4101.6 1.60 1.00 1.1 1.05 1.15 700 625 850 1 1,400,000 1,417 781 892.5 558.27 460.25; 379.05 0.82 141.06 0.310 TERIOR WALL$, ; 1 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.711 0.3909 ` 3132.4 1.60 I 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 14301 1378.83 989.91; 508.18, 0.52 152.58 0.119 H-F#2 1.5 5.5 16 9 19.6 3132 8.461 0,5743 [ 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1430 1011.45 804.50 506.18 0,63 181,23 0,178 H-F#2 1.5 5.5 16 1 8.25 18.0 3132 8.131 0.4411 3132.4 1.60 ; 1.00 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 506. 1430 1203.70 899.13 506.18 0.56 148.34 0.124 SPF#2 1.5 5.5 16 1 7.7083 16.8 3287 9.71 0.4327 3287.1 I 1.60 1 1.00 1.3 1.10 1.15 875 1 425 1150 1 1,400,000 2,093 53111285 1484.89 940.301 531.23 0.56 152.58 0.114 SPF#2 + 1.5 5.5 16 1 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 I 425 1150 1 1,400,000 2,093 5311 1265 1089.25 806.081 531.23 0.66 181.23 0.169 SPF#2 ; 1.5 5.5 16 1 8.25 18.0 3287 8.13 0.4790 3287.1 ' 1.60 i 1.00 1.3 1.10 1.15 875 ! 425 1150 1 1,400,000 2,093 5311 12651 1296.30 884.69 531.23 0.60 148.341 0.118 SPF Stud 1.5 3.5 16 1 14.57 50.0 70 8.46 0.9957 1 2091.8 j 1.80 1 1.00 1.1 1.05 1.15 675 425 725 1 1,200,000 1.366 5311 761.25 144.26 138.14 17.78 0.13 1172.85 0.979 SPF#2 1.5 5.5 16 I 19 41.5 660 9.71 0.9941 ! 3287.1 1 1.60 1 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1285 244.40 233.80 108.67 0.46 927.02 0.786 H-F#2 1 1.5 5.5 16 j 19 41.5 600 9.711 0.9921 1 3132.4 1 1.60 I 1.00 1.3 1 1.10 1.15 850 ; 405 1300 1 1,300,000 2,033 5061 1430 226.94 219.02 96.97 0.44 927.02 0.796 Page 2 D+L+W+.5S CT#4028AB f 1 LOAD CASE r (12-14) 1 1(BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+812 1 c `0.80(Constant)> Section 3.7.1.5 1 l Cr I KcE 0.30(Constant)> Section 3.7.1.5 _ Cf(Pb) I Cf(Fc) NDS Cb (Varies) > Section 2.3.10 Bending!Comp. Size 1 Size Rep. Cd(Fb) Cb 1 Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration durationfactor factor use Stud Grade Width Depth Spadn Height La/d Vert.Load Hor.Load <.1.0 !Load 0 PIatgCd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp'! Fc' Fce Fc fc fc/F'c lb fb/ in. in. in. R. pit Psi pit • (Fb) (Fc) psi psi psi psi psi psi 1 psi psi psi psi psi Fb"(1-fc/Fce) INTERIOR WALLS 12X41 H-F STUD' • H-F Stud 1.5 3.5 18 8 27.4 100 5 0.1853 1993.4 1.60 1 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,386 506! 9661 478.52 415.71 25.40 0.06 208.98 0.162 H-F Stud , 1.5 3.5 16 I 8 27.4 1045 5 0.7510 1993.4 1 1.60 ' 1.15 1.11.05 1.15 675 405 800 1,200,000 1,366 506! 9661 478.52 415.71 285.40 0.64 208.98 0.343 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 5 0.5316 3986.7 ' 1.60 1.15 1.1_,1.05 1.15 675 405 800 .1,200,000 1,366 506! 9661 478.52 415.71 252.70 0.61 104.49 0.162 H-F Stud 1.5 3.5 8 1 8 27.4 1990 5 0.5316 3986.7 1.80 ' 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 966I 478.52 415.71 252.70 0.61 104.49 0.162 1 INTERIOR WALLS 12X41 SPF STUD i I SPF Stud 1 1.5 3.5 16 1 8 27.4 100 5 0.1654 2091.8 1 1.60 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.4381 478.52 407.53 25.40 0.06 208.98 0.182 SPF Stud 1 1.5 3.5 16 8 27.4 1045 5 0.7676 2091.8 I 1.60 i 1.15 1.1 1.05 1.15 875 425 725 1,200,000 1,386 5311 875.4381 478.52 407.53 265.40 0.65 208.98 0.343 SPF Stud 11.5 3.5 8 8 27.4 1990 5, 0.5466 4183.6 1.80 1.15 1.1 1.05 1,15 675 425 725 1,200,000 1,366 5311 875.4381 478.52 407.53 252.70 0.62 104.49 0.162 SPF Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5486 4183.6 1.60 I 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.438 478.52 407.53 252.70 0.82 104.49 0.162 I 1 INTERIOR WALLS 12X41 DU STUD I DF-L Stud 1 1.5 3.5 16 8 27.4 100 5 0.1574 3078.2 1.60 1 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 7811 1026.38 558.27 475.96 25.40 0.05 208.98 0.155 DF-L Stud 1.5 3.5 16 8 27.4 1045 5 0.5921 3076.2 1.60 1 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781'1026.38 558.27 475.96 265.40 0.56 208.98 0.281 DF-L Stud 1.5 3.5 12 . 8 27.4 1990 5 0.9788 4101.6 1.60 1 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781 1028.38 558.27 475.98 379.05 0.80 158.73 0.345 EXTERIOR WALLS ` • H-F#2 1.5 5.5 16 1 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1378.83 1031.58 506.18 0.49 152.58 0.119 H-F#2 1.5 5.5 16 1 9 19.6 3132 8.46 0.5437 3132.4 1 1.60 1 1.15 1.3 1.10 1.15 850 405 _1300 1,300,000 2,033 5081 1644.5 1011.45 837.57 506.18 0.80 181.23 0.178 H-F#2 1.5 5.5 16 I 8.25 18.0 3132 8.13 0.4100 3132.4 1 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.5 1203.70 948.77 506.18 0.53 146.34 0.124 1 SPF#2 1.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 1 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 1 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.16 531.23 0.82 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4342 3287.1 1.60 1 1.15 1.3 1.10 1.15 875 ! 425 1150 1,400,000 2,093 5311 1454.75 1296.30 945.38 531.23 056 148,34 0.118 I 1 i SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 I 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 1,368 531 875.438 144.26 139.02 17.78 0.13 1172.85 0.979 SPF#2 1.5 5.5 16 19 41.5 880 9.71 0.9914 3287.1 1.80 I 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2.093 531 1454.75 244.40 235.32 108.87 0.45 927.02 0.788 H-F#2 1 1.5 5.5 18 I 19 41.5 600 9.71 0.9901 3132.4 1.80 ` 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 508 1644.5 228.94 220.141 98.97 0.44 927.02 0.796 Page 3 D+L+S+.5W CTM 4028AB 1 i I LOAD CASE 1 (12-15) 1 1(BASED ON ANSI/AF&PA NDS-2005) 1 SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7,1 Ke 1 1.00 Design Bucktn Factor DFL+S+W/2 1 c 1 0.80(Constant)> Section 3.7.1.5 Cr I KcE 1 0.30(Constant)> ;Section 3.7.1.5 i Cf(Fb) 1 Cf(Fc) NDS Cb 1 (Varies) > Section 2.3.10 E Bending;Comp. Size Size Rep. } Cd(Fb) Cb 1 Cd(Fc) Eq.3.7-1 NDS 3.9.2, Max.Wall Idurationdurationfactor factor use Stud Grade(VVidth Depth Spadn Height Le/d Vert.Load Hor.Load <=1.0 Load Olp Platq Cd(Fb)Cd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce F'c fc fc/F'c fb }b/ 1 in. In. in. It. plf psf pit i (Fb) (Fc) psi psi psi psi psi psi 1 psi psi psi psi psi Fb"(1-fc/Fce) ,INTERIOR WALLS 12X41 H-F STUDi H-F Stud 1.5 3.5 16 1 8 27.4 100 51 0.1653 1993.4 1.60 i 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52 415.71 25.40 0.06_208.98 0.162 H-F Stud 1.5 3.5 16 8 27.4 1045 510.7510 1993.4 1.60 i 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52 415.71 265.40 0.64 208.98 0.343 H-F Stud 1.5 3.5 8 1 8 27.4 1990 51 0.5316 3988.7 1.60 i 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 508 968 478.52 415.71 252.70 0.81 104.49 0,182 H-F Stud 1.5 3.5 8 8 27.4 1990 51 0.5316 3986.7 1.60 I 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52 415.71 252.70 0.61 104.49 0.162 )NTERIOFVVALLWX41 SPF STUD' E SPF Stud 1.5 3.5 16 I 8 27.4 100 5 0.1654 2091.8 1 1.60 i 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 478.52 407.53 25.40 0.06 208.98 0.162 SPF Stud 1.5 3.5 16 1 8 27.4 1045 5 0.7676 { 2091.8 1 1.60 i 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 478.52 407.53 265.40 0.65 208.981 0.343 SPF Stud 1.5 3.5 8 I 8 27.4 1990 5 0.5466 i 4183.6 1 1.80 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531,875.4381 478.52 407.53 252.70 0.62 104.491 0.162 SPF Stud 1.5 3.5 8 I 8 27.4 1990 5 0.5466 4183.6 E 1.60 1.15 1.1 1.05 1.15 675t 425 725 1,200,000 1,366 5311 875.4381 478.52 407.531 252 .70 0,62 104,491 0.162 JNTERIOR WALLS(2X4)DF-L STUQ 1 DF-L Stud i 1.5 3.5 16 8 27.4 100 51 0.1574 3076.2 I 1.60 1 1.15 1.1 1.05 1.15 700 825 850 1,400,000 1,417 7811 1026.381 558.27 475.961 25.40 0.05 208.981 0.155 DF-L Stud 1.5 3.5 16 8 27.4 1045 51 0.5921 3076.2 1 1.60 1 1.15 1.1 1.05 1.15 700 825 850 1,400,000 1,417 7811 1026.381 558.27 475.961 265.40 0.56 208.98' 0.281 DF-L Stud a 1.5 3.5 12 8 27.4 1990 51 0.9788 4101.6 1.60 I 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781 1026.38 558.27 475.96' 379.05, 0.80 156.73 0.345 J;XTERIOWALLI • H-F#2 1.5 5.5 16 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 J 1,300,000 2,033 506, 1644.5 1378.83 1031.58 508.18 0.49 76.29 0.059 H-F#2 1.5 5.5 16 9 19.6 3132 4.231 0.4544 1 11 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 506 1644.5 1011.45 837.571 506.18 0.60 90.61 0.089 H-F#2 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 f 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1844.5 1203.70 946.77 I 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531i 1454.75 1484.89 1015.451 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 I 1.60 1 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1454.75 1089.25 850.181 531.23 0.62 90.81 0.085 SPF#2 1.5 5.5 16 8.25 18.0 3287 4.065 0.37501 3287.1 1 1.60 [ 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1454.751 1296.30 945.38 531.23 0.56 73.17 0.059 1 1 SPF Stud f 1.5 3.5 16 1 14.57 50.0 255 4.23' 0.9959 2091.8 1.60 i 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.02 64.76 0.47 586.43 0.779 SPF#22.093 1.5 5.5 - 16 I 19 41.5 935 4.855 0.9925 3287.1 1.60 i 1.15 1.3 1.10 1.15 875 - 425 1150 1 1,400,000 531 1454.75 244.40 235.321 151.11 0.64 483.51 0.580 H-F#2 1 1.5 5.5 16 I 19 41.5 865 4.8551 0,9970 1 3132.4 1 1.60 : 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000- 2,033 5081 1644.5 226.94 220.141 139.80 0.64 483.511 0.594 ill Page 4 D+L+S+.7E CTM 4028AB 1 I LOAD CASE 1 (12-16) I (BASED ON ANSI/AF&PA NDS-200 'SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 c 0.80(Constant)> Section 3.7.1.5 _ I Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) NDS Cb (Varies > Section 2.3.10 Bending Comp.I Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3,7-1 NDS 3.9.2 Max.Wall duration duratiorxfactor factor use Stud Grade'Width Depth Spadngi Height Le/d Vert.Load Hor.Load <.1.0 Load a Plate Cd(Fb)Cd(Fc)1 Cf Cf. Cr Fb Fc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb ib/ In. in. In. It. p1t psf pif (Fb) (Fc) psi psi psi psi 1 psi psi psi psi psi psi psi Fb"(1-fc/Fce) JNTJIIOR WALLS 12X41 Hf STUD H-F Stud 1.5 3.5 18 f 8 27.41 1001 5 0.1853 1993.4 1.60_ 1.15 1.1 1.05 1.15' 875 405 800 1,200,000 1,386 508 966 478.52 415.71 25.40 0.08 208.98 0.162 H-F Stud 1.5 3.5 16 I 8 27.4 1045 5 0.7510 1993.4 1.60 1.15 1.1 1.05 1.15 875 405 800-1,200,000' 1,366 506 966 478.52 415.71 265.40 0.64 208.98 0.343 H-F Stud 1.5 3.5 8 I 8 27.4 1990 5 0.5316 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52 415.71 252.70 0.81 104.49 0.162 H-F Stud 1.5 3.5 8 8 27.4 19901 5 0.5316 3988.7 1.60 1.15-1-1.1 1.05 1.15 875 405 800 1,200,0001 1,366 506 966 478.52 415.71 252.70 0.61 104.49 0.162 I1 INTERIOR(VALLS(2X41 SPF STUD I . SPF Stud 1.5 3.5 16 8 27.41 100 5 0.1654 2091.8 1.60 1.15 1.1 1.05 1,15' 875 425 725 1,200,0001 1,366 531 675.438 478.52 407,53 25.40 0.08 208.98 0.162 SPF Stud f 1.5 3.5 16 8 27.41 1045 5 0.7676 2091.8 1.80 1.15 1.1 1.05 1.15{ 675 425 725 1,200,0001 1,3661 531 875.438 478.52 407.53 285.40 0.65 208.98 0.343 SPF Stud I 1.5 3.5 8 8 27.41 19901 5 0.5488 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,0001 1,366 531 875.438 478.52 407.53 252.70 0.62 104.49 0.162 SPF Stud 1.5 3.5 8 1 6 27.41 1990 5 0.5466 4183.6 1.60 1.15 11.1 1.05 1.15 675 425 725 1,200,000' 1,366 531 875.438 478.52 407,53 252.70 0.62 104.49 0.162 )NTERIOR MALLS(2X4]DF-L STUD _ DF-L Stud 1.5 3.5 16 8 27.4 100 5 0.1574 3078.2 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000; 1,417 781 1026.38 558.27 475.96 25.40 0.05 208.98 0.155 DF-L Stud 1.5 3.5 16 8 27.4 1045 5 0.5921 3078.2 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,0001 1,417 781 1026.38 558.27 475.96 265.40 0.56 208.98 0.281 DF-L Stud 1.5 3.5 12 8 27.4 19901 5 0.9788 4101.6 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781 1028.38 558.27 475.98 379.05 0.80 156.73 0.345 F)(TERIOR WALLS H-F 02 1.5 5.5 16 7.7083 16.8 3132E 3.57 0.2844 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300 1,300.000 2,033 508 1644.5 1378.83 1031.58 506.18 0.49 58.10 0.044 H-F 02 1,5 5.5 16 9 19.6 31321 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.80 76.47 0,075 1 H-F 02 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 11.