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Specifications (17) /14 57AU1G''OY.J`J rSec, 7cs LS Lt._ r f It ('T ENGINEERING Structural Engineers �/ 7016 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. �� 208.285.4512 (V) 206.285.0618 (F) N Y f2;;-- ' ';%{Z g Ell RP AG D f e aha N #15238 Structural Calculations River Terrace W *;60 � , Plan 3 DL �d � IRE 4 �. Elevation B � � �g1 �`' Tigard, OR /P/1-s22'T. G \� 1kI�5 10 I Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT 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 Inion ;psf (1)sulat5/8"gypsum'ceiling 2.8ps1.0f Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.Or 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 r F i±_ MIN_HDR _� GABLE END I- (2) !TRUSS 2x10 HDR (2)2x10 HDR 2)2x10 HD TYP. A T ADJACENT I WINDOWS: (1)26 KING STUDcc _ 0, =I 8TWN. SCL. TRIMMERS o I A A al N I m Ni cl N ATTIC LACCESSJ K 0• I CO = 41. o !4 • IF NEEDED PROVIDE 2x4 BLOCKING AT STANDARD c:. PLATE HEIGHT TO MAINTAIN = I A FLAT CEILING HEIGHT AT o I P;• +8-1" A.F.F. AT HALLWAY. VERIFY WITH TRUSS DESIGNS 19 S9.1 20 S9.1 w �- 19 wA oT 5-1 G S9.1 N N 1 r cc if MANUFACTURED TRUSSES @ =I A 24' O.C. TYP. U.N.O o X N - >4 1I G /N- L......._, A -` ' N i '1 L }MIN. HD0MIN. HDR —_ MIN. HDR E--- HDR GABLE END TRUSS L GABLE END TRUSS I � RB.b5 Al J RB.b7 � MIN. HDRMIN. HDR- � gilar 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_dverterrace_3abd.ecw:15238-B Description 15238-B-Roof Beams(1 of 2) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 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 Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Hem Fr,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 0 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 1 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 Sothvare 15238_nverterrace_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.bB 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 9250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Hem Fr,No.2 Hem Fr,No.2 Hem Fir,No.2 Larch,No.1 Fb-Basic Allow psi 1,000.0 850.0 850.0 850.0 Fv-Basic Allow psi 180.0 150.0 150.0 150.0 Elastic Modulus ksi 1,700.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data11 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 L Results Ratio= 0.0619 0.7500 0.4800 0.1080 Mmax @ Center in-k 7.50 30.00 19.20 4.32 @ X= ft 1.25 2.50 2.00 2.00 fb:Actual psi 61.9 701.2 448.8 101.0 Fb:Allowable psi 1,000.0 935.0 935.0 935.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 5.7 75.2 53.3 12.0 Fv:Allowable psi 180.0 150.0 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Reactions111 @ 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 OK111 Center DL Defl in -0.000 -0.016 -0.007 -0.002 UDefl Ratio 134,831.9 3,658.4 7,145.2 31,756.7 Center LL Defl in -0.000 -0.027 -0.011 -0.003 UDefl Ratio 80,899.1 2,195.0 4,287.1 19,054.0 Center Total Defl in -0.001 -0.044 -0.018 -0.004 Location ft 1.250 2.500 2.000 2.000 UDefl Ratio 50,562.0 1,371.9 2,679.5 11,908.7 137" (2)TRIM f21/4" 4 B STUDS 59.0 C P4 S1.2 S9.0 el S1.2 E.A. ENDTFB.b3 TFB.b23 O O 95x9 c�T -HDR \O ami- - ___L 7��X1Q QR I 4XTHD(� 3 4X17 5. 00 4X10 HM -_ �1FB. / 1I TFB.b r TYR A- ADJACENT TFB.b3 (2) -RIM �� 1�1 r �� WINDOWS '1)2X6 KING THIS END to /�// 1 11 111 l STUD'BIM. SGL o ihl_ / / //�� _II. TRIMMERS. UN.O.z IN `C�-- E 1 FIXTJRES w ABOVE LI)i -- ----9 cro Z •0 U u_O 0]. 3 of 1 tL 1 z® w 1=a p.a L r a 1. N 51.2 E-- - 0 TFB,b8 7.16 TFB.b9 • ZFB.k10 x5X14 BIG BEAM FB 0 S9'f Q 3.5X}4 BIG BEA FB 3�5X14.3IG B-AM © - }- } ///////a/////////.- -_1-1.1_ -u �\ � /RIMv//�.., i El \\ ,' 0 - -- ' j 111 j 1 �l ; 1 ,a�� \\. /'/ �_ I �j� I 59.0 rT- � I \max/' - - 1 - I 1 m� /b0EN"FQR STHD14 I S11ID'4 I I IL---iMST.37/ STAIR FRAM 1,G P4 I / �\ FIXTURES I '� gi�I \�� " 737 I� ABOVC L-__-a I /P4 1=A rL1 83,,4" I I '"H 1 6674" rI-- STHD14RJ I_co 1 3.5)04 BIG BEAM FBco 1 w 9I 6x6 w 1 STHD14RJ Q I a 59.9 POST a I ® 1 Ct mIn Im I m1 Imo, I; mIU I I � (J �Ia I rim NI' ri W E 1 w Ix IH __ _TFB.b6 3Io 5 l I H 1- l x 59.1 \.. 1 �� I2_-__0--- -- -'Jd- !3_5x.1 BEAI&LB....LI_ I��i ©- a 3.5x1 :A:01AILLB� ••\ 1 I i � -15-= �j • I I I1>c2.0 __ ® 1 p 1 5x14 BIG BEAM FB Z 2X HDR -�- Elk B.bl .. r- -- STHD7 �i� �r �TP18 TFB.b7 TFB.b7 1� ich (2)2x6 CONT. STRUC FASCIA I E I 0 LEDGER P3 I= MANUFACTURED ROOF I� 1 0 a TRUSSES ' 24" O.C. .. I o MANUFACTURED I A I' ROOF TRUSSES @ I 1 Al ai I 24" O.C. 6x6 W/ 6x6 IM11/--to.)Iiii POST CAP • POST CAPS m TFB.b21 == NOT NOT USED SED GABLE END TRUSS 1�-/ J 'RAMING NOTES TFB.b18 �rrP. Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_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 allowabies are user defined TFB.b1 TFB.b2 TFB.b3 TFB.b4 TFB.bS TFB.b6 TFB.b7 Timber Section 8.125x9.0 2-2x10 4x10 2-2x10 2-2x10 Pdlm:3.5x14.0 2-2x10 Beam Width in 5.125 3.000 3.500 3.000 3.000 3.500 3.000 Beam Depth in 9.000 9.250 9.250 9.250 9.250 14.000 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade glas Fr,24F- Hem Fr,No.2 Douglas Ar- Hem Fr,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 1 Elastic Modulus ksi 1,800.0 1,300.0 1,600.0 1,300.0 1,300.0 2,200.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type GluLam Sawn Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data Span ft 7.00 3.00 5.00 3.00 4.50 10.00 6.50 Dead Load #/ft 230.00 200.00 200.00 110.00 110.00 75.00 90.00 Live Load #/ft 450.00 400.00 400.00 160.00 160.00 125.00 240.00 Dead Load #/ft 75.00 75.00 300.00 300.00 185.00 Live Load #/ft 125.00 125.00 500.00 500.00 330.00 Start ft End ft Results Ratio= 0.3010 0.2700 0.5565 0.3611 0.8125 0.3127 0.5228 1 Mmax©Center in-k 49.98 10.80 30.00 14.44 32.50 107.25 20.91 @ X= ft 3.50 1.50 2.50 1.50 2.25 5.00 3.25 fb:Actual psi 722.4 252.4 601.1 337.6 759.7 938.0 488.9 Fb:Allowable psi 2,400.0 935.0 1,080.0 935.0 935.0 3,000.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK 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 11 @ 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 1 Center DL Defl in -0.022 -0.002 -0.010 -0.003 -0.015 -0.033 -0.014 UDefl Ratio 3,788.8 18,476.6 5,730.6 12,392.8 3,672.0 3,611.9 5,550.5 Center LL Defl in -0.043 -0.004 -0.020 -0.005 -0.024 -0.058 -0.037 UDefl Ratio 1,936.5 9,678.2 3,001.7 7,698.6 2,281.1 2,063.9 2,081.5 Center Total Defl in -0.066 -0.006 -0.030 -0.008 -0.038 -0.091 -0.052 Location ft 3.500 1.500 2.500 1.500 2.250 5.000 3.250 UDefl Ratio 1,281.5 6,351.3 1,969.9 4,748.7 1,407.0 1,313.4 1,513.8 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238 rivenerrace_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 1 TFB.b8 TFB.b9 TFB.b10 TFB.b11 TFB.b12 TFB.b13 TFB.b14DNE Timber Section Prllm:3.5x14.0 Prflm:3.5x14.0 Prllm:3.5x14.0 5.5x14 Prllm:3.5x14.0 5.125x16.5 2-2x10 Beam Width in 3.500 3.500 3.500 5.500 3.500 5.125 3.000 Beam Depth in 14.000 14.000 14.000 14.000 14.000 16.500 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Level,LSL 1.55E Level,LSL 1.55E Level,LSL 1.55E Rosboro,Bigbeam Level,LSL 1.55E Douglas Fr,24F- Hem Fr,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 II 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 I Center DL Defl in -0.124 -0.023 -0.006 -0.231 -0.008 -0.113 -0.001 UDefl Ratio 1,254.8 4,488.9 12,762.8 989.1 10,748.3 1,703.8 30,794.3 Center LL Defl in -0.332 -0.061 -0.015 -0.587 -0.021 -0.173 -0.003 UDefl Ratio 470.5 1,683.4 4,786.1 388.1 4,002.8 1,112.1 13,920.7 Center Total Defl in -0.456 -0.083 -0.021 -0.818 -0.029 -0.285 -0.004 Location ft 6.500 4.250 3.000 9.576 3.472 8.384 1.500 UDefl Ratio 342.2 1,224.3 3,480.8 278.7 2,916.7 672.9 9,586.9 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 580006 User.KIN-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 3ode 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 Prtlm:3.5x14.0 Prllm: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 'Level,LSL 1.55E Hem Fir,No.2 'Level,LSL 1.55E iLevel,LSL 1.55E iLevel,LSL 1.55E Douglas Fir- Douglas Fr- 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 DataII 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 SpanIII 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 I. Results Ratio= 0.5667 0.9984 0.0488 0.3492 0.2979 0.2004 0.7480 1 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 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 II _(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 i 0.028 -0.037 Cantilever LL Dell in 0.048 -0.064 Total Cant.Defl in 0.076 -0.101 UDefl Ratio 630.3 890.9 Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist (01983-2003 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 Prllm: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 1 Span ft 11.75 Dead Load #/ft 147.50 Live Load #/ft 230.00 Dead Load #/ft 75.00 Live Load #/ft 125.00 Start ft End ft Results Ratio= 0.3487 Mmax©Center in-k 119.60 @ X= ft 5.87 fb:Actual psi 1,046.0 Fb:Allowable psi 3,000.0 Bending OK fv:Actual psi 83.9 Fv:Allowable psi 300.0 Shear OK Reactions @ 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 .__, 1 I 01) 6g�FT. FOS1 6X6 P.1. POSI P. 6x6 HOF ` WS.b3 x6B b306T H®U N d n O ,i m cno A N OS Lq 2X LEDGER 8 0 S1.2 2 SIMPSON DTT2Z P4 MFB.b2 SDS2.5 (1 IN, 1 OUT) STHD14 THD a--N © S )14 p 2 X10 HDR14RJ TO DBL 2X8 JOIST TO (2)2X10 HDR 2 2X10 H INTERIOR RIM/JOIST 1..5x .5 BI1 BEAM NOR A ADJA ENT WINDO . p p 0 WITH WEB STIFF; mrB b, (1 X6 K VG STJD BE-WN. L 10/S6.2---i Tr IMMEF S, U. 0. — o -"ii. - N Oi P4 13 04 O_- u_ z POST MFB,,b4 _ B B pffB L ld 3.5X11�875 ,� FB 3.5Iy'11�.87 VL -8 3.5X11875 LJL FBB.b� —H "�" T1r �� ,111/1GriFBC)--VY �I-16X8 POST ��FURN tel '� — Q- L J ABVD •� �/ ' 1 Iro ��,\ STAIR I I POST I y� •�'� FRAMING -STHD14 P4 STHD14J ABOVE Iy� /2)2X10 HDR 2 _4.