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Specifications (9)
Tzo - cook r 7 3fu-ff ‘A- \-k 1 ) 64 C T ENGINEERING Structural Englneere 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) 'r'!''.r-- #15238 nu, 0 ?f11R Structural Calculations cr m River Terrace Plan 3 DLtia Elevation B414" ARE • \lik<, Tigard, OR 'PIFs T2 '��`� 1`' g , �1 10 Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note- Dual reference for Plan 3 also includes Plan 3713) The proposed project is to be single-family homes. The structures are two story wood-framed. Some plan types have variations for daylight basements to accommodate site conditions. Codes considered; 2012 IBC, and currently adopted ORSC and OSSC. Gravity Design: Roof framing is primarily with pre-manufactured pitched cord wood trusses. Upper floor framing is primarily with pre-manufactured parallel cord wood trusses. Floor framing over the lower floor area and crawl space area is primarily with pre-manufactured wood joists. Foundation Design: The foundations are to be crawl space conditions with strip footings and spread footings and cantilever retaining walls. Foundations have been sized for Class 4 Soils as defined in IBC 1806.2 Lateral Design: Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure)for 120 mph ultimate wind speed, exposure category B and with a Kzt value of 1.38. Seismic lateral design is"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10. Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). Feel free to phone with any questions during the review process pertaining to the construction documents and/or any accessory documents. The following computer design software may have been used for various components: Excel Enercalc Forte RISA Tedds Note that various software releases may have been used. Where software references standards prior to the current IBC/OSSC/ORSC code cycle, various design parameters including load factors, load combinations, allowable design stresses, etc., have been verified to meet or exceed those as referenced by the current IBC/OSSC/ORSC code. SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : 15238_3 ABD_DL ROOF Roofing-asphalt shingles 3.5 psf Misc. 0.9 psf 5/8" plywood (O.S.B.) 2.2 psf Framing at 24"o.c. 3.0 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.0 psf NO gypsum concrete 0.0 psf 3/4" plywood (O.S.B.) 2.7 psf TJIs at 16"o.c. 4.3 psf Insulation 1.0 psf (1) 5/8"gypsum ceiling 2.8 psf Misc. 2.2 psf FLOOR DEAD LOAD 15.0 PSF 16 RB.bl S9.1 RB.b3 RB.b3 RB.b2 F l MIN. HDR GABLE END'TRUSS 2)2x10 HDR (2)2x10 HDR 2)2x10 HDR -------fI --- ---� ---� TYP. AT ADJACENT 1 WINDOW6: (1)2{6 KING STUD o _ 7 = I TWN. SCL. TRIMMERS o I Q1 1 X .i 01 CV I Ci N 1 I (J vI I 1 I i F22"x30"� I ATTIC I1 LACCESSJ I cc _T ! A° = A oo N N _ IF NEEDED PROVIDE 2x4 BLOCKING AT STANDARD -3 PLATE HEIGHT TO MAINTAIN = 1 FLAT CEILING HEIGHT AT +8-1" A.F.F. AT HALLWAY. N 1 z VERIFY WITH TRUSS DESIGNS 19 59.1 20 S9.1 I_- cc 19 A O , � _� >� L S9.1 1 AHNI r ij 0 1 0 MANUFACTURED TRUSSES ® = I 24"' O_C. TYP. U.N.O o 1 . - XI x PQN 12 i O N 1 .Q if Gq cz '9-<. 1 cv /A, Jr ! E--I cr 1 11 / J-DI col X N I 4 `l L. -1--MIN. HDR MIN. HDR — MIN. HDR MIN. HDR GABLE END TRUSS GABLE END TRUSS I ---, RB.b5 m L RB.b7 MIN. HDR MIN. HDR I I GABLE ENDITRUSS I L 1 J RB.b6 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 580006 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw:15238-B Description 15238- B-Roof Beams (1 of 2) [imber Member Information :ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined �! RB.b1 RB.b2 RB.b3 RB.b4 RB.b5 RB.b6 RB.b7 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 5.00 3.00 4.00 2.50 6.50 6.50 6.50 Dead Load #/ft 75.00 30.00 30.00 300.00 75.00 75.00 75.00 Live Load #/ft 125.00 50.00 50.00 500.00 125.00 125.00 125.00 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 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 (2 of 2) Timber Member Information erode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II RB.bS RB.b9 RB.b10 RB.ad10 Timber Section 6x12 2-2x10 2-2x10 2-2x10 Beam Width in 5.500 3.000 3.000 3.000 Beam Depth in 11.500 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Larch,No.1 Fb-Basic Allow psi 1,000.0 850.0 850.0 850.0 Fv-Basic Allow psi 180.0 150.0 150.0 150.0 Elastic Modulus ksi 1,700.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span 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 _Results Ratio= 0.0619 0.7500 0.4800 0.1080 Mmax @ Center in-k1 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 @ Left End DL lbs' 375.00 750.00 600.00 135.00 LL lbs 625.00 1,250.00 1,000.00 225.00 Max.DL+LL lbs 1,000.00 2,000.00 1,600.00 360.00 @ Right End DL lbs 375.00 750.00 600.00 135.00 LL lbs 625.00 1,250.00 1,000.00 225.00 Max.DL+LL lbs 1,000.00 2,000.00 1,600.00 360.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.000 -0.016 -0.007 -0.002 UDefl Ratio 134,831.9 3,658.4 7,145.2 31,756.7 Center LL Defl in -0.000 -0.027 -0.011 -0.003 L/Defl 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 L/Defl Ratio 50,562.0 1,371.9 2,679.5 11,908.7 137" (2)TRIM 213/4 4 8 59.0 P4(---- 03 STUDS S9.0 (111 S1.2 E.A. END O L 2 1� TFB.b3 TFB.b23 O 1. x9 G F? HDR_ _ - _ 47E10. 1-DR 4X10 HD• Le 71777= c 4X10 HDR' `'�F-. �I b2 P TYP. A ADJACENT TFB.b3 (2) IM c, i ��I���-�1\, I� li WINDOWS 1)2X6 KING THIS ND I_ ,_„ 1 11 I JI� STUD BTWN. SGL o d, '� iil�� //I L�--=�a�J TRIM ERS, J.N.O. INA I� ,, ,„„ i, iwr,� _,./, N . ,,,,, „ , i>,--- „Q1-- ' -— 'N a .� H FIX RES w 41) cn AB• E ? cc o D 0 0 J 6 u_ O 1 I� �"� ai o S9.0 � r l 1 L 1 w® oQ `t NH® TFB b8 TFB.b9 TFB.bIfl 3:5X14 BIG BEAM FB 0 W” 0 3.5X14 BIG BEAM FB 3.5X14 IG BEAM © -4-1.1-- --}4---1•}--4- wii��ii,'�iiiiii/At- --}--+-�-- L--".-u-F:131 ",,,IM i,,,,' - rill - ---�---- -- ---- I --, ¢ `� .' Cil I Jii I MP -rT" I �,N \max'/ - -- I i m1 ,.O�EN"FOR STHD14 I STHD14 I I ,'STAIR FRAMIf,G I P4 I i x ��' .�\ I E-- -- ---� J I k' RIM ��� 'ST37FIXTU'ES ABOV J in �_ L----I M5T3f1 P4 l• I r� 1 66/4" I STHD14RJ t I 13.5X14 BIG BEAM FB© P6 FB•"�� �m 91 6x6 �m STHD14RJ ® I 59 o POST I I m I m IlI. m ma : . k 2 I5" 'I.-4 II'. • © r-i A4 I�r r� �. ►, H I H 'X I - -T-- TFB.b6 ►o 5 `� l ' --- - [ 5xjIEAILFB T -� ,..:.©J.L�IJ3.5xh( AB� �\ 1 7 I �� n n ff ri \ \5X1 B.5 I lgij T(.1:1O 1i a• ' 5x14 BIG BEAM F9 I -- -- 5CONI.sLB� •1 -.a -JL-� �_ � Z<'H HDR T B.b13 STHD1 AWL 111.1 u u u FAiP18 TFB.b7 TFB.b7 ,0 Am (2)2x6 CONT. STRUC FASCIA I cc I cr GO N3P P3 v. MANUFACTURED ROOF LEDGER 4 I 0 TRUSSES @ 24D.C. I DI o MANUFACTURED ItA A I� ROOF TRUSSES ® p--. as r 24" D.C. 6x6 W/ 6x6 W/ - 1 POST CAP POST CAP 1►.i ' ` TFB.b21 = NOT USED CABLE END TRUSS .-' VPTYP. J 'RAMING NOTES 1 TFB.b18 = NOT USED --- - Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev' 580006 User:KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 )1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw:15238-B Description 15238- B-Top Floor Beams(1 of 4) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined r TFB.b1 TFB.b2 TFB.b3 TFB.b4 TFB.b5 TFB.b6 TFB.b7 Timber Section 5.125x9.0 2-2x10 4x10 2-2x10 2-2x10 Prilm:3.5x14.0 2-2x10 Beam Width in 5.125 3.000 3.500 3.000 3.000 3.500 3.000 Beam Depth in 9.000 9.250 9.250 9.250 9.250 14.000 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir,24F- Hem Ar,No.2 Douglas Fir- Hem Fir,No.2 Hem Fir,No.2 Rosboro,Bigbeam Hem Fr,No.2 V4 Larch,No.2 2.2E Fb-Basic Allow psi 2,400.0 850.0 900.0 850.0 850.0 3,000.0 850.0 Fv-Basic Allow psi 240.0 150.0 180.0 150.0 150.0 300.0 150.0 Elastic Modulus ksi 1,800.0 1,300.0 1,600.0 1,300.0 1,300.0 2,200.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type GluLam Sawn Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data Span ft 7.00 3.00 5.00 3.00 4.50 10.00 6.50 Dead Load #/ft 230.00 200.00 200.00 110.00 110.00 75.00 90.00 Live Load #/ft 450.00 400.00 400.00 160.00 160.00 125.00 240.00 Dead Load #/ft 75.00 75.00 300.00 300.00 185.00 Live Load #/ft 125.00 125.00 500.00 500.00 330.00 Start ft End ft Results Ratio= 0.3010 0.2700 0.5565 0.3611 0.8125 0.3127 0.5228 il 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 ___________ii @ 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 Center DL Defl in -0.022 -0.002 -0.010 -0.003 -0.015 -0.033 -0.014 L/Defl 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 LiDefl 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 L/Defl Ratio 1,281.5 6,351.3 1,969.9 4,748.7 1,407.0 1,313.4 1,513.8 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 580006 User KW-0602997,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-Top Floor Beams(2 of 4) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined i TFB.b8 TFB.b9 TFB.b10 TFB.b11 TFB.b12 TFB.b13 TFB.b14DNE Timber Section Prilm:3.5x14.0 Prtlm:3.5x14.0 PrlIm:3.5x14.0 5.5x14 PrIlm:3.5x14.0 5.125x16.5 2-2x10 Beam Width in 3.500 3.500 3.500 5.500 3.500 5.125 3.000 Beam Depth in 14.000 14.000 14.000 14.000 14.000 16.500 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Rosboro,Bigbeam Level,LSL 1.55E Douglas Fir,24F- Hem Fir,No.2 2.2E V4 Fb-Basic Allow psi 2,325.0 2,325.0 2,325.0 3,000.0 2,325.0 2,400.0 850.0 Fv-Basic Allow psi 310.0 310.0 310.0 300.0 310.0 240.0 150.0 Elastic Modulus ksi 1,550.0 1,550.0 1,550.0 2,200.0 1,550.0 1,800.