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Specifications (50)
MST"Q Cri - U 1 H O k--k- c -(A-ice CT ENGINEERING structural Engineers 180 Nickerson R /��' Y�En. WA 98109 INC. 2 '.ucl� �/ 85.0818 (F) APR 6 2017 UH Y Ur 1IliARD #1 5238 BUILDING DIVISION Structural Calculations 4, :GNR 41ie River Terrace 60 Plan 3 DL J ElevationB 414NRE Tigard, OR SFS T. 0ol,�kl� 1 Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 C T ENGINEERINGG 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 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 3.5I 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)518 "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.b1 S9.1 RB.b3 RB.b3 RB.b2 I- MIN. HDR GABLE ENDITRUSS2)2x10 HDR (2)2x10 HDR 2)2x10 HDR l �--�� T . P T ADJACENT o it I WINDOWS: (1)2/5 KING STUD = 01i I 8TWN. SU. TRIMMERS o I x to A Y1 N1 0 2 NIN �1 r22"x3o I ATTIC LACCESS I l o r CO = J A o P3 N N _ IF NEEDED PROVIDE 2x4 BLOCKING AT STANDARD cc.f. PLATE HEIGHT TO MAINTAIN = 1 Q FLAT CEILING HEIGHT AT 0 +8-1" A.F.F. AT HALLWAY. (XY 1 n+ VERIFY WITH TRUSS DESIGNS -- 19 I S9.1 m i S9.1 319 W 1 S9.1 co X 'Q o f IN NI c)If o 1 A XI o MANUFACTURED TRUSSES , X 24"" U.C. I YR U.N,O 0 1 W (� XI 1 co A CD t N ri O WW X 1 4 Ns. I � .Q / i 1 DI X N I 1 N }MIN. HDR-2--- HDR_ MIN. HDR c MIN. HDR GABLE END TRUSS J GABLE END TRUSS II RB. An L RB•b7 1 1 MIN. HDR, MIN_. HDR . I INEP GABLE END TRUSS I LJ RB b6 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: LkRev: 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 Description 15238-B-Roof Beams(1 of 2) [Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 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 Hem Fir,No.2 Hem Ar,No.2 Hem Ar,No.2 Hem Fir,No.2 Hem Ar,No.2 Hem Ar,No.2 Hem Ar,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 1 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 Results Ratio= 0.1875 0.0270 0.0480 0.1875 0.3169 0.3169 0.3169 i 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 Center DL Defl in -0.004 -0.000 -0.001 -0.001 -0.012 -0.012 -0.012 UDefl 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 UDefl 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 UDefl 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3abd.ecw:15238-B Description 15238-B-Roof Beams(2 of 2) Timber Member Information :ode Ref 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 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 Fr,No.2 Hem Fr,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 Data 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 Il_Results Ratio= 0.0619 0.7500 0.4800 0.1080 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 Reactions r @ 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 1111 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 I 137" (2)TRIM 21374" d r_.. 8 4 41:06 STUDS S9.0 P4 51.2 S9.0 E.A. END LL / AIlk 2 x9 G R HR. V�— TFB.b3 TFB.b23 0 ,F�_ 2)2X12tRR 1 4X.10 HD' l-© -4)-757u Q 4X10 HDR -.•:-----1--�'t<F=.4 � TFB.b2 r TfD. A- ADJACENT TFB.b3 (2) TRIM CL '1 .. 1\1 I I WINDOWS 1)2X6 KING THIS END o ///,1,° /,1, i II I� STUD'.BTNT. SGL =o / / ;// LL-- ..,_---,_-.---Ji TRIMh ERS. U.N.O. I x 4 f/ / / // N =110 ..„......// --c•-4'0:1* O 1 r, W I N W - H FIX RES w ABS ui ce O O • O U L`O m 1 1 I M� . p s9.o r �1 L y a® i=a L 1241 p ,N ai B N S1.2 F---- 0 TFB b8 16 TFE.b9 S9.p FB.r10 35X14 BIG AM FB (� 3.5X14 BIG BEA FB 3. X14 IG B AM —p}—}�-- - - — ir✓i� iiiiiii�- H- b—H— --4101P,'� —u.— ,,,,,,,,,,, © \ Q3 RIM .1 c -- I T� I I III I 1€ I ' -I I • ill I S9 I) rT _ 2 ��X��/ STHDI4J - --Ati 11 ' I m1 _-OPEN'FQR STHD'4 I I ,'STAIR FRAMING E I ®1 - IFIXTU'ES I / BIS} `.,i �'ST37 ABO I I L ;--;t-I /...- L----� MST37 P4 ,i=A r r 1 0%-'4" IE I 60/4" ri -STHD14RJ a 13.5X14 BIG BEAM FB P6 ----+'--laa' ' "' LULL ��----- Tgg�_h7 2j /.U/////N///////////////////////////N////, TFB..11• -.=_-- 9 6x6 H I f— I�I�"� 1 I S9. POT Ij—STHDI4RJ S9.0 ,w i Q I h im I mi0 I= ,g Ida (' m.N , a • Iii �I w c H L I H x" 1 1" TFB.b6 10 ---- Oi --T----i 12 S9.1 \\ I i•1— •-- ;� �■ -_413.5x1 BEAIFB�- , , �.1LJJ_3.Sx fc.,IFA I FBJ.L_ \`� , I I n'�I -�j- -ji---r"---jT---ji- 1 •\ I ,Ten _,® p _ 5x14 BIG BEAM F I `n • � 1" —�1"E LI12. - •:0 _-1_JJ_ _�2re HDR .©.. ` • T B.bl LLJJ --+- STHD17 U - I F. 1 18 TFB,b7 TFB.b7 10 18 (2)2x6 CONT. STRUC FASCIA 18I m P3I CC S6.1 P3 I o MANUFACTURED ROOF o 56.1 LEDGER e o v TRUSSES CO 24" 0.C. v ,o MANUFACTUREDIv A ROOF TRUSSES ® 1(5-- Xi24" O.C. 6x6 W 6x6 W/ POST CAP POST CAP TFB.b21 = NOT USED GABLE END TRUSS - t,--/ �TYP. 'FUMING NOTES ll TFB.b18 = NOT USED L _ ___J Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 560006 Timber Beam &Joist Page 1 II User.KW-0602997,Ver 5.8.0,1-Deo-2003 15238 riverterrace_3abd.ecw:15238-B (c i.,5 2003 ENERCALC Engineering Software 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 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 Prflm: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 Fir,No.2 Douglas Fir- Hem Ar,No.2 Hem Ar,No.2 Rosboro,Bigbeam Hen Ar,No.2 V4 Larch,No.2 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 1 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 r 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 fv: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 LL■ _ Center DL Defl in -0.022 -0.002 -0.010 -0.003 -0.015 -0.033 -0.014 1 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: User KW-0602997, -02997,Ver 5.6.0,1-Dec-2003 Timber Beam &Joist Page 9 1 1 - (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace 3abd.ecw:15238-B Description 15238-B-Top Floor Beams(2 of 4) [limber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowabies are user defined ill TFB.b8 TFB.b9 TFB.b10 TFB.b11 TFB.b12 TFB.b13 TFB.b14DNE Timber Section Pram:3.5x14.0 Prllm:3.5x14.0 Film:3.5x14.0 5.5x14 Prllm: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 Revel,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 Glu Lam Manuf/Pine Glu Lam Sawn Repetitive Status No No No No No No No [Center Span Data Span ft 13.00 8.50 6.00 19.00 7.00 16.00 3.00 Dead Load #/ft 240.00 240.00 240.00 180.00 200.00 95.00 90.00 Live Load #/ft 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 i 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 Reactions @ 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 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 UDefl 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 Page 1 User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam &Joist 15238 riverterrace 3abd.ecw15238-B _(c)1983-2003 ENERCALC Engineering Software 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 1 TFB.b15 TFB.b16 TFB.b18 TFB.b19 TFB.b20 TFB.b23 TFB.b24 Timber Section Prllm:3.5x9.5 2-2x10 Pdlm:3.5x14.0 Prllm:3.5x14.0 Prllm: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 Level,LSL 1.55E Hem Fir,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Douglas Fir- DouglasLrcNoFir.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 11 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 Span 1 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 II 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 `` Reactions @ 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 OK111 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 2 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace 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 Deft 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3abd.ecw:15238-13 Description 15238-B-Top Floor Beams(4 of 4) Timber Member Information :ode Ref 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined TFB.b17 Timber Section Pdim: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 j @ 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 UDefl Ratio 2,601.7 Center LL Dell in -0.086 UDefl Ratio 1,630.7 Center Total Deli in -0.141 Location ft 5.875 UDefl Ratio 1,002.4 r- * " r—CT6 K I.Tos1 6X: P.I. PO'I —1 .t: ....... ....