___,__-_ �,.J ;j>g D�� r J"_*�� `-5'0-10 4R, STFJ014Rj rP4 FIXTURE JSTHDl4RJ I ''x' I BEARING I-JO ST BLOCKING ' j / L_ WALL ABOVE ABOVE PON YWAL L SLAB ON GRADE 1 1 F _-- , ( r. SEE FOUNDA110N PLAN (A6) I wl ' I I __ I 4x8 HDR I 14x8 HDRI - 14x8 HDR THD14RJ J4x B.b11L___ 6x g _JMFB.b'1 F POST PO 4x4 POST 0 N O N O PONY WALL ® 0 " =O r 1 1 PONY WALL I J L STH014L1 - 1 r\- ; 1I I ISTHD14 m 0 L J Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: LkRev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_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 II MFB.b1 MFB.b2 MFB.b3 MFB.b4 MFB.b5 MFB.b6 MFB.b7 Timber Section 6x12 2-2x10 6x8 Film:3.5x11.875 Prilm: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- Hsn Fir,No.2 Douglas Fir- Truss Joist- Truss Joist- Hem Fir,No.2 Douglas Fir- lardr,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 III 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 111 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 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-Deo-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15236 nvenerrace 3abd.ecw:15238-B - \ IIID ♦II Description 15238-B-Lower Floor Beams(2 of 2) Timber Member Information :ode Ref 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 MFB.b8 MFB.b9 MFB.b10 MFB.b11 MFB.b12 Timber Section 6x12 Prom:3.5x11.875 Prllm:3.5x11.875 4x8 2x8 Beam Width in 5.500 3.500 3.500 3.500 1.500 Beam Depth in 11.500 11.875 11.875 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Truss Joist- Truss Joist- Douglas Fr- lien Fir,No.2 Larch,No.1 MacMillan, MacMilan, Larch,No.2 Fb-Basic Allow psi 1,000.0 2,600.0 2,600.0 900.0 850.0 Fv-Basic Allow psi 180.0 285.0 285.0 180.0 150.0 Elastic Modulus ksi 1,700.0 1,900.0 1,900.0 1,600.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No Center Span Data 1 Span ft 6.00 13.00 6.50 6.50 9.75 Dead Load #/ft 200.00 172.50 200.00 105.00 20.00 Live Load #/ft 530.00 460.00 530.00 280.00 54.00 Results Ratio= 0.3252 0.7497 0.2163 0.6801 0.7873 r Mmax©Center in-k 39.42 160.34 46.26 24.40 10.55 @ X= ft 3.00 6.50 3.25 3.25 4.87 fb:Actual psi 325.2 1,949.2 562.4 795.8 803.0 Fb:Allowable psi 1,000.0 2,600.0 2,600.0 1,170.0 1,020.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 35.7 125.8 59.6 60.4 43.8 Fv:Allowable psi 180.0 285.0 285.0 180.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 600.00 1,121.25 650.00 341.25 97.50 LL lbs 1,590.00 2,990.00 1,722.50 910.00 263.25 Max.DL+LL lbs 2,190.00 4,111.25 2,372.50 1,251.25 360.75 @ Right End DL lbs 600.00 1,121.25 650.00 341.25 97.50 LL lbs 1,590.00 2,990.00 1,722.50 910.00 263.25 Max.DL+LL lbs 2,190.00 4,111.25 2,372.50 1,251.25 360.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection 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" ' 20'-10" 16'-2" 15/" "-11" 7'-6Y4" 7'-6Y4" 53 1 I 13) I I a� o r_i I , 24"X24"X12" FTC 1 ~ L_J ti3 I I W/(3)#4 E.W. TYP. OF 7 -- ®, rT 1 I-"I" T'1 �r- -----+® I wN I ® I I L_J ., L_J L_J N 31" CONC. SLAB 1I-1o'-w I 0 T.O.S. 11'-2Y/4" 5,-0" 4•_7)4" L J I 9'-5§e" 41510 T.O.S. is, r--I P4\ h �_ _ �-ShID14 STHD14 Shlm14 STHD14RJ O Piziziiiiz.,,, ,,z/z/z.,/,iiiiiii iiiiiiii ivr/,ii ziii i_,,,,,_ii_iii zz,zz. ,,,, ,,,,ii r.___- _ 1 0 r ----- 2x4 PONY10'-144 1 • I-9'-37hi WALL I- I 0111 o • 1-6'-1110 I-6'-1114"I • o in 1n 5'-2)4" ti It -1I 18"SO. FTGx10"�f77 I1 It I1 ILl r+1 i-- W/(244 U.N.O. rt1 4X8 HDR r1-I 111 1-JI -' L_1 L_J CS.bl L_ I'''• L_-J L_J I - a •- I-4'-1114 i o FTGl.. z I-4'-11Y6"I • 1 :1 n o , BASEMENT FINISHED FLOOR I-2'-1144 1 • b • I-2'-111411rn O o 11 6'-732 6'-3" 6'-932 6'-2)2 5'-9Y4" 4'-6Y2 1n 30 SQ. FTGx10" ' 39" SQ. FTGx11"' 30" SQ. FTGx10" 1 39" SQ. FTGx11'"t BEARING WALL L�W/(3)#4 EW BOTT, W/(4)#4 :W BOTT�W/(3)#4 EW BOTT W/(4)#4 EW BOT1 i ABOVE � �I f 6x6 POST r-I- -6x6 KIST I CS r t Jr I r-I- 8.b3r3 - n� o I I I I I 14X8 HDR I I CS.b4 I I o -� --- I TYR. U.N.O , ----�3-+ I •--FTC21'-214"} L__J I I I I Q I I L__J L *d- r-- An 2x4 PONY L FTG3 J L___J 4-,--jx6 POST10•_33,4- N O I WALL rFURN (2)18" SQ. # n < L CIF I ABV. I 1 FIGS W (2) r t -i I-1'-214"I I • 1 #4 EW o•TT. I t-----------r-------t reracauzzeace (POUR TOGS ER I r I MIN. 24"X30" '93/4 I \\1 //y 18 CRAWL SPACE 2x6 PONY ,� t`STHD74 ® P4 D4 STHD14 J T.O.S. ID4 _ACiC�a�FiAJGH _ I_1_2Ye_I WALL J iii ori iiiiiii/AiV WTI/,07oiiiiiiia�i ii I SI- 14RJ ST1+1)l !1-3'-8143"1 ---P4 -- 2Cr-- - ---1 STHD14 • 19'-6Y2 H 6'-3d�4 4'-i17/ 04 - -67/g_ -j- a FlXTURE CO 11 '1 BEARWG WALL'- 1 . I ABOVE i ABOVE.,.. l� 1 0 a 3Yt" CONC. SLAB J�-1 r- - 6z6 POST . !: .rY' I SLAB SLOPES 3Y2' { I I t I I -I — ® FROM BACK TO APRON I 4x8 I -(5 14x8 HDR1 14x8 HDR L I STHDI4RJ N VERIFY GARAGE SLAB HEIGHT -� L- J -�r_244j i I Ix • WITH GRADING PLAN i 3Q"X36 X10" -2Yi ---__.._ 431 INSTALL CONnNUOUSL'f i � FTG W/(3) OPERATED A€CHANICA_ +-- 4.'A.WAY 7 < I # VdJ11LAn0N-SYSnTI _3 e '1 1.' 56.0 I -214" • I Ai NI�AGE PDN Y I L®_ WALL _� o 1 T.O.S. 3x1.5 BLOCK OUT r r I 10-Q J I 8" I ©STEM WALL TYP. l I ~v FIRST FINISHED o FLOOR 1 18 1 1 1 1 18 - -214" S6.1 �- I.O.S. ; .. 1- I S6 1,„. r 1 .I I YI a Zo 1- I-t'-2Ye"F J __ N1 �. _.._ ...F i 3r CONC. STHD14"'� Q STHD14 1' �f, ;PORCH SLAB '1 :L- -:' :1 ,\I �. 1 1 ! , Ir 1 P3 NIF 4 111) L -- --- jr, 56.0 '-10Y2 16'-3" -10Y2 6'-4" , 5.-63/4' 5'-1Y4^ ` ol t Title: Job# Dsgnr: Date: 4:23PM, 12 OCT 15 Description: Scope: Rev: 580006 _User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_iiverterrace 3abd.ecw:15238-B t Description 15238-B-Crawl Space Beams Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II 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 Rr- Douglas Fir- Douglas Fr- Douglas Fir- Lardr,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 1 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span DataII 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 ReactionsII @ Left End DL lbs 450.00 341.25 986.25 378.00 LL lbs 1,200.00 910.00 2,137.50 1,020.00 Max.DL+LL lbs 1,650.00 1,251.25 3,123.75 1,398.00 ©Right End DL lbs 450.00 341.25 986.25 378.00 LL lbs 1,200.00 910.00 2,137.50 1,020.00 Max.DL+LL lbs 1,650.00 1,251.25 3,123.75 1,398.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OKIII 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 1 - 1 -- _-- 1 --_- i Code Code Code 1 ( Suggest J Suggest Suggest Lpick 1 Lpick Lpick Lpick ---------- - Joist b d Spa.-LL DL 1 M max V max EI_ L fb L N L TL240 L LL360 I L max TL deb. LL deft. _L_TL360 L LL480 L max TL deft TL deft:LL deft. LL deft. size&grade width(in.)1 depth(in.) (in.) .s .s ft-lbs .si I (psi) (ft.) (ft.) (ft.) (ft.) (ft.) (in. (in.) �_-I.) (ft.) (ft.) (191_ ratio (in.) 1 ratio 9.5'TJI 110 1 .5 9.5 19.21 40 15 2380_1220,1 1..40E+08 14 71j- 27.73 15.23 14.801 14.71 0.66 0.48t_1 13.31 13.45 13 31, 0 44 j 360 0.32 495 9.5"TJI 110 1.75 9.5 161 40 15 2380 1220! 1.40E+08 16.111 33.27 16.19 15.731 15.73 0.72 0.52! 1 14.14 14.29 14.14 0.471 360 0.34 495 ---- ----------- ------- -- --- - - - 9 5 TJI 110 1.75, 9.5 12 40 15 2380 12201 1.40E+08 18.61 44.36 17.82 17.31 17.31 0.79 0.58 15.57 15.73 15.57 0.52 360 0.381 495 ---- --- - -- --- --- -- --- ------ 9.5"TJI 110 1.75 r _ 9.5 9.6 40 151 2380 1220 1.40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 16.77 0.56 360 0.41 i 495 -- - - - -- - - - - - I 9.5"TJI 110 ,.751- 9.5 19.21 40 101 2500 122071.57E+06 15.811 30.50 16.34---15.371 15.37 0.64 0.51 i i 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 36.80 17.36 16.34 16.34 0.68 0.54 15.17 14.84 14.84 0.46 384 0.37 480 9.5"TJI 110 1.751 9.5 12 40 101 2500 1220! 1.57E+08 20.00 48.80 19.11 17.98 17.98 0.75 0.60 16.69 16.34 16.34 0.51 384 0.41 480 --------- ------------------- ---- 9.5"TJI 110 1.751 9.5 9.6 40 101 2500 12201 1.57E+08 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17.60 17.60 0.55 384 0.441 480 1 ----- - -- -- - - - 9.5"TJI 210 2.06251- 9.5 19.21 40 101 3000 13301 1.87E+08 17.321 33.25 17.32 16.301 16.30 0.68 0.541 1 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 1.67E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 ; 15.74 0.49 384 0.39 480 9.5"TJI 210 2.06251 9.5 12 40 101 3000 13301 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0.64 17.70-_ 17.32 17 32 054 384 0.431 480 9.5"TJI 210 2.06251 9.5 9.6 40 10! 3000 13301 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.68 19.06 18.66 18.66 0.58 384 0.471 480 9.5"TJI 230 2.31251 9.5 19.21 40 101 3330 13301 2.06E+08 18.251 33.25 17.89 16.831 16.83 0.70 0.561 1 15.63 15.29 16.29 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 16.28 0.51 384 0.41 480 9.5"TJI 230 2.31251 9.5 12' 40 10 3330 1330' 2.06E+08 23.08' 53.20 20.92 19.69' 19.69 0.82 0.66' 18.28 17.89 17.89 0.561 384 0.451 480 9.5"TJI 230 2.3125E 9.5 9.6 40 10. 3330 1330. 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.71 19.69 19.27 19,27 0.60 384 0.48 480 11.875"TJI 110 1.75 11.875 19.2. 40 101 3160 15601 2.67E+08 17.78 39.00 19.50 18.35 17.78 0.67 0.54 17.04 16.67 16 67 0.52 384 0.42 480 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 1132 0.55 384 0.44 480 11_875"TJI 110 1.751 11.875 12' 40 101 3160 1560! 