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Manuf/Pine Manuf/Pine GluLam Manuf/Pine GluLam Sawn Repetitive Status No No No No No No No Center Span Data 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 0 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 L/Defl Ratio 1,254.8 4,488.9 12,762.8 989.1 10,748.3 1,703.8 30,794.3 Center LL Defl in -0.332 -0.061 -0.015 -0.587 -0.021 -0.173 -0.003 L/Defl Ratio 470.5 1,683.4 4,786.1 388.1 4,002.8 1,112.1 13,920.7 Center Total Defl in -0.456 -0.083 -0.021 -0.818 -0.029 -0.285 -0.004 Location ft 6.500 4.250 3.000 9.576 3.472 8.384 1.500 L/Defl Ratio 342.2 1,224.3 3,480.8 278.7 2,916.7 672.9 9,586.9 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description : Scope: Rev: 580006 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:15238-B Description 15238-B-Top Floor Beams (3 of 4) Timber Member Information :ode Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined TFB.b15 TFB.b16 TFB.b18 TFB.b19 TFB.b20 TFB.b23 TFB.b24 Timber Section Prilm:3.5x9.5 2-2x10 PrIlm:3.5x14.0 Prilm:3.5x14.0 Prilm:3.5x14.0 4x10 4x10 Beam Width in 3.500 3.000 3.500 3.500 3.500 3.500 3.500 Beam Depth in 9.500 9.250 14.000 14.000 14.000 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E Hem Fr,No.2 iLevel,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 2,325.0 900.0 900.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 310.0 180.0 180.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,550.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 5.00 6.00 11.00 7.25 3.00 8.00 Dead Load #/ft 425.00 300.00 110.00 30.00 30.00 200.00 157.50 Live Load #/ft 643.80 500.00 130.00 80.00 80.00 400.00 262.50 Dead Load #/ft 11.50 110.00 18.80 70.00 75.00 Live Load #/ft 56.00 155.00 50.00 85.00 125.00 Start ft 8.500 10.500 End ft 2.000 6.000 11.000 Point#1 DL lbs 1,300.00 1,307.20 LL lbs 2,275.00 2,085.60 ©X ft 2.000 8.500 Cantilever Spanil 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 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 OK i 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 L(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 Defl in 0.028 -0.037 Cantilever LL Defl in 0.048 -0.064 Total Cant.Defl in 0.076 -0.101 UDefl Ratio 630.3 890.9 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Desc.!iptiori Scope: Rev: 580006 User:KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 152382iverterrace_3abd.ecw:15238-B 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 Prilm:3.5x14.0 Beam Width in 3.500 Beam Depth in 14.000 Le:Unbraced Length ft 0.00 Timber Grade •osboro,Bigbeam 2.2E Fb-Basic Allow psi 3,000.0 Fv-Basic Allow psi 300.0 Elastic Modulus ksi 2,200.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No Center Span Data Span ft 11.75 Dead Load #/ft 147.50 Live Load #/ft 230.00 Dead Load #/ft 75.00 Live Load #/ft 125.00 Start ft End ft Results Ratio= 0.3487111 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 @ 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 Defl in -0.086 UDefl Ratio 1,630.7 Center Total Defl in -0.141 Location ft 5.875 UDefl Ratio 1,002.4 r � � 6X6 N.T. F-OSI 6XE P.T. POST 7 I ; 4 \� /P.T 6x8 HDF MFB.b3 6MFBTb3GST ,-®U N ago m too .4 I c P ni 2X LEDGER 8 0 S1.2 2 SIMPSON DTT2Z- • MFB.b2 SDS2.5 (1 IN, 1 OUT) STHD14 1 •THD 4 _u_ HD ► € 2 X10 HDR (2)2X10 HDR 2)2X10 H•- 114Rt - TO DBL 2X8 JOIST TO - — --•-• - INTERIOR RIM/JOIST '.5x'.5 BI BEAN, I' • A ADJpDENT ���(S: © OO O. 1MTH WEB STIFF; m,B b:. (1 IS X6 K G STJD BE ' L � sp. 10/S6.2 TPIMME'. D. 1 I ,� o N a • 1 ® 0 t1 ct 1 POS 1,213„b9 EB BI 1 8.'.10 3.5X11 875 L✓L FB 3. `11.87VL =B 1875 FB 14_ B.b --.41------ 1 ill6X8 POST / I°°,c ice/ I URNI .. ... 1 ,' _- I. Ti - 4„, STAIR I L, T_T _. _..._.,-- -- .. 4 �FRAMING I . , I I �STHD14 0STHD14 0 HDaBOVEOST . '\\I T I =mom` I= THD14R,.1111 ITS,, ABOVE STHD14RJ i BEARING I-JO ST B •CKING WALL ABOVE ABO 1 PON WALL SLAB ON GRADE r SEE FOUNDATION PLAN (AS) - -I •iI I I x8 HDR I 14x8 HDRI pr 14x8 HDR, 7HDt4RJ B.b11L--- 6x•,, B i'B.bt •ST PO` POST 1lib1 cv• I I ELT.,, 11 I PONY WALL =t:, e 5 r I 1 PON WAL I I ill -,CP 4121)STHD14 I STHD14 L L J 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_nverterrace_3abd.ecw:15238-B Description 15238- B- Lower Floor Beams (1 of 2) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 MFB.b1 MFB.b2 MFB.b3 MFB.b4 MFB.b5 MFB.b6 MFB.b7 Timber Section 6x12 2-2x10 6x8 Prilm:3.5x11.875 Prllm:3.5x11.875 2-2x10 4x8 Beam Width in 5.500 3.000 5.500 3.500 3.500 3.000 3.500 Beam Depth in 11.500 9.250 7.500 11.875 11.875 9.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fir,No.2 Douglas Fir- Truss Joist- Truss Joist- Hem Fir,No.2 Douglas Fir- Lardi,No.1 Larch,No.1 MacMillan, MacMillan, Larch,No.2 Fb-Basic Allow psi 1,000.0 850.0 1,000.0 2,600.0 2,600.0 850.0 900.0 Fv-Basic Allow psi 180.0 150.0 180.0 285.0 285.0 150.0 180.0 Elastic Modulus ksi 1,700.0 1,300.0 1,700.0 1,900.0 1,900.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 6.00 5.00 7.00 3.50 6.40 4.00 5.00 Dead Load #/ft 268.00 268.00 97.50 150.00 180.00 197.50 135.00 Live Load #/ft 580.00 580.00 260.00 100.00 480.00 147.50 360.00 Dead Load #/ft 260.00 239.00 105.00 Live Load #/ft 500.00 637.00 280.00 Start ft End ft 4.200 Point#1 DL lbs 805.00 1,020.00 LL lbs 1,575.00 2,720.00 @ X ft 0.500 4.200 Results Ratio= 0.7764 0.7950 0.5096 0.0244 0.6498 0.2070 0.9199 ill Mmax @ Center in-k 94.12 31.80 26.28 4.59 134.58 8.28 33.00 @ X= ft 2.88 2.50 3.50 1.75 3.81 2.00 2.50 fb:Actual psi 776.4 743.3 509.6 55.8 1,636.0 193.5 1,076.3 Fb:Allowable psi 1,000.0 935.0 1,000.0 2,600.0 2,600.0 935.0 1,170.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 83.4 79.8 37.5 6.9 185.2 23.0 98.8 Fv:Allowable psi 180.0 150.0 180.0 285.0 285.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ 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 il Center DL Defl in -0.014 -0.015 -0.016 -0.001 -0.024 -0.004 -0.019 UDefl Ratio 5,033.9 4,095.2 5,242.3 76,958.4 3,264.3 10,853.5 3,161.6 Center LL Defl in -0.029 -0.032 -0.043 -0.000 -0.063 -0.003 -0.051 UDefl Ratio 2,470.9 1,892.3 1,965.9 115,437.6 1,224.3 14,532.7 1,185.6 Center Total Defl in -0.043 -0.046 -0.059 -0.001 -0.086 -0.008 -0.070 Location ft 2.952 2.500 3.500 1.750 3.277 2.000 2.500 UDefl Ratio 1,657.4 1,294.2 1,429.7 46,175.0 890.4 6,213.3 862.3 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 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-Lower Floor Beams(2 of 2) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II MFB.b8 MFB.b9 MFB.b10 MFB.b11 MFB.b12 Timber Section 6x12 Prilm:3.5x11.875 Pr1Im: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 Ar- Truss Joist- Truss Joist- Douglas Ar- Hem Ar,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 Data1111 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 0.7873111 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 lb: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 LReactions @ 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 OK111 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" 4. 20'-10" 15'-2" 4/¢" 4'-11" 7'-614" 7'-6Y" 53/ 1 I I e I � � -1 I 24"X24"X12" FTG _1,- ® I _J I I W/(3)#4 E.W. TYP. N OF 7—) k - . -----±0 I aON I ® I 1 ® I L_J L__ L_J • N .k 331" CONC. SLAB I-1o'-v." '? I. T.O.S. 11'-2'4" t 5'-0" t 4'-7y4" I i -�® I J -9'-53/4" I e .... 0 T.O.S. `1 P4 � N STHD14 - STHD14 STH 14 STHD14RJ 9 t o •.,,,,Tina,,iiJviii,,,,,,,i�i,,n�i�i�ii i tm/iii,,,iiiiii,,,,, ii ii,,,,,, ,,,,,,,J ----1- l o r I 2x4 PONY11 I-9'-37ib.I WALL -10'-1I "' el) o • i I-6'-I116"1 I-6'-1110 • o % I 5'-2)/4" 6'-3" 6'-3" { 6'-3" 6'-3" 5'-2Y4- 1 . 1 I , 18"SO. FTGx10" I 1 t — R_ ni I� r1 1 rT1�TYW/P. U.N.O. BOLT 4X8 HDR r1, I-4-, �I -r J L__I L_J CS.bl 1171471713717/777711 LJ I 10 p FTG1 v 1 -4'-1116" .? I-4'-1116"I • v "n I ' I o .- . I N _9'-116 c. BASEMENT FINISHED FLOOR I-2'-1110 • 0 -2'-1116" rn o 0 1 I 6'-712" 6' 3• 6'-9y2" 6'-212" 5'-91a" 4'-6y2" in 0 SQ. FTGx10 39 SQ. Gx1i 0 SQ. FTGx10" t 39" SQ. FTGx11"t BEARING WALL �- W/(3)#4 EW BOTT, W/(4)#4 EW BOTT W/(3)#4 EW BOIT W/(4)#4 EW BOTT ,� ABOVE o� 1 I 1 6x6 POST r-- 6x6 PAST_11-_,,1,- 1 I i 4X8.2 r t I RI I o CS 1 I r-- S.b3rU - --- _I,- 1: I lrtiR --1 - r'ie21'-216"I L--J I I I I I L 'r- 2x4 PONY 1 FTG3 I L____J I-;/ - x6 POST,0._344- N E FURN (2)18" # ' 1 o LKW WALL I FURN I SO. 1 ♦ n a s ABV. 1 FTGS W (2) r-1 -3 I-1'-216"1 I • it,,,,,,,,,,,,,,,,riii,,,,,,,,,,,,,,,,,iii -,,,157,,,,,„ ,,,hf,,,w,i,JYii,,,,,,iiiiiil I #4 E W. :•TT. I I— —-— — — —r—- --4 (POUR TOGE ER -L- I r -t I MIN. 24"X30" ' ' /4” -21." I _t gr3 CRAWL SPACE 2x6 PONY 1STHD14 P45T}1D14 -41`t" -A��Fa�HgSGjj _ I_1_216" WALL J ine ///////.Y.///f/'�///�///l//11//////A/7i r`"'"�"'"'"_ 5�H.14R J I. ..: STHD14 II-3'-8%"I Pa 20 I 19' 6y2' H 1 6-3�4. 4'--1T7/8. 04 -674". 1 FIXTURE '� t1 -t-BEARIVG WALit- ABOVE i 4111) 3W CONC. SLAB {L 1 I_ 6x6 POST r 4I-1I 0 a SLAB SLOPES 334" I I I I I I 0FROM BACK TO APRON N I 4x8 I. 14x8 HDRI. 14x8 HDRL' STHD14RJ VERIFY GARAGE SLAB HEIGHT -J L_ -J i_234, 1 I.' •I 1 I -214" I ;.___. WITH GRADING PLAN 30"X36"X10" 0 FTG -*STALL G(VVTINUOJSL` W/(3} OPERATED MECFANICAL#4 EA WAY 1ENRLTOSYSTEI II e7 ,o AT A&SPACE 56.0 I -214" I PONY ... N � R t I�® WALL 5 r it . '�iiiis�iiiii�i 0'-0" I T.O.S. 3xU4 BLOCK OUT • I -8" I ®STEM WALL TYP. ----- ------1 ,2 v FIRST FINISHED I -214" 18 1 1 �F FLOOR 18 S6.1 1 T.O.S. 1 --- 56.1, 1s ,I = I ^YI w o1 0 I-1'-216"I 1 I ... \L L * I 314• CONC.� ..1 L.-_r_.