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 84.28 0,055 r SPF 02 1.5 5.5 16 7.7083 18.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 58.10 0.042 SPF 02 1.5 5.5 18 9 19.6 32871 3.57 0.4818 3287.1 1.60 1.15 1 1.3 1.10 1.15 875 425 1150 1,400,0001 2,093 531 1454.75 1089.25 850.16 531.23 0.82 76.47 0.071 SPF 02 1.5 5.5 16 8.25 18.0 32871 3.57 0.3678 3287.1 1.60 1.15 i 1.3 1.10 1.15 875 425 1150 1,400,0001 2.0931 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 I 11 SPF Stud 1.5 3.5 18 14,57 50.01 285 3.57 0.9981 2091.8 1.60 1.15 1.1 1.05 1.15 1 675 425 725 1,200,0001 1,366 531 875.438 144.26 139,02 72.38 0.52 494.93 0.727 SPF 02 ' 1.5 5.5 16 i 19 41.5 1020, 3.57 0.9910 3287.1 1.80 1.15 1.3 1.10 1.15 875"'425 1150 1.400,0001 2,093 531 1454.75 244.401 235.32 164.85 0.70 340.83 0.500 H-F02 I 1.5 5.5 16 I 19 41.5 9451 3.57 0.9939 3132.4 1.60 1.15 1 1.3 1.10 1.15 850 405 11300 1,300,0001 2,033 506 1644.5 226.941 220.14 152.73 0.89 340.83 0.513 Page 5 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_3 ABD 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= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SM,= Fv*Si SM,= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, SD,= 0.44 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 c?o= 2.5 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_3 ABD DL SPS= 0.72 h„ = 29.53(ft) SD1= 0.44 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= 0.253 ASCE 7-10(EQ 12.8-7) Si= 0.42 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) Cs=SDs/(RITE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=S01/(T*(RITE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) CS=(SQ,*TJ/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(RITE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if 51>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 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 wx *h„k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 29.53 29.53 1813 0.020 36.26 1070.8 0.49 4.10 4.10 2nd 9.09 20.44 20.44 1673 0.025 41.825 854.9 0.39 3.27 7.37 1st 11.30 9.14 9.14 1103 0.025 27.575 252.0 0.12 0.97 8.34 Bsmt 9.14 0.00 SUM= 105.7 2177.7 1.00 8.34 E=V= 11.68 E/1.4= 8.34 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART CT PROJECT#: 15238_3 ABD_DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 42.00 42.00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. --- Building Width= 37.0 45.0 ft. Basic Wind Speed 3 sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable Gable 40.6012946 P030 A= 21.6 21.6 psf Figure 28.6-1 Ps3o 8= 14.8 14.8 psf Figure 28.6-1 Ps3o c= 17.2 17.2 psf Figure 28.6-1 Ps30D= 11.8 11.8 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kn= 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00 A*KZt*Iw*windward/lee : 1.38 1.38 Ps=A*Kzt*I*ps3o= (Eq.28.6-1) Ps A = 29.81 29.81 psf (Eq.28.6-1) Pse = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 5 Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB AC AD AA AB Ac AD wind wind WIND SUM W1ND 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) 42.00 12.5 0 184.6 0 276.8 0 184.6 0 376.6 Roof --- 29.53 29.53 4.5 67.27 0 100.9 0 67.27 0 137.3 0 10.1 12.3 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 10.2 150.9 0 226.3 0 150.9 0 307.9 0 6.0 7.3 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9 V(F-B)= 32.44 V(S-S)= 38.81 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_3 ABD DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.1 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 - 29.53 29.53 0.00 0.00 0.00 0.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00 0.00 0.00 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00 0.00 0.00 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 32.44 V(S-S)= 38.81 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 9.09 18.5 18.5 12.68 7.61 7.61 15.16 9.10 9.10 2nd 11.3 10.5 10.5 9.87 5.92 13.53 11.81 7.08 16.18 1st 9.14 0 0 9.89 5.94 19.46 11.83 7.10 23.28 Bsmt 0 0 V(F-B)= 19.46 V(S-S)= 23.28 kips_ kips t_ SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_3 ABD_DL SHEATHING THICKNESS tsheathing= 7/16' NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing= 1/2" li NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306A.5 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec Latitude and Longitude Finder on Map Get Coordinates Page 1 of 23 LatLorig . net Get Latitude and Longitude To make a search, use the name of atY ,lacecity, state, or address, or click the location on p the map to get lat long coordinates. Place Name 39th way s & 40th pl s, seatac, wa Find Add the country code for better results. Ex: London, UK Latitude Longitude 47.412415 -122.283440 l mg1.9k G+1 L 957 1 -virTweet 1, 96 • 1.51 jL r`° l l ., . '' I. a S http://www.latlong.net/ 9/24/2015 Latitude and Longitude Finder on Map Get Coordinates Page 2 of 23 1 yy T tel � 3 ` . Ly,, 6 'x 1 http://www.latlong.net/ 9/24/2015 Design Maps Summary Report Page 1 of 1 IIJS 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 ..... .. W , -7,7"-k-,-.I- -1: - CM 13 aVeratnt►n 0k,l w. ci, „__�,_ �, Lake Oswego _ NORTSH 0 King City 0 hamar b ; '' �y AME ? ! T€ letin fes ' if .M - „�,� u . ., .. e� 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 Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.S 1,10 0.*0 0, 0,x'2 0 22 0.C4 o.77 O,S S Ott ri 0.41 N 0,ss . A 040 l' 0.44 0.22 0.22 024 0.22 0.16 0.11 0.09 0:.00 000 0.00 0.20 0.40 0.C* 0.20 1.00 1.20 1.40 1.G0 1.110 200 0.00 0.20 0.40 0.0 0.20 1.00 1.20 1.40 1.-00 1.20 2.00 Pariad T(sac) Pstiad,T(sort) 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 P6 8 51.2 /111 r o Bla ii MI Bib 0:lit : I 1 0 0 -3 I t - _IL P6 0 ''..o -I] 0 0 E Ria I c L1 1 L F2a F2b II MST37 MST37 \ •°Fla Fib 4ra S12 8 MST37 MST37 ____ n 8 n ❑ I go S1.2 JES . e.e H1D^ TID htllbrandt ,•J d �rchilec9s 716, IS...I way.SmN 719 11Y 1.1.4Irsottwo NBe79 TM' 2S �� a iN LEDGER h0,034,11t4 t4o4,400 Snow P' St CT ABOSEIIIIIi 8 ��� 7 4YP4R Drrzz- CI AIME ; \ rtN,IryNMNBM 0#0 ,t E.A.END 4157.5(I R,1 IIT) SnolA eh `-'. o A191111�; ' J.