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 1.75 11.875 9.6 40 101 3160 1560r-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 11.875"TJI 210 2.06251 11.875 19.2, 40 101 3795 16551 3.15E+08 19.48, 41.38 20.61 19.391 19.39 0.81 0.65, 18.00 17.62 17.62 0.55, 384 0.441 480 11.875"TJI 210 2.0625 11.875 16 40 10 3795 1655 3.15E+08 21.34 49.65 21.90 20.61 20.61 0.86 0.69 19.13 18.72' 18,72. 0.59 384 0.47 480 11.875"TJI 210 2.06251 11.875 12 40 101 3795 3.15E+08 24.64 66.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20 61 0.641 384 0.521 480 10 2.0 (--- .6 -r- ___1_,____6551 --- .4 I{ ..............................51................ 11.875"TJI 210 2.0625, 11.875 9.6 40 10, 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 0.691 384 0.55, 480 11.875"TJI 230 2.3125 7 11.875 19.21 40 104 4215' 1658T-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 1934 ;; 19.34 0.60 384 0.48 480 11.875"TJI 230 2.31251 11.875 12! 40 101 4215_1655 3.47E+081 25.971 66.20 24.89 23.421 23.42 0.98 0.781 ! 21.74 21.28 21.28} 0.671 384 0.531 480 11.875 4215 16551 TJI 230 2.31251 11.875 9.6 40 1011 3.47E+08 29.03 82.75 26.81 25.23] 25.23. 1.05 0.841 23.42 22.93 22.93 0.72 1 384 0.571 480 - - - -- - -- 1 - - --1- I - - -- 11.875"RFPI 400 2.06251 11.875 19.2! 40 10 4315 14801 3.30E+08 20.771 37.00 20.93 19.691 19.69 0.82 0.661 ! 18.28 17.89 17.89 0.561 384 0.451 480 11.875"FIRM 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 1901 0.59 384 ; 0,48 480 11.875"RFPI 400 2.06251 11.875 12 104L4_4315 26.28 23.03 20.93 20.93 0.651 480 11.875"RFPI 400 2.06251 11.875 9.6 40 10! 4315 14801 .30E+081 29.38 74.00 26.37 24.811 24.81 01.03 0.83 23.03 22.54 22.54G 0.701 384} 0.561 480 Page 1 SAWN JOISTS and RAFTERS M Fb*Cr*C Code Suggest L.ick Lpick Lpick Lpick Joist S•a. DL F'b F'.., E L fb L f... L TL240 L PTL240 L LL360 L max L TL360 L pick TL defl.TL defl. LL defl. LL defl. size&grade (in.) .A. •A_ 'Si (psi (psi) _(ft.) _Aft.) _Aft.) _y_t.) _y_q_ Att..i__ Al_ Ift,,) St:L ratio (in.) ratio 2x10 HF324 25 15 1075 150 1300000 13.84 34.69 15.29 16.38 15.62 13.84 13.35 13.84 0.51 323 0.32 517 2x10 HF2 19.2 25 15 1075 150 1300000 15.48 43.36 16.47 17.65 16.83 15.48 14.39 15.48 0.64 289 0.40 463 2x10 HF2 16 25 15 1075 150 1300000 16.95 52.03 17.50 18.75 17.88 16.95 15.29 16.95 0.77 264 0.48 422 2x10 HF2 12 25 15 1075 150 1300000 19.58 69.38 19.26 20.64 19.68 19.26 16.83 19.26 0.96 240 0.60 384 2x12 HF2 24 am 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 19.2 980 150 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 16 980 150 1300000 19.69 63.28 21.28 22.81 21.75 19.69 18.59 19.69 0.78 303 0.49 485 2x12 H% 12 Mil 15 980 150 1300000 22.73 84.38 23.42 25.10 23.93 22.73 20.46 22.73 1.04 263 0.65 420 2x8 HF2 24 100 20 1175 150 1300000 6.55 9.06 8.31 8.55 7.71 6.55 7.26 6.55 0.16 490 0.13 588 2x8 HF2 19.2 100 20 1175 150 1300000 7.32 11.33 8.95 9.21 8.31 7.32 7.82 7.32 0.20 438 0.17 526 2x8 HF2 16 100 20 1175 150 1300000 8.02 13.59 9.51 9.79 8.83 8.02 8.31 8.02 0.24 400 0.20 480 2x8 HF2 12 100 20 1175 150 1300000 9.26 18.13 10.47 10.78 9.72 9.26 9.14 9.26 0.32 346 0.27 416 2x10 HF2 24 40 15 1075 150 1300000 11.81 25.23 13.75 14.44 13.35 11.81 12.01 11.50 0.34 410 0.24 564 2x10 HF2 19.2 40 15 1075 150 1300000 13.20 31.53 14.81 15.55 14.39 13.20 12.94 12.50 0.38 399 0.27 549 2x10 HF2 16 40 15 1075 150 1300000 14.46 37.84 15.74 16.53 15.29 14.46 13.75 13.00 0.37 426 0.27 585 2x10 HF2 12 40 15 1075 150 1300000 16.70 50.45 17.32 18.19 16.83 16.70 15.13 14.00 0.37 454 0.27 625 add©32" 16 40 15 1075 150 1300000 17.71 56.76 18.01 18.92 17.50 17.50 15.74 14.50 0.38 460 0.27 633 .•)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 ')2x10 HF2 IME 40 1075 150 1300000 23.61 100.91 21.82 22.92 21.20 21.20 19.06 16.50 0.36 555 0.26 763 2x12 HF2 24 40 980 150 1300000 13.71 30.68 16.72 17.56 16.24 13.71 14.61 13.50 0.36 456 0.26 627 2x12 HF2 19.2 40 15 980 150 1300000 15.33 38.35 18.01 18.91 17.50 15.33 15.73 14.25 0.35 485 0.26 666 2x12 HF2 16 40 15 980 150 1300000 16.79 46.02 19.14 20.10 18.59 16.79 16.72 15.00 0.36 499 0.26 686 2x12 HF2 12 40 15 980 150 1300000 19.39 61.36 21.07 -22.12 20.46 19.39 18.40 17.50-0.50 419 0.36 576 Page 1 D+L+S CT#4028AB 1 1 LOAD CASE I (12-12) (BASED ON ANSI/AF&PA NDS-2012) SEE SECTION: 2.3.12.3.1 2.3.1 3.7.1 3.7.1 1 Ke I 1.00 Design Buckling Factor I 11.1.1..8 ' c 1 0.80(Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) NOS 1 Cb 1 wades) > 1Section 2.3.10 Bending Comp. Size Size Rep. i Cd(Fb) Cb Cd(Fc)II Eq.3.7-1 NDS 3.9.2 Max.Wall 1 duration duration factor factor use Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load u 1.0 (Load©Plate Cd(Fb)Cd(Fc) Cf Cf Cr' Fb Fc perpFc E Fb' Fc perp'' Fc• Fce Pc fc fc/F'c fb 1 70/ in. In. in. I ft. p9 psf plf (Fb) (Fc) psi psi psi psi pal psi psi psi psi psi psi Fb1•(1-fc/Fce) )NTERIOR WALLS!2X41 H-F STUD! 0.001 0.000 H-F Stud H-F Stud 1 1.5 3.5 16 1.5 3.5 16 I 8 27. 4 1045 0 8 27.4 100 I 9661993.4 1.00 1.15 1.1 1 1.05 1.15, 675 405 800 1,200,000 854 506 0.4076 1993.4 1.00 1.15 1.1 1.05 1.15 675 405 800 1 200,000 854 5061 966' 478.52 415.71 265.40 0.478.52 415.71 25.40 64 0.001 0.000 H-F Stud 11.5 3.5 12 I 8 27.4 1990 0 0.8314 2857.8 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 478.52 415.71. 379.05 0.91 0.00i 0.000 H-F Stud 1 1.5 3.5 12 1 8 27.4 1990 0 0.8314 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 654 506 966 478.52 415.71 379.05 0.91 0.00 0.000 NTER O:' ALLS 2X4 S• STUD SPF Stud i 1.5 3.5 16 8 27.4 100 01 0.0039 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.4381 478.52 407.531 25.40 0.06' 0.00, 0.000 SPF Stud 1 1.5 3.5 16 8 27.4 1045 01 0.4241 2091.8 1.00 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 854 531 875.4381 476.52 407.531 265.40 0.651 0.001 0.000 SPF Stud 1 1.5 3.5 12 8 27.4 1990 01 0.8651 2789.1 1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531;875.4381 478.52 407.531 379.05 0.93 0.001 0.000 SPF Stud f 1.5 3.5 12 , 8 27.4 1990 0, 0.8651 I 2789.1 I 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 5311 875.438 478.52 407.53 379.05 0.93 0.00 0.000 1 _. 1 1 1 INTERIOR WALLS 2X41 DF-L STUD -- - DF-L Stud 1 1.5 3.5 16 1 8 27.4 100 0 0.0028 3078.2 -I- 1.00 1.15 1.1 '1.05 1.15 700 1 825 850 1,400,000 888 7811 1026.38 558.27 475.98 25.40 0.05, 0.001 0.000 DF-L Stud 1 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 ( 825 850 1,400,000 886 7811 1026.381 558.27 475.961 285.40 0.561 0.00 0.000 DF-L Stud 1.5 3.5 12 I 8 27.4 1990 0 0.6342 4101.6 1.00 1 1.15 1.1 1.05 1.15 700 825 850 ,1,400,000 886 7811 1028.36 558.27 475.96, 379.05 0.80, 0.00, 0.000 1 1 i I H-F#2 11.5 55 18 7.7063 16.8 3132 01 02408 3132.4 , 1.00 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 1271 506 1644.51 1378.83 1031.581 506.18 0.49 0.001 0.000 H-F#2 I 1.5 5.5 16 9 19.6 3132 01 0.3652 3132.4 1.00 1 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 1,271 5061 1644.51 1011.45 837.57 508.18 0.60 0.001 0.000 H-F#2 I 1.5 5.5 16 8.25 18.0 3132 0 0.2858 3132.4 1.00 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 1,271 506 1644.51 1203.70 946.77 506.18 0.531 0.001 0.000 I 1 1 SPF#2 I 1.5 5.5 16 7.7083 16.6 3287 0, 0.2737 1 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 5311 1454.751 1484.89 1015.451 531.23 0.52 0.001 0.000 SPF#2 I 1.5 5.5 16 9 19.6 3287 01 0.3905 1 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 5311 1454.751 1089.25 850.161 531.23 0.62 0.001 0.000 SPF#2 1 1.5 5.5 16 8.25 18.0 3287 01 0.3158 1 3287.1 ' 1.00 1.15 1.3 1.10 1.15' 875 425 1150 1,400,000 1,308 531 1454.751 1296.30 945.381_ 531.23 0.56 0.00 0.000 1 1 1I i i SPF Stud I 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 1,200,000 854 531 875.4381 144.26 139.021 138.41 1.001 0.00 0.000 I 1 SPF#2 I 1.5 5.5 16 1 19 41.5 1450 01 0.9917 3287.1 1.00 I 1.15 1.3 1.10 1.15 875 425 1150 1 1,400,000 1,308 5311 1454.751 244.40 235.321 234.34 1.00 0.00 0.000 H-F#2 I 1.5 5.5 16 I 19 41.5 1360 01 0.9969 I 3132.4 1.00 I 1.15 1.3 1.10 1.15 850 405 1300 I 1,300,000 1,271 5061 1644.51 226.94 220.141 219.80 1.00 0.001 0.000 Page 1 D+L+W CT#4028AB I j LOAD CASE I (12-13) 1(BASED ON ANSI/AFBPA NDS-2005) 1 SEE SECTION: 2.3.1 2.3.1 I 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor I D+L+W I c 0.80(Constant)> !Section 3.7.1.5 ( Cr • r KcE ...