-.J I IF J 1 J - STHD14 r STHOl4 1 :PORCH SLAB ,+ ` 41, larQ ®1 L �--- 10--- �4 P 1 L_I _, S6.0 '-1012 16'-3" '-1012 IL— 6'-4" 5-634" 5'-114" o Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: L, Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (01983-2003 ENERCALC Engineering Software 15238_riverterrace_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 CS.b1 CS.b2 CS.b3 CS.b4 Timber Section 4x8 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data Span ft 6.00 6.50 3.75 6.00 Dead Load #/ft 150.00 105.00 126.00 126.00 Live Load #/ft 400.00 280.00 340.00 340.00 Dead Load #/ft 400.00 Live Load #/ft 800.00 Start ft End ft Results Ratio= 0.8279 0.6801 0.9796 0.7015 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 lReactions @ 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 LDeflections 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 _ j - j jI Code Code Code 1 ' Suggest Suggest Suggest Lpick 1 Lpick I Lpick Lpick Joist b d Spa. LL DL 4_M max V max! EI I L fb L fir L TL240 L LL3601 L max TL deft. LL deft. L TL360 L LL480 L max TL deft.TL defl.l LL deft.LL deft. size&grade width(in.)I depth(in.) (in.) (psf) (psf)I (ft-lbs) (psi) 1 (psi) (ft.) (ft.) (ft.) (ft.) ! (ft.) (in.) (in.) (ft.) (ft.) (ft.) (in.) ratio Jn.) 1 ratio 1 9.5"TJI 110 1.75 9.5 19.2 40 15 2380 1220; 1.40E+08 14.71t 27.73 15.23 14.80; 1&71 0.66 0.481_1 13.31 13.45 13.31 0.44 360 0.321 495 9.5"TJI 110 1.75 9.5 161 40 15 2380 1220 1.40E+081 16.111 33.27 16.19_ 15.73! 15.73 0.72 0.521 I 14.14 14.29 14.14 0.471 360 0.341 495 9.5"TJI 110 1.75 9.5 12 40 15 2380 1220; 1.40E+OS 18.611 44.36 17.82 17.311 17.31 0.79 0.58 15.57 15.73 15.57 0.52 360 0.381 495 9.5"TJI 110 1.751 9.5 9.6 40 151 2380 1220; 1.40E+081 20.80 55.45 19.19 18.64! 18.64 0.85 0.62 16.77 16.94 16.77 0.56 360 0.411 495 - - 1--- - I 1 - I i _ -T _-r ................ ... 9.5"TJI 110 1.751 9.5 19.21 40 10 2500 12201 1.57E+081 15.811 30.50 16.34 15.371 15.37 0.64 0.511 1 14.27 13.97 13.97 0.441 384 0.351 480 9.5"TJI 110 1.75 9.5 16 40 10 2500 1220 1.57E+08 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37 480 9.5"TJI 110 1.75 9.5 12 40 101 2500 1220: 1.57E+081 20.001 48.80 19.11 17.981 17.98 0.75 0.60 16.69 16.34 16.34 0.51 384 0.411 480 9.5"TJI 110 1.751 9.5 9.6 40 101 2500 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 10 3000 13301 1.87E+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 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 16.74 0.49 384 0.39 480 9.5"TJI 210 2.0625( 9.5 12 40 101 3000 13301 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 2.0625! 9.5 9.6 40 101 3000 13301 1.87E+08-24.49 66.50 21.82 20.531 -20.53 0.86 0.68_ 19.06- 18.66 18.66 0.58 384 0.471 480 9.5"TJI 230 2.31251 9.5 19.21 40 101 3330 133072.06E+081 18.251 33.25 17.89 16.831 16.831 0.70 0.561 I 15.63 15.29 15.29 0.481 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 16.25 0.51 384 0.41 480 9.5"TJI 230 2.3125 9.5 12' 40 10 3330 13301_2.06E+08' 23.081 53.20 20.92 19.69' 19.69 0.82 0.66' 18.28 17.89 17.89 0.561 384 0.45 480 9.5"TM 230 2.3125 9.5 9.6 40 10� 3330 133012.06E+081 25.811 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27 19.27 0.60 384 0.48 480 I - -t----- ----- ----F-- --- -- -----t--- 11.875"TJI 110 1.751 11.875 19.2. 40 101 3160 1560 2.67E+04 17.78139.00 19.50 18.35. 17.78 0.67' 0.54. 17.04 16.67 16.67 0.52 384 0A21 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72-- 17.72 0.55 384 0.44 480 11.875"TJI 110 1.751 11.875 12' 40 101 3160 15601 2.67E+08 22.49* 62.40 22.81 21.46* 21.46 0.89 0.72' ' 19.93 19.50 19.50 0.61' 384 0.491 480 11.875"TJI 110 1.7511.875 9.6 40 10f 3160 15601 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 L- - - - - - - 1---- 11.875"TJI 210 2.06251 11.875 19.2, 40 101 3795 16551 3.15E+08 19.481 41.38 20.61 19.39, 19.39 0.81 0.65, , 18.00 17.62 17.62 0.55, 384 0.441 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72 18.12 0.59 384 0.47 480 11.875"TJI 210 2.06251 11.875 12 40 101 3795 16551 3.15E+08 24.641 66.20 24.10 22.681 22.68 0.95 0.76 21.05 20.61 20.61 0.641 384 0.521 480 1 11.875"TJI 210 2.06251 11.875 9.6 40 101 3795 1655; 3.15E+08 27.55' 82.75 25.96 24.431 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 165 -3.47E+08 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 11.875 121 40 101 4215 1655; 3.47E+081 25.971 66.20 24.891 23.421 23.421 0.98 0.781 1 21.7421.28 21.28 0.671 384 0.531 480 11.875"TJI 230 2.31251 11.875_ 9.6 40 101 4215 1655 3.47E 08 29.03 82.75 26.81 25.23 25.23 1.05 0.84 23.42 22.93 22.93 0.72 384 0.571 480 1 ... ............. 11.875"RFP)400 2.0625 11.875 19.21 40 10 4315 1480; 3.30E+08 20.77! 37.00 20.0-19.69! 19.69 0.82 0.661 1 18.28 17.89 17.89 0.56! 384 0.45 4 6)- 11.875" 011.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 19.01 0.59 384 0.48 480 11.875"RFPI 40 101 431 1480! 3.30E+08 26.281 59.20_1_ 24.48 23.031 0.911 20.93 20.93 0.65 84 480 11.875"RFPI 400+ 2.06251 11.875+ 9.6[ 40 10! 4315 1480' 3.30E+08 29.38 74.00 26.37 24.8fr 24.81+ 1.03 0.8 1 23.03--22.54 22.64 0.70 384{........ 0.561..........480 Page 1 SAWN JOISTS and RAFTERS Fb*Cr*C Code Suggest Lpick Lpick Lpick Lpick Joist _Spa. LL DL F'b Fiv E L fb L L TL240 L PTL240 L LL360 L max L TL360 L pick TL defl.TL defl. LL defl. LL defl. size&grade (in.) (psf) (psf) (psi) (psi) (psi) _Vt.) (ft.) (ft.) (ft.) (ft.) (ft.) (ft.) (ft.) (in.) 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 17.651 16.83 15.48 14.39 15.48 0.64 289 0.40 463 2x10 HF2 16 25 15 1075 150 1300000 16.95 52.03 17.50 18.75 17.88 16.95 15.29 16.95 0.77 264 0.48 422 2x10 HF2 12 25 15 1075 150 1300000 19.58 69.38 19.26 20.64 19.68 19.26 16.83 19.26 0.96 240 0.60 384 2x12 HF2 24 25 15 980 150 1300000 16.07 42.19 18.59 19.92 19.00 16.07 16.24 16.07 0.52 371 0.32 594 2x12 HF2 19.2 25 151 980 150 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 25 151 980 150 1300000 19.69 63.28 21.28 22.81 21.75 19.69 18.59 19.69 0.78 303 0.49 485 2x12 HF2 12 25 15 980 150 1300000 22.73 84.38 23.42 25.10 23.93 22.73 20.46 22.73 1.04 263 0.65 420 2x8 HF2i 24 100 20 1175 150 1300000 6.55 9.06 8.31 8.55 7.71 6.55 7.26 6.55 0.16 490 0.13 588 2x8 HF21 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 9.79 8.83 8.02 8.31 8.02 0.24 400 020 480 - 2x8 HF2 12 100 20 1175 150 1300000 9.26 18.13 10.47 10.78 9.72 9.26 9.14 9.26 0.32 346 0.27 416 2x10 HF2 24 40 15 1075 150 1300000 11.81 25.23 13.75 14.44 13.35 11.81- 12.01 11.50 0.34 410 0.24 564 2x10 HF2 19.2 40 15 1075 150 1300000 13.20 31.53 14.81 15.55 14.39 13.20 12.94 12.50 0.38 399 0.27 549 2x10 HF2 16 40 15 1075 150 1300000 14.46 37.84 15.74 16.53 15.29 14.46 13.75 13.00 0.37 426 0.27 585 2x10 HF2 12 40 15 1075 150 1300000 16.70 50.45 17.32 18.19 16.83 16.70 15.13 14.00 0.37 454 0.27 625 add @ 32" 16 40 15 1075 150 1300000 17.71 56.76 18.01 18.92 17.50 17.50 15.74 14.50 0.38 460 0.27 633 2)2x10 HF2 16 40 15 1075 150 1300000 20.45 75.68 19.83 20.82 19.26 19.26 17.32 15.00 0.32 554 0.24 762 2)2x10 HF2 12 40 15 1075 150 1300000 23.61 100.91 21.82 22.92 21.20 21.20 19.06 16.50 0.36 555 0.26 763 2x12HF2 24 40 15 980 150 13000001 13.71 30.68 16.72 17.56 16.24 13.71 14.61 13.50 0.36 456 0.26 627 2x12 HF2 1 19.2 40 15 980 150 1300000 15.33 38.35 18.01 18.911 17.50 15.33 15.73 14.25 0.35 485 0.26 666 2x12 HF2 16 40 15 980 150 130000_,_01 16.79 46.02 19.14 20.101 18.59 16.79 16.72 15.00 0.36 499 0.26 686 2x12 HF2 12 40 151 980 150 13000001 19.39 61.36 21.07 22.12 20.46 19.39 18.40 17.50 0.50 419 0.36 576 Page 1 D+L+S CT#4028AS I I LOAD CASE (12-12) (BASED ON ANSI/AF&PA NDS-2012) SEE SECTION: 2.3.1 2.3.1 i 2.3.1 3.7.1 3.7.1 1 Ke 1.00 Design Bucn Factor D+L+S I c 0.80(Constant)kd> Section 3.7.1.5 i 1 Cr_ KcE ~0.30(Constant)> !Section 3.7.1.5- Cf(Fb) ;Cf(Fc) NDS Cb E (Varies) > Section 2.3.10 !Bending!Comp. Size Size Rep. ! Cd(Pb) Cb 1 Cd(Fc) Eq.3.7-1 I I NDS 3.9.2 Max.Wall 1durationiduradonfactorlfactor use I Stud Grade!Width Depth Spacing Height Le/d Vert.Load Hor.Load a.1.0 Load 0 Plate{Cd(Fb)Cd(Fc) Cf ICf Cr Fb 1Fc perp Fc 1 E Fb' Fc perp'i Fc' Fce F'c i fc fc/F'c lb R1/I in. In. in. ft, ptf psi pit 1 i (Fb)�(Fc) psi l psi psi 1 psi psi psi 1 psi psi psi psi psi Fb"(1-fc/Fce) JNTERIOR WALLS 12X41 H-F STU.DI ': 1 i H-F Stud 1 1.5 3.5 18 1 8 27.4 100 01 0.00371993.4 1.00 1 1.15 1.1 I 1.05 1.15 875 1 405 800 1 1,200,000 854 506! 966 478.52 415.711 25.40 0.001 0.000 H-F Stud 1 1.5 3.5 16 1 8 27.4 1045 0 0.4076 ! 1993.4 ! 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 854 506! 966 478.52 415,711 285.40 0.64 0.01 0.000 H-F Stud 1.5 3.5 12 ' 8 27.4 1990 0 0.8314 2657.8 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 854 5061 968 478.52 415.711 379.05 0.91 0.001 0.000 H-F Stud 1.5 3.5 12 8 27.4 1990 0 0.8314 2657.8 ! 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506! 968 478.52 415.71 379.05 0.91 0.00 0.000 1 JNTERIORlALLS,X4}SPF STUB _ I ! SPF Stud 1.5 3.5 16 1 8 27.4 100 0 0.0039 , 2091.8 ' 1.00 € 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 854 531i 875.438 478.52 407.531 25.40 0.06 0.00 0.000 SPF Stud 1.5 3.5 16 : 8 27.4 1045 0 0.4241 2091.8 1.00 i 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 5311 875.438 478.52 407.53, 285.40 0.65 0.00 0.000 SPF Stud 1.5 3.5 12 8 27.4 1990 0 0.8651 2789.1 1 1.00 ! 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531;875.438 478.52 407.531 379.05 0.93 0.00 0.000 SPF Stud 1.5 3.5 12 6 27.4 1990 0 0.8651 2789.1 1.00 ? 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531!875.438 478.52 407.53 379.05 0.93 0.00, 0.000 _ I JNTERIOR WALLS 2X4}DF-L STU1 DF-L Stud 1.5 3.5 16 8 27.4 100 0 0.0028 I 3076.2 1.00 1.15 1.1 1.05 1.15 700 625 850 1,400,000 888 7811 1026.38 558.27 475.96 25.40 0.05 0.00 0.000 DF-L Stud, 1.5 3.5 16 8 27.4 1045 0 0.3109 3076.2 1.00 1.15 1.1 1.05 1.15 700 625 850 1,400,000 886 7811 1026.38 558.27 475.961 265.40 0.561 0.00 0.000 DF-L Stud 1.5 3.5 12 8 27.4 1990 0 0.6342 {{ 4101.6 !! 