� .�. •t H••on 1 7 7x10 •" 77X10/OR 7x10 FLOOR FRAMING LEGEND _ +Na wr 1x17 IIDR741:1Er to Da.MI JOST TO �Q,�,ll�C/, FLOOR FRAMING [] _ti; 8• y3S1q•• r-lPir7,02.. , R17T- �l]� RT[111pR RM/AST :t.k 5 ,BEAN A AO S I < qf -�L�I- c1)2xe NINC fMM I.SR, " {I _ 5 Irm..l�', .s,,I �S /"JQST SIZES AND SPACING PER IUWNGS. - _ ,�I5TUp gTMR 5Q / �x ABBREVATpNS // FN MIME,U.N.0. 1 I 'y�-`-+�F KNOW,M. SF STRUCTURAL FASCIA •,'• FB FLUSH BEAM I �� e!]1 11°e o�� NOR HEADER MUSES DS DRAG STRUT TRUSS - .--- i OT GIRDER TRUSS C N� ' H lb s OLB OIUlAMINATED TEAM(SEE SHEET 81.0 J i• FOR CAMBER INFO,, O LEGEND HANGER(PEP TRUSS 0 1 L. 0 �� N I IN 3 er— •FLOOR TRUSS 1 JOIST ,,, I I x •CRAG TRUSS •GIRDER TRUSS E__ _ ..• 1 •STRUCTURAL BEAM /1.r :5x11 BIC BEAM • 711 BIC AI{FB • Txl/ • SxIIjIB>S L.A.FBI 7 •I — - I i •MIST FRAMING - ' V II '1 1 ® •171 TA POST V.N.O.BYO Q ` YMEREX•OST SME _-__-� _. _ I I I ' mi..T '�,• ;' AIN k OR N OF aLMaED sTuos N� ABV .' •VENT DUCTING PATH' ; B6'ElT Ell ' ......_ � (`) •- risme 1 • ,..STAIR ERA T._._....... ..__ ..........._ • t11111�1p E-- ---- - -- SUI /11011 w` IIM.J y. ® •BGRNq WALL AMCMg 7 L. ' I s_ on ,^ J / V :r SHEAR WALL NOT.p.ES Y ` � '- --f• ' I I -- IN ---1 -I,wIaJ !LL ra , •! , I • A slwlgJ I H-JOIST... i1 a 1 .. _ 1 ISMS e c BE.M .-,,..>-Aa,.H..... 7 0 I AAO ON CRAM 1 r-� d'= r, `/ ..N.. ¢[FOUNDS TNx!PLAN(Ae> I N (/� SHEAR WIALL TYPE SEAR WALL VATH FORGE �Y BK I !nplgJ le pm '11.' , , , .�I,1p� ren W 5 SEE 61.1 FOR NZUMS TRANSFERNlOI1ND `� Ilr S POST 1 __ 'E J WIUI•J SEE N51.2 x-e - i 'B POST ',i1 +-T i J NZ $' ç SANTE SIDE OF STVOWALI AS SHE LR $ I I 1111 ~1yy0n�� `� I Z_,.LLWALL TAO AND SNAIL CONTINUE ABOVE AND _ �_ F,•.}' f I LO v BENEATH OPENINGS. F -. -T_'_.___1, ..' 5.5x%BIVEAli Mir nu A i ( - I � o`D VI l Ca SOME SMEAR WALLS REOJIREh PLATES AT THE \ �' 1 I I I I i sV �0 FOIRLATION Oq AT ASUTTNG PANElS.BEE I. _J 6HFJIRNRIL CABLE SHEET S1.1. I L I SEE SHEET S1.1 FOR TYPICAL SHEARLWL DETAILS FT(, .., F.F1 I ...... .,- s.. - _ :,= • 5801/, __ _ III µIF. •_• __'- ^ 1 ,•r_- I 111011 I I 'Sno11 I II ____-� j �_ S b i' ROOF FRAMING LEGEND X alai �,;,s.ypyym:y.-s.�- - •y7,1U. •a Few ' f ' d ROOF FRAMING PS 1� ---- .. MUSSES•N•0_C L I CON T.ROOF ROPE PRE-MANUFACTURED ROOF TRUSSES LEDGER TO UPPER ROOF Q OC.UHO. MANUFACTURED ROOF ABBREWATICNS TRUSSES•N•0.C. //�1�� SF STRUCTURAL.FASCIA W THE SHEARWALLS HAVE THE SAME V T FB FLUSH BEAM ROOF FRAMING NOTES G�,,�„�,a,,,,,,,,,,,,,,,, LABELS FOR PLANS 3A 3B and 3D ID c HQ HEALER-SEE 106$.0 TYP.U.N.O. enwwn d 0. DS DRAOSTRUTTRUSB 2' Twled V11';Iq"�","rI'MSY`q�g1.1"„'•""'�„'? •" MAIN FLOOR SHEAR PLAN h BSMT.FLOOR SHEAR PLAN& d E E 8- GT GIRDER TRUSS xt�n:',ItT_UILG.Nrzr.,.-Y.EMS`NMI, Plan 3A Daylight TOP FLOOR FRAMING PLAN Plan 3A Daylight MAIN FLOOR FRAMING PLAN I—, o D lees San s puei le 217.reef eenel0 ems.a NS• OlB OLIHAMINATEDBEAN ISEE eHEET BI.O mAr.Ne Nrw/rq lepen r::.".=.17 eene 1N211...r prr 171'-1--0' 111••1-0• `a• C U FDI'CAMBER INFO.) Me11eE."RN'A:,H.O.7 N2.5A w� P q oboe each end each of el Immo H2.5e Ode d•N W 6.0-02 RANGER(PER TRUSS mull*Nme1 U.NO.End Maw end by Woolen. len. • �YIINJFACTIRER U.N.O., la open Gem..U.N.O. Rehr le sdAeee.r _ m •ROOF TRUSSES de.R,p.b WR PoBH-, D ).NJ rows1=4 1•,e.Sd M 6'ex.M ewe.penal E t LI N.0 am•,..rode lrwniT a.a.nln.INN. •.., ,e Y •CRAG TRUSS 1.P'Ind..MawN1 below Ir.,Neon.RIs le schedule b we DI O •OIgOER TRUSS es.1 eda1116,.1 eddIondl ,V I. Z edamelmNs .AlAS.del .e PS.U.N.O. O2 •STRLCLIRAI SEAM 5.NA•end ere Ybe 1212x10,U.N.O.RNR to dell C C C 10$8.0 Tw gdlaW r.plr.menM.Heeds.Me nal O 7 0 npRMbaba and Ohim. n•ne •sr.](FRAMING 6.Proves•17)DeB.41ws e d pit. d......1 d D) heeds,DRme.end pray hawser-0,le,end 0 ww U N 0. •FALSE FRAMING VA,ere yeYe r is r awns eel "SR Oren H.O. O a 0 . •:'.^''•' ON OVE RFRAA•NG 7. eMa ed/RN,cow.el NS.•I U.H.O. S. iypld Ahemxy[m•MN2e6.Y 1e'e.c el a yr 1 • .1.4.M end alae a 35e el HY ex.el MRla a, I 1 •A1rIC ACCESS He Ps ndYM.Vd dnw.Oe.U.N.O. ,..•••'......: PANEL SEE-&02 S.Refs lo Noe S6.0.SSA 61.1 Aw typed wed Sono •12124 POST U.N.O.SYO dele•t do ® VMEPE N•POST SIZE t0.Rech by errM MracAwM neM m eBM SI.O lar L.1•of BUNDLED STUDS bdllanel repsemens M No.: 16-0] L.1.RN Bee rooT •lwnw'bq pnNeeme Sheol Ne: 12..11.11 ganew.NMmlrYam rpinM•I•r, • •MAW PLATE(SEE PLAN 11 NM IIrv.Ne.ldnp.dp b•1-Ac.b rage I.p1,d FCR HECHT) drop hen MAN 11,Denasale dm.,Reese if,sdVlMw•IJwMea A8.1 b of demn•aN. SN•Naa•r:A S D SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.10 kips Design Wind F-B V i= 7.61 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-B V i= 7.61 kips Min.Lwall= 2.57 ft. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. 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 OTM RoTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) 0 (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L1 906.5 41.0 41.0 0.89 0.15 3.80 0.00 2.05 0.00 1.00 1.00 56 P6TN P6TN 104 18.45 113.47 -2.36 -2.36 34.23 84.05 -1.24 -1.24 0.94 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R1a 906.5 40.0 40.0 0.85 0.15 3.80 0.00 2.05 0.00 1.00 1.00 60 P6TN P6TN 112 18.45 108.00 -2.28 -2.28 34.23 80.00 -1.16 -1.16 1.01 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1813 1813 81.0 70.5 =L eff. 7.61 0.00 4.10 0.00 Vwind 7.61 `_,'VE0 4.10 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 3.27 kips Design Wind F-B V I= 5.92 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 7.37 kips Sum Wind F-B V I= 13.53 kips Min.Lwall= 2.89 ft. IBC per SDPWS-08 (EQ 23.3) 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 eH. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Line Usum OTM RoTM tine Usum Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) 0 (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L2 836.5 35.5 36.5 1.00 0.30 2.96 3.80 1.64 2.05 1.00 1.00 104 P6TN P6 191 37.24 174.93 -3.95 -3.95 68.32 129.58 -1.76 -1.76 -1.76 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R2 158.9 4.5 8.8 1.00 0.30 0.56 0.72 0.31 0.39 1.00 0.89 175 P6 P6 286 7.08 5.32 0.46 0.46 12.98 3.94 2.36 2.36 2.36 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R3a" 401.5 11.5 13.0 1.00 0.30 1.42 1.83 0.79 0.98 1.00 1.00 154 PS P-6 282 17.88 20.18 -0.21 -0.21 32.79 14.95 1.65 1.65 1.65 Ext R3b' 276 7.8 9.3 1.00 0.30 0.98 1.26 0.54 0.68 1.00 1.00 157 P6 P6 288 12.29 9.68 0.37 0.37 22.54 7.17 2.17 2.17 2-17 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0---- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1673 1673 59.3 59.3=Leff. 5.92 7.61 3.27 4.10 1.00 LV wind 13.53 `,VEQ 7.37 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD_DL Panel Height= 8 ft. Seismic V i= 0.97 kips Design Wind F-B V i= 5.94 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 8.34 kips Sum Wind F-B V i= 19.46 kips Min.Lwall= 2.29 ft. IBC per SDPWS-08 (EQ 23.3) 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 Une1 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 L3 275.8 20.0 20.0 1.00 0.40 1.48 3.38 0.24 1.84 1.00 1.00 104 CONCRETE 243 16.68 72.00 -2.86 -2.86 38.93 53.33 -0.75 -0.75 -0.75 Ext L4 275.8 22.5 22.5 1.00 0.40 1.48 3.38 0.24 1.84 1.00 1.00 93 P6TN P6 216 16.68 91.13 -3.41 -3.41 38.93 67.50 -1.31 -1.31 -1.31 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R4 209.6 16.0 16.0 1.00 0.40 1.13 3.38 0.18 1.84 1.00 1.00 127 CONCRETE 282 16.22 46.08 -1.95 -1.95 36.08 34.13 0.13 0.13 0.13 Ext R5 341.9 26.0 26.0 1.00 0.40 1.84 3.38 0.30 1.84 1.00 1.00 82 P6TN P6 201 17.14 121.68 -4.13 -4.13 41.78 90.13 -1.91 -1.91 -1.91 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 103 1 103 84.5 84.5=L eff. 5.94 13.53 0.97 7.37 `,V„,;,,d 19.46 'EV E0 8.34 Notes' denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.10 kips Design Wind F-B V i= 9.10 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-B V i= 9.10 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LQL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type OTM ROTM Unet Ucum OTM ROTM Unet U6„m Usum (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) I, (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 725.2 16.0 21.5 1.00 0.15 3.64 0.00 1.64 0.00 1.00 1.00 103 P6TN P6 227 14.76 23.22 -0.55 -0.55 32.76 17.20 1.01 1.01 4-.04 Ext Bib* 181.3 4.0 9.5 1.00 0.15 0.91 0.00 0.41 0.00 1.00 0.89 115 P6TN P6 227 3.69 2.57 0.34 0.34 8.19 1.90 1.89 1.89 449 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Fla* 226.6 2.5 5.8 1.00 0.15 1.14 0.00 0.51 0.00 1.00 0.56 369 P3 P4 455 4.61 0.97 1.99 1.99 10.24 0.72 5.19 5.19 649 Ext Fl b* 226.6 2,5 5.8 1.00 0.15 1.14 0.00 0.51 0.00 1.00 0.56 369 P3 P4 455 4.61 0.97 1.99 1.99 10.24 0.72 5.19 5.19 6.4-9 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 F2a* 272 3.0 4.0 1.00 0.15 1.36 0.00 0.62 0.00 1.00 0.67 308 P4 P4 455 5.54 0.81 2.03 2.03 12.28 0.60 4.85 4.85 446 Ext F2b* 181.3 2.1 3.1 1.00 0.15 0.91 0.00 0.41 0.00 1.00 0.47 418 P.3 P4 433 3.69 0.44 2.27 2.27 8.19 0.33 5.33 5.33 643 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1813 1813 30.1 30.1=Leff. 9.10 0.00 4.10 0.00 EV„,,,,d 9.10 SVE0 4.10 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: 2nd Panel Height= 11.25 ft. Seismic V i= 3.27 kips Design Wind F-B V I= 7.08 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 7.37 kips Sum Wind F-B V i= 16.18 kips Min.Lwall= 3.21 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL Of. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Us., OTM RQTM Une1 Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B2a* 71.1 2.6 6.1 1.00 0.30 0.30 0.77 0.14 0.35 1.00 1.00 188 P6 P4 413 5.49 2.14 1.73 1.73 12.09 1.59 5.43 5.43 6-:43 Ext B2b* 71.1 2.6 6.1 1.00 0.30 0.30 0.77 0.14 0.35 1.00 0.46 406 P3 P4 413 5.49 2.14 1.73 1.73 12.09 1.59 5.43 5.43 6=43 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3a* 179.8 6.5 12.5 1.00 0.25 0.76 1.96 0.35 0.88 1.00 1.00 190 P6 P4 418 13.88 9.14 0.81 0.81 30.57 6.77 4.08 4.08 4.08 Ext B3b* 96.2 3.5 9.5 1.00 0.25 0.41 1.05 0.19 0.47 1.00 0.62 303 P4 P4 415 7.42 3.74 1.30 1.30 16.35 2.77 4.79 4.79 4.78 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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 F3 83.65 2.0 5.5 1.00 0.25 0.35 0.34 0.16 0.15 1.00 0.36 446 P3 P4 348 3.57 1.24 1.75 1.75 7.82 0.92 5.18 5.18 5.18 Ext F4 83.65 2.0 5.5 1.00 0.25 0.35 0.34 0.16 0.15 1.00 0,36 446 P3 P4 348 3.57 1.24 1.75 1.75 7.82 0.92 5.18 5.18 5.18 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 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 Gar1 619.8 13.5 13.5 1.00 0.15 2.62 2.20 1.21 0.99 1.00 1.00 163 P6 P4 358 24.82 12.30 0.98 0.98 54.32 9.11 3.52 3.52 3.52 Int Stair1 467.6 10.0 10.0 1.00 0.15 1.98 1.66 0.92 0.75 1.00 1.00 166 P6 P4 364 18.72 6.75 1.28 1.28 40.98 5.00 3.85 3.85 3.85 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1673 1673 42.7 42.7=L eff. 7.08 9.10 3.27 4.10 ._Vwnd 16.18 `.__,VEQ 7.37 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: 1st Panel Height= 9.14 ft. Seismic V i= 0.97 kips Design Wind F-B V i= 7.10 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 8.34 kips Sum Wind F-B V I= 23.28 kips Min.Lwall= 2.61 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL e,,. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Ron,/ U„at Ueum OTM ROTM U„et 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 B4 135.1 9,3 12.0 1.00 0,40 1.16 3.10 0.16 1.41 1.00 1.00 169 P6 P4 460 14.29 19.98 -0.66 -0.66 38.91 14.80 2.81 2.81 2.81 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B5a` 93.76 6.5 15.3 1.00 0.40 0.80 2.15 0.11 0.98 1.00 1.00 167 P6 P4 454 9.91 17.84 -1.36 -1.36 27.00 13.22 2.36 2.36 236 Ext B5b* 46.88 3.3 9.3 1.00 0.40 0.40 1.07 0.05 0.49 1.00 0.71 235 P6 P4 454 4.96 5.41 -0.18 -0.18 13.50 4.01 3.67 3.67 3.67 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 FC 275.8 7.7 7.7 1.00 0.40 2.37 1.39 0.32 0.63 1.00 1.00 125 CONCRETE 490 8.74 10.59 -0.26 -0.26 34.35 7.84 3.78 3.78 3.78 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Gar2 275.8 33.0 33.0 1.00 0.40 2.37 8.47 0.32 3.87 1.00 1.00 127 CONCRETE 328 38.32 196.02 -4.88 -4.88 99.06 145.20 -1.43 -1.43 -1.43 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1103 827.3 59.7 48.8=L eff. 7.10 16.18 0.97 7.37 `'V,„„d 23.28 `_VEG 8.34 Notes: denotes a wall with force transfer JOB#: 15238_3 ABD_DL ID: R3ab w dl= 300 plf V eq 2986.7 pounds V1 eq = 1784.2 pounds V3 eq = 1202.4 pounds V w= 5478.9 pounds V1 w= 3273.1 pounds V3 w= 2205.8 pounds v hdr eq= 134.2 plf H head = A v hdr w= 246.2 plf 1.85 v Fdragl eq= 241 F2 eq= 162 A Fdragl w= i '1 F2 . 