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Specifications (14)
M.SP-ac- ( 7 35 c ‘l✓ Vi V/i 7 RECEIVED C'T ENGINEERING OCT 11 2016 Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF TIGARD BUILDING DIVISION #15238 Structural Calculations PNR River Terrace � I.; 60:41 � . Plan 3 DL ftd Elevation A tir:RE 'Tigard, OR )1Fs T. 1�I/\5 \O 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 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)2854512(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 3.5psf Misc. 0.9 psf 5/8"plywood(O.S.B.) 2.2 psf Framing at 24"O.C. 3.0 psf Insulation 1.0 psf (1)5/8"'gypsum ceiling 2.81.6psf psf h. ' ROOFMisc.MDEADecLOAD 15.0 PSF FLOOR floor finish 2.0,;psf NO gypsum concrete 0.0 psf 3/4"plywood (O.S.B.) 2.7„psf TJIs "o.c. 4.3;psf Insulation 1.0 psf " m ilif Misc.(1) 2.2`2.8psf FLOOR DEAD LOAD 15.0 PSF e -- --- --- - - - - - RB.s3 RB.a43 R3.a2 RB.=1 2)2X11 HDR '2)2X10 