1.00 I 1.15 1.1 1.05 1.15 700 625 850 1 1,400,000 886 7811 1028.38 558.27 475.961 379.05 0.80 0.001 0.000 1 EXTERIOR WALLS ! 1 f I I 1 I H-F#2 1.5 5.5 16 17.7083 16.8 3132 0 0.2408 3132.4 ; 1.00 1 1.15 1.3 1.10 1.15 850 405 1300'1,300,000 1,271 5061 1644.5 1378.83 1031.581 506.18 0.49 0.00 0.000 H-F 02 1.5 5.5 16 1 9 19.6 3132 0 0.3652 1 3132.4 1.00 i 1.15 1.3 1.10 1,15 850 405 1300 1,300,000 1,271 5061 1644.5 1011.45 837.571 506.18 0.80 0.00 0.000 H-F#2 1 1.5 5.5 16 1 8.25 18.0 3132 0 0.2858 fI 3132.4 1.00 I 1.15 1.3 1.10 1.15 850 405 1300,1,300,000 1,271 506! 1644.5 1203.70 946.771 506.18 0.53 0.00 0.000 SPF#2 1.5 5.5 16 7.7083 16.8 3287 0, 0.2737 ! 3287.1 1.00 j 1.15 1.3 1.10 1.15 875 425 1150 11,400,000 1,308 531'1454.75 1484.89 1015.45 531.23 0.52 0.00 0.000 SPF#2 [ 1.5 5.5 16 9 19.8 3287 0' 0.3905 11f 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 11,400,000 1,308 5311 1454.75 1089.25 850.16 531.23 0.82 0.00 0.000 SPF#2 1 1.5 5.5 16 8.25 18.0 3287 0 0.3158 3287.1 [ 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531!1454.75 1296.30 945.38 531.23 0.56 0.00 0.000 I , SPF Stud - 1.5 3.5 16 14.57 50.0 545 0 0.9913 2091.8 1.00 { 1.15 1.1-1.05 1.15 675 425 725 1,200,000 854 5311 875.438 144.26 139.02 138.41 1.00 0.00 0.000 1 SPF#2 1.5 5.5 18 19 41.5 1450 0 0.9917 3287.1 1.00 I 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 5311 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F#2 1 1.5 5.5 16 19 41.5 1360 01 0.9969 1 3132.4 1.00 i 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 1,271 5061 1644.5 228.94 220.14 219.80 1.00 0.001 0.000 Page 1 D+L+W CVO 4028AB I 1 LOAD CASE (12-13) ( [(BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 1 Ka 1 1.00 Design Buckling Factor D+L+W 1 1 '0.80(Constant)> (Section 3.7.1.5 f i Cr_ KcE 0.30(Constant)> ;Section 3.7.1.5 1 1 Cf(Fb) i Cf(Fc) NDS Cb (Varies) > (Section 2.3.10 1 1 Bending!Comp. Size.Size Rep. . i Cd(Fb) Cb i Cd(Fc) Eq.3.7-1 NDS 3.9.2 i Max.Wall 1 duration:durationfactorlfactor use • Stud Gradel Width Depth Spacing Height Le/d Vert.Load Hor,Load <=1.0 Load PlatelCd(Fb)Cd (Fc) Cf Cf ' Cr Fb 1Fc perp Fc 1 E Fb' Fc perp'' Fc' Fce Fc fc -fc/F'c fb 1b/ In. In. In. 1 ft. pif psi plf 1 1 (Fb) (Fc) psi psi psi psi psi psi psi psi psi psi psi I Fb"(1-fc/Fce) INTERIOR WALLS(2X41 Hf STUD! i i H-F Stud 1.5 3.5 18 I 8 27.4 100 5 0.1655 I 1993.4 1.60 1 1.00 1.1 1.05 1.15 675 405 800 1 1200,000 1,368 5061 840 478.52 403.771 25.40 0.08 208.981 0.182 H-F Stud 1.5 3.5 16 8 27.4 1045 5 0.7755 1 1993.4 I 1.60 1 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 8401 478.52 403.771 265.40 0.661 208.981 0.343 H-F Stud ( 1.5 3,5 8 j 8 27.4 1990 5 0.5538 1 3986,7 i 1.60 1 1.00 1.1 1.05 1.15 675 405 800 '1,200,000 1,386 5061 840 478.52 403.77i 252.70 0.63 104.491 0.162 H-F Stud i 1.5 3.5 8 1 8 27.4 1990 51 0.5538 3986.7 1.60 1 1.00 1.1 1.05 1.15 675 I 405 800 1,200,000 1,366 5061840 478.52 403.771 252.70 0.83 104.49 0.162 INTERIOVIALLS(2X41 SPf STUIZ I I I iI I 1 SPF Stud 1 1,5 3.5 16 8 27.4 100 51 0.1657 ! 2091.8 i 1.60 : 1.00 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 761.251 478,52 393.991 25.40 0.061 208.98 0.162 SPF Stud 1 1.5 3.5 ,_ 16 1 8 27.4 1045 5 0.7972 ' 2091.8 1 1.60 1 1.00 1.1 1 1.05 1.15 675 I 425 725 1 1,200,000 1,386 5311 761.251 478.52 393.991 285.40 0.671 208.98 0.343 SPF Stud I 1.5 3.5 8 ? 8 27.4 1990 5, 0.5734 4183.6 1 1.60 1.00 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 531j 761.25 478.52 393.991 252.70 0.64 104.49 0.162 SPF Stud ' 1.5 3.5 8 8 27.4 1990 5 0.5734 4183.6 { 1.60 1 1.00 1.1 '1.05 1.15 675 425 725 1 1,200,000 1,366 5311 761.25 478.52 393.991 252.70 0.64 104.49. 0.162 1I II INTERIOR WALLS(2X4)DF-L STUD 1-----_ 1 1 DF-L Stud 1 1.5 3.5 16 8 27.4 100 5 0.1576 ! 3078.2 1 1.60 1 1.00 1.1 1.05 1.15 700 625 850 1 1,400,000 1,417 7811 892.5 558.27 460.251 25.40 0.06 208.981 0.155 DF-L Stud' 1.5 3.5 16 8 27.4 1045 5 0.6137 i 3076.2 1.60 i 1.00 1.1 1 1.05 1.15 700 625 850 1 1,400,000 1,417 7811 892.5 558.27 460.25! 265.40 0.58 208.981 0.281 DF-L Stud 1 1.5 3.5 12 , 8 27.4 1990 4.5 0.9884 4101.6 1.60 1 1.00 1.1 1.05 1.15 700 625 850 1 1,400,000 1,417 7811 892.5 558.27 460.251 379.05, 0.82 141.081 0.310 I'ERIOR WALLS I H-F#21.5 5.5 16 1 7.7083 18.8 3132 9.711 0.3909 3132.4 1.60 i 1.00 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1430 1378.83 969.91 508.18 0.52 152.58' 0.119 H-F#2 j 1.5 5.5 16 9 19.6 3132 8.461 0.5743 3132.4 1.60 1 1.00 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1430'1011.45 804.501 506.18 0.83 181.231 0.178 H-F#2 1 1.5 5.5 16 8.25 18.0 3132 8.131 0.4411 1 3132.4 1.60 1 1.00 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1430 1203,70 899,131 506.18 0.56 146.341 0.124 I ! 1 I SPF#2 1 1.5 5.5 16 1 7.7083 16.8 3287 9.71 0.4327 ; 3287.1 1 1.60 1 1.00 1.3 1.10 1.15 875 425 1150[1.400,000 2,093 5311 1285 1484.89 940.30 531.23 0.58 152.58 0.114 SPF#2 1 1.5 5.5 16 1 9 19.6 3287 8.46 0.6033 1 3287.1 1 1.60 1 1.00 1.3 i 1.10 1.15 875 425 1150 1 1,400,000 2,093, 5311, 1265 1089,25 806.081 531.23 0.66 181.23 0.169 SPF#2 1 1.5 5.5 16 1 8.25 18.0 3287 8.131 0.4790 1 3287.1 1.60 1 1.00 1,3 1 1.10 1.15 875 425 1150 11.400,000 2,093 5311 1265 1296.30 884.891 531.23 0.60 146.341 0.118 SPF Stud , 1.5 3.5 16 i 14.57 50.0 70 8.46 0.9957 1 2091.8 1.60 1 1.00 1.1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 761.25 144.26 138.14 17.78 0.131 1172.85 0.979 SPF#2 1 1.5 5.5 16 1 19 41.5' 880 9.71 0.9941 1 3287.1 . 1.60 i 1.00 1.3 1.10 1.15 875 425 1150 1 1.400,000 2,093 5311 1265 244.40 233.801 108.67 0.48F927.02 0.786 H-F#2 1 1.5 _5.5 16 1 19 41.5 600 9.711 0.9921 1 3132.4 1 1.60 1 1.00 1.3:1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1430 228.94 219.021 98.97 0.441 927.021 0.796 Page 2 D+L+W+.5S ICT#4028AB I i LOAD CASE f (12-14) I :(BASED ON ANSI/AFBPA NDS-2005) j SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 Ke I 1.00 Design BucklinQFactor D+L+W+812 ' c 0.80 Constant > ;Section 3.7.1.5 I j Cr KcE 0.30(Constant)> ?Section 3.7.1.5 -`� l Cf(Fb) Cf(Fc) NDS Cb I (Varies) > !Section 2.3.101 Bending?Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 1 1 NDS 3.9.2( Max.Wall !duration idurationfactor factor use Stud Gradel Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load 02 Plate Cd(Fb)Cd(Fc) Cf Cf Cr Fb IFc perp Fc E Fb' Fc perp' Fc' Fce Pc fc fc/F'c fb b/ 1 In. In. in. I ft. Of psf 1 Pif (Fb) (Fc) psi psi psi , psi psi psi psi psi psi psi psi f Fb-(1-fc/Fce) INTERIOR NALLS 12X41 I f STUD; ( 1 H-F0 1,366 5061 966 478.52 415.711 25.40 0.08, 208.98 0.182 Stud 1.5 3.5 16 1 8 27.4 10 8 27.4 45 51 0.7510 1 1993.4 1 1.60 1.15 1.1 1.05 1.15 675 I 405 800 1 1,200,000 1,368 5061 966 478.52 415.71' 265.40 0.64 208.98 0.343 H-F Stud 1.5 3.5 8 1 8 27.4 1990 5` 0.5316 3986.7 1.60 1.15 1.1 '1.05 1.15 675 i 405 800 1 1,200,000 1,366 5081 966 478.52 415.71 252.70 0.61 104.49 0.162 H-F Stud 1.5 3.5 8 1 8 27.4 1990 5 0.5316 3986.7 1.60 i 1.15 1.1 1.05_1.15 675 405 800 1 1,200,000 1,366 508 966 478.52 415.71 252.70 0.61 104.49 0.162 I R S 1 I i j I 1 SPF Stud 11.5 3.5 16 1 8 27.4 100 5 0.1654 2091.8 I 1.60 1.15 1.1 1.05 1.15 675 1 425 725 ,1,200,000 1,366 5311 875.438 478.52 407.53 25.40 0,06 208.98 0.162 SPF Stud 1 1.5 3.5 16 8 27.4 1045 5 0.7676 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1.38 5311 875.438 478.52 407.53 265.40 0.85 208.98 0.343 1 SPF Stud ' 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.15 675 ( 425 725 1,200,000 1,366 5311 875.438 478.52 407.53 252.70 0.82 104,49 0.162 SPF Stud 1.5 3.5 8 f 8 27.4 1990 5 0.5466 4183.6 1.60 I 1.15 1.1 1.05'1.15 675 425 725 '1,200,000 1,366 531'875.438 478.52 407.53 252.70 0.82 104.49 0.162 1 INTERIOR WALLS 12X41 DF-L STUD 1 DF-L Stud I 1.5 3.5 16 1 8 27.4 100 5 0.1574 3078.2 1.80 1.15 1.1 1.05 115 700 825 850 1,400,000 1,417 781 1026.38 558.27 475.961 25.40 0.05 208.98 0.155 DF-L Stud 1.5 3.5 16 I 8 27.4 1045 5 0.5921 3076.2 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781 1026.38 558.27 475.981 265.40 0.56 208.98 0.261 DF-L Stud 1.5 3.5 12 8 27.4 1990 5 0.9788 4101.6 1.60 1 1.15 1.1'1.05 1.15 700 625 850 1,400,000 1.417 781 1026.38 558.27 475.961 379.05 0.80 156.73 0.345 I fijair ERIOR WALL; - 1 H-F#2 1 1.5 5.5 18 7.7083 18.8 3132 9.711 0.3593 3132.4 1.60 i 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 508 1644.5 1376.83 1031.58 506.18 0.49' 152.58 0.119 H-F#2 1 1.5 5.5 16 9 19.6 3132 8.461 0.5437 3132.4 1.60 i 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 0.60 181.23 0.178 H-F#2 I, 1.5 5.5 16 i 8.25 18.0 3132 8.13 0.4100 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 508.18 0.53 148.34 0.124 SPF#2 1.5 5.5 18 1 7.7083 18.8 3287 9.71 0.3872 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45. 531.23 0.52 152.58 0.114 SPF#2 1.5 5.5 16 t 9 19.6 3287 8.46 0.5595 3287.1 1.60 ! 