-_....._ 1 0.30(Constant)> !Section 3.7.1.5 Cf(Fb) !Cf(Fc) NOS Cb (Varies > (Section 2.3.10 Bending!Comp. Size Size Rep. Cd(Pb) Cb I Cd(Fc) Eq.3.7-1 NDS 3.9.2 Maz.Wall duration duration factor factor use Stud Grade,Width Depth Spadn Height Le/d Vert.Load Hor.Load c.1.0 ;Load @ Plate Cd(Fb)Cd(Fc) Cf Cf Cr' Fb Fc perp Fc E Fb' Fc perp'i Fc' Fce P c fc fc/F'c lb fb/ in. in. In. ft. pit psf pit (Fb) (Fc) psi psi psi psi psi psi ! psi psi psi psi psi Fb'(1-fc/Fce) INTERIOR WALLS 2X41 H-F STUD. I H-F Stud 1 1.5 3.5 18 1 8 27.4 100 5 0.1655 1 1993.4 1.60 ' 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506' 8401 478.52 403.77, 25.40 0.06 208.98 0.162 H-F Stud ( 1.5 3.5 16 8 27.4 1045 5 0.7755 I 1993.4 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506, 840 478.52 403.77 265.40 0.66 208.981 0.343 H-F Stud 1.5 3.5 8 8 27.4 1990 51 0.5538 3986.7 1.60 I 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506' 840 478.52 403.77 252.70 0.63 104.491 0.162 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5538 3986.7 1.60 1.00 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 840 478.52 403.77 252.70 0.63 104.49 0.162 INTERIOR WALLS(2X41 SPf STUD I SPF Stud 1 1.5 3.5 16 1 8 27.4 100 5 0.1657 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 478.52 393.991 25.40 0.061 208.98 0.162 SPF Stud 1.5 3.5 16 I 8 27.4 1045 5 0.7972 2091.8 1.60 1 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,368 531 761.25 478.52 393.99 265.40 0.67 208.98 0.343 SPF Stud 1.5 3.5 8 I 8 27.4 1990 5 0.5734 4183.6 1.60 ' 1.00 1.1 1.05 1.15 675 I 425 725 1,200,000 1,366 531 761.25 478.52 393.99 252.70 0.64 104.49 0.162 SPF Stud I 1.5 3.5 8 I 8 27.4 1990 51 0.5734 1 4183.6 1.80 1.00 1.1 1.05 1,15 675 425 725 1,200,000 1,366 531 761.25 478.52 393.99 252.70 0.64 104.49 0.162 INTERIOR WALLS 2X41 DF-L STUD DF-L Stud1.5 3.5 16 ' 8 27.4 100 5 0.1576 3076.2 1.60 1.00 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781 892.5 558.27' 460.251 25.40 0.06 208.98 0.155 DF-L Stud 1 1.5 3.5 16 8 27.4 1045 51 0.6137 3078.2 1.60 1.00 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781 892.5 558.27 460.251 265.40 0.58 208.98 0.281 DF-L Stud 1 1.5 3.5 12 1 8 27.4 1990 4.51 0.9884 4101.6 1.60 1 1.00 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781' 892.5 558.27 480.251 379.05 0.821 141.06 0.310 „EXTERIOR WALLS j I 1 H-F#2 1 1.5 5.5 16 1 7.7083 16.8 3132 9.711 0.39093132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1430 1378.83 989.911 508.18 0.521 152.58 0.119 H-F#2 1 1.5 5.5 16 1 9 19.6 3132 8.461 0.5743 1 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 14301 1011.45 804.501 506.18 0.631 181.23 0.178 H-F#2 , 1.5 5.5 16 I 8.25 18.0 3132 8.131 0.4411 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 506L 14301 1203.70 899.131 506.18 0.561 148.34 0.124 i 1 I SPF#2 1 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 126511484.89 940.30' 531.23 0.56 152.58 0.114 SPF#2 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531, 126511089.25 806.081 531.23 0.66 181.23 0.168 SPF#2 1 1.5 5.5 16 1 8.25 18.0 3287 8.13 0.4790 3287.1 I 1.60 1 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 12651 1296.30 884.691 531.23 0.601 146.34 0.118 1 1 1 I I 1 I SPF Stud 1 1.5 3.5 16 I 14.57 50.0 70 8.46 0.9957 2091.8 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 144.26 138.141 17.78 0.13 1172.85 0.979 SPF#2 , 1.5 5.5 16 I 19 41.5 660, 9.71 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 244.40 233.80 108.67 0.46 927.02 0.786 H-F#2 1 1.5 5.5 16 1 19 41.5 600 9.71 0.8921 3132.4 1.60 I 1.00 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 506 1430 226.94 219.02, 96.97 0.44 927.021 0.796 Paget D+L+W+.5S CT#4028AB I I LOAD CASE I (12-14) I 1(BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor D+L+W+812 1 - c 0.80(Constant)> ]Section 3.7.1.5 ( 1 ( __Cr KcE 0.30(Constant)> Section 3.7.1.5 I Cf(Fb) Cf(Fc)1 NDS Cb (Varies) > !Section 2.3.10 1 Bending!Comp. Size Size Rep. Cd(Fb) Cb j Cd(Fc)1 Eq.3.7-1 1 NDS 3.9.2 Mau.Well duration!durationfactorfactor use 1 1 Stud Grade(Width Depth Spacintj Height Le/d Vert.Load Hor.Load o 1.0 Load©Plate Cd(Fb)jCd(Fc) Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp'I Fc' ! Fce Pc I fc fc/F'c lb 1b/ 1 In. in. in. I S. pit psi pkf 1 (Pb) (Fc) psi 11 psi psi psi psi psi 1 psi psi psi psi psi Fb'(1-fc/Fce) INTERIOR WALLS 2X41 Hf STUD':, I ! H-F Stud I 1.5 3.5 16 8 27.4 100 5 0.1653 1993.4 1.60 I 1.15 1.1 1.05 1.15 675 I 405 800 1,200,000 1,386 5061 966 478.52 415.71 25.40 0.06 208.98 0.162 H-F Stud I 1.5 3.5 16 8 27.4 1045 5 0.7510 1993.4 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 966 478.52 415.71 265.40 0.641 208.981 0.343 H-F Stud 1 1.5 3.5 8 i 8 27.4 1990 5 0.5316 3986.7 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966, 478.52 415.71 252.70 0.81 104.491 0.162 H-F Stud I 1.5 3.5 8 1 8 27.4 1990 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 9661 478.52 415.71 252.70 0.61 104.49 0.162 INTERIOR WALLS[2X41 SPF STUD 1 SPF Stud [ 1.5 3.5 16 ' 8 27.4 100 5 0.1654 2091.8 I 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.4381 478.52 407.53 25.40 0.06 208.98 0.162 SPF Stud 1.5 3.5 16 1 8 27.4 1045 51 0.7676 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.4381 478.52 407.53 285.40 0.65 208.98 0.343 SPF Stud 1.5 3.5 8 1 8 27.4 1990 51 0.5466 4183.6 1.80 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 0.62 104.49 0.162 SPF Stud 1.5 3.5 8 I 8 27.4 1990 5 0.5466 i 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.4381 478.52 407.53! 252.70 0.62 104.49] 0.162 INTERIOR WALLS(2X41 DF-L STUD 1 --j--- 1 ----- -- __ I [DF-L Stud 1 1.5 3.5 16 I 8 27.4 100 5 0.1574 ! 3076.2 1.60 I 1.15 1.1 1.05 1.15 700 625 850 [1,400,000 1,417 7811 1026.381 558.27 475.98 25.40 0.05 208.98 0.155 DF-L Stud 1 1.5 3.5 16 1 8 27.4 1045 5 0.5921 ! 3076.2 1 1.60 1 1.15 1.1 1.05 1.15 700 625 850 11,400,000 1,417 7811 1026.381 558.27 475.96 265.40 0.561 208.98 0.281 DF-L Stud 1 1.5 3.5 12 I 8 27.4 1990 5 0.9788 ( 4101.6 ' 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781!1026.381 558.27 475.96 379.05 0.801 156.73 0.345 I ' EXTERIOR WALLS ! i 1 I H-F#2 1.5 5.5 18 1 7.7083 16.8 3132 9.71 0.3593 3132.4 1.60 ! 1.15 1.3 1.10 1.15 850 ' 405 1300 1,300,000 2,033 506] 1844.51 1378.83 1031.581 506.18 0.491 152.58' 0.119 H-F#2 1.5 5.5 16 I 9 19.6 3132 8.461 0.5437 3132.4 1.60 ( 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506! 1644.5!1011.45 837.57 506.18 0.60 181.23, 0.178 H-F#2 1.5 5.5 16 ; 8.25 18.0 3132 8.131 0.4100 3132.4 1.60 I 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506! 1644.51 1203.70 946.771 506.18 0.53 146.341 0.124 1 I SPF#21.5 5.5 16 7.7083 16.8 3287 9.71 0.3872 3287.1 1.60 I 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1454.751 1484.89 1015.451 531.23 0.52 152.581 0.114 SPF#2 I 1.5 5.5 16 9 19.6 3287 8.46 0.5595 3287.1 1.60 I 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531!1454.75,1089.25 850.161 531.23 0.62 181.231 0.169 SPF#2 I 1.5 5.5 16 1 8.25 18.0 3287 8.131 0.4342 3287.1 1 1.60 I 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 53111454.75 1296.30 945.38 531.23 0.56 146.341 0.118 I1 SPF Stud ' 1.5 3.5 16 14.57 50.0 70 8.46 0.9955 2091.8 I 1.60 ' 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.4381 144.26 139.021 17.78 0.13 1172.851 0.979 SPF#2 I 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.751 244.40 235.321 106.87 0.45 927.02 0.786 H-F#2 1 1.5 5.5 16 I 19 41.5 600 9.711 0.9901 I 3132.4 , 1.60 ! 1.15 1.3 1.10 1.15 850 ' 405 1300 1,300,000 2,033 5081 1644.51 226.94 220.14! 96.97 0.44 927.021 0.796 Page 3 D+L+S+.5W CT#4028AB I I LOAD CASE I (12-15) 1 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 1.00 Design Buckling Factor D+L+S+Wl2 c 1 0.80(Constant)> Section 3.7.1.5 ' I_ , Cr _ KcE 0.30(Constant)> Section 3.7.1.5 �- - - Cf(Pb) i Cf(Fc) NDS - I. Cb 1 1(Varies) > ;Section 2.3.10 i Bending Comp. Size Size Rep. 1 Cd(Fb) Cb i Cd(Fc) Eq.3.7-1 ( NDS 3.9.2 Maz.Waf duration duration factor factor use 1 1 Stud Grad Wdth Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load a Plate Cd(Fb)Cd(Fci Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Pc fc fc/F'c fb I lb/ in. In. in. ft. pif psi plt (Fb) (Fc) psi psi psi psi psi psi psi pal psi psi psi Fb"(14c/Fce) 1NTERIOJ8 WALLS 2X41 Hf STUD! 8 27.4 100 0.1653 I 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 1 800 1,200,000 1,366 966 478.52 415.71 25.40 0.06 208.98 0.162 H-F Stud I 1.5 3.5 16 I I 8 27.4 1045 51 0.7510 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52 415.71 265.40 0.64 208.98 0.343 H-F Stud I 1.5 3.5 8 I 8 27.4 1990 51 0.5316 I 3986.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52 415.71 252.70 0.61 104.491 0.162 H-F Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5316 ! 3986.7 1.60 J 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5081 966 478.52 415.71 252.70 0.61 104.491 0.182 1 ', I I JNTERIOR WALLS(2X41 SPF STUD I SPF Stud 1 1.5 3.5 16 1 8 27.4 100 5 0.1654 2091.81.60 1.15 1.1 1.05 1.15 675 425 725 1 1,200,000 1,366 531 875.4381 478.52 407.531 25.40 0.06 208.981 0.162 SPF Stud 1 1.5 3.5 16 1 8 27.4 1045 5 0.7676 2091.8 1 1.60 1.15 1.1 1.05 1.15 675 I 425 725 1,200,000 1,366 531 875.438, 478.52 407.531 265.40 0.651 208.98 0.343 SPF Stud I 1.5 3.5 8 1 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 1,366 531 875.438 478.52 407.53( 252.70 0.621 104.49 0.162 SPF Stud 1 1.5 3.5 8 'I 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 1,366 531 875.438 478.52 407.53 252.70 0.62 104.49, 0.162 JNTERIO WALLS(2X41 DF-L STUD , - ! i I DF-L Stud 1 1.5 3.5 16 8 27.4 100 51 0.1574 1 3076.2 1.60 1.15 1.1 11.05 1.15 700 1 625 850 1,400,000 1,417 7811 1026.38 558.27 475.96 25.40 0.05 208.981 0.155 DF-L Stud 1 1.5 3.5 16 8 27.4 1045 5 0.5921 I 3076.2 1 1.80 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 7811 1026.38 558.27 475.961 265.40 0.561 208.98 0.281 DF-L Stud 1 1.5 3.5 12 8 27.4 1990 5 0.9788 1 4101.6 1 1.60 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 0.801 156.73 0.345 f„JJJERIOR WALLS I I H-F#2 1 1.5 5.5 16 1 7.7083 16.8 3132 4.8551 0.3001 3132.4 I 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1844.5 1378.83 1031.58 506.18 0.49 76.291 0. 059 H-F#2 , 1.5 5.5 16 1 9 19.6 3132 4.231 0.4544 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1644.5 1011.45 837.571 508.18 0.60 90.61 0.089 H-F#2 I 1.5 5.5 16 1 8.25 18.0 3132 4.0651 0.3479 i 3132.4 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 506 1844.5 1203.70 946.771 506.18 0.53 73.171 0.062 SPF#2 II I 1 I 1.5 5.5 16 7.7083 16,8 3287 4.855 0.3304 f 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 1015.451 531.23 0.52 76.29, 0.057 SPF#2 1 1 5 5.5 16 I 8.25 18.0 3287 4 085 0.3750 3287.1 I 1.60 1.15 1.3 1.10 1.15 875 425 115011,400,000 2,093 531 1454.75f 1296.30 945.381 531.23 0.561 73.17 1.5 5.5 16 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1 1,400,000 2,093 531 1454.751 1089.25 850.181 531.23 0.62 1 0.059 0.085 SPF#2i SPF Stud 1 1.5 3.5 16 � 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.4381 144.26 139.02 64.76 0.471 586.431 0.779 SPF#2 I 1.5 5.5 18 ! 