297 H pier= v1 eq= 155.2 plf v3 eq = 155.2 plf 6.5 v/ w= 284.6 p/f v3 w= 284.6 Of feet H total = 2w/h = 1 2w/h = 1 11.32 Fdrag3 eq= • F4 e.-- 162 feet A Fdrag3 w= 441 F4 w= 297 P6 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq= 134.2 Of 3.0 EQ Wind v sill w= 246.2 plf feet OTM 33809 62022 R OTM 66833 49506 v UPLIFT -1649 595 UP sum -1649 595 H/L Ratios: L1= 11.5 L2= 3.0 L3= 7.8 Htotal/L= 0.51 4 p 4 ►4 p Hpier/L1= 0.56 Hpier/L3= 0.83 L total = 22.3 feet JOB#: 15238_3 ABD_DL ID: Blab w dl= 150 plf V eq 2050.3 pounds V1 eq = 1640.2 pounds V3 eq = 410.1 pounds V w= 4549.5 pounds V1 w= 3639.6 pounds V3 w= 909.9 pounds v hdr eq= 66.1 plf •H head = A v hdr w= 146.8 plf 1.08 v Fdrag1 eq= 582 F2 eq= 146 A Fdrag1 w= 91 F2 .- 323 H pier= vi eq = 102.5 plf v3 eq = 102.5 plf 5.0 vi w= 227.5 plf v3 w= 227.5 plf feet H total = 2w/h = 1 2w/h = 1 9.08 q Fdra9 3 e = : F4 e.-- 146 feet A Fdrag3 w= 1291 F4 w= 323 P6TN E.Q. 2w/h = 1 P6 WIND H sill = v sill eq= 66.1 plf 3.0 EQ Wind v sill w= 146.8 plf feet OTM 18617 41309 R OTM 64868 48050 v . UPLIFT -1658 -242 UP sum -1658 -242 H/L Ratios: L1= 16.0 L2= 11.0 L3= 4.0 Htotal/L = 0.29 , 0 4 04 0 Hpier/L1= 0.31 Hpier/L3= 1.25 L total = 31.0 feet JOB#: 15238_3 ABD_DL ID: Flab w dl= 150 p/f V eq 1025.1 pounds V1 eq = 512.6 pounds V3 eq = 512.6 pounds V w= 2274.7 pounds V1 w= 1137.4 pounds V3 w= 1137.4 pounds p. v hdr eq= 93.2 plf A H head = A v hdr w= 206.8 plf 1.08 y Fdragl eq= 280 F2 eq= 280 Fdragl w= :.0 F2 .- 620 H pier= vi eq= 205.0 plf v3 eq= 205.0 plf 5.0 vi w= 454.9 plf v3 w= 454.9 plf feet H total = 2w/h = 1 2w/h = 1 9.08 Fdrag3 eq= :1 F4 et- 280 feet • Fdrag3 w= 620 F4 w= 620 P6 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 93.2 plf 3.0 EQ Wind v sill w= 206.8 plf feet OTM 9308 20655 R OTM 8168 6050 UPLIFT 115 1365 UP sum 115 1365 H/L Ratios: L1= 2.5 L2= 6.0 L3= 2.5 Htotal/L = 0.83 0-4 Hpier/Li= 2.00 Hpier/L3= 2.00 L total = 11.0 feet JOB#: 15238_3 ABD_DL ID: F2ab w dl= 150 plf V eq 1025.1 pounds V1 eq = 603.0 pounds V3 eq = 422.1 pounds V w= 2274.7 pounds V1 w= 1338.1 pounds V3 w= 936.7 pounds ► v hdr eq= 88.4 plf ► H head = A v hdr w= 196.1 plf 1.08 v Fdragl eq= 338 F2 eq= 237 A Fdragl w= ,0 F2 .- 525 H pier= v1 eq = 201.0 plf v3 eq = 239.3 plf 5.0 v1 w= 446.0 plf v3 w= 446.0 plf feet H total = 2w/h = 1 2w/h = 0.84 9.08 Fdrag3 eq= .: F4 e.-- 237 feet A Fdrag3 w= 750 F4 w= 525 P6 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq = 88.4 plf 3.0 EQ Wind v sill w= 196.1 plf feet OTM 9308 20655 R OTM 9083 6728 v UPLIFT 22 1334 UP sum 22 1334 HIL Ratios: L1= 3.0 L2= 6.5 L3= 2.1 Htotal/L= 0.78 4 0 44 0 4 0 Hpier/L1= 1.67 Hpier/L3= 2.38 L total = 11.6 feet JOB#: 15238_3 ABD_DL ID: B2ab w dl= 300 plf V eq 975.4 pounds V1 eq = 487.7 pounds V3 eq = 487.7 pounds V w= 2148.9 pounds V1 w= 1074.5 pounds V3 w= 1074.5 pounds ♦ v hdr eq= 79.9 plf A H head = A v hdr w= 176.1 plf 2.19 v Fdrag1 eq= 280 F2 eq= 280 A Fdrag1 w= : 6 F2 .- 616 H pier= v1 eq = 187.6 plf v3 eq= 187.6 plf 5.0 v1 w= 413.3 plf v3 w= 413.3 plf feet H total = 2w/h = 1 2w/h = 1 11.32Y Fdrag3 eq= :# F4 e.- 280 feet A Fdrag3 w= 616 F4 w= 616 P6 E.Q. 2w/h = 1 P4 WIND H sill = vsill eq = 79.9 plf 4.1 EQ Wind v sill w= 176.1 plf feet OTM 11041 24326 R OTM 20093 14884 T UPLIFT -824 860 UP sum -824 860 H/L Ratios: L1= 2.6 L2= 7.0 L3= 2.6 Htotal/L= 0.93 4 0 4 04 0 Hpier/L1= 1.92 Hpier/L3= 1.92 L total = 12.2 feet JOB#: 15238_3 ABD_DL ID: B3ab w dl= 250 plf V eq 1893.4 pounds V1 eq = 1230.7 pounds V3 eq = 662.7 pounds V w= 4171.4 pounds V1 w= 2711.4 pounds V3 w= 1460.0 pounds v hdr eq= 86.1 plf •H head = A v hdr w= 189.6 plf 2.19 v Fdragl eq= 671 F2 eq= 361 1 Fdragl w= '79 F2 .- 796 H pier= v1 eq= 189.3 plf v3 eq = 189.3 plf 5.0 v1 w= 417.1 Of v3 w= 417.1 plf feet H total = 2w/h = 1 2w/h = 1 11.29 _ Fdrag3 eq= • F4 e.- 361 feet • Fdrag3 w= 1479 F4 w= 796 P6 E.Q. 2w/h = 1 P4 WIND H sill = v sill eq= 86.1 plf 4.1 EQ Wind v sill w= 189.6 plf feet OTM 21376 47095 R OTM 54450 40333 ♦ . UPLIFT -1670 342 UP sum -1670 342 H/L Ratios: L1= 6.5 L2= 12.0 L3= 3.5 Htotal/L= 0.51 4 0 4 0 4 0 Hpier/L1= 0.77 Hpier/L3= 1.43 L total = 22.0 feet Title: Job# Dsgnr: Date: 3:46PM, 12 OCT 15 Description: Scope: — Rev: 58000KW-06 — — 1 User KW-0602997,Ver 5.8.0,1-Deo-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 1523823abd.ecw:15238-B Description 15238-ABD - FTG1 General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 1 Dead Load 0.900 k Footing Dimension 1.330 ft Live Load 2.400 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 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 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.287 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % IISummary ' Footing OK 1.33ft square x 10.Oin thick with 2-#4 bars Max.Static Soil Pressure 1,986.40 psf Vu:Actual One-Way 4.