____)0 , \, 1 P.T 6xE HDP MFH,b3 MFB b3� T ®ci N N O N �fne A N .,•— rgW' 2X LEDGER8 P4 S1.2 2 SIMPSON DTT2Z- P4 et SDS2.5 (1 IN, 1 OUT) STHD14 THD 4 S 14 MFB.b2 14RJ 1 © 20 _ _ 2)2)110 HDR_ 2 2X10 Hf• TO DBL 2X8 JOIST TO — X1-, _HDR INTERIOR RIM/JOIST B .5x .5 BIC BEAM HDR1W A' ADJA ENT NDOI © © Q WITH WEB mrSTIFF; B b. (1).1X6 K VG STJD BE WN. ' L 10/S6.2—� T IMMEFS, U. 0. 1 Uo -JI — E N Oi 0 13 P4 N D4 P4 E. cr 1- POST 0 3.5X11.8 SBL✓bLgFB 3.541.87 VL -B SX1f 875 LVLOFB 11.. ..13.121 "47-16- --H�--N---#-14---H-- -H-- H H- -x-,40 . .;zr �- —16X8 POST SEA\ ! / I I FURI4 �q `� � /' I I ABVI x� .\ I �m /'1. STAIR I POST /' I FRAMING VSTHD14 P4 STHD14i ABOVE :n,1 \ .`\ 2)2X10 HDR �2 _s_^ I .41 r --- D�� \-STD 4R, STyf14RJ1 l FIYTURE L_p4 PBOVE jSmOl4RJ I t _ 1 BEARING I-JO ST BLOCKIN3 ' I WALL ABOVE ABOVE PONY WALL SLAB ON GRADE r-- -I r---1 r 'Ai SEE FOUNDATION PLAN (A6) I I �f= I I I I 4x8 HDR I I4x8 HDRI 148 HDR, THD14RJ _J4x}�B.b1.11---_ 6x6iira • --J , B.b. ' PCST POST 4x4 POST U EN O O ii N tEt 06 PONY WALL in rr ::ON r I Y WALL L 1 Y 1 L STHD14 1 STHD14 l J Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam &Joist 15238 riverterrace 3abd.ecv+:15238-B _(c)1983-2003 ENERCALC Engineering Software 111 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.bl MFB.b2 MFB.b3 MFB.b4 MFB.b5 MFB.b6 MFB.b7 Timber Section 6x12 2-2x10 6x8 Prllm:3.5x11.875 PAIm: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 Ar,No.2 Douglas Fir- Truss Joist- Truss Joist- Hem Ar,No.2 Douglas Ar- Lard,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 111 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 II 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 Reactions 111 @ 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 11 Center DL Defl in -0.014 0.015 -0.016 0.001 -0.024 -0.004 -0.019 L/Defl 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 L/Defl 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 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverten-ace3abd.ecw:15238-B Description 15238-B-Lower Floor Beams(2 of 2) Timber Member Information 3ode Ref 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 MFB.b8 MFB.b9 MFB.b10 MFB.b11 MFB.b12 Timber Section 6x12 Prom:3.5x11.875 Prllm: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 Fr- Truss Joist- Truss Joist- Douglas Fr- Hern Fr,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 Data il 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 0.7873 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 tb: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 [Reactions @ 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 111 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" 2D'-10" 16'-2" � 4Y" 4'-11" 7'-6/4 7-5Y4 53%_ ' 1 1 1.-"- I Ir I 0I I a�;♦ r-1 I 24"x24"x12" FTG �•-- L® I W/(3)#4 E.W. TYP. L_J I OF 7 r-� I -I ...a•-a♦----® I rT-1 r-I"1 we N---t------+® I Lw I ® I I ® I L_J Vy L__I L_J N 33�i" CONC. SLAB I-1o'-3" 1 "° T.O.s. 11'-23/p 5'-0" 4'-7y" r I { {� L J I-9-5�" I T.0.5. .n in N,_ STHD14 STHD14 STHD14 _ STHDI4RJ -i N. J • 1 �— iii,iiiui Iiuii/..,?,,i iu ui ii,, i iioiou iii,, ,iii i iii,,,,,z,z r--__4- 1 0 o r 2x4 PONY 7 .n n I-10'-13 1 I-9'-37A-I WALL _ • O ® • I 1-6'-1116"1 I-6'-1110 • b 'n {IIn 1 5.-2Y4 " S _I I � 1- � 18"SO. FTGx10"BOV� tII 1 - • ri II rt1 rt�W1/((2)#4 EW U.N.O. f- 1 4X8 HDR 1-1--I +"1-1 ElI -----", FTG1lo CS.bl a O1-4'-1116"1 -• a a • I-4'-11141 . n 1 n o BASEMENT 2 I- 1 • FINISHED FLOOR -1116" • -2'-1 l b" rn b 'oI 6'-7Y2" 6'_3" 6'_9YZ 6'-2)4 5.-9A4" 4'-6Y2" "1 • IL-30 TO. FTGx10 ' 39" SQ. FTGx11"'. 30" SQ. FTGx10" 1 39" SQ. FTGx11"{ BEARING WALL'1 �W/(3)#4 EW BOIT, W/(4)#4 =W BOTT j_�W/(3)#4 EW B0IT W/(4)#4 EW ROTT-i ABOVE �`� HL 6z6 POST r I 6x6 PAST r--1 I CS.b2 r-I , i r-I- S.b3r3 - o'♦ o I I I 14X8 HDR I I CS.b4 _ La egt'-2Ye" L__J I FTG3 i L___J © 1 --4x6 POST10'33%4-J L I _� r- 2x4 PONY J Yq-_#. b.� I WALL r----T (2)18" SO. I 'I L \ _ I FURN I 1 In a l I ABV. 1 1 FIGS W (2) r1 - -_---I-1'-214It`• r .riiiiiiiii miiiiiuiiiiii I #4 EW. :•TT. I —'_r-r-�--+ I POUR TOGE ER 1 ♦ _, I MIN. 24"X30" }g3%4. 2x6 PONY 1 r18 CRAWL SPACE 1 in ® R11/2.---1I 1-1'-216"1 WALL J I \i-STHD14 2Yi" P4 STHD14--/ D4 _ACC,_Ea�H,9,�,d _ __r__ e Y i, I 1 1 \_cfg 14R.I SAW 4R. _ ---1 STHD14 r I 20 1 19.-6Y2" Ff I{-3'-86 3�4 -- P4 ...A-117/6 04 -08 1' ,FlXTURE 'a` FARfdG WALI4 I II ABOVE i I ABOVE -1 p 1 < 3Yt" CONC. SLAB #L l . r 5x6 POST- 7 rill 10 SLAB SLOPES 36" I - I` I I J_—_—, ® FROM BACK TO APRON I 4x8. I p 14x8 HOROI 14x8 HDRL 1 STHD14RJ VERIFY GARAGE SLAB HEIGHT 3 L J ---14-1' 2�.1 j'• I 45 n I WITH GRADING PLAN 30'X30 X10' 1 rn • I -2Yi I __ - ® i - INSTALL.-CONTINUOUSC'( 1- I FTG W/(3) d BERATED MECHANICA` I 1 --#4 EA WAY-- VENTILATION SYSTEM 1'/. 7 e I - - AT Yd.SPACE 56.0 2Ya" 1 IPDNY w I L®WALL ...-may-- F- 4, -'- � �_� i - ry I T.O.S. 3x1)4 BLOCK OUT v hlkS(FINISHED Y ♦ I -8- I ®STEM WALL TYP. ` r FINISHED .. 0 7. 18 i I I `� 1 I2Y4 I D 56.1 i I 18 " I T.O.S. 1 1 56.1 • -S c - --Y z I- -.1 10 •-2 .1 7_ "a- ID e w of 1 O 1 1.� = 1 1 t II 314" CONC.;n r' L, �Ji a\I b. STHD14 Q STHD14 PORCH SLAB jJ 1. IJ ' --- P3 0 • L"�L ��� --�__-56.0 0 '-10}r2" 16'-3" -10)/2 6'-4" 5-63%4 S'-1A- Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Lk Rev: -06 KW - Pa e 1 r _ User.KW-0602997.Ver 5.8.0,1-Dec-2003 Timber Beam & Joist g (c)1983-2003 ENERCALC Engineering Software 15238iverterrace 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 1 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 Fr- 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 0.7015 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 ©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 OK Center DL Defl 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 Ratio 798.4 897.1 1,079.6 942.3 TJI JOISTS and RAFTERS s (ft-lbs) 1 I 1 Code -Code Code j j Suggest Suggest Suggest Lpick LLpick Lpick��ick 1 Joist b d S a. LL DL , M max V maxi El Lib 1 L N L TL240 L LL3601 L max TL deb. LL deft. L TL360 L LL480 L max TL deft TL deft.LL deft LL deft. size&grade width(in.j depth(in) (in)k (pat) (P t) (psi) 1 (psi)-µ-Sftt 1 (ft) �•) (ft.) 1 (ft.) (in) (in) (ft) (ft)_ (ft.) (in) ratio (in) j ratio L I 1 ' 9.5"TJI 110 1.751 9.5 19.21 40 15 2380 1220; 1.40E+08 14.711 27.73 15.23 14.801 14.71_ 0.66 0.48 1 13.31 13.45 13 31... 0 441 _360 0 32 495 9.5"TJI 110 1.75 9.5 161 40 15 2380 12201 1.40E+08 16.111 33.27 16.19 15.731_-15.73 0.72 0.521 1 14.14 14.29 14.14 0.471 360 0.34 495 9.5"TJI 110 1.75 _ 9.5 12 40 15! 2380 1220 1.40E+08 18.611 44.36 17.82 17.31[• 17.31 0.79 0.58 15.57 15.73 16.57 0.52 360 0.381 495 9.5"TJI 110 1.751 9.5 9.6 40 151 2380 1220��1_40E+08 20.801 55.45 19.19 18.641 18.64 0.85 0_62 16.77 16.94 1677 0.56 360 0A11_495 --T- _ 4 1.. 480 T- 9.5"TJI 110 1.751 9.5 19.21 40 10�2500 1220 1.57E+08 15.811 30.50 16.34 15.371 15.37 0.64 0.511 1 14.27 13.97 13 97 0.441 384 0 35 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 1.751 _ 9.5 12 40 10,_2500 1220�1,57E+08_ 20.00 48.80 19.11 17.98 17.98 0.75 0.60 16.69 16.34 1834 •0 51 384 0.41� 480 9.5"TJI 110 1.751 9.5 9.6 40 101 2500 1220 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 9.5"TJI 210 2.06251 9.5 19.21 40 101 3000 13301 .87E+08 17.321 33.25 17.32 16.301 16.30 0.68 0.541 I 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 187E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 1715.74 74 0:49 384 0.39 480 9.5"TJI 210 2.0625 9.5 121 40 101 3000 1330! 1.87E+081 21.91_-53.20 20.26 19.061 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 133011.