19 41.5 935 4.8551 0.9925 3287.1 1.60 I 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 5311 1454.75 244.40 235.32 151.11 0.64 463.511 0.580 H-F#2 1 1.5 5.5 18 1 19 41.5 865 4.8551 0.9970 1 3132.4 1.80 1 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 5061 1644.51 226.94 220.14 139.80 0.64 463.511 0.594 Page 4 D+L+S+.7E (LOAD CASE (12-16) 1SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 CT#4028AB I � i I � (BASED ON ANSI/AF&PA NDS-2005) Ke 1 1.00 Design Buckling Factor D+L+S+E/1.4 Cr c I 0.80 SConstant)> [Section 3.7.1.5 _.__ __- KcE 1 0.30(Constant)> !Section 3.7.1.5 Ct(Fb) Cf(Fc) NDS Cb 1 (Varies) > !Section 2.3.10 Bending Comp.!Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 I ! NDS 3.9.2 Maz.Wall duration duratio'factor factor use ! Stud Grade;Width Depth Spadn Height Le/d Vert.Load Nor.Load <>1.0 Load Plate Cd(Fb)Cd(Fc Cf Ci_ Cr Fb -Fc perp Fc E Fb' Fc perp' Fc' Fce F'c to fc/F'c fb tbi I in. in. in. ft. plf psf plf j(Fb) (Fc) psi psi psi psi , psi psi psi psi psi psi psi Fb"(1-MIFce) JNTERIOR WALLS Um Lle STUD, _ I H-F Stud i 1.5 3.5 16 1 8 27.4 100 5 0.1653 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,3661 506 966 478.52 415.71 25.40 0.06 208.98 0.162 H-F Stud 1 1.5 3.5 16 I 8 27.41 10451 5 0.7510 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 1 800 1,200,000 1,366' 506 966 478.521 415.71 265.40 0.64 208.98 0.343 H-F Stud 1.5 3.5 8 1 8 27.4E 1990! 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52! 415.71 252.70 0.81 104.49 0.162 H-F Stud 1.5 3.5 8 I 8 27.41 19901 5 0.5316 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 ( 800 1,200,0001 1,366 506 966 478.52 415.71 252.70 0.61 104.49 0.162 1 INTERIOR WALLS(2X41 SPF STUD 1 1 ! 1 i SPF Stud 1 1.5 3.5 16 1 8 27.41 100! 5 0.1654 2091.8 1.60 1.15 ! 1.1 1.05 1.15875 425 725 1,200,000 1,3661 531 875.438 478.52 407.53 25.40 0.06 208.98 0.162 SPF Stud 1 1.5 3.5 18 1 8 27.41 10451 5 0.7676 2091.8 1.60 1.15 1.1 1.051 1.15 1 875 425 725 1,200,0001 1,3661 531 875.438 478.52 407.53 265.40 0.65 208.98 0.343 SPF Stud 1 1.5 3.5 8 I 8 27.4! 19901 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,0001 1,3661 531 875.438 478.521 407.53 252.70! 0.62 104.49 0.162 SPF Stud ' 1.5 3.5 8 ! 8 27.41 19901 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,0001 1,3661 531 875.438 478.521 407.53 252.701 0.62 104.49 0.162 1 f JNTERIOR WALLS 2X41 DF-L STUD I 1: DF-L Stud 1 1.5 3.5 168 27.41 1001 5 0.1574 3076.2 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417, 781 1026.38 558.27 475.96 25.40 0.05 208.98 0.155 DF-L Stud 1 1.5 3.5 16 1 8 27.4! 1045 5 0.5921 3076.2 1.60 1.15 1.1 1.05!1.15 700 625 850 1,400,0001 1,4171 781 1026.38 558.27 475.96 265.401 0.56 208.98 0.281 DF-L Stud i 1.5 3.5 12 1 8 27.4' 1990 5 0.9788 4101.8 1.60 1.15 1.1 1.05 1.15700 825 850 1,400,0001 1,4171 781 1026.38 558.27 475.96 379.051 0.80 156.73 0.345 1 1 1 ! 1 EXTERIOR WALLS 1 H-F#2 1 1.5 5.5 16 17.7083 16.8 31321 3.57 0.2844 3132.4 1.60 1.15 1 1.3 1.10 1.15 1 850 405 1300 1,300,0001 2,033 506 1644.5 1378.831 1031.58 506.181 0.49 56.10 0.044 H-F#2 1 1.5 5.5 16 1 9 19.6 3132! 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.151 850 405 1300 1,300,0001 2,033 506 1644.5 1011.451 837.57 506.18 0.60 76.47 0.075 H-F#2 ! 1.5 5.5 16 I 8.25 18.0 31321 3.57 0.3404 3132.4 1.60 1.15 1: 1.3 1.10 1.151 850 405 1300 1,300,0001 2,033 506 1844.5 1203.701 946.77 506.18 0.53 64.28 0.055 ! j SPF#21.5 5.5 16 17.7083 16.81 32871 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15' 875 425 1150 1,400,000 2,093 531 1454.75 1484.89, 1015.45 531.23 0.52 58.10 0.042 SPF#2 I 1.5 5.5 16 i 9 19.61 32871 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1088.25! 850.16 531.23 0.62 76.47 0.071 SPF#2 I 1.5 5.5 16 1 8.25 18.0 32871 3.57 0.3678 3287.1 1.60 1.15 1 1.3 1.10 1.151 875 425 1150 1,400,0001 2,093 531 1454.75 1296.301 945.38 531.23 0.56 64.26 0.052 1 1 1 1 I 1 SPF Stud 1.5 3.5 16 1 14.57 50.0 2851 3.57 0.9981 2091.8 1.60 1.151 1.1 1.05 1.15 1 675 425 725 1,200,000! 1,366 531 875.438 144.261 139.02 72.38 0.52 494.93 0.727 I1 1 SPF#2 1.5 5.5 16 I 19 41.51 10201 3.57 0.9910 3287.1 1.60 1.15 11.3 1.10 1.15 1 875 425 1150 1,400,000 2,093 531 1454.75 244.401 235.32 164.85 0.70 340.83 0.500 H-F#2 I 1.5 5.5 16 I 19 41.51 9451 3.57 0.9939 3132.4 1.60 1.15 11.3 1.10 1.15, 850 405 ! 1300 1,300,0001 2,033 506 1644.5 226.94! 220.14 152.73 0.89 340.83 0.513 Page 5 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238 3 ABD DL'' Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response 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=F.*Ss SMS= 1.08 EQ 16-37 EQ 11.4-1 SMS=Fv*Si SM1= 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*SM1 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 Do= 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 Sos= 0.72 h„ = 29.53(ft) Sp,= 0.44 X = 0.75''.ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S1= 0.42 k = 1 ASCE 7-10(Section 12.8.3) TL= 6`ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Susi(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=So,/(T*(WlE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(So,*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew Vi DESIGN Vi Roof - 29.53 29.53 1813 0.020' 3626 1070.8 0.49 4.10 4.10 2nd 9.09 20.44 20.44 1673 0.025` 41.825 854.9 0.39 3.27 7.37 1st 11.30 9.14' 9.14 1103 0.025 27.575 252.0 0.12 0.97 8.34 Bsmt 9.14 0.00' SUM= 105.7 2177.7 1.00 8.34 E=V= 11.68 E/1.4= 8.34 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART; CT PROJECT#: 15238_3 ABD_DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 42.00 42.00 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. --- -- Building Width= 37.0 45.0 ft. Basic Wind Speed 3 sec.oust= 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 Ps3oB= 14.8 14.8J psf Figure 28.6-1 Ps3oc= 17.2 17.2psf Figure 28.6-1 Ps3o D= 11.8 11.8',psf Figure 28.6-1 X= 1.00 1.00' Figure 28.6-1 Krt= 1.38 1.38' Section 26.8 windward/lee= 1.00 1.001 X*Kr*Iw*windward/lee : 1.38 1.38 Ps=X*Kzt*I*pa30= (Eq.28.6-1) Ps A= 29.81 29.81 psf (Eq.28.6-1) Ps B = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) PSA 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 0 376.6 Roof -- 29.53 29.53 4.5 67.27 0 100.9 0 67.27 0 137.3 0 10.1 12.3 12.68 12.88 15.16 15.16 2nd 9.09 20.44 20.44 10.2 150.9 0 226.3 0 150.9 0 307.9 0 6.0 7.3 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9 V(F-B). 32.44 V(S-S). 38.81 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_3 ABD_DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) 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) V(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 1268 1268 15.16 15.16 2nd 9.09 20.44 20.44 0.00 0.00 0.00 0.00 9.87 2255 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(SS)= 0.00 V(F-B). 32.44 V(S-S)= 38.81 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 12.68 7.61 7.61 15.16 9.10 9.10 2nd 11.3 10.5 10.5 9.87 5.92 13.53 11.81 7.08 16.18 1st 9.14 0 0 9.89 5.94 19.46 11.83 7.10 23.28 Bsmt 0 0 V(F-B)= 19.46 V(S-S)= 23.28 kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_3 ABD_DL SHEATHING THICKNESS tsheagdng=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 alowable 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 aloweble V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec Latitude and Longitude Finder on Map Get Coordinates Page 1 of 23 LatLong.t.‘'iet Get Latitude and Longitude To make a search, use the name of a place, city, state, or address, or click the location on the map to get tat long coordinates. Place Name 39th way s &40th pl s, seatac, wa Find Add the country code for better results. Ex:London, UK 1 i t Latitude Longitude 47.412 415 1122.283440 1 i! - 1.9k I G+1 957 , Tweet 96 3 ; I I f 1 http://www.latlong.net/ 9/24/2015 Latitude and Longitude Finder on Map Get Coordinates Page 2 of 23 } T „b: i ' ; 3 1 F �w http://www.latlong.net/ 9/24/2015 Design Maps Summary Report Page 1 of 1 ilium Design Maps Summary Report User—Specified Input Building Code Reference Document 1InternationaBuilding Code (20which2 utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.7714l 9°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III I � '8 B ave rten -;,'1,,,,,d,,- 1� zs� x � 1Farm�r� li i 1 aw,' � a 1 L1 lei» tai ; h�mak All 4,,4 —3.---,-,0,--5.;:1,',1- # � 1 i s USGS—Provided Output Ss = 0.972 g SMS = 1.080 g Sos = 0.720 g Si = 0.423 g SMS = 0.667 g S°1 = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. M f Response Spectrum Design Response Spectrum 1.10 _8# 0,72 0.02 040 a. o.sc= . 3 4, A 050 , l ccs a. . 0, , x 22 0.22 al0.01 O. a 020 O.4 O.40 ta.> a t. i.zo .ac f.. 2 iii 1,00 .0 O. O 0,40 attr 0. 1 i. Y. x s 1.10 i. ! a P 1't ic+escl« P rIod d tla+iec; 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 00 /IIM #17. o Bla Blb IJ i I 0 0 _IL =_ n P6 (111) o I r Fo J ® a 11111111 Rla I C 1 l A .... Li4 , L F2a F2b MST37 MST3• / Fla Flb0 :2 MST37 MST37 ID42 ❑ I 2 OI 10L t ::- IEtUU al- w Ix,pMl oi amps A A 0 :slsspx Dmz — ..\. EA.fN) r pT AeDK . 0 .I ODKPU. tl p IZW1•I Tpl FLOOR FRAMING LEGEND - �. ., l.. .. �. 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'i A 4_ ROOF FRAMING LEGEND CO R� .:Y gi`APAIPP PMT. r____ __ -In1 •Mx.