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,986.40 psf Vu:Actual Two-Way 25.41 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 0.70 2 #4's 1 #5's 1 #6's Mn*Phi:Capacity 5.82 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 4:10PM, 12 OCT 15 Description: Scope: Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.eco:15238-B Description 15238-ABD- FTG2 _General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 11 Dead Load 3.020 k Footing Dimension 2.500 ft Live Load 8.060 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 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 ReinforcingIll Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.540 in2 As Req'd by Analysis 0.0015 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0020 % Summary 1 Footing OK 2.50ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,893.63 psf Vu:Actual One-Way 25.79 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,893.63 psf Vu:Actual Two-Way 98.91 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 2.37 k-ft/ft 3 #4's 2 #5's 2 #6's Mn*Phi:Capacity 4.69 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 4:10PM, 12 OCT 15 Description: Scope: Rev: 580000 User KW-0602997,Ver 5.8.0, neenng003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_rtverterrace_3abd.ecw:15238-B Description 15238-ABD- FTG3 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 5.000 k Footing Dimension 3.250 ft Live Load 13.230 k Thickness 11.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 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 Reinforcingil Rebar Requirement Actual Rebar"d"depth used 7.750 in As to USE per foot of Width 0.238 in2 200/Fy 0.0050 Total As Req'd 0.772 in2 As Req'd by Analysis 0.0019 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0025 % 1 Summary Footing OK 3.25ft square x 11.Din thick with 4-#4 bars Max.Static Soil Pressure 1,858.83 psf Vu:Actual One-Way 31.36 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,858.83 psf Vu:Actual Two-Way 125.76 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 3.93 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 5.54 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's 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 1 _(c)1983-2003 ENERCALC Engineering Software 15238 nverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=2' NO SOG Criteria I Soil Data I Footing Strengths&Dimensions M Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.33 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 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 I Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary r Stem Construction 1 Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Soil Pressure©Toe = 525 psf OK Thickness = 8.00 Size # 4 Soil Pressure @ Heel = 382 psf OK Rebar _ 3,000 Rebar Spacing - 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored @ Heel = 484 psf Total Force @ Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = fi.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 So 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= Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw BASEMENT WALL NO Description CANT RET WALL H=2' NO SOG Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 Title: Job# 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 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=4' NO SOG Criteria i !Soil Data I Footing Strengths&Dimensions I Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.33 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 ToHe Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 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 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary i Stem Construction 0 Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,266 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 128 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf _ Soil Pressure Less Than Allowable Rebar Placed at - Center ACI Factored @ Toe = 1,480 psf Design Data ACI Factored @ Heel = 150 psf /FB+fa/Fa = 0.272 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 WallOverturning Stability - 2.56 OK Ratios Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data - - 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= 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: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO 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# 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 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=6' NO SOG Criteria 0 Soil Data . Footing Strengths & Dimensions I 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 Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingflSoil 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 1 Top Stem Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,547 psf OK Thickness = 8.00 Soil Pressure @ Heel = 205 psf OK Reebbarr SSiz # 4 ize 3,000 Rebar Spacing = 16.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,746 psf Design Data ACI Factored @ Heel = 231 psf fb/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 Shear Actual psi= 13.6 Wall Stability Ratios 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= Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# ft 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: Heel Reinforcing = None Spec'd 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 _(01983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=6' NO SOG Summary of Overturning& Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.— 3,520.1 Title: Job# 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 1 `(c)1983-2003 ENERCALC Engineenng Software 15238_nverterrace_3abd.ecw BASEMENT WALL NO Description CANT RET WALL H=10' NO SOG Criteria 0 Soil Data I 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 Toe Width = 1.33 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in Footingpoil 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 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 1 Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK RebarThianes = 8.00 Soil Pressure @ Heel = 744 psf OK Sizz e _ # 5 3,000 Rebar Spacing = 8.