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18.66 0.58 384 0.471 480 9.5"TJI 230 2.3125 9.5 19.21 40 101 3330 13301 2.06E+08 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 206E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16,80 16,25 x;18.25 0.51 384 0.41 ; 480 9.5"TJI 230 2.31251 9.5 12' 40 10 3330 133002.06E+08 23.081 53.20 20.92 19.691 19.69 0.82 0.66' 18.28 17.89 17 89 0.56` 384 0 451 .._480 9.5"TJI 230 2.31251__ 9.5 9.6 40 10 3330 1330! 2.06E+08 25.811 66.50 22.54 21.21 21.21 _ 0.88 0.71 ll 19.69 19.27 19,27 0.60 384 0.481 480 11.875"TJI 110 1.751 11.875 19.2, 40 101 3160 1560! 2.67E+08 17.78! 39.00 19.50 18.351 17.78 0.67 0.541 , 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 2167E+08 19.47 46.80 20.72 19.50 19.4T 0.81 0.65 18.10 17.72 x ;`,17,72 0.55 384 0.44 ' 480 11.875"TJI 110 1.751 11.875 12 1 40 101 3160 1560; 2.67E+08 2_ 22.491 62.40 22.81 21.461 21.46 0.89 0.719.93 19.50 19.50 0.61 384 0.491 480 11.875"TJI 110 1.751 11.875 9.6F 40 10i 3160 1560! 2.67E+08 25.14 78.00 24.57 23.12 23.12 0.96 0.77__ 21.46 21.01 21.01 0.66 384 0.531 480 1 1 I ----- - - - - -- --- - 11.875"TJI 210 2.06251 11.875 19.21 40 101 3795 1655 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 20.81 01.86 0.69 19.13 18.72 18.72= 0.59 384 0.47 480 11 875"TJI 210 2.0625! 11.875 11.875 12 40 10, 3795 1 3.15E+08 24.641 66.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20.61 0.64 384 0.521 480 1655: 3.15E+08 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 3.47E+081 20.531 41.38 21.28 20.031 20.03 0.83 0.671 i 18.59 18.20 18.20 0 571 384 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 1211-40 101 4215 16551 3.47E+08! 25.971 66.20 24.89 23.421 23.42 0.98 0.781 1 21.74 21.28 21.28 0.67 384 0.53 480 -_ --- 11.875"TJI 230 2.31251 -11.875 9.6 40 10 4215 16551 3.47E+08 29.0311 82.75 26.81 25.231 25.23 1.05 0.84 23.42 22.93 22.93 0.72 384 0.571 _ 480 -- - 1 -1-- -1 I - --t -- - - - -- I . 11.875"RFPI 400 2.06251 11.875 192 40 10- 4315 1480' 3.30E+08 20.771 37.00 20.93 19.691 19.69 0.82 0.661 1 1828 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 59.20 23.031 0.77 0.521 480 11.875"RFPI 400 2.06251 11.875 9.6 40 10RFPI 400 2.0625' 11.875 12 40 ! 4315 1480, 3.30E+08 4315_1 14801 , 29.38 74.00 26.37 24.811 24.81 01 03 0.83-� 23.03 22.54 22.54 0.701 3821.38 20.93 20.93 0.651 4 0.561 480 Page 1 SAWN JOISTS and RAFTERS - _ Fb*Cr"Cf _ Code Suggest LpickI Lpick Lick Lpick Joist Spa. LL DL F'b F'v E L fb L fv L TL240 L PTL240 L LL360 L max L TL360 L pick TL deft.TL deft. LL deft. LL deft. size&ode (in.) (ps�f (psJf (psi) (psi, (psi) _Jft.) Jft.) __(ft.) _-_fft.) JD__ AI_ Att, (ice 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 19.2620.64 19.68 19.26 16.83 19.26 0.96 240 0.60 384 2x12 HF2I 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 13000001 19.69 63.2821.28 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 6.550.16 490 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 1300000 8.02 13.59 9.51 9.798.83 8.02 8.31 8.02 0.24 400 0.20 480 - 2x8 HF2 12 100 20 1175 150 1300000 9.26 18.13 10A7 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 _14.4413.35 11.8112.01 11.50_0.34 410 0.24 564 2x10 HF2 19.2 40 15 1075 150 1300000 13.20 31.53 14.8115.5514.39 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 130000023.61 100.91 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 14.25 0.35 485 0.26 666 2x12 HF2 16 40 15 980 150 1300000 _16.79 46.02 _19.14 _20.10_ 18.59 16.79 16.72 15.00_0.36499 0.26 686 -------- ------- _ 2x12 HF2 12 40 15 980 150 1300000 19.39 -61.36 21.07 22.12 20.46 19.39 18A0 17.50 0.50 419 0.36 576 Page 1 D+L+S CT#4028AB 1 I LOAD CASE (12-12) :(BASED ON ANSI/AFBPA NDS-2012) 1 SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 1 Ke1.00 Design Buckling Factor D+L+S ! I c 1 0.80(Constant)> 1Secton 3.7.1.5 I C 1 ?---- -- Cf r b Cf c) NDS KcE I 0.30(Constant)> 1SecBi (F)On 3.7.1.5 Cl, 11111111111111 (Varies) > !Section 2.3.10 iBending,Corn, Size Size Re.. I Cd Fb Cb Cd Fc E..3.7-1 NDS 3.9.2 Maz.Wall durationidura5onfactorifactor Stud Grad Width Depth Spacing Height Le/d Vert.Load Hor.Load <>1.0 Load 6 Plate Cd(Fb)Cd(Fc) Cf Cf Fb Fc perp Fc E Fc perp' Fc• Fce F'c fc tb fb/ In. in. in. I ft. plf psf pit (Fb) (Fr)® psi psi psi i psi psi psi psi psi psi psi Fb"(1-fciFce) ., . .L, H-F Stud 1 1.5 3.5 16 1 8 27.4 100 0I 0.0037 1993.4 i 1.00 1.15 1.1 1.05 1.15 675 405 800 11,200,000 854 5061 966 478.52 415.71. 25.40 0.06 0.00 0.000 H-F Stud 1 1.5 3.5 16 I 8 27.4 1045 0 0.4076 1993.4 ! 1.00 1 1.15 1.1 1.05 1.15 675 405 800 11,200,000 854 506 966 478.52 415.71 265.40 0.64 0.00 0.000 H-F Stud 1 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 11,200,000 854 506 966 478.52 415.71 379.05 0.91 0.00 0.000 H-F Stud 1 1.5 3.5 12 1 8 27.4 1990 0 0.8314 I 2657.8 ! 1.00 1 1.15 1.1 1 1.05 1.15 675 405 800 11,200,000 854 506 966 478.52 415.71 379.05 0.91 0.00 0.000 1 NTERIO W LS S STUD I 1 I SPF Stud 1.5 3.5 16 1 8 27.4 100 01 0.0039 2091.8 1.00 1 1.15 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 854 5311 875.4381 478.52 407.531 25.40 0.06 0.00 0.000 SPF Stud 1 1.5 3.5 16 1 8 27.4 1045 0 0.4241 2091.8 ! 1.00 ! 1.15 1.1 1.05 1.15 675 j 425 725 11,200,000 854 531 875.438 478.52 407.531 265.40 0.65 0.00 0.000 SPF Stud 1 1.5 3.5 12 1 8 27.4 1990 01 0.8651 2789.1 1 1.00 1 1.15 1.1 1 1.05 1.15 675 1 425 725 11,200,000 854 5311 875.438 478.52 407.531 379.05 0.93 0.00 0.000 SPF Stud 1 1.5 3.5 12 I 8 27.4 1990 01 0.8651 1 2789.1 1.00 1 1.15 1.1 1 1.05 1.15 675 I 425 725 I 1,200,000 854 5311 875.438 478.52 407.53 379.05 0.93 0.00 0.000 NTERIOR WALLS ' -I 1 -.._... I I ! -- . DF-L Stud 1 1.5 3.5 16 1 8 27.4 100 01 0.0028 3076.2 i 1.00 1.15 1.1 11.05 1.15 700 825 850 1,400,000 888 78111026.38 558.27 475.98 25.40 0.05 0.00' 0.000 DF-L Stud 1.5 3.5 16 B 27.4 1045 01 0.3109 3076.2 1.00 I 1.15 1.1 1 1.05 1.15 700 625 850 .1,400,000 886 7811 1026.381558.27 475.96 265.40 0.56 0.001 0.000 DF-L Stud 1 1.5 3.5 12 1 8 27.4 1990 01 0.6342 4101.6 1.00 1 1.15 1.1 11.05 1.15 700 625 850 1,400,000 886 7811 1026.381 558.27 475.96. 379.05 0.80 0.00 0.000 ! f ! 1 ®®®1111031111251:230® l 0 0.2408 3132.4 ®®'®EICIIIK 1300 1,300,000® 5061 1644.5 1378.83 1031.58 506.18 0.49 0.001 0.000 H-F#2 1.5 5.5 16 9 19.6 3132 01 0.3652 3132.4 I 1.00 1 1.15 1.3 1 1.10 1.15 850 405 1300,1,300,000 1,271 5061 1644.5 1011.45 837.571 506.18 0.60 0.00, 0.000 1i-F#2 I 1.5 5.5 16 , 8.25 18.0 3132 OI 0.2858 3132.4 1.00 1 1.15 1.3 11.10 1.15 850 1 405 1300 11,300,000 1,271 5061 1644.5 1203.70 946.77. 506.18 0.53 0.00 0.000 SPF#2 ! 1.5 5.5 16 1 7.7083 16.8 3287 0 0.2737 . 3287.1 1.00 1.15 1.3,1.10 1.15 875 I 425 1150 1 1,400,000 1,308 531 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 i 3287.1 1 1.00 1 1.15 1.3 11.10 1.15 875 425 1150 11,400,000 1,308 531 1454.75 1089.25 850.16j 531.23 0.62 0.00 0.000 SPF#2 1.5 5.5 16 8.25 18.0 3287 0 0.3158 1 3287.1 1 1.00 1 1.15 1.3 1 1.10 1.15 875 1 425 1150 1 1,400,000 1,308 5311 1454.75 1296.30 945.381 531.23 0.56 0.00 0.000 ill 1111� I SPF Stud , 1.5 ® 16 i 14.57 50.0 545 0i 1 0.9913 I 2091.8 1.00 1.15 1.1 11.05® 675 425 725 ,1,200,000 854 531i 875.438 144.26 139.02 138.41 1.00 0.00 0.000 I ( SPF#2 1.5 ® �16 I 19 1450 01 0.9917 I 3287.1 1.0000i 1.15 1.3 1.10 1.15 875 I 425 1150 1.400,000 1,308 53111454.75 244.40 235.32 234.34 1.00 0. 0.000 H-F#2 , 1.5 5.5 16 1 19 41.5 1360 01 0.9969 1 3132.4 1.00 i 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 1,271 5061 1644.5, 226.94 220.14 219.80 1.00 0.001 0.000 Page 1 D+L+W CT#4028AB I 1 LOAD CASE I (12-13) !(BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 I 2.3.1 1 3.7.1 3.7.1 Ke 1.00 Design Budding Factor i D+L+W ! c 0.80(Constant) I , I I > 1Sectlon 3.7.1.5 _ I I Cr i I KcE 0.30(Constant)> Section 3.7.1.5 .i I Cf(Fb) 1 Cf(Fc) NDS Cb I (Varies) > ;Section 2.3.10 i Bending!Comp. Size'Size Rep. i Cd(Fb) Cb I Cd(Fc) Eq.3.7-1 I NDS 3.9.2f Max.Wall 1duration1durationfactorlfactor use I i Stud Grade;W!dth Depth Spacing(Height Le/d Vert.Load Hor.Load <-1.0 Load 0 Pletg Cd(Fb)!Cd(Fc) Cf I Cf Cr Fb Fc perp Fc 1 E Fb' Fc perp'I) Fc• Fce Pc tc fc/F'c lb lb/ I In. In. in. I ft. plf psf plf (Fb)1(Fc) psi psi psi I psi psi psi ipsi INTERIOR WAL • I psi Psi psi psi Fb'•(1-ic/Fce) H-F Stud 1 1.5 16,1 8 27.4 100 51 0.1655 1 1993.4 1.60 1 1.00 1.1 11.05 1.15 675 405 800 11,200,000 1,386 506! 840 478.52 403.77 25.40 0.08 208.981 0.162 H-F Stud I 1.5 3.5 16 , 8 27.4 1045 5 0.7755 I 1993.4 I 1.60 1 1.00 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 840 478.52 403.77 265.40 0.66 208.98 0.343 H-F Stud I 1.5 8 1 8 27.4 1990 51 0.5538 3986.7 i 1.60 I 1.00 1.1 11.05 1.15 675 405 800 1,200,000 1,366 506 840 478.52 403.77 252.70 0.63 104.491 0.162 H-F Stud 1.5 8 1 8 27.4 1990 5 0.5538 3986.7 I 1.60 1 1.00 1.1 11.05 1.15' 675 I 405 800 1,200,000 1,366 506 840 478.52 403.77 252.70 0.63 104.49 0.162 1 N R O- .ALLS 4 SP STUD SPF Stud I 1.5 3.5 16 T 8 27.4 100 5 0.1657 2091.8 I 1.60 1.00 1.1 1 1.05 1.15 675 425 725 1,200,000 1,386 5311 761.25 478.52 393.99 25.40 0.06 208.98, 0.162 SPF Stud 1.5 3.5 16 8 27.4 1045 51 0.7972 2091.8 i 1.60 I 1.00 1.1 1 1.05 1.15 675 425 725 1,200,000 1,366 5311 761.25 478.52 393.99 265.40 0.87 208.981 0.343 SPF Stud 1.5 3.5 8 8 27.4 1990 5 0.5734 4183.6 i 1.60 1 1.00 1.1 '1.05 1.15 675 425 725 1,200,000 1,366 5311 761.25 478.52 393.99 252.70 0.84 104.49; 0.162 SPF Stud i 1.5 3.5 8 . 8 27.4 1990 5 0.5734 4183.6 I 1.60 1 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 0.84 104.49 0.162 1 - j 1 DF-L Stud 1.5 3.5 16 8 27.4 100- 51 0.1576 I 3078.2 ! 1.60 1.00 1.1 11.05;1.15 700 I 625 850 11,400,000 1,417 781! 892.5! 558.27 460.251 25.40 0.06 208.98 0.155 • 3.5 16 8 27.4 1045 51 0.6137 3076.2 1 1.60 1 1.00 1.1 1.05 1.15 700 625 850 11,400,000 1,417 7811 892.51 558.27 460.251 265.40 0.58 208.98 0281 • 3.5 12 I 8 27.4 1990 4.51 0.9884 4101.6 1 1.60 i 1.00 i 1.1 1.05 1.15 700 625 850 11,400,000 1,417 7811 892.5! 558.27 460.251 379.05 0.82 141.06 0.310 f,XTERIOR WALLAS .• • i -I H-F#2 i 1.5 5.5 16 :7.7083 16.8 3132 9.71 0.3909 i 3132.4 1 1.60 1 1.00 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 5061 1430 1378.83 969.91 506.18 0.52 152.58 0.119 H-F#2 ! 1.5 5.5 16 1 9 19.6 3132 8.46 0.5743 1 3132.4 1 1.60 i 1.00 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 5061 1430 1011.45 804.501 506.18 0.63 181.23 0.178 H-F#2 1 1.5 5.5 16 1 8.25 18.0 3132 8.13! 0.4411 I 3132.4 1.80 i 1.00 1.3 ,1.10 1.15 850 1 405 1300 1,300,000 2,033 5061 1430 1203.70 899.131 506.18 0.56 146.34 0.124 i I I 1 SPF#2 1.5 5.5 16 17.7083 16.8 3287 9.711 0.4327 1 3287.1 1.60 ; 1.00 1.31.10 1.15 875 I 425 1150 1,400,000 2,093 531 1265 1484.89 940.30 531.23 0.58 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0,6033 3287.1 1.60 1 1.00 1.311.10 1.15 875 I 425 1150 1,400,000 2,093 531 1265 1089.25 808.08 531.23 0.86 181.23 0.169 SPF#2 1.5 5.5 16 1 8.25 18.0 3287 8.13 0.4790 3287.1 1.60 1 1.00 1.311.10 1.15 875 1 425 1150 1,400,000 2,093 5311 1265 1296.30 884.691 531.23 0.60 146.34 0.118 1 1 1 I . 1 1 SPF Stud 1.5 3.5 18 14.57 50.0 70 8.48 0.9957 1 2091.8 1 1.60 ; 1.00 1.1 1-1 1.05 1.15 675 I 425 725 1,200,000 1,366 531 761.25 144.26 138.141 17.78 0.13 1172.85 0.979 I SPF#2 1.5 5.5 16 I 19 41.5 660 9.711 0.9941 3287.1 I 1.60 1 1.00 1.311.10 1.15 875 i 425 1150 11,400,000 2,093 5311 12651 244.40 233.80 106.67 0.46 927.02! 0.786 H-F#2 I 1.5 5.5 16 1 19 41.5 800 9.711 0.9921 I 3132.4 1 1.60 I 1.00 1.311.10 1.15 850 I 405 1300 11,300,000 2,033 506; 14301 226.94 219.021 96.97 0.44 927.021 0.796 Page 2 D+L+W+,5S CT#4028A8 I 1 LOAD CASE 1 (12.14) I ;(BASED ON ANSI/AFBPA NDS-2005) I SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Design Budding Factor D+L+W+812 1 I I c 1 0.80(Constant)> ISectlon 3.7.1.5 __.. .._.._. .----. Cr I 1 - KcE 1 0.30(Constant)> !Section 3.7.1.5 ' 1 Cf(b) !Cf(Fc) NOS Cb 1 (Vanes), > !Section 2.3.10 1 Bending1 Comp. Size i Size Rep. 1 Cd(Pb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall i durationlduratlonfadtorltactor use 1I Stud Grade Width Depth Spadng Height Le/d Vert.Load Hor.Load 0.1.0 Load ill Platd Cd(Fb)1Cd(Fc) Cf 1 Cf Cr Fir 1Fc perp Fc I E Fb' Fc perp' Fc' I Fee Fc fc fc/F'c fb Po/ 1 in. in. in. 1 ft. plf psf plf (Fb)1(Fc) psi 1 psi psi psi psi psi psi t psi psi psi psi FW(1-fc/Fce) y47'ERIOR WALLS A2X41 H-F STUD 1 • ! I H-F Stud ` 1.5 3.5 16 1 8 27.4 100 5 0.1653 1993.4 1 1.60 1 1.15 1.1 1 1.05 1.15 675 405 800 11,200,000 1,366 5061 9661 478.52 415.71 25.40 0.06 208.98 0.162 H-F Stud I 1.5 3.5 16 1 8 27.4 1045 5 0.7510 1993.4 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 1,386 5061 966 478.52 415.711 265.40 0.64 208.98 0.343 H-F Stud 1.5 3.5 8 I 8 27.4 1990 5 0.5316 1 3986.7 1.60 1 1.15 1.1 1.05 1.15 675 , 405 800 f 1,200,000 1,366 5061 966 478.52 415.71 252.70 0.61 104.49 0.162 H-F Stud 1 1.5 3.5_ 8 I 8 27.4 1990 5 0.5316 3988.7 1.60 1 1.15 1.1 1.05 1.15 675 I 405 800 1 1,200,000 1,386 5061 966 478.52 415.71 252.70 0.61 104.491 0.162 INTERIOR WALLS 12E41 SPF STUD I 1 1 1 1 478.52 407.531 25.40 0.06 208.98 0.162 SPF Stud 1.5 3.5 16 1 8 27.4 1045 51 0.7676 I 2091.8 1.60 1 1.15 1.1 1.05 1.15 675 425 725 11,200,000 1,386 5311 8754381 478.52 407.531 265.40 0.65 208.98 0.343 SPF Stud 1 1.5 3.5 8 1 8 27.4 1990 5 0.5466 4183.6 i 1.80 1.15 1.1 11.05 1.15 675 I 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.531 252.70 0.62 104.48 0.162 SPF Stud 1 1.5 3.5 8 1 8 27.4 1990 5 0.5466 4183.6 1 1.60 1 1.15 1.1 1 1.05 1.15 675 I 425 725 11,200,000 1,366 531 875.4381 478.52 407.531 252.70 0.62 104.49 0.162 I 1 1 1 1 I INTERIOR WALLS 2X41 DF-L STUD I I DF-L Stud 1 1.5 3,5 161 8 27.4 100 51 0.1574 3076.2 i 1.60 1 1.15 1.1 1 1.05 1.15 700 i 625 850 1 1,400,000 1,417 7811 1026.381 558.27 475.961 25.40 0.05 208.98 0.155 DF-L Stud 1 1.5 3.5 16 I 8 27.4 1045 51 0.5921 3076.2 I 1.60 1 1.15 1.1 1.05 1.15 700 I 625 850 '1,400,000 1,417 78141 1026.38 558.27 475.98. 265.40 0.56 208.98 0.281 DF-L Stud 1 1.5 3.5 12 1 8 27.4 1990 51 0.9788 1 4101.6 1 1.60 1 1.15 1.1 1.05 1.15 700 ! 625 850 1,400,000 1,417 7811 1026.38 558.27 475.961 379.05 0.80 156.73 0.345 1 I f,XTERIOR WALLS 1 I 1 H-F#2 1.5 5.5 16 7.7083 16.8 3132 9.711 0.3593 I 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 5081 1644.5 1378.83 1031.581 506.18 0.49 152.581 0.119 H- F#2 1 1.5 5.5 16 9 19.6 3132 8.461 0.5437 1 3132.4 1.80 1 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.5 1011.45 837.571 506.18 0.60 181.23 0.178 H-F#2 1.5 5.5 16 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 i 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 146.341 0.124 I SPF#2 1.5 5.5 16 7.7083 16.8, 3287 9.71 0.3872 3287.1 1.60 ! 1.15 1.3 1.10 1.15 875 425 1150 11,400,000 2,093 531 1454.751 1484.89 1015.451 531.23 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 11,400,000 2,093 531 1454.751 1089.25 850.16 531.23 0.62 181.23 0.169 SPF#2 1.5 5,5 16 1 8.25 18.0 3287 8.13 0.4342 3287.1 1 1.60 i 1.15 1.3'1.10 1.15 875 425 1150 1 1,400,000 2,093 531 1454.751 1296.30 945.38 531.23 0.56 146.341 0.118 'i, SPF Stud , 1.5 3.5 16 14.57 50.0 70 8.461 0.9955 1 2091.8 1.80 1.15 1.1 1.05 1.15 675 I 425 725 i 1,200,000 1,366 5311 875.438 144.26, 139.02) 17.78 0.13 1172.85 0.979 1 1 I 15 00 SPF#2 1.5 5.5 16 19 41.5 880 9.711 0.9914 1 3287.1 1 1.60 1 1.15 1.3 .1.10 1.15 875 I 425 1150 1 1,400,000 2,093 531(1454.75 244.40 235.321 108.87 0.45 927.02 0.786 H-F#2 1 1.5 5.5 16 1 19 41.5 600 9.711 0.9901 1 3132.4 1 1.60 i 1.15 1.3 11.10 1.15 850 1 405 1300 1 1,300,000 2,033 506! 1644.51 226.94 220.141 96.97 0.44 927.021 0.796 Page 3 D+L+S+.5W CT#4 28A81 LOAD CASE ] (12-15) I (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 1.00 Design Buckling Factor D+L+S+W/2 c 1_0.80(Constant)> Section 3.7.1.5 € 1 - ( 1 Cr i KcE 1 0.30(Constant)> !Section 3.7.1.5 -i -----t'....- - --- Cb I > Cf(Fb) 1 Cf(Fc) NDS (Varies) Section 2.3.10 I I !Bending!Comp. Size 1 Size Rep. ? Cd(Fb) Cb 1 Cd(Fc), Eq.3.7-1 1 NDS 3.9.2 Max.Wall !durationiduratiorgfactorltaclar use ! • 1 Stud Grade;Width Depth Spadnr(Height Le/d ,Vert.Load Hor.Load j <=1.0 Load 6 Platd Cd(FbyCd(Fc) Cf Cf Cr Flo Fc perp Fc 1 E Fb' Fc perp'1 Fc• I Fce Fc fc fc/F'c fb fb/ I in. In. In. I ft. plf psf I pit (Pb) (Fc) psi 1 psi psi 1 psi psi psi 1 psi psl psl psi psi Fb'"(1-fc/Fce) INTERIORWALLS( $TUDI • !• 1 • H-F Stud I 1.5 3.5 16 I 8 27.4 100 5 0.1653 1 1993.4 j 1.60 1 1.15 1.1 1 1.05 1.15 675 405 800 1,200,000 1,368 5061 966 478.52 415.71 25.40 0.08 208.98 0.162 H-F Stud 1.5 3.5 16 1 8 27.4 1045 5 0.7510 i 1993.4 1 1.60 I 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 966 478.52 415.71 265.40 0.64 208.981 0.343 H-F Stud 1 1.5 : 3.5 8 8 27.4 1990 5 0.5316 I 3986.7 1.60 1 1.15 1.1 1 1.05 1.15 675 405 800 (1,200,000 1,366 506, 966 478.52 415.71 252.70 0.61 104.491 0.162 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5316 1 3986.7 1 1.60 1 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 1,366 5081 966 478.52 415.71 252.70 0.61 104.49 0.162 xE- •- LLS ! 4J_S' S i SPF Stud I 1.5 478.52 407.53 25.40 0.06 208.98 0.162 SPF Stud 1 • 1.5 3.5 18 1 8 27.4 1045 5 0.7878 2091.8 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 1,200,000 1,368 5311 875.438 478.52 407.53 285.40 0.65 208.98 0.343 SPF Stud 1.5 3.5 8 1 8 27.4 1990 5 0.5466 4183.6 1.60 1 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.438 478.52 407.531 252.70 0.82 104.49 0.162 SPF Stud 1 1.5 3.5 8 1 8 27.4 1990 5 0.5466 4183.6 , 1.60 1 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 0.62 104.49 0.162 1 JNTERIOR WALLS 2X41 DF-L STUD . I - -- - - DF-L Stud 1 1.5 3.5 16 j 8 27.4 100 5 0.1574 I 3076.2 1.60 1 1.15 1.1 11.05 1.15 700 625 850 11,400,000 1,417 781,1026.38 558.27 475.861 25.480.05 208.98 0.155 DF-L Stud 1 1.5 3.5 16 I 8 27.4 1045 5 0.5921 1 3076.2 1 1.80 1 1.15 1.1 1 1.05 1.15 700 625 850 11,400,000' 1,417 7811 1026.38 558.27 475.981 265.40 0.56 208.98 0.281 DF-L Stud 1 1.5 3.5 12 8 27.4 1990 5 0.9788 j 4101.8 1.60 I 1.15 1.1 1 1.05 1.15 700 625 850 1 1,400,000 1,417 7811 1026.38 558.27 475.96 379.05 0.80 158.73 0.345 • EXTERIOR WALLS i i ! H-F#2 1 1.5 5.5 16 i 7.7083 16.8 3132 4.855 0.3001 3132.4 1.60 1 1.15 1.3 1 1.10 1.15 850 1 405 1300 11,300,000 2,033 50611844.5 1378.83 1031.58 508.18 0.49 76.291 0.059 H-F#2 1.5 5.5 16 1 9 19.6 3132 4.231 0.4544 I 3132.4 1.80 1 1.15 1.3 11.10 1.15 850 405 " 1300 1,300,000 2,033 506 1644.5 1011.45 837.57 506.18 0.60 90.611 0.089 H-F#2 1 1.5 5.5 16 . 8.25 18.0 3132 4.0651 0.3479 3132.4 1.60 1 1.15 1.3 11.10 1.15 850 405 1300.1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 73.17 0.062 SPF#2 1.5 5.5 16 7.7083 16.8 3287 4.8551 0.3304 3287.1 1 1.60 I 1.15 1.3 1 1.10 1.15 875 , 425 1150 1 1,400,000 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 78.29, 0.057 531.23 0.62 90.61 0.085 SPF#2 1 1.5 5.5 16 I 8.25 18.0 3287 40651 0.3750 3287.1 1.60 1 1.15 1.3 11.10 1.15 875 425 11501 1,400,000 2,093 531 1 1,400,000 2,093 5311 1454.75 945.38 1089.25 1 531.23 0. 56 73.171 0.059 i 1 1 SPF Stud 1 1.5 3.5 16 14.57 50.0 255 4.23' 0.9959 , 2091.8 1.60 1 1.15 1.1 1 1.05 1.15' 675 425 725 1 1,200,000 1,368 5311 875.4381 144.26 139.02 84.76 0.471 588.431 0.779 1 SPF#2 V 1.55.5 16 19 41.5 935 4.855 0.9925 1 3287.1 1.60 1 1.15 1.3 i 1.10 1.15 875 425 1150 1 1,400,000 2,093 5311 1454.75 244.40 235.321 151.11 0.64 463.51, 0.580 H-F#2 1 1.5 ' 5.5 16 i 19 41.5 865 4.8551 0.9970 1 3132.4 1,60 1 1.15 1.3 11.10 1.15 850 , 405 1300 1 1,300,000 2,033 5061 1644.5 226.94 220.141 139.80 0.64 463.511 0.594 Page 4 D+L+S+,7E CT#4028AB ! 'LOAD CASE (12-16) BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: I 2.3.1 2.3.1 2.3.1 3.7.1 I 3.7.1 _� Ke 1 1.00 Design Buckling Factor ! D+L+S+El1.4 IIIJE c 0.80(Constant)> 'Section 3.7.1.5 1 1 1 1 Cr -� ••� - _ " "- ! Cf{Fb) Cf(Fc) 1 NDS KcECb 0.30(Constant)> ;Section 000 3.7.1.5 I Cb 1 arias > Section 2.3.10 Bending Comp.!Size Size Re 1 Cd Pb Cd Fc I E..3.7-1 -- III ! 1 1 NDS 3.9.2 Max.Wall duration duration;factor factor)use 1 I Stud Grad Width Depth Spacing;He S..ht Le/d !Vert.Load Hor.Load <>1.0 Load 6 Plat:Cd(Pb)Cd(Fc) Cf Cf Cr 1 Fb Fc perp Fc E Pb' Fc perp' Fc• Fce 1 Pc is i ic/F'c fb tb/ in. In. in. 1 I PP Psf PB ,(Fb) (Fc) : psi psi ( psi psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) i r: _ . "_._.1 H-F Stud 1 1.5 3.5• r 16 ' 8 27.41 1001 5 0.1653 1993.4 1.80 1.15 1 1.1 1.051 1.15 1 875 405 I 800 1,200,000; 1,366 506 966 478.52' 415.71 25.40 0.06 208.98 0.162 H-F Stud 1 1.5 3.5 16 ' 8 27.4 10451 5 0.7510 1993.4 1.60 1.15 1.1 1.05 1.151 675 405 1, 800 1,200,000 1,366 506 966 478.521 415.71 265.40 0.64 208.98 0.343 H-F Stud 1 1.5 3.5 8 8 27.4 1990, 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 1 675 405 1 800 1,200,000 1,366 506 966 478.521 415.71 252.70 0.61 104.49 0.162 H-F Stud 1 1.5 3.5 8 8 27.4 1990; 5 0.5316 3986.7 1.60 1.15 1.1 1.0511.15' 675 405 ; 850 1,200,000 1,366 506 966 478.521 415.71 252.70 0.61 104.49 0.162 -01 1AL . 2X4 'FS I ' SPF Stud I 1.5 3.5 16 8 27.41 1001 5 0.1654 2091.8 1.60 1.15 1.1 1.05 1 1.151 675 425 725 1,200,0001 1,3661 531 875.438 478.521 407.53 25.401 0.06 208.98 0.162 SPF Stud 1.5 3.5 16 ! 8 27.41 1045 5 0.7676 2091.8 1.60 1.15 1 1.1 1.05 1.15 1 675 425 725 1,200,0001 1,366, 531 875.438 478.52 407.53 265.401 0.65 208.98 0.343 SPF Stud 1.5 3.5 8 8 27.41 1890 5 0.5466 4183.6 1.60 1.15 1 1.1 1.05 1.15 1 675 425 725 1,200,000! 1,3661 531 875.438 478.521 407.53 252.70. 0.62 104.49 0.162 SPF Stud , 1.5 3.5 8 8 27.4' 1990 5 0.5466 4183.6 1.60 1.15 1 1.1 1.05 1.15 1 675 425 725 1,200,0001 1,3661 531 875.438 478.521 407.53 252.701 0.62 104.49 0.162 OM�� IMI - MF-L to:WAR S=3Y?.3.59vR=mill.8 ! 1 DF-L Stud 1.5 3.5 16 ! 8 27.4 100' 5 0.1574 3076.2 1.60 1.15 I 1.1 1.05;1.15 700 625 1 850 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 1 8 27.4 10451 5 0.5921 3076.2 1.60 1.15 11.1 1.0511.151 700 625 850 1,400,0001 1,417 781 1026.38 558.27 475.96 285.401 0.56 208.98 0.281 DF-L Stud' 1.5 3.5 12 ' 8 27.4 19901 5 0.9788 4101.8 1.60 1.15 ! 1.1 1.05 1.15 700 625 . 650 4 1,400,000; 1,417) 781 1026.38 558.27 475.98 379.05 0.80 156.73 0. 5 1 1 ! A :•: .- I I , H-F#2 i 1.5 5.5 16 1 7.7083 16.8) 31321 3.57 02844 31324 1.60 1.15 1 1.3 1.10,1.15) 850 405 11300 1,300 0001 2,0331 506 1644.5 1378.831 1031.58 506.18 0.49 56.10 0.044 H-F#2 I 1.5 5.5 16 1 9 19.61 31321 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.151 850 405 1300 1,300,0001 2,033, 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1 1.5 5.5 16 8.25 18.01 3132 3.57 0.3404 3132.4 1.60 1.15 1 1.3 1.10 1.15 850 405 1300 1,300,0001 2,0331 506 1644.5 1203.701 9948.77 506.18 0.53 64.26 0.055 1 SPF#2 1.5 5.5 16 7.7083 16.8. 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,0001 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.6' 3287 3.57 0.4618 3287.1 1.60 1.15 11.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.251 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 I 8.25 18.01 3287 3.57 0.3678 3287.1 1.60 1.15 1 1.3 1.10 1.151 875 425 1150 1,400,0001 2,0931 531 1454.75 1296.30 945.38 531.23 0.58 64.28 0.052 I. I 1 SPF Stud 1.5 3.5 18 ! 14.57 50.01 285 3.57 0.9981 2091.8 1.60 1.15 11.1 1.05 1.15 675 425 725 1,200,0001 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 1020 H-F#2 1 1.5 5.5 16 19 41.51 945 3.57 0.9939 3132.4 1.60 1.15 11.3 1.10 1.15 850 405 1300 1,300,0001 2 0331 1454.75 531 506 1644 5 228.941 220.14 152.73; 0.69 340.83 0513 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. = 0 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 Si= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) F.= 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 SMi= 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, SD1= 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 S20= 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#: I5238_3 ABD_DL Sps= 0.72 h„ = 29.53(ft) SD1= 0.44 x = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020'ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S1= 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/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SDI*TO/(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 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>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) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew; *h;k Vi DESIGN Vi Roof - 29.53' 29.53 1813 0.020' 3626 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 E11.4= 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 45.0ft. Basic Wind Speed 3 Be,Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= ' B B Roof Type= Gable Gable 40.6012946 Ps30 A= 21.6 21.61 psf Figure 28.6-1 Ps30 B= 14.8 14.8'psf Figure 28.6-1 PS30 c= 17.2 17.2.;psf Figure 28.6-1 Ps30 D= 11.8 11.8'psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Ke= 1.38 1.38'' Section 26.8 windward/lee= 1.00 1.00' A*Ke*Iw*windward/lee : 1.38 1.38 Ps=A*Kzt*I*ps30= (Eq.28.6-1) PS A = 29.81 29.81 psf (Eq.28.6-1) Ps B = 20.42 20.42 psf (Eq.28.6-1) Psc = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) PSA end 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 i Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00 1.00' 1.00' 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 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 I CT PROJECT#: 15238_3 ABD_DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof 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 22.5511.81 26.97 1st 11.30 9.14 9.14 0.00' 010 0.00' 0.00 9.89 32.441 1.83 38.81 Bsmt 9.14 0.00 V(F-B)= 0.00 V(SS)= 0.00 V(F-B)= 32.44 V(SS)= 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(SS) 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 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" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 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 40 S18.2 /T1 le MI / o Bla Bib Iiiirwiso/ 1 1 0 ({tea/)� 0 -3 iflr C 7 IL G C P6/ linii•I•iiii •IIIINIIIIIIIIII• Iiiiimmu............. P6 Jo J U 0 Rla G I 11. /7/4 A J 1 L F2a F2b ■ ■ MST37 MST3 Fla Fib 0 8 S12 MST37 MST37 CIO a -__FH 5,.2 ❑ 1 I ' IT ea NM � r Ill . ppL, Ai SP' , Tx ILORR (KZ M . D ? �F�N • SA no �Q7 or ASME s>v!a P(rirkil mu- N " m ��'�.0'�'Q(' N la TM ART Agri't. FLOOR FRAMING LEGEND _ O.• -Y ( iNIEMgf RM/A)I!r •' !- okiery,S FLOOR FRAMING P 1 -T7l' .'RPM • 0,1 - MM In : A4 (I ! �R. king,- i56 ��: MMMNS 1...NMC ! 10/922 JOIST ERWANGS. SNOB 50. ABOR2VN2�o SPACING PER MxMERi Ino 4 XRSNaM OM FASCIA 'VI., ay oi# ! _ti FB USH FLADERREAN _ FIXTURE! -�- , �. I NOR DS 050.0 STRUT TRUSS id r '•AMaa as GT GIRDER TRUSS e • F.'-=', °M RWw '12EE2NEEr212 eg V!. '.. F 9 oel �^ i'l• LE�Ne jwxuF"Acr"u"uaor'0.1 Rrx1' y �------------" la 0 F FLOOR TRUSS T q� rF - IV J •DRAG TRUSS •.7.....:A. a ..... A. E__ M rm..RAMI P, a, 1e�,., ,F eav Mc,E Ire igun.e.SAM 'N .am nµFab y ..! 22 pmµFa ,M .M Las 1 11 f1 p ® n CST°xw,p •0 Fn ' I Aav 4 EE OREREx•P0.n MTUD _ _ ___� S ORE/OF BUNDLED STUDS i R� _�.-� 3' ''_. 2 0O I I 1111vo ! •vaxi DUCTING FAIN - I �„ /OMR`MAIM I -- --- r -_I�S�,. , �F� I MIM'- 5, , `• ,e ,}anal. (....5—....I iNNR IMii°YE�,.�0+ • J V _ _ ... GfiTT.'jx{{ E-- - --- - .I w r • ® •aE MNAMxL NION - J «, 1.- w._,ml�c . I 2 94 • • PEAR 4. =1501 SNEAK WALL NOTES F^4 A __ 1 __- BAAIM+C - r n noxi .0 Ce Q - i A90K nM -1(:::) )1 I CZ I Q ra I .!cs .... :J SEE Paaawml Pawl 00 -1 wAu u245__ 1 � C-,1 1 nm.a //• W pa ra CD O •Mn,Mn FP MA MY 1 xan b -anew. I t I 1.4“ma wlnr., ii i d fl L J x� d SEE ei"iOR NA/UNG p Sr - ' Pwr 1 II^ LL go ANaa WEAR 2EEAA,.,NATN e a 1 I I .� ' . NO2X Na°aMTYPE.SEEM., TNEMOOSNEATN,NaDAPHRAGMMULLBE 'l 1 if-PONT k i 0oA-1 ALL AS 46§ WALL TAG N°PEMNw! NEAPPLIED TO SAME SIDE tIf STUD ABOVE AND e.-T- -1- ,„� n 'r* I I I /- .e SOMBEBEE ATIONOMLL2REa,NEhPIATE2ATT3 SEAR. TABLE A2.TTS1.1 SHEET S1.1 I SEEwN,TM,FORTTPIGLSHE/WALLDETAILa :... 1111M1'' � ------J z i i ' 1 ,MM. '- ---——- 1111111.111'1,'°', .� I ,Iwl. r,l! I,RSI. - -�I� 1 Q �a . r r ROOF FRAMING LEGEND n`L F2i ____ SE 00 "'0� MVS£!•2!-0.0 r $GOF PRAMNO CO F� `�' ------ - --r can nooM LLDILO N UF.E,ROOF R'*'''”" NINACMaO Sa°P A92REw5w2 d SF STRUCTURAL FASCIA THE SHEARWALLS HAVE THE SAME V T F, AM ROOF FRAMING NOTES LABELS FOR PLANS 3A 3H and 3D oty avow*mired Nem pod huden es ` IT) 01 D. ISA HEADER-SEE v �In.Nng MON 017Nw.IFTAPA,.Ne MAIN FLOOR SHEAR PLAN& ESMT.FLOOR SHEAR PLAN& 0 TRUSSDS a n,�..9re.'011. eZ1=12.2 n�Nm Plan 3A Daylight TOP FLOOR FRAMING PLAN Plan 3A Daylight MAIN FLOOR FRAMING PLAN O 0 GT GIRDDER TRUSS 206E wN"M„.2 no ms.do -r-w ur-r-w L n V as OOROAM oaEANL2EE2NEETl+.O m."....44 . •112.2x. Ode O" 7> * m °;w:N.n n"I.°.End..M.MYE.a.p. ; N iAgn n2 :0..1 openings uN.0..R.Ne....Mn.w C r •ROOF TRUSSES til �.A� .�°66.666.°6`,,666»2"NO 2 �D a o 6662 6.. .A6.. 8E 9 z Ruse -......1.1.1 FH°o`a UN O A o •STRUCTURAL KAY ":=1424,10 NO.M..enwAco .. .M2CNFAANMC S. 1»I1:2 `IMn6e.A..6A cnr. T Tea*x wm..�.onl.MPal Q o ...e ant P.....w...M6wu�0AM O a 2 TOPP•Pal Pooh;moms MVOs 0 12 as 2 O. FEN.web sPANEL E_ O.•°211a.1'L.°'IN2212.11 eA.na ® + .144•40,52 11 N.0 Lep 6 0 N.M.en PEW 21.0.E OR II OF °STUDS 4640..0.1.2•NPF. 11 See raplans lor en6wxn F nwlnNN'ma ?a...: 13-05 \...2.sx•.xx • EED LATE,SEE PLAN i2T.wle.ue r4:22wAa•a.c.rmm M.MA 6 g SAM Re.: 0.R MEIONTI P OPOoss F95, A8.1 12..2.R6...nMn..Iw.eNM. n a 6.66.6ABD 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. per SDPWS-08 IBC (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 La,n. C 0 w di V level V abv. V level V abv. 2w/h v i Type Type OTM ROTM Lind Ueum OTM ROTM Un,i Uwm U,um (soft) (ft) (ft) (kif) (kiP) (kiP) (kiP) (kiP) p (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 908.5 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=Leff. 7.61 0.00 4.10 0.00 r,Vwind 7.61 T,VEQ 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 LCL eft, C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM U„ei Usum OTM ROTM Unet Usum Usum (soft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (UP) (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 2.36 226 - - 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 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 P6 P6 282 17.88 20.18 -0.21 -0.21 32.79 14.95 1.65 1.65 1.65 Ext R3b" 276 7,8 '93 1.00 020 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 24 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 120 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 " 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 040, 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 02 0.0 1.00 0.00 020 0.00 040 0.00 120 020 0-- - 0 020 020 020 020 020 020 020 020 020 - 0 0.0 0.0 1.00 020 020 020 020 020 1.00 020 0-- -- 0 020 0.00 020 020 020 020 020 020 020 - - 0 0.0 0.0 1.00 0.00 020 020 0.00 040 120 020 0- - 0 040 020 020 020 020 020 020 020 0.00 0 0.0 0.0 1.00 0.00' 020 0.00 0.00 020 120 020 0- -- 0 0.00 020 020 020 020 020 020 020 0.00 0 0.0 02 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 020 -- - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 02 0.0 1.00 0.00 0.00 020 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0201 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 02 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 02 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 04 1.00 0201 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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=Left. 5.92 7.61 3.27 4.10 1.00 7Vmod 13.53 EVEo 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. per SDPWS-08 IBC (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 LDLefl. C 0 w dl V level V abv. V level V abv. 2w/h v i TYPe lYPe vi OTM ROTM Unet Us„m OTM ROM Unet Liam U aum (soft) (ft) (ft) NO (kip) (kiP) (kilo) (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 00, 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1103 1103 84.5 84.5=L eft. 5.94 13.53 0.97 7.37 Vwnd 19.46 EVE0 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 1= 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 LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type OTM ROTM U„b U,u, OTM ROTM U,,.0 Uwm Us„m (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (kip-f) (weft) (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 PSTN P6 227 14.76 23.22 -0.55 -0.55 32.76 17.20 1.01 1.01 4.04 Ext B1b* 181.3 4.0 9.5 1.00 0.15 0.91 0.00 0.41 0.00 1.00 0.89 115 PMTN P6 227 3.69 2.57 0.34 0.34 8.19 1.90 1.89 1.89 4419 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 F1 a* 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 6.48 Ext F1b* 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 6.48 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 4.86 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 P3 P4 433 3.69 0.44 2.27 2.27 8.19 0.33 5.33 5.33 6.33 - - 0 0,0 0.0 1100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ! 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00; 0,00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 G 0 0.0 0.0 1,00 000f 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0, 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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=L eff. 9.10 0.00 4.10 0.00 EVw;nd 9.10 EVEQ 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= 11.25ft. 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 on. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM Ram Un,1 U,,,, OTM RO?M Use Uwm U,,,,, (soft) (ft) (ft) (kit) (kip) (kiP) (kiP) (kip) p (Of) (Pit) (kip-ft) (kiP-ft) (kip) (kiP) (kip-ft) (weft) (kiP) (kiP) (kip) Ext 82a* 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 4,79 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 Staid 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 10 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 10 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 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 EV,,;,,d 16.18 l',VEQ 7.37 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL SS(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 C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U,,,t U,,,,,, OTM ROTM U„,t U.un, U.,.(sgft) (ft) (ft) (klf) (kip) (4) (4) (kiP) p (Plf) (Plt) (kiP-ft) (kiP-ff) (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 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 Ext 135a* 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 3.36 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 3.67 347 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 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 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 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 4 0.0 ` 0.0 1+00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 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 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 ? 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 f 0.0 1:00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 ': 0.0 1:00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '; 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 f 0.0 1:00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1103 827.3 59.7 48.8=L eff. 7.10 16.18 0.97 7.37 EVwind 23.28 EVEQ 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 -_10. -_•. v hdr eq= 134.2 plf -N •H head= A v hdr w= 246.2 plf 1.85 y Fdrag1 eq= 241 F2 eq= 162 Fdrag1 w= - ,1 F2 -- 297 H pier= v1 eq= 155.2 plf v3 eq= 155.2 plf 6.5 vi w= 284.6 plf v3 w= 284.6 plf 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 p/f 3.0 EQ Wind v sill w= 246.2 plf feet OTM 33809 62022 R OTM 66833 49506 • UPLIFT -1649 595 UP sum -1649 595 H/L Ratios: L1= 11.5 L2= 3.0 L3= 7.8 Htotal/L= 0.51 Hpier/L1= 0.56 ► 104 ► 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 x.08 y Fdrag1 eq= 582 F2 eq= 146 Fdrag1 w= 91 F2 ,- 323 H pier= v1 eq= 102.5 plf v3 eq= 102.5 plf 5.0 v1 w= 227.5 plf v3 w= 227.5 plf feet H total= 2w/h = 1 2w/h = 1 9.08 T Fdrag3 eq= s 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 Of feet OTM 18617 41309 R OTM 64868 48050 • • UPLIFT -1658 -242 UP sum -1658 -242 H/L Ratios: L1= 16.0 L2= 11.0 L3= 4.0 Htotal/L= 0.29 ► 4 H ► Hpier/L1= 0.31 .4 ► Hpier/L3= 1.25 L total= 31.0 feet JOB#: 15238_3 ABD_DL ID: Flab w dl= 150 plf 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 -► v hdr eq= 93.2 plf ► •H head= A v hdr w= 206.8 plf 1,08 u Fdragl eq= 280 F2 eq= 280 A Fdragl w= : 0 F2 ,- 620 H pier= vi eq= 205.0 plf v3 eq= 205.0 plf 5.0 v1 w= 454.9 plf v3 w= 454.9 plf feet H total= 2w/h = 1 2w/h = 1 9.08 v Fdrag3 eq= :1 F4 e.- 280 feet A 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 v w UPLIFT 115 1365 UP sum 115 1365 H/L Ratios: L1= 2.5 L2= 6.0 L3= 2.5 Htotal/L= 0.83 Hpier/L1= 2.00 �� Hpier/L3= 2.00 L total= 11.0 feet JOB#: 15238_3 ABD_DL ID: F2ab w d1= 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 Fdrag1 eq= 338 F2 eq= 237 A Fdrag1 w= •0 F2 ,- 525 H pier= vi eq= 201.0 plf v3 eq= 239.3 plf 5.0 vi 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 w • UPLIFT 22 1334 UP sum 22 1334 H/L Ratios: L1= 3.0 L2= 6.5 L3= 2.1 Htotal/L= 0.78 P. 4 0.4 ► 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 Fdragl eq= 280 F2 eq= 280 Fdrag1 w= : 6 F2 ,- 616 H pier= v1 eq= 187.6 plf v3 eq= 187.6 plf 5.0 vi w= 413.3 plf v3 w= 413.3 plf feet H total= 2w/h = 1 2w/h = 1 11.32 v Fdrag3 eq= :6 F4 e•- 280 feet A Fdrag3 w= 616 F4 w= 616 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 79.9 plf 4.1 EQ Wind v sill w= 176.1 plf feet OTM 11041 24326 R OTM 20093 14884 v T UPLIFT -824 860 UP sum -824 860 H/L Ratios: L1= 2.6 L2= 7.0 L3= 2.6 Htotal/L= 0.93 Hpier/L1= 1.92 ► 1 -.4 0. 44 lw Hier/L3= 1.92 p 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 A Fdragl w= ,79 F2 -- 796 H pier= v1 eq= 189.3 plf v3 eq= 189.3 Of 5.0 vl w= 417.1 plf v3 w= 417.1 plf feet H total= 2w/h = 1 2w/h = 1 11.29 . Fdrag3 eq= • F4 e•- 361 feet A 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 v v UPLIFT -1670 342 UP sum -1670 342 H/L Ratios: L1= 6.5 L2= 12.0 L3= 3.5 Htotal/L= 0.51 ► -4 04 ► 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: 580000 User.KW-0602997, g0602997,Ver 5.8.0,1-Deo-2003 Square FootingDesign Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 rivertenace3abd.ecw:15238-B Description 15238-ABD-FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 111 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 II 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% 1 Summary I 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 Mu :Actual Alternate Rebar Selections... 