•RO q J �� J L 6 ROOF FRAMING CONT.ROOF aOrt RP uwER ROOF p un 0nME TRossEs .uEAORMD ROOF ABBREVIATIONS TRUSSER•N.as Ewan eEA.SF STRUCTURAL FASCIARooF FRAMING NOTES SHRARNALLS HAVE THE SANE V NOR NEAOEn-sEE,ae..0 r.U.N.O. +...bR.Rw....a—...A..e.^ LABELS FOR PLANS 3A 3B and 3D m pa S x ..p..�E�1e.NIP.,z^ �.^ MAIN FLOOR SHEAR PLAN& BSMT.FLOOR SHEAR PLAN& 0 E G' GT Tv ." 7213; ,,7=w""06010 e p.a.°�eN• Plan 3A Daylight TOP FLOOR FRAMING PLAN Plan 3A Daylight MAIN FLOOR FRAMING PLAN I— e p ae oOMI5EE SHEETI.0 wii:�No= A� ia '/.•.1 O A/.'-A'-0• L 3 . ° P�DAM ) dips . w....m.zlA..e:.• > .1.• O.Ep,wa.. .110 EOHD /-µDrGpaNa., ab: .ga......,••••••.. g •ROOFTRUSSES 1. �»00^r ° oL:: ,zl Yo ° .R.Rb: m1 : z•GIRDER'ROSS • S • " faTRpCrNRAIBEA. '...w. ..^^•. O a P,w•.I ..vlgM...... m.... la o.SIRPR.pO 1xa^ .s.w.Rdb.an. 1 >, O`..'. M a ORO.ER, RO P 33▪.1.08.6e0.1061.•RIR ' ATTIC ACCESS YM ": a J Na -MI wl .pbm:..ea.+: A ® 0430. .ZERO: O xao.% ..1.61. 1 .o .S1.0 a▪ 9..RoATEDS ......tf..... OR §AI AA: 12.-0! \0.x.006 ED UE EEE PI. • . .p.e.. 7,:,;411.0 FOR EMSN.t A. IP.Do nal alen .. ..R..... I A8 .1w.ad a.la.R:A S 0 x 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= 7.81 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.10 kips Sum Wind F-B V I= 7.61 kips Min.Lwall= 2.57 ft. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL aft, C 0 w dl V level V abv. V level V abv, 2w/h v i Type Type OTM ROTM U„et USUM OTM RoTM Unet Uwm U,um (sqft) (ft) (ft) (k11) (kip) (kiP) (kip) (kip) p (Plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L1: 906.5 41,0 41,0 0.89: 0.15' 3.80 0.00 2.05 0.00 1.00 1,00 56 P6TN P6TN 104 18.45 113.47 -2.36 -2.36 34.23 84.05 -1.24 -1.24 0.94 0 i 0.0 0,0 1.001 0.00' 0.00 0.00 0.00 0,00 1,00 0,00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 Ext R1a 906.5 i 40.0 40.0 0.851 0.151 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 -1.18 -1.16 1.01 - 0 ; 0.0 0.0 1_00: 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00: 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00f 0,00 0.00 0.00 0,00 0,00 1,00 0,00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0,00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 - - 0 0.0 0,0 1.00; 0.00` 0.00 0.00 0.00 0.00 1,00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00x 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ` 0.0 0,0 1.00' 0.00' 0.00 0.00 0.00 0,00 1,00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0,00 1,00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00: 0.00' 0.00 0.00 0.00 0,00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 : 0,0 0.0 1.00: 0,00' 0.00 0.00 0.00 0.00 1,00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 - - 0 : 0.0 0.0 1.00; 0.00' 0,00 0.00 0.00 0,00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00; 0.00' 0.00 0.00 0.00 0.00 1,00 0,00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00; 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ' 0.0 0.0 1.00` 0.00 0.00 0,00 0,00 0,00 1,00 0,00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0,00 0,00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00" 0,00 0,00 0,00 0.00 1,00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0,00 0.00 1.00 0,00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0,00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 ' 0.0 0,0 1.00 0,00' 0,00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0,00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0,00' 0,00 0,00 0,00 0,00 1.00 0,00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00' 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00' 0,00 0,00 0.00 0.00 0,00 1.00 0,00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00' 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.001,, 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0,00 0,00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0 0.0 0.0 1,00' 0.00 0,00 0.00 0.00 0.00 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 EVw;nd 7.61 EVEQ 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 no C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RomUnst U.,,,,, OTM ROIM U,t Uaum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L2': 836.5 35,5 36.5 1.006 0.301 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 b.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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' 030 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 24T 0 0.0 0,0 1,00 0.00. ; 0,00 0.00 0.00 0.00 1.00 0,00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0.00 0,00 0,00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 J 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00«- 0,001 0,00 0.00 0,00 0,00 1,00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00'' 0.00f' 0.00 0,00 0.00 0,00 1,00 0.00 0- - 0 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0,00 0.00 0,00 0,00 0,00 0.00 0.00 0,00 0.00 0 0.0 0.0 1,00' 0.00 0,00 0,00 0,00 0,00 1,00 0.00 0-- -- 0 0,00 0,00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1.00' '0:00 0,00 0.00 0.00 0.00 1.00 0,00 0- -- 0 0.00 0.00 0,00 0,00 0.00 0,00 0.00 0.00 0.00 0 0.0 0.0 1,00 0:00 0.00 0.00 0.00 0.00 1.00 0,00 0-- 0 0.00 0,00 0.00 0.00 0• ,00 0.00 0,00 0,00 0.00 - - 0 0.0 0.0 1.00' 0,00' 0,00 0,00 0,00 0.00 1.00 0.00 0- - 0 0.00 0,00 0.00 0.00 0• .00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0,00 0,00 0,00 0,00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0_ 0.0 0.0 1.001 0,001 0,00 0.00 0.00 0,00 1,00 0,00 0-- - 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 ` 0.0 0.0 1,00> 0.00 0,00 0.00 0,00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00' 0.00 0,00 0,00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0,00 0.00 0 ` 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0,00 1.00 0.00 0-- -- 0 0,00 0,00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00r 0.00' 0,00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0,00 0.00 0,00 0,00 0.00 0,00 0.00 0.00 0.00 0 0.0 0.0 1.00' 0.00 0.00 0.00 0,00 0,00 1,00 0.00 0- - 0 0.00 0.00 0.00 0,00 0• .00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0,00 0.00 0,00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0• .00 0,00 0.00 0.00 0.00 0 0.0 0.0 1.00 '0,00 0,00 0.00 0.00 0.00 1,00 0.00 0- -- 0 0.00 0.00 0.00 0,00 0• .00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1,00 0.00 0- -- 0 0.00 0,00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1,00' 0.00' 0.00 0,00 0,00 0,00 1,00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00; 0.00`' 0,00 0.00 0,00 0,00 1.00 0,00 0-- -- 0 0,00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0 0.0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 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=L eff. 5,92 7.61 3.27 4.10 1.00 EVw;na 13.53 EV EC 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 1= 8.34 kips Sum Wind F-B V i= 19.46 kips Min.Lwall= 2.29 ft. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL a%. C o w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM RoTM Unet U.�., OTM Raw Liner U0 U.0, (sqft) (ft) (ft) (kip (kip) (kip) (kip) (kip) p (pif) (pif) (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 P6TNP6 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 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00'3-=' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 . 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 00.0 0.0 1.00' 0.00; 0.00 0.00 0.00 0.00 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 it 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00: 0.00 0.00 0.00 0.00 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 SVe;,,d 19.46 EVEQ 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 LQi.eft, C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type OTM RoTM U,,,, U,,,,, OTM ROTM Unet U,t,, U,um (sqft) (ft) (ft) (kif) (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 P6T14 P6 227 14.76 23.22 -0.55 -0.55 32.76 17.20 1.01 1.01 4,04 Ext Bib*1 181.3 4 4.0 9.5 1.00 0.154 0.91 0.00 0.41 0.00 1.00 0.89 115 P€1:14 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 Fla* 226.6 2.5 5.8 1.00 0,15 1.14 0.00 0.51 0.00 1.00 0.56 369 P3 P4 455 4.61 0.97 1.99 1.99 10.24 0.72 5.19 5.19 6.49 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 6.49 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F2a*; 272 3.0 4.0 1.00 0,15; 1.36 0.00 0.62 0.00 1.00 0.67 308 P4 P4 455 5.54 0.81 2.03 2.03 12.28 0.60 4.85 4.85 4.86 Ext F2b* 181.3 2.1 3.1 1.00 0.15 0.91 0.00 0.41 0.00 1.00 0.47 418 P3 P4 433 3.69 0.44 2.27 2.27 8.19 0.33 5.33 5.33 6.33 - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0.0 1.00 0,004 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0" 0.0 0.0 1.00 0.004 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0; 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0'r 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 t 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 d 0.0 0.0 1.00 0,00': 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0` 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 _0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 EV,„,b 9.10 EVEQ 4.10 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: 2nd Panel Height= 11.25 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 off. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM U,,,t Usum OTM RoTM U, Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (weft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 92a* 71.1 2.6 6.1 1.00 0.30 0.30 0.77 0.14 0.35 1.00 1.00 188 P6 P4 413 5.49 2.14 1.73 1.73 12.09 1.59 5.43 5.43 6.43 Ext B2b* 71.11 2.6 r 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 4.08 408 Ext 03b* 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 4.79 479 0 0.0 0.0 _1,00 0.00 0.00 0.00 0.00 0.00 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 20 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'i 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 Garl 619.8 13.5 13.5 1.00 0.15 2.62 2.20 1.21 0.99 1.00 1.00 163 P6 P4 358 24.82 12.30 0.98 0.98 54.32 9.11 3.52 3.52 3.52 Int Stair1 467.6' 10.0 10.0 1.00 0.15 1.98 1.66 0.92 0.75 1.00 1.00 166 P6 P4 364 18.72 6.75 1.28 1.28 40.98 5.00 3.85 3.85 3.85 - - 0 0.0 : 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1,00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0••- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,001 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0' 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0•-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0••• -• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 `1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00> 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 " 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1673 1673 42.7 42.7=L eff. 7.08 9.10 3.27 4.10 E V s;,,a 16.18 E V EQ 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= 9.14ft. 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-BVI= 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 effC 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v f OTM ROTM Unet Usum OTM ROTM Unet Usum Uaum (soft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Plf) (Pit) (kip-ff) (kip-ff) (kip) (kip) (14P-ft) (k1P-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 i 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B5a" 93.76 6.5 15.3 1.00 0.40[ 0.80 2.15 0.11 0.98 1.00 1.00 167 P6 P4 454 9.91 17.84 -1.36 -1.36 27.00 13.22 2.36 2.36 236 Ext B5b*' 46.88; 3.3 9.3 1'.00 0.40; 0.40 1.07 0.05 0.49 1.00 0.71 235 P6 P4 454 4.96 5.41 -0.18 -0.18 13.50 4.01 3.67 3.67 3.47 - - 0 0,0 0.0 1:00 0.00: 0.00 0.00 0.00 0.00 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 0.00E 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00' 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00' 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 -0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0+ 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00: 0.00 0.00 0.00 0.00 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 EV,„„s 23.28 I,'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 —0. •H head= A v hdr w= 246.2 plf 1.85 v Fdrag1 eq= 241 F2 eq= 162 A Fdrag1 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 e.- 162 feet A Fdrag3 w= 441 F4 w= 297 P6 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq= 134.2 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: Ll= 11.5 L2= 3.0 L3= 7.8 Htotal/L= 0.51 P. Hpier/L1= 0.56 104 Hpier/L3= 0.83 L total= 22.3 feet JOB#: 15238 3 ABD DL ID: Blab - - w dl= 150 plf V eq 2050.3 pounds V1 eq = 1640.2 pounds V3 eq= 410.1 pounds V w= 4549.5 pounds V1 w= 3639.6 pounds V3 w= 909.9 pounds v hdr eq= 66.1 plf ► 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= s F4 e.- 146 feet A Fdrag3 w= 1291 F4 w= 323 P6TN E.Q. 2w/h = 1 P6 WIND H sill= v sill eq= 66.1 plf 3.0 EQ Wind v sill w= 146.8 plf feet OTM 18617 41309 R OTM 64868 48050 • • UPLIFT -1658 -242 UP sum -1658 -242 H/L Ratios: L1= 16.0 L2= 11.0 L3= 4.0 Htotal/L= 0.29 0 4 ►t ► Hpier/L1= 0.31 0 Hpier/L3= 1.25 L total= 31.0 feet JOB#: 15238_3 ABD_DL ID: Flab wdl= 150 plf V eq 1025.1 pounds V1 eq = 512.6 pounds V3 eq = 512.6 pounds V w= 2274.7pounds V1 w= 1137.4 pounds V3 w= 1137.4 pounds v hdr eq= 93.2 plf •H head = A v hdr w= 206.8 plf 1.08 v Fdragl eq= 280 F2 eq= 280 A Fdrag1 w= : 0 F2 - 620 H pier= v1 eq= 205.0 plf v3 eq= 205.0 plf 5.0 v1 w= 454.9 plf v3 w= 454.9 plf feet H total= 2w/h = 1 2w/h = 1 9.08 . Fdrag3 eq= :1 F4 e•- 280 feet • Fdrag3 w= 620 F4 w= 620 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 93.2 plf 3.0 EQ Wind v sill w= 206.8 plf feet OTM 9308 20655 R OTM 8168 6050 v UPLIFT 115 1365 UP sum 115 1365 H/L Ratios: L1= 25'' • L2= 6.004 L3= 2.5 Htotal/L= 0.83 o. Hpier/L1= 2.00 P 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 v Fdrag1 eq= 338 F2 eq= 237 A Fdrag1 w= •0 F2 -- 525 H pier= v1 eq= 201.0 plf v3 eq= 239.3 plf 5.0 v1 w= 446.0 plf v3 w= 446.0 plf feet H total= 2w/h = 1 2w/h = 0.84 9.08 Fdrag3 eq= .• F4 e•- 237 feet A Fdrag3 w= 750 F4 w= 525 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 88.4 plf 3.0 EQ Wind v sill w= 196.1 plf feet OTM 9308 20655 R OTM 9083 6728 v w UPLIFT 22 1334 UP sum 22 1334 H/L Ratios: L1= 3.0 L2= 6.5 L3= 2.1 Htotal/L= 0.78 ► ►1 Hpier/L1= 1.67 o Hpier/L3= 2.38 L total= 11.6 feet JOB#: 15238_3 ABD_DL ID: Blab w dl= 300 plf V eq 975.4 pounds V1 eq= 487.7 pounds V3 eq = 487.7 pounds V w= 2148.9 pounds V1 w= 1074.5 pounds V3 w= 1074.5 pounds v hdr eq= 79.9 plf •H head= A v hdr w= 176.1 plf 2.19 Y Fdrag1 eq= 280 F2 eq= 280 • Fdrag1 w= : 6 F2 .- 616 H pier= v1 eq= 187.6 plf v3 eq= 187.6 plf 5.0 v1 w= 413.3 plf v3 w= 413.3 plf feet H total= 2w/h = 1 2w/h = 1 11.32 v Fdrag3 eq= :$ 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 ► 4 OA ► Hpier/L1= 1.92 Hpier/L3= 1.92 L total = 12.2 feet ► JOB#: 15238_3 ABD_DL ID: B3ab w dl= 250 plf V eq 1893.4 pounds V1 eq = 1230.7 pounds V3 eq= 662.7 pounds V w= 4171.4 pounds V1 w= 2711.4 pounds V3 w= 1460.0 pounds v hdr eq= 86.1 plf ► A H head = A v hdr w= 189.6 plf 2.19 ;,v Fdragl eq= 671 F2 eq= 361 A Fdragl w= ,79 F2 ,- 796 H pier= v1 eq= 189.3 plf v3 eq= 189.3 plf 5.0 v1 w= 417.1 plf v3 w= 417.1 p/f 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 r v UPLIFT -1670 342 UP sum -1670 342 H/L Ratios: L1= 6.5 L2= 12.0 L3= 3.5 Htotal/L= 0.51 ► 4 0 ► Hpier/L1= 0.77 Hpier/L3= 1.43 L total= 22.0 feet Title: Job# Dsgnr: Date: 3:46PM, 12 OCT 15 Description: Scope: Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square FootingDesignn 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 111 Dead Load 0.900 k Footing Dimension 1.330 ft Live Load 2.400 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pdfc 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 Il 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,Ver 5.8.0,1-Deo-2003 Square Footing Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_rivertertace_3abd.ecw:15238-B Description 15238-ABD-FTG2 [General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 1 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 Pc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 LReinforcing 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 Page 1 User:KW-0602997,Ver5.8.0,1-Dec-2003 Square FootingDesign (c)1983-2003 ENERCALC Engineering Software �+ 15238_riverterrace 3abd.ecw:15238-B Description 15238-ABD-FTG3 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 1 Dead Load 5.000 k Footing Dimension 3.250 ft Live Load 13.230 k Thickness 11.00 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf Pc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 7.750 in As to USE per foot of Width 0.238 in2 200/Fy 0.0050 Total As Req'd 0.772 in2 As Req'd by Analysis 0.0019 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0025 % ISummary 1 Footing OK 3.25ft square x 11.0in 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 _ 1(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=2' NO SOG Criteria III Soil Data I Footing Strengths&Dimensions I 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 FootingilSoil 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 -k Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 525 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 382 psf OK Allowable = 3,000 Rebar Spacing = 18.00 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored©Heel = 484 psf Total Force©Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 33.5 Footing Shear©Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall = Overturning6.13 OK Stability Ratios 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 Fs psi= psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 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 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining 9 Wall Design Page 2 _(c)1983-2003 ENERCALC Engineering Software 15238_rivertenace_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: 3:41PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall DesignPage (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=4' NO SOG Criteria 0 Soil Data 0 Footing Strengths&Dimensions M Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 - Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in Footing poll 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 I 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 ThSoil Pressure @ Toe = 1,266 psf OK Rebar Sizeness = 8.00 Soil Pressure©Heel = 128 psf OK Rebar = # 4 3,000 Rebar Spacing 18.00 Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf tb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force©Section lbs= 364.4 Footing Shear©Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear©Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.56 OK Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Datafm psi- Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results 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 ft4 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 5000E Rev: 580010 Pae 2 User.KW-0602997,Ver 5.8.0,1-DecCantilevered Retaining Wall Design g _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=4' NO SOG Summary of Overturning&Resisting Forces&Moments 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: 3:41PM, 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=6' NO SOG Criteria 0 Soil Data IFooting Strengths&Dimensions I Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingiiSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem i Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in .