1.15 1.3,1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.181 531.23 0.62 181.23 0.169 SPF#2 1.5 5.5 16 1 8.25 18.0 3287 8.13` 0.4342 1 3287.1 1.60 1 1.15 1.3 11.10 1.15 875 425 1150 11,400,000 2,093 53111454.75 1296.30 945.381 531.23 0.56 146.34 0.118 1 I 1 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 1.60 j 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.438 144.26 139.01 17.78 0.13 1172.85 0.979 SPF#2 1.5 5.5 16 19 41.5 80 9.71 0.9914 3287.1 1.60 11 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32• 108.87 0.45 927.021 0.788 H-F#2 I 1.5 5.5 16 I 19 41.5 800 9.711 0.9901 I 3132.4 1 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 506 1644.5 226.94 220.14 96.97 0.44 927.021 0.796 Page 3 D+L+S+.5W CT#4028AB j LOAD CASE 1 (12-15) 1 1(BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor D+L+S+W12 1 I c 0.80(Constant)> !Section 3.7.1.5 i__ _ ; 1 Cr KcE 0.30(Constant)> !Section 3.7.1.5 1 I ! Cf(Fb) I Cf(Fc) NDS Cb 1 (Varies > !Section 2.3.10 I Bending:Comp. Size Size Rep. t j Cd(Fb) Cb i Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wail I duration,duration factor factor use 1 j Stud Grade!Width Depth Sparing;Height Le/d Vert.Load Hor.Load a.1.0 Load @ Plate(Cd(Fb)Cd(Fc) Cf Cf Cr Fb !Fc perp Fc E Fb' Fc poll Fc' Fce F'c fc fc/F'c fb fb/ I in. in. in. 1 ft. plf psf Of (Fb)'(Fc) psi psi psi psi psi psi f psi psi psi psi psi j Fb'(1-fc(Fce) INTERIOR WALLS jot H-F STUDi ! ! i H-F Stud I 1.5 3.5 16 8 27.4 100 5 0.1853 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 966 478.52 415.71! 25.40 0.08 208.981 0.162 H-F Stud 1.5 3.5 16 8 27.4 1045 5 0.7510 1993.4 ! 1.60 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 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 51 0.5316 1 3986.7 1.60 € 1.15 1.1 1.05 1.15 675 405 800 j 1,200,000 1,366 5061 966 478.52 415,711 252.70 0.61 104.491 0.162 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 966 478.52 415.711 252.70 0.61 104.49' ! 0.162 j INTERIOR WALLS 12X4)SPF STUD ! 1 i i SPF Stud 1 1.5 3.5 16 8 27.4 100 5 0.1654 I 2091.8 1 1.60 i 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.438 478.52 407.531 25.40 0.06 208.98 0.162 SPF Stud 1.5 3.5 16 1 8 27.4 1045 5 0.7876 ! 2091.8 1 1.60 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 1.366 5311 875.438 478.52 407.53j 285.40 0.851 208.981 0.343 SPF Stud 1.5 3.5 8 1 8 27.4 1990 5 0.5466 1 4183.6 L 1.60 1 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.438 478.52 407.531 252.70 0.62 104.491 0.162 SPF Stud 1.5 3.5 8 i 8 27.4 1990 51 0.5466 4183.6 + 1.60 i 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.438 478.52 407.531 252.70 0.62 104.49 0.162 JNTERIOR WALLS(2X41 DF-L STUD 1I I E DF-L Stud 1 1.5 3.5 16 I 8 27.4 100 5 0.1574 I 3076.2 ! 1.60 1 1.15 1.1 1 1.05 1.15 700 1 625 850 1 1,400,000 1,417 7811 1026.38 558.27 475.961 25.40 0.05 208.98 0,155 DF-L Stud 1.5 3.5 16 6 27.4 1045 5 0.5921 1 3076.2 I 1.60 1 1.15 1.1 1 1.05_1.15 700 1 625 850 1 1,400,000 1,417 781!;1028.38 558.27 475.981 265.40 0.56 208.98 0.281 DF-L Stud 1 1.5 3.5 12 . 8 27.4 1990 51 0.9788 4101.6 1 1.60 1 1.15 1.1 1.05 1.15 700 625 850 11.400,000 1,417 7811 1028.38 558.27 475.961 379.05 0.80 156.73 0.345 I ! f i I F.)(TERIOR. TALL 1 ! H-F#2 E 1.5 5.5 16 1 9 7.7083 16.8 3132 4.8551 0.3001 ; 3132.4 1.60 1 1.15 1.3 11.10 1.15 850 405 1300 11,300,000 2,033 5061 1644.5 1378.83 1031.581 506.18 0.49 78.291 0.059 H-F#2 1 1.5 5.5 16 19.6 3132 4.231 0.4544 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1644.5 1011.45 837.571 506.18 0.60 90.611 0.089 H-F#2 1 1.5 5,5 16 I 8.25 18.0 3132 4.065 0.3479 ! 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 5081 1644.5 1203.70 946.771 506.18 0.53 73.17 0.062 1 i 1 ! SPF#2 ' 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1 1.60 1 1.15 1.3.1.10 1.15 875 I 425 1150 11,400,000 2,093 531,1454.75 1484.89 1015.45! 531.23 0.52 76.29 0.057 SPF#2 1.5 5.5 16 1 9 19.6 3287 4.23! 0.4750 3287.1 ! 1.60 1.15 1.3 11.10 1.15 875 1 425 1150 1,400,000 2,093 53111454.75 1089.25 850,161 531.23 0.62 90.611 0.085 SPF#2 . 1.5 5.5 16 1 8.25 18.0 3287 4,0651 0.3750 3287.1 j 1,60 1 1.15 1.3 11.10 1.15 875 ( 425 1150 11,400,000 2,093 5311 1454.751 1296.30 945.381 531.23 0.56 73.171 0.059 i 1 I ! 1 I i ! j i SPF Stud 1 1.5 3.5 16 14.57 50.0 255 4.231 0.9959 2091.8 1 1.60 ' 1.15 1,1 11.05 1,15 675 425 725 1 1,200,000 1,366 5311 875.438 144.26 139.021 64.76 0.47 586.431 0.779 SPF#2 1 1.5 5.5 16 1 19 41.5 935 4.8551 0.9925 3287.1 ! 1.60 ' 1.15 1.3 1 1.10 1.15 875 425 1150 1 1,400,000 2,093 5311 1454.75 244.40 235.321 151.11 0.841 463.511 0.580 H-F#2 1 1.5 5.5 16 1 19 41.5 865 4.8551 0.9970 1 3132.4 1 1.60 1 1.15 1.3 1 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1644.5 228.94 220.141 139.80 0.841 463.511 0.594 Page 4 D+L+S+.7E CT#4028AB 1 I ;LOAD CASE I (12-16) I (BASED ON ANSI/AFBPA NDS-2005) SEE SECTION: ; 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+S+El1.4 c 0.80(Constant)> (Section 3.7.1.5 _ 1 1 i 1 Cr __ KcE 1 0.30(Constant)> !Section 3.7.1.5 '--I Cf(Fb) Cf(Fc) NDS Cb 1 (Varies) > 'Section 2.3.10 Bending Comp.1 Size Size Rep.1 I I Cd(Fb) Cb Cd(Fc) 1 Eq.3.7-1 1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grad Width.Depth Spacing Height Le/d Vert.Load Hor.Load <.1.0 Load 6 Platd Cd(Fb)Cd(Fc)' Cf Cf Cr Fb Fc perp( Fc E I Fb' 'Fc perp' Fc' Fce F'c fc ' fc/F'c lb fb/ I in. in. in. 1 It. pit psf plf (Fb) (Fc) psi psi psi psi psi psi psi psi j psi psi psi Fb"(1-fc/Fce) JNTERIOR WALLS 12X41 H STUD, H-F Stud1.5 3.5 16 8 27.4 100 5 0.1653 1993.4 1.60 1.15 ( 1.1 1.05 1.15; 675 405 1 800 1,200,0001 1,366 506 968 478.52 415.71 25.40 0.06 208.98 0.162 H-F Stud 1 1 1.5 3.5 16 8 27.4 1045 5 0.7510 1993.4 1.60 1.15 ! 1.1 1.05 1.15 1 875 405 I 800 1,200,0001 1,386 506 966 478.521 415.71 285.40 0.84 208.98 0.343 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5316 3988.7 1.60 1.15 1 1.1 1.05 1.15 i 675 405 I 800 1,200,0001 1,366 506 986 478.52 415.71 252.70 0.81 104.49 0.162 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15E 675 405 1 800 1,200,0001 1,366 506 966 478.52 415.71 252.70 0.61 104.49 0.162 JNTERIOR ALLS F STUD E ( 1 SPF Stud]1.5 8 27.4 1001 5 0.1654 2091.8 1.60 1.15 1 1.1 _1.05 1.15 1 675 425 1 725 1,200,000`•. 1,366 531 875.438 478.52 407.53 25.40 0.06 208.98 0.162 SPF Stud 1.5 3.5 16 8 27.4 10451 5 0.7676 2091.8 1.60 1.15 ) 1.1 1.05 1.15 1 875 425 1 725 1,200,0001 1,368 531 875.438 478.52 407.53 285.40 0.65 208.98 0.343 SPF Stud 1.5 3.5 8 8 27.4 19901 5 0.5466 4183.6 1.60 1.15 11.1 1.05 1.15 1 875 425 1 725 1.200,0001 1,386 531 875.438 478.52 407.53 252.70 0.82 104.49 0.182 SPF Stud 1.5 3.5 8 8 27.4 1990 5 0.5466 4183.6 1.60 1.15 ) 1.1 1.05 1.15 1 675 425 ' 725 1,200,0001 1,366 531 875.438 478.52 407.53 252.70 0.62 104.49 0.162 JNTERIOR WALLS 12X41 DF-L STK/ 1 DF-L Stud 1 1.5 3.5 16 8 27.4 100 5 0.1574 3076.2 1.60 1.15 11.1 1.05 1.15E 700 625 850 1,400,000, 1,417 781 1026.38 558.27 475.96 25.40 0.05 208.98 0.155 DF-L Stud I 1.5 3.5 16 8 27.4 10451 5 0.5921 3076.2 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,0001 1,417 781 1026.38 558.27 475.96 265.40 0.56 208.98 0.281 DF-L Stud 1 1.5 3.5 12 ( 8 27.4 1990 5 0.9788 4101.6 1.60 1.15 , 1.1 1.05 1.15 700 625 850 1,400,0001 1,417 781 1026.38 558.27 475.98 379.05 0.80 156.73 0.345 EXTERIOR WALLS , 1-1-F#21.5 5.5 16 7.7083 18.8 3132 3.57 0.2844 3132.4 1.80 1.15 1.3 1.10 1.15 850 405 1300_1,300,000 2,033 506 1644.5 1378.83 1031.58 508.18 0.49 56.10 0.044 H-F#2 1 1.5 5.5 16 9 19.6 31321 3,57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 11300 1,300,000' 2,033 506 1644.5 1011.45 837.57 506.18 0.80 76.47 0.075 H-F#2 1.5 5.5 16 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 948.77 508.18 0.53 64.26 0.055 i SPF#2 1.5 5.5 16 7.7083 16.8 32871 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 1 875 425 1150 1,400,0001 2,093 531 1454.75 1484.89 1015.45 531.23 0.52 58.10 0.042 SPF#2 1.5 5.5 16 I 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 ; 1.3 1.10 1.15 1 875 425 1150 1,400,0001 2,0931 531 1454.75 1089.25 850.16 531.23 0.82 78.47 0.071 SPF#2 1.5 5.5 16 1 8.25 18.0 32871 3.57 0.3678 3287.1 1.60 1.15 i 1.3 1.1011.151 875 425 1150 1,400,0001 2,0931 531 1454.75 1296.30 945.38 531.23 0.56 64.26 0.052 I 1 1 , SPF Stud 1.5 3.5 16 14.57 50.0 265 3.57 0.9981 2091.8 1.60 1.15 ' 1.1 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 SPF#2 , 1.5 5.5 16 , 19 41.5, 1020 3.57 0.9910 3287.1 1.60 1.15 , 1.3 1.10 1.15 1. 875 425 1150 1.400.0001 2,093 531 1454.75 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1 1.5 5.5 16 1 19 41.51 9451 3.57 0.9939 3132.4 1.60 1.15 ; 1.3 1.10 1.15 1 850 405 ; 1300 1,300,0001 2,033 506 1644.5 226.941 220.14 152.73 0.69 340.83 0.513 Page 5 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_3 ABD_DL Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE = II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS= Fa*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SMi= F„*Si SM,= 0.67 EQ 16-38 EQ 11.4-2 SDS=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SDi=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 SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor c?o 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 2012 IBC EQUIV. LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3 ABD_DL Sps= 0.72 h„ = 29.53(ft) Sp,= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 Ct= 0,020 ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) Si= 0.42 k = 1 ASCE 7-10(Section 12.8.3) TL= 6 ASCE 7-10(Section 11.4.5: Figure 22-15) Cs=Sips/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=S01/(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sp,*TD/(T2*(R/IE)) (for T>Tr) 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) C. = DIAPHR. Story Elevation Height AREA DL w, w, "h,k w, *h„k DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) mow, "h;k Vi DESIGN Vi Roof - 29.53 29.53 1813 0.020 36.26 1070.8 0.49 4.10 4.10 2nd 9.09 20.44 20.44 1673 0.025 41.825 854.9 0.39 3.27 7.37 1st 11.30 9.14 9.14 1103 0.025 27.575 252.0 0.12 0.97 8.34 Bsmt 9.14 0.00 SUM= 105.7 2177.7 1.00 8.34 E=V= 11.68 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 45.0 ft. Basic Wind Speed 3 sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable Gable 40.6012946 PS30 A= 21.6 21.6 psf Figure 28.6-1 PS30B= 14.8 14.8 psf Figure 28.6-1 Ps3oc= 17.2 17.2 psf Figure 28.6-1 Ps3o D= 11.8 11.8 psf Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kz1= 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00 *KZt*Iw*windward/lee : 1.38 1.38 Ps= \*Kzt"1*ps30= (Eq.28.6-1) Ps A = 29.81 29.81 psf (Eq.28.6-1) Pse = 20.42 20.42 psf (Eq.28.6-1) ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART: 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 0 376.61 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 1 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9 V(F-B)= 32.44 V(S-S)= 38.81 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_3 ABD_DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) ,Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0.00 0.00 0.00 0.