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf fb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Overturning = 2.87 OK Shear Allowable psi= 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data - Added Force Req'd = 0.0 lbs OK fm psi= Fs ....for 1.5: 1 Stability = 0.0 lbs OK So psi= Solid Grouting - Footing Design Results i Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. _ Mu':Upward = 1,667 0 ft-# Masonry Block Type= Mu': Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332ft4 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: 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: Eo6:o==nware 1 User Cantilevered Retaining Wall Design tware 15238_nverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=10' NO SOG Summary of Overturning& Resisting Forces & MomentsIII 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-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria I lSoil Data I Footing Strengths& Dimensions M 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 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootinglISoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary I Stem Construction Top Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete ThiSoil Pressure @ Toe = 1,810 psf OK RebarcSizekness = 8.00 Soil Pressure @ Heel = 1,092 psf OK = # 5 3,000 Rebar Spacing = 5.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,059 psf Design 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 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= Fs ....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 = 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-Deo-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load @ Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 Table 1.Recommended allowable design values for APA portal frame used on a rigid-base foundation for wind or seismic loadineb ted) ASD Allowable Design Values per Frame Segment Minimum Maximum Ultimate Load Width(inches) Height(feet) Load(pounds) Shears)(pounds) Deflection(inch) Factor 8 2,780 1,000 9304-0F 0.32 2.8 16 10 2,180 600 6"-C254.--if0.40 3.6 8 4,720 1,700 /58,/t"- 0.32 2.8 24 10 3,630 1,000 934.NF 0.34 3.6 (a)Design values are based on use of Douglas-fir or southern pine framing.For other species of framing,use 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. (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,allowable design values can be multiplied by 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 value is permitted to be increased by 40 percent for wind design. Figure 1. Construction details for APA portal-frame design with hold downs EXTENT OF HEADER DOu8LE PORTAL FRAME(TWO BRACED WALL PANELS) EXTENT OF HEADER - _. . •-_- ..-..r i SHEATHING FILLER+. SINGLE PORTAL FRAME(ONE BRACED WALL PANEL) 4 A; IF NEEDED . Ii ~' MEN 3,.,..X::.,.:..,.t,... 2S MItT HEADER ,:A i-r 8'TOW--— ; s; -. i J 'i J _ j-: 1000 L8 ! ,,I,• FASTEN TOP PLATE TO HEADER WITH TWO 1000 LB -i t TYPICAL PORTAL-- _ 16D HEA R �-. ROWS OF 180 SINKER NAILS Al T O.C.TSP. i, FRAME ,� SINKERS 1.1. w ` STRAP(REF, 3 t! CONSTRUGTION '�-I I -+;_ , 2 ROWS a 7 STRAP j: ' 1000 LB STRAP OPPOSITE SI-EATHING NO.LSTA241 3 i: '>'1' *] s-O.C. ' (REF.NO • )-r. ii`' it J LSTA24) j- ,:. FASTEN SHEATHING TD HEADER WITH SD COMMON OR '1 FOR A PANEL•, Hg , a: 1 I.. !i I SP:.tCE(IF\ 1-n i GALVANIZED BOX NAILS 1N 3"GRID PATTERN AS SHOWN AND .' f --FAN.2X4 MAX, i:.. ..i. 3-O.G IN ALL FRAMING(STUDS.BLOCKING.AND SILLS)TYP. I i I EOCiEB SHALL �: 3 FRAMING HEIGHT t..;.: - 1 ttt f.; .•WIDTH(SEE TABLE 11 i( BE D J.\. :; TYP. 3•'. 4 s CO+M.ION El_OCK- 11 ; I `- t. ,i LNG AND OCCUR I. i t }'?I WITHIN MIDDLE 2# i,- j a2�o 3 ,: , -- (1) /iii OF WALL HEIGHT. l'; '? TIE ` MIN. 2)(! DOWN , , MIN.(2)2X4 s ONE ROW OF r `•1` r H. ay.MN.TFBCKNESS WO00 ' 't.:�: 3. _- I i t O.C.NAILING tS DEVICE 3 STRUCTURAL PANEL SHEATHING (1? REQUIRED IN EACH l :REF NO — MIN.41200 i.e STRAP TYPE T1E-DOWt9 DEvtOE(EMBEDDED PANEL LOGE STH014) Y... INTO CONCRETE AND NAILED WTO FRAMING).INSTALLED 1 3 PER MANUFACTURER(REF.NO.STHO14.) ;�MIN.1000 LB i Y..... -•:1:::::' MN.2'XYX3f18'PLATE WASHER i DEVICE(REF. �;1. p ': - ONE SIH'CIA ANCHOR BOLT WITH T FBF.EMBEDMENT NO. i I i )� � -� STtiOH) � _ FOUNDATION ,+ :j ` '' .,,1 Y j PER CODE , Li II..... A SECTION A-A plppIT ELEVATION titiQg ggvATl ( (ONE PORTAL.FRAME SEGMENT) LO" LiEc e j3sO J )ZS3 - �1:�t Lir �?"yLI4ri#' 2 *2010 APA—he Engineered tVrwtt Association , r J3 BASEMENT 10-12-15 , 4 Roseburg 12:57pm 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 X11' it ft 11` / / — / / 7 3 0 9 5 0 9 7 0 C) O 26 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 221# -- 2 7' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 665# -- 3 16' 8.000" Wall DFL Plate(625psi) 3.500" 3.500" 769# -- 4 26' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 279# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 179#(134plf) 42#(31plf) 2 524#(393p1f) 141#(105p1f) 3 597#(448p1f) 172#(129p1f) 4 220#(165p1f) 59#(44p1f) Design spans 7' 0.375" 9' 5.000" 9' 4.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 560.'# 2820.'# 19% 21.82' Odd Spans D+L Negative Moment 693.'# 2820.'# 24% 16.67' Adjacent 2 D+L Shear 399.# 1220.# 32% 16.67' Adjacent 2 D+L End Reaction 279.# 1151.# 24% 26.25' Odd Spans D+L Int.Reaction 769.# 1775.# 43% 16.67' Adjacent 2 D+L TL Deflection 0.0480" 0.4682" L/999+ 21.82' Odd Spans D+L LL Deflection 0.0398" 0.2341" L/999+ 21.82' 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 KAM I L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as whenm 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 .11 MAIN 10-12-I5 ti Roseburg 12:58pm 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 T T 18 3 0 Q 18 3 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" 765# -- 2 18' 3.000" Wall DFL Plate(625psi) N/A 1.750" 765# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 589#(368p1f) 177#(110p1f) 2 589#(368p1f) 177#(110p1f) Design spans 18' 4.750" Product: DBL 11 7/8" RFPI-20 19.2" 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 3519.'# 7280.'# 48% 9.12' Total Load D+L Shear 765.# 2840.# 26% 0' Total Load D+L TL Deflection 0.3517" 0.9198" L/627 9.12' Total Load D+L LL Deflection 0.2705" 0.4599" L/816 9.12' Total Load L Control: LL Deflection DOLs: Live=1000/0 Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER StroneTie 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