- Axial Live Load = 0.0 lbs Design Summary kStem 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 Rebar = 8.00 R Soil Pressure @ Heel = 205 psf OK Rebarr SSizize = # 4 3,000 p Rebar Spacing = 16.00 Allowable = sf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf fb/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 2.4 psi OK Moment....Actual ft4= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Overturning = 2.38 OK Shear Allowable psi= 93.1 Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Datafm psi Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results i Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 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 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job* Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Pae 2 1 User KW-0602997,Ver5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=6' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft 114 lbs ft ft4 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,Vet 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238 riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=10' NO SOG Criteria rSoil Data I Footing Strengths&Dimensions M Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 0 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 1 Top Stem -► Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK Theibaness = 8.00 Reb Soil Pressure @ Heel = 744 psf OK Rar Size # 5 3,000 psfRebar Spacing = 8.00 Allowable = Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf ib/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Footing Shear @Toe = 9.8 psi OK Total Force @ Section lbs= 2,684.9 Moment....Actual ft4= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 =Wa2.87 OK ll ability Ratios Shear Allowable psi= 93.1 Overturning Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Force= - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results I Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type= Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft4 fc psi 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design (01983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=10' NO SOG Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-it lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load©Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003Page 1 _(c)1983-2003ENERCALC Engineering Software Cantilevered Retaining Wall Design 15238_rivertemace_3abd.ecw:BASEMENTWALL NO Description CANT RET WALL H=12' NO SOG Criteria 1 Soil Data I Footing Strengths&Dimensions I 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 FootingilSoil Friction = 0.400 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 1 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 = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Soil Pressure @Toe = 1,810 psf OK Thickness = 8.00 Soil Pressure @ Heel = 1,092 psf OK Rebar Size = # 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/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 Overturning = 3.19 OK psi= 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. _ Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design 15238_nverterrace_3abd.ecw:BASEMENTWALL NO (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=12' NO SOG Summary of Overturning&Resisting Forces&Moments i OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft4 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 loading(' eG ASD Allowable Design Values Minimum Maximum Ultimate per Frame Segment Load Width(inches) Height(feet) Load(pounds) Shears(pounds) Deflection(inch) Factor 16 8 2,780 1,000 93Q' JF 0.32 28 10 2,180 600 S 0.40 3.6 8 4,720' 1,700 j tt 0.32 2.8 24 10 3,b301,000 9% t/F 0.34 3.6 (a)Design values are based on use of Douglas-fir or southern pine framing.For other species of framing,use the specific gravity adjustment factor=[1-(0.5-5G)),where SG=specific gravity of the actual framing.This adjustment mall not be greater than 1. (b)Far construction as shown in Figure 1. (c)values are for a single portal frame segment(one vertical leg and a portion of the header).For multiple portal frame segments,allowable design values can be multiplied by number of frame segments(e.g,two=2x,three=3x,etc.). (d)Interpolation of design values for heights between S and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e)The allowable shear value is permitted to be increased by 40 percent for wind design. Figure 1.Construction details for APA portal-frame design with hold downs EXTENT OF HEADER , DOUBLE PORTAL'FRAME(TWO BRACED WALL PANELS/ ,�.... EXTENT OF HEADER _.....- ......_.. • i.. SHEATHING FILLER.. SINGLE PORTAL FRAME(ONE BRACED WALL PANEL) ,. -4 Al IF NEEDED'i } #ry ' i MIN.S X i12S NET HEADER s. '�'�, Vii. }'^.ti 0 TO IS —.-I , — -A `FASTEN TOP PLATETOHEADER WIWITWO .i Es TYPICAL PORTAL"- I 160 r694L8. H.�`., i 1000.L8 p FRAME SOARS HEADER. �„ ROWS OF RD SPACER NABS AT 3'0.C..TTP. STRAP(REF • LI., 1000 LB.STRAP OPPOSnE SHEAT INN NO-Lb-TAN) i COtiSTRuGT1ON 1 4. .i... a ttty.Dc. STRAP '`.._~ I j. Iii 1. 3*Do. i (REF.NCS. i�' ''� - LSTA2st I- FASTEN SHEATHNO TO HEADER WITH SD COMMON OR FOR APANEL- ln. I t' i 1 •i. GALV.N DBOX.NA4LS IN r GaN PATT'FAN AS GNoWN AND I t' OF\ •: MAX C, 3"O.C.IN ALL FRAMING(STUDS,LOC DRG.AND SILLS)TYP 17•'` }.SHALL �''3• _ a.�,- TXT' HEIGHT I(` - 11 i OCCURGESS 'i i FRAMING to l4 ; ,,.u-WIDTH(SEE TABLE 11 I I OVER - i TIP. Iti' - I%t OE NAILED TO I ,,.-•', i. COI.ARtON BLOCK- I °144 � I I L, I ':WITIEN MIDDLOCCUR j4: 1 4200 Le y I )". 1,6It 2)2X4 / )i OF WALLHEI Hr } .; `s r MIN-(2)2X4 I i ONE ROW OF 3` J. ',, :. DOWN 4. _.—sv/AN.THICKNESS WOOD I I. o.C.t Burda t8 I ,. DEVICE . STRUCTURAL PANEL SHEATHING: i ? REQUIRED IN EACH IREF.NO ' ,' MOH,450 0 LB STRAP TYPE TIE-DOWN DEVICE(EMBEDDED PANEL EDGE STHD14) l� INTO CONCRETE AND NAILED INTO FRAMENGl INSTALLED • I I I PER MANUFACTURER(REF.tm.STH014-) ' MW.1000 i' T MIN.2X2*%3H6'PLATE WASHER i nevice(REF. •1. Y i -t. r iii '3: NO.ETHOS) , :1__ ONE MT Dot,ANCHOR SOU WITH T MOV:Emma:9,IENL y -: ) F i S {' _ OPER CODE ( .'. ,Ti PER CODE 4....A SECTtt)N A-A eRRNT ELEVATION (ONE AL FRAME SEGMENT), SIDE ELEVATION ,t t,31 L� 0I 135 DF 12,55 atu� l 2 0 2010 APA—The Engineered Wood AsIncia ion J1 MAIN 10-12-15 LiRoseburg12:58pm A Forest Products Compan1 of 1 CS Beam 421.0.1 kmBearnEngine 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 ',w' `ry s i r *e '��Fa(: f .„3. .., ,e 4r,,.. &� 2. • T 18 3 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#(368p1f) 177#(110p1f) 2 589#(368p1f) 177#(110p1f) Design spans 18' 4.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3519.W 7280.' 48% 9.12' Total Load D+L Shear 765.# 2840.# 26% 0' Total Load D+L TL Deflection 0.3517" 0.9198" U627 9.12' Total Load D+L LL Deflection 0.2705" 0.4599" U816 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 KAMI L HENDERSON EWP MANAGER StrongTie Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 Roseburg J3 BASEMENT 10.12-15 E312:57pm A Forest Products L`vnnptatns 1 al CS Beam 4.21.0.1 kmBeamEngiae 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, U240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam1 7 3 0 9 5 0 0 9 7 0 2630 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 221# 2 7' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 665# 3 16' 8.000" Wall DFL Plate(625psi) 3.500" 3.500" 769# 4 26' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 279# - Maximum Load Case Reactions Used for applying polrt bads(or line loads)to caryirg men�6ers Live Dead 1 179#(134p1f) 42#(31plf) 2 524#(393plf) 141#(105plf) 3 597#(4480) 172#(1290) 4 220#(165p1f) 59#(440) Design spans 7 0.375" 9' 5.000" 9' 4.375" Product: 91/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 560.'# 2820.'# 19% 21.82' Odd Spans D+L Negative Moment 693.'# 2820.'# 24% 16.67' Adjacent 2 D+L Shear 399.# 1220.# 32% 16.67' Adjacent 2 D+L End Reaction 279.# 1151.# 24% 26.25' Odd Spans D+L Int.Reaction 769.# 1775.# 43% 16.67' Adjacent 2 D+L TL Deflection 0.0480" 0.4682" L/999+ 21.82' Odd Spans D+L LL Deflection 0.0398" 0.2341" U999+ 21.82' Odd Spans L Control: Max Int React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON al p ori Kt names a e tradema ks of their espective owns s KAMI L HEN DERSO N yy psora EWP MANAGER ' copydght(C)2ots sim o�recompanylnc.nurtlGl�rslzEselzvEo. PACIFIC LUMBER&TRUSS '"Passing is defined as when the member,goorjoist,beam or girder,shown on this draemg meets applicade design criteria for toads,Loading Conditions,and spans listed on this sheet.The design B EAVERTON,OREGON must be reviewed by a qualified designer or design pofessional as required for approval.This design asumes poduct installation acmrdirg to the manofariurer s specifications. 503-858-9663