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00 0.00 0.00 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00 0.00 0.00 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 32.44 V(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 1 LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 12.68 7.61 7.61 15.16 9.10 9.10 2nd 11.3 10.5 10.5 9.87 5.92 13.53 11.81 7.08 16.18 1st 9.14 0 0 9.89 5.94 19.46 11.83 7.10 23.28 Bsmt 0 0 V(F-B)= 19.46 V(S-S)= 23.281 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 Design Maps Summary Report Page 1 of 1 IBGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III SOt#On B averton 1(7 �99E Fartrplgtorii Mllwaukie C7 ari Lake Oswego 4 NORTH 0 K,ng city aDifft,ari; AMERICA Tualatin C mapques2 02015 MapQuest t data 0 as MapQuest USGS-Provided Output Ss = 0.972 g SMS = 1.080 g S°s = 0.720 g Si = 0.423 g SMS = 0.667 g Sol = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP" building code reference document. MCF*Response Spectrum Design Response Spectrum 0 02 1.10 0.20 0.1Z 0.22 0.64 011 0.5‘ O.sS , 0.411 t 0.44 022 0,21 024 0.22 0.16 0.11 0.02 0;00 0.00 000 0.20 0.40 0.60 0.20 1.30 1.20 1.40 1.60 L130 2.00 0.00 0.20 0.40 0.40 0,20 1.00 1.20 1.40 1.0 1.00 2.00 Period.T(sac) Pette.T(sac) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 S3.2 411, S1.2 /T1 �r iii/ Bla Blb /J// f I1 0 I ...................P _IL =__ D E- P6 El) f: ' Jnr 1 Ria G n � n L1 Z , AJ L F2a F2b I M5T37 MST3 8 Fla Fib P4 S1.2 MST37 MST37 • 512 0 ___, Ark •�~ ixe P.T.POST a�exe P T POT P -N J\e e. jlH e Pr .. 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Ik ...FAT AMING I IT N AD1[ Mal •BEARING WALL ' MKS e ' • ` ••J ,e1Jl T10N /11014 "_ _I� _ ♦88 J _„ mow ,(�'--..j} i V5 w Q a N SHEAR WALL NOTES )�il L---- --, 1 © _-1 .f---- CL ' , i MY: '7 ...p , TICS i �,ARR,c ..T NAMING �I J' r� .-,E1'-' CD L] 15411 MI • Pdw WALL I 3 •„ SSII4 eLc 05.111.1 Q >W ON 41140E 1 f-- r-- Lw T sHEAR Vaedl TYPE BeEAR VALNFORfZ '.1Axla OG 6W NOR ' �* M� F le• (2 71101wJ yT s¢FOG.ISM PUN(Ae) 1 1 • ,., -t no148J CL =N SEE 61.1 FOR HARING TRANSFER AROMA) 1 POeT •.x/111 e N IR L 1 e. * 11011 J WINDOW SEE 431.2 ' ' _ PCSi POlT �.POST J 0 i Re �J Um �Z �1axx HOLDOMMTYPE-SEE 51.2 • {I.I 3 I PC.WALL r l a a. 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THE SAMA V T F8 FLUSH BEAM 33 P.m ROOF FRAMING NOTES LABELS FOR PLANS 3A 3B and 3D (`C t a HER 1EAOEP-SEE 1WSl0 ttP.U.N.O. 1.Orly MMus.1•pcad barns and 11wMwr• L DS DRAG STRUT TRUSS z TyPkllwaT3.mpwMlr.elvlerlJrAPA ntad MAIN FLOOR SHEAR PLAN& BSMT.FLOOR SHEAR PLAN& n� E t....-r1p llHe 3x18)l rc prsn.,n.drd W E DT GIRDER TRUSS a "H'Ocrai Ab°°T8.°p•1npM Plan 3A Daylight TOP FLOOR FRAMING PLAN Plan 3A Daylight MAIN FLOOR FRAMING PLAN I I- . o Ms nen v*paella 2'.12,reeler,cone.at Ne' O GLI OLUTAMINATED BEIM,SEE BIEET 31.0 RI'IMPS...V le.l rei•4BG01ew prf• I!4"•1'-U' I;."-1-0' L Z I] (..) FOR CAMBER INFO., MaNad nra•••124•At U.N.O.MIN.H1.6A ww�� ' clan Md,end of al sums.HIM ead1/d•a(M W DI11, ///���IMAGER(PER TRUSS mdlpla Maas U.N.O.End burin and be daelprl•d b JEGEND MANUFACTURER U.N.O.) to apn daps.b wpa PM14.RNr b re.... > D 02 •ROOF TRUSSES 3 NM roof oro: p.•rn 6d M 6'e.G M.•m•d panel N •...d owe War r•Bs aM a117 e.0 n M MN 6.- C C « •ORAD TRUSS U.N.O. ♦A= a, 4.P'ndcabs.enwl below fn..onow1.Re.to DI D •ORDER TRUSS N•r wallrMdN m 1431,1 fa•ddlcM 4Z 2 Inbmlalan.AB aprlr wdo an P6.U.N 0. I^•• 5.Ahead.MNbe(2,0 UN.O.Rarer ` _ [ •BTRUCTURAI BEAM 1059.0 ha add..raperamrArala.How.a nal O g O rp....11.1aw ed....ex }y��/_ ,, \ `• ••sac.FRAMING 6.Provide(2)beans, (barn,nd sir.taus 841n anpn rk a I. over,U.N.O. /1 [7:::-,-,:..., •FALSE FRALNNO 7.W4r•pops°car...••Md v.cel pr•n Yaddro Q O :.: . OR OVERFRAMNO tldBYU Bow bmaMwp�aqpppoh Nor U.N.O. O D. I r.----1 l TTWcp•wB Awns eaMaNdb6•el 16-e.e.el I I)", 1 mMar...17•4aarb6s•116-ac rbMw LL .7'11s 1 •ATTIC ACCE33 oda per reNt..1 nwMlps.U.N.O., .Y PANEL SEE-11/02 O.Rake b 914•1 56.0.SRO.SRI b Nolo.wad Penang ® •121bPosT u.No.eYO °"re WHERE x•POST iTE 10.Rafe'b qa�p elrur N•s an/1N 81.0 br 011.0E BlMOLED eTUDB w�e°nal ranwwn°nb' 11.Sao red plans ler w"0n9 pruarMA )ab No 16-07 ' •RAISED SLATE(SEE PIAN 11 NM mama ern.M Rte nat..,nPJNd by cab. FOR HEIGHT) Il NMI 11.9.N.W61 Id M 4-a.c for entire M911d JSbaelob . Da r.dr. A8.1 tl fb all spa lcoa A Rah to rdpaca•el...pa /r V dlrlan4bnA sbra,Order,ASD 4 - SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.10 kips Design Wind F-B V i= 7.61 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-B V i= 7.61 kips Min.Lwall= 2.57 ft. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind E.Q. E.Q. E.Q. E.Q. Wind Wnd Wind Wind Max. Grid ID T.A. Lwall LDL eff. Co w dl V level V abv. V level V abv. 2w/h v i Type Type OTM RoTM Unet USW, OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) 0 (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L1 906.5 41.0 41.0 0.89 0.15 3,80 0.00 2.05 0.00 1.00 1.00 56 P6TN P6TN 104 18.45 113.47 -2.36 -2.36 34.23 84.05 -1.24 -1.24 0.94 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R1 a 906.5 40.0 40,0 0.85 0.15 3.80 0.00 2.05 0.00 1.00 1.00 60 P6TN P6TN 112 18.45 108.00 -2.28 -2.28 34.23 80.00 -1.16 -1.16 1.01 - - 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 - - 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 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 1813 1813 81.0 70.5=L eff. 7.61 0.00 4.10 0.00 1A/wind 7.61 ',VE0 4.10 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V i= 3.27 kips Design Wind F-B V i= 5.92 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 7.37 kips Sum Wind F-B V i= 13.53 kips Min,Lwall= 2.89 ft. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Roan Unet Usum OTM RorM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (pif) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L2 836.5 35.5 36.5 1.00 0.30 2.96 3.80 1.64 2.05 1.00 1.00 104 P6TN P6 191 37.24 174.93 -3.95 -3.95 68.32 129.58 -1.76 -1.76 -1.76 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R2 158.9 4.5 8.8 1.00 0.30 0.56 0.72 0.31 0.39 1.00 0.89 175 P6 P6 286 7.08 5.32 0.46 0.46 12.98 3.94 2.36 2.36 2.36 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R3a' 401.5 11.5 13.0 1.00 0.30 1.42 1.83 0.79 0.98 1.00 1.00 154 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 9.3 1.00 0.30 0.98 1.26 0.54 0.68 1.00 1.00 157 P6 P6 288 12.29 9.68 0.37 0.37 22.54 7.17 2.17 2.17 243 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1673 1673 59.3 59.3=Leff. 5.92 7.61 3.27 4.10 1.00 `_V „d 13.53 `'V Eo 7.37 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD_DL Panel Height= 8 ft. Seismic V i= 0.97 kips Design Wind F-B V i= 5.94 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 8.34 kips Sum Wind F-B V i= 19.46 kips Min.Lwall= 2.29 ft. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Odd ID T.A. Lwall LDL eff. C 0 W dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM Room Unet Usun, OTM RoTM Unet Usum Usum (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L3 275.8 20.0 20.0 1.00 0,40 1.48 3.38 0.24 1.84 1.00 1.00 104 CONCRETE 243 16.68 72.00 -2.86 -2.86 38.93 53.33 -0.75 -0.75 -0.75 Ext L4 275.8 22.5 22.5 1.00 0.40 1.48 3.38 0.24 1.84 1.00 1.00 93 P6TN P6 216 16.68 91.13 -3.41 -3.41 38.93 67.50 -1.31 -1.31 -1.31 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R4 209.6 16.0 16.0 1.00 0.40 1.13 3.38 0.18 1.84 1.00 1.00 127 CONCRETE 282 16.22 46.08 -1.95 -1.95 36.08 34.13 0.13 0.13 0.13 Ext R5 341.9 26.0 26.0 1.00 0.40 1.84 3.38 0.30 1.84 1.00 1.00 82 P6TN P6 201 17.14 121.68 -4.13 -4.13 41.78 90.13 -1.91 -1.91 -1.91 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0,00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1103 1103 84.5 84.5=L eff. 5.94 13.53 0.97 7.37 ._:V,,,,„d 19.46 `'V EQ 8.34 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.10 kips Design Wind F-B V i= 9.10 kips Max.aspect= 3,5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-B V i= 9.10 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type OTM ROTM Uoet Usom OTM RoTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext Bla* 725.2 16.0 21.5 1.00 0,15 3.64 0.00 1.64 0.00 1.00 1.00 103 P6-TN 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 P6-TN P6 227 3.69 2.57 0.34 0.34 8.19 1.90 1.89 1.89 4:89 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 F 1 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 6:4-9 Ext Fib* 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 61-9 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a5 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 F21f 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1813 1813 30.1 30.1=L eff. 9.10 0.00 4.10 0.00 .