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design 15238 dverterrace 3abd.eav:15238-B 11 _(c)1983-2003 ENERCALC Engineering Software Description 15238-ABD-FTG2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 0 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 4 Bar Size 4 Seismic Zone Rebar Cover 3.000 Overburden Weight 0.000 psf fc 2,000.0 psi Concrete Weight 145.00 pcf Fy 40,000.0 psi LL&ST Loads Combine 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 r 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 Analysis0.0015 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0020% 1 Summary I 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 Pressure2,000.00 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: (ley : 580000 ser KW-0602997,Ver 5.8.0,1-Deo-2003 Square Footing Design Page 1 j1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:15238-B Description 15238-ABD-FTG3 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 1 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 Pc 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 t 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 % ISummary 1 Footing OK 3.25ft square x 11.Oin 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 Mu :Actual Alternate Rebar Selections... 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: 580010Page 1 User.KW-0602997.Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design 15238 riverterrace 3abd.cow:BASEMENTWALLNO _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=2' NO SOG Criteria II Soil Data I Footing Strengths&Dimensions 0 Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0Toe 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 FootingiISoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover©Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs DesiSummary gn IStem Construction 1 Top Stem -k Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ..resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 525 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 382 psf OKRebar Spacing = 18.00 Allowable = 3,000psf 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 = 484psf 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 = 6.66(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Gales (Vertical Component Used) Bar LaplHook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = FootingDesign Results Special Inspection - 9 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 ft4 Concrete Data psi= 3,000.0 Mu: Design = 20 55 ft-# fcFy psi= 40,000.0 Actual 1-Way Shear = 0.00 2.99 psi 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 — e 2 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design Pa 9 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_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 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software 152382nverteTrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=4'NO SOG Criteria r Soil Data 1 Footing Strengths&Dimensions M Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure 35.0 Toe Width 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.66 Soil DensityWater height over heel = 0.0 ft = = 110.00 p cf Footing Thickness 9.00 in FootingiiSoil Friction = 0.400 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 ft Cover @ Top = 3.00 in ©Btm.= 3.00 in Axial Load Applied to Stem ' Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure©Toe = 1,266 psf OK Rebar Size = # 4 Soil Pressure©Heel = 128 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force©Section lbs= 364.4 Footing Shear©Toe = 0.0 psi OK Moment....Actual ft4= 425.2 Footing Shear©Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58(Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design ResultsI Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft4 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 LkRev 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=4'NO SOG Summary of Overturning&Resisting Forces&Moments U 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 Page 1 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design 11 (c)1983-2003 ENERCALC Engineering Software 9 15238_riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=6 NO SOG Criteria 0 Soil Data I 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 Footing poi!Friction = 0.400 = Wind on Stem = 0.0 psf Soil height to ignore Key Width0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm. 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary ‘ Stem Construction \ Top Stem \ Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete ThSoil Pressure Toe = 1,547 psf OK Rebar ness = 8.00 @ p Rebar Size = # 4 Soil Pressure @ Heel = 205 psf OK Rebar Spacing = 16.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf 1b/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios 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 Datafm psi Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results w 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-it Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: 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 LkRev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverteirace 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-it 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 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 riverterrace 3abd.ecw:BASEMENTWALL NO II _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=10'NO SOG Criteria I Soil Data 0 [looting Strengths&Dimensions M Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% - 0.0014 Heel Active Pressure 35.0 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 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 ii Axial DeadLoad Load = 100.0 lbs Axial Load Eccentricity = 0.0 in = 0.0 lbs Design Summary i Stem Construction 0 Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,761 psf OK Rebar Size = # 5 Soil Pressure©Heel = 744 psf OK Rebar Spacing = 8.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf th/Fg+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 ft4= 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 Ford - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results ` Special Inspection ® Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type= Mu':Downward = 277 12,332 ft-# Concrete Data psi= 3,000.0 Mu: Design = 1,390 12,332 ft# 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: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2o03 Cantilevered Retaining 9 Wall Design _ Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=10' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R M.= 19,382.5 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design - (c)1983-2003 ENERCALC Engineering Software 15238 rivertertace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria I Soil Data 1 Footing Strengths&Dimensions a 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.As0.0014 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 DensityWater height over heel = 0.0 ft = = 110.00 pcf Footing Thickness 14.00 in FootingliSoil Friction = 0.400 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in 0.00 in for passive pressure = 0.00 in Key Depth = Key Distance from Toe0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary I Stem Construction Top Stem Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,810 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 1,092 psf OK Rebar Spacing = 5.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft-= 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 Caics (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data psi Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design _ Page 2 1 (c)1983-2003 ENERCALC Engineering Software15238_riverterrace3abd.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