`_ Vwind 9.10 E VE0 4.10 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: 2nd Panel Height= 11.25 ft. Seismic V I= 3.27 kips Design Wind F-B V i= 7.08 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 7.37 kips Sum Wind F-B V i= 16.18 kips Min.Lwall= 3.21 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM ROTM Unet Usum Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 32a` 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 L43 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 4.7-9 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext 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 Stairl 467.6 10.0 10.0 1.00 0.15 1.98 1.66 0.92 0.75 1.00 1.00 166 P6 P4 364 18.72 6.75 1.28 1.28 40.98 5.00 3.85 3.85 3.85 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1673 1673 42.7 42.7=Leff. 7.08 9.10 3.27 4.10 V wlnd 16.18 VEQ 7.37 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD DL Diaph.Level: 1st Panel Height= 9.14 ft. Seismic V i= 0.97 kips Design Wind F-B V i= 7.10 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 8.34 kips Sum Wind F-B V i= 23.28 kips Min.Lwall= 2.61 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U„et Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B4 135.1 9.3 12.0 1.00 0.40 1.16 3.10 0.16 1.41 1.00 1.00 169 P6 P4 460 14.29 19.98 -0.66 -0.66 38.91 14.80 2.81 2.81 2.81 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B5a' 93.76 6.5 15.3 1.00 0.40 0.80 2.15 0.11 0.98 1.00 1.00 167 P6 P4 454 9.91 17.84 -1.36 -1.36 27.00 13.22 2.36 2.36 2.36 Ext 85b* 46.88 3.3 9.3 1.00 0.40 0.40 1.07 0.05 0.49 1.00 0.71 235 P6 P4 454 4.96 5.41 -0.18 -0.18 13.50 4.01 3.67 3.67 3.67 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext FC 275.8 7.7 7.7 1.00 0.40 2.37 1.39 0.32 0.63 1.00 1.00 125 CONCRETE 490 8.74 10.59 -0.26 -0.26 34.35 7,84 3.78 3.78 3.78 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gar2 275.8 33.0 33.0 1.00 0.40 2.37 8.47 0.32 3.87 1.00 1.00 127 CONCRETE 328 38.32 196.02 -4.88 -4.88 99.06 145.20 -1.43 -1.43 -1.43 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - O 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 1103 827.3 59.7 48.8=L eff. 7.10 16.18 0.97 7.37 vwind 23.28 `'VEQ 8.34 Notes: denotes a wall with force transfer JOB#: 15238_3 ABD_DL ID: R3ab w dl= 300 plf V eq 2986.7 pounds V1 eq = 1784.2 pounds V3 eq = 1202.4 pounds V w= 5478.9 pounds V1 w= 3273.1 pounds V3 w= 2205.8 pounds ► v hdr eq= 134.2 plf •H head = A v hdr w= 246.2 plf 1.85 v Fdragl eq= 241 F2 eq= 162 A Fdragl w= , .1 F2 .- 297 H pier= v1 eq = 155.2 plf v3 eq= 155.2 plf 6.5 v1 w= 284.6 plf v3 w= 284.6 plf feet H total = 2w/h = 1 2w/h = 1 11.32 Fdrag3 eq= ' F4 et- 162 feet A Fdrag3 w= 441 F4 w= 297 P6 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq= 134.2 plf 3.0 EQ Wind v sill w= 246.2 plf feet OTM 33809 62022 R OTM 66833 49506 • v UPLIFT -1649 595 UP sum -1649 595 H/L Ratios: Li= 11.5 L2= 3.0 L3= 7.8 Htotal/L= 0.51 t ►--4 N Hpier/L1= 0.56 Hpier/L3= 0.83 L total = 22.3 feet JOB#: 15238_3 ABD_DL ID: Blab w dl= 150 plf V eq 2050.3 pounds V1 eq = 1640.2 pounds V3 eq = 410.1 pounds V w= 4549.5 pounds V1 w= 3639.6 pounds V3 w= 909.9 pounds _ ► v hdr eq= 66.1 plf —► A H head = A v hdr w= 146.8 plf 1.08 v Fdragl eq= 582 F2 eq= 146 A Fdragl 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 Fdrag3 eq= : F4 et- 146 feet A Fdrag3 w= 1291 F4 w= 323 P6TN E.Q. 2w/h = 1 P6 WIND H sill = v sill eq= 66.1 Of 3.0 EQ Wind v sill w= 146.8 plf feet OTM 18617 41309 R OTM 64868 48050 T UPLIFT -1658 -242 UP sum -1658 -242 H/L Ratios: L1= 16.0 L2= 11.0 L3= 4.0 Htotal/L= 0.29 4 10-4 111.-41 ► Hpier/L1= 0.31 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,p/f 1.08 v Fdragl eq= 280 F2 eq= 280 1 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/ti = 1' 9.08 Fdrag3 eq= :1 F4 e.- 280 feet A Fdrag3 w= 620 F4 w= 620 i P6 E.Q. 1 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 T r UPLIFT 115 1365' UP sum 115 1365 HIL Ratios: L1= 2.5 L2= 6.0 L3= 2.5 Htotal/L= 0.83 4 0 4 0 4 Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 11.0 feet JOB#: 15238_3 ABD_DL ID: F2ab w dl= 150 plf V eq 1025.1 pounds V1 eq = 603.0 pounds V3 eq = 422.1 pounds V w= 2274.7 pounds V1 w= 1338.1 pounds V3 w= 936.7 pounds v hdr eq= 88.4 plf A H head = A v hdr w= 196.1 plf 1.08 y Fdragl eq= 338 F2 eq= 237 1 Fdrag9 w= ,0 F2 .- 525 H pier= v7 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 9.08Fdrag3 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 UPLIFT 22 1334 UP sum 22 1334 H/L Ratios: L1= 3.0 L2= 6.5 L3= 2.1 Htotal/L= 0.78 , 0---4 ►- Hpier/L1= 1.67 4 Hpier/L3= 2.38 L total = 11.6 feet JOB#: 15238_3 ABD DL ID: B2ab w dl= 300 pif 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 A Fdragl w= : 6 F2 ,- 616 H pier= vi eq = 187.6 plf v3 eq = 187.6 plf 5.0 v1 w= 413.3 plf v3 w= 413.3 plf feet H total = 2w/h = 1 2w/h = 1 11.32 Fdrag3 eq= :I F4 e•- 280 feet • 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 UPLIFT -824 860 UP sum -824 860 H/L Ratios: L1= 2.6 L2= 7.0 L3= 2.6. Htotal/L = 0.93 4 0.-4 110-41 IP- Hpier/L1= 1.92 Hpier/L3= 1.92 L total = 12.2 feet JOB#: 15238_3 ABD_DL ID: B3ab w dl= 250 plf V eq 1893.4 pounds V1 eq = 1230.7 pounds V3 eq = 662.7 pounds V w= 4171.4 pounds V1 w= 2711.4 pounds V3 w= 1460.0 pounds —► —__p► v hdr eq= 86.1 plf A H head = A v hdr w= 189.6 plf 2.19 y Fdragl eq= 671 F2 eq= 361 1 Fdragl w= i 79 F2 ,- 796 H pier= vl eq = 189.3 plf v3eq = 189.3 plf 5.0 vi 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 • . UPLIFT -1670 342 UP sum -1670 342 H/L Ratios: L1= 6.5 L2= 12.0 L3= 3.5 Htotal/L= 0.51 ,4 0 4 0 41 Il 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,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:15238-B Description 15238-ABD- FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 il Dead Load 0.900 k Footing Dimension 1.330 ft Live Load 2.400 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 _Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.287 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary Footing OK 1.33ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,986.40 psf Vu:Actual One-Way 4.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,986.40 psf Vu:Actual Two-Way 25.41 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 0.70 2 #4's 1 #5's 1 #6's Mn*Phi:Capacity 5.82 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 4:10PM, 12 OCT 15 Description: Scope: Rev: 580000 User KW-0602997,Ver5.8.0, neenng003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_werterrace_3abd.ecw:15238-B Description 15238-ABD- FTG2 General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 il Dead Load 3.020 k Footing Dimension 2.500 ft Live Load 8.060 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 ReinforcingII Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.540 in2 As Req'd by Analysis 0.0015 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0020 % Summary Footing OK 2.50ft square x 10.0in thick with 3-#4 bars Max.Static Soil Pressure 1,893.63 psf Vu:Actual One-Way 25.79 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,893.63 psf Vu:Actual Two-Way 98.91 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 2.37 k-ft/ft 3 #4's 2 #5's 2 #6's Mn*Phi:Capacity 4.69 k-ft/ft 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 4:10PM, 12 OCT 15 Description: Scope: Rev: 580000 User.KW-0602997,Ver 5.8.0,1 03 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 152382iverterrace_3abd.ecw:15238-B Description 15238-ABD - FTG3 [General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 r Dead Load 5.000 k Footing Dimension 3.250 ft Live Load 13.230 k Thickness 11.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcingil Rebar Requirement Actual Rebar"d"depth used 7.750 in As to USE per foot of Width 0.238 in2 200/Fy 0.0050 Total As Req'd 0.772 in2 As Req'd by Analysis 0.0019 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0025 % Summary 1 Footing OK 3.25ft square x 11.Qin thick with 4-#4 bars Max.Static Soil Pressure 1,858.83 psf Vu:Actual One-Way 31.36 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,858.83 psf Vu:Actual Two-Way 125.76 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Alternate Rebar Selections... Mu :Actual 3.93 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 5.54 k-ft/ft 2 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 11 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=2' NO SOG Criteria 1 Soil Data r Footing Strengths & Dimensions Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60.000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 - Heel Width - 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in Footing poi!Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in - Axial Live Load = 0.0 lbs Design Summary i Stem Construction I Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 525 psf OK Rebaricneszs = 8.00 Soil Pressure @ Heel = 382 psf OK Size = # 4 3,000 Rebar Spacing 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 664 psf Design Data ACI Factored @ Heel = 484 psf /FB+fa/Fa = 0.021 Total Force @ Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#- 33.5 Footing Shear@ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs ....for 1.5: 1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. = Mu':Upward = 35 0 ft-# Masonry Block Type= Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Oeacniption Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page (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 D scriptin°_ Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 `(c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=4' NO SOG Criteria 1 Soil Data ' Footing Strengths & Dimensions I Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 Slope Behind Wall = 0.00: 1 Toe Width = 0.33 ft 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 Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in --. ` Axial Live Load = 0.0 lbs Design Summary 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 Soil Pressure©Toe = 1,266 psf OK Thickness = 8.00 Re Soil Pressure @ Heel = 128 psf OK Rebar Size = # 4 3,000 Rebar Spacing 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,480 psf Design Data - ACI Factored @ Heel = 150 psf fb/FB+fa/Fa = 0.272 Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 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 = o Solid Grouting Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu': Upward = 76 0 ft-# Masonry Block Type= Mu': Downward = 14 369 ft-# Concrete Data - Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Lev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 .cilgs-2oo3ENERcALcEngfleenngsofIware 15238 riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=4' NO SOG LSummary of Overturning& Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.— 1,147.0 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 ' ys.g-iption Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineenng Software 15238_nverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=6' NO SOG Criteria rSoil Data I Footing Strengths & Dimensions M 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 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 Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary I Stem Construction 1 Top Stem _ Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete ThSoil Pressure @ Toe = 1,547 psf OK Rebarianess = 8.00 Soil Pressure©Heel = 205 psf OK Size = # 4 3,000 Rebar Spacing 16.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,746 psf Design Data ACI Factored @ Heel = 231 psf /FB+fa/Fa = 0.679 Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.38 OK Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5: 1 Stability = 0.0 lbs OK So psi Solid Grouting - Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. _ Mu':Upward = 362 0 ft-# Masonry Block Type= Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# f c 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 Speed Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=6' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.— 3,520.1 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Rev 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=10' NO SOG Criteria r TSoil Data I Footing Strengths & Dimensions 111 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 Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load 0.0 lbs Design Summary 0 Stem Construction I Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK Ticaness = 8.00 Rebar # 5 Soil Pressure @ Heel = 744 psf OK Size 3,000 Rebar Spacing = 8.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,990 psf Design Data ACI Factored @ Heel = 840 psf /FB+fa/Fa = 0.806 Total Force©Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Overturning = 2.87 OK psi Allowable = 93.1 Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data - Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5: 1 Stability = 0.0 lbs OK So psi Solid Grouting - Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type= Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft-# ft psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 ' User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 152382iverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=10' NO SOG Summary of Overturning&Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = -- Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.— 19,382.5 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description : Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Criteria 1 !Soil Data I Footing Strengths& Dimensions 1 Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in -L Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction jt ToptStem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,810 psf OK ThiecaS8.00 R Soil Pressure @ Heel = 1,,052 psf OK Rebarr Sizize _ # 5 Rebar Spacing = 5.00 Allowable = 3,000 psf = Soil Pressure Less Than Allowable Rebar Placed at Edge ACI Factored @ Toe = 2,059 psf Design Data ACI Factored @ Heel = 1,243 psf /FB+fa/Fa = 0.945 Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 3.19 OK Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data - Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5: 1 Stability = 0.0 lbs OK So psi= Solid Grouting - Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Summary of Overturning&Resisting Forces & Moments _ OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load @ Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth©Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 Table 1.Recommended allowable design values for APA portal frame used on a rigid-base foundation for wind or seismic loadine' ASD Allowable Design Values Minimum Maximum Ultimate per Frame Segment Load Width(inches) Height(feet) Load(pounds) Shear (pounds) Deflection(inch) Factor 8 2,780 1,000 9204-HF 0.32 2.8 16 10 2,180 600 5 0.40 3.6 8 4,720 1,700 /513/4k 4-P- 0.32 2.8 24 10 3,630 1,000 93 `NF 0.34 3.6 (a)Design values are based on use of Douglas-fir or southern pine framing.For other species of framing,vse the specific gravity adjustment factor=[1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1. (b)For construction as shown in Figure 1. (c)Values are for a single portal frame segment(one vertical leg and a portion of the header).For multiple portoi frame segments,allowable design values can be multiplied by number of frame segments(e.g.,two=2x,three=3x,etc.). (d)Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e)The allowable shear value is permitted to be increased by 40 percent for wind design. Figure 1. Construction details for AP4,portal-frame design with hold downs EXTENT OF HEADER .4 DOUBLE PORTAL FRAME(TWO BRACED WALL PANELS) ..__. EXTENT OF HEADER `.b. SHEATHING FILLER s SINGLE PORTAL FRAME(ONE BRACED WALL PANEL)' 4—At .IF NEEDED i i.3 ,-.,:,,.:.i.: .--. ,::,,.. "7 ._ j4 ♦ r MIM S X 17 25'NET HEADER,,,,,- <, _x ti „.....„...„...,,„:„ „..,,..„.„.„„:„.......„...„...,,,....„..,„.„,,,_..:„. ....... . ,_. __,_,...,....: ,.. ,... F., i I TYPICAL PORTAL .j 16Q' i l(►ooLe `FASTEN TOP PLATE TO HEADER WITH TWO t I # .1.:. I 1000 LB j.i.+`•. ROWS OF te0 SINKER NAILS AT 3-O.C.TIT ;E! FRAME • SINKERS HEADER i. .` STRAP(REF. I! CO?ISTRJCTION :J,i 1 I 2 ROWS @ STRAP .,,, 1000 L B STRAP OPPOSITE SHEATHING NO.LSTA2/) i!` 3"O.C. (REF•NOj�`` II Ii ' 1 LSTA2A) V' [a FASTEN SHEATHING TO HEADER lA5TN ED COMMON OR i i FOR A PANEL ' I " GALVANIZED BOX NAILS(N T GRID PATTERN AS SHOWN AND t'i SP'Jt:E fI F z MAX. T O.C.IN ALL FRAMING(STUDS.BLOCKING.AND SILLS)TYP_ ,i I HEZ DED)'SHALL , `-.i �"' 2X4 1.i..; "` [1/ EDGES SAALL ,. t FRAMING HEIGHT [ WIDTH(SEE TABLE 1) I(I OCCUR OVER AND _ -rep. 1IY ['i ,v . ):I BE NAILED TO t :�l`!1:1 'i �'' i`: COMMON BLOCK- t :1 t I ING AND OCCUR i • - i t — 4t I: WfTHIN MIDDLE 24` i 3 b2rOTL ;IE` • I i i..;,...1 _. MIN.(2)2X4 i I i OF WALL HEIGHT. II.;M:N-(2)2x4 !Ei DOWN "'' H. 318'MEN.THICKNESS WOOD ONE ROW OF •i,;,' � O.C.NAILING IS l.',:.` DEVICE i STRUCTURAL PANEL SHEATHING t REQUIRED IN EACH I (RE.NO. PANEL EDGE STH014) ----MIN.4200 LB STRAP TYPE TrE-DOWN DEVICE(EMBEDDED E t s �.... '"`'j INTO CONCRETE AND NAILED INTO FRAMING).INSTALLED }. MIN.7000 LB I i PER MANUFACTURER_(REF NO.5T1•I014.) I ;, TIE DOWN j_fd i . '..'1:;. MIN.2'X2'X3/16'PLATE WASHER i DEVICE(REF. 1 '' { � � 5019.DIA" ONE 5�'D .ANCHOR BOLT WITH T MIN,EMBEDMENT -3. 1 I .1_ s .FOUNDATION i:7.";:..:.:-..-..'":: ':::.",.-:':a'.:'..•: ::7,..:.-,":•., •. .'..;:-.....d, !,....',..!..,7±' .:.. j PER CODE ''__�E -N..... A SECTION A-A EYATIDN Airgallat (ONE PORTAL FRAME SEGMENT) E 6�„ Li, e 13 � 12 1 GDP .-u ->� 0 2 C 2010 APA-The Engineered Wrxu!Asuicierion .I1 MAIN 10-12-15 E4 Roseburg 12:58pm A Forest Products Conipam 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 'r -r 18 3 0 0 0 18 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 765# -- 2 18' 3.000" Wall DFL Plate(625psi) N/A 1.750" 765# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 589#(368plf) 177#(110p1f) 2 589#(368p1f) 177#(110p1f) Design spans 18' 4.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3519.'# 7280.'# 48% 9.12' Total Load D+L Shear 765.# 2840.# 26% 0' Total Load D+L TL Deflection 0.3517" 0.9198" L/627 9.12' Total Load D+L LL Deflection 0.2705" 0.4599" L/816 9.12' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L HEN DERSON EWP MANAGER Strong-Tie Copyright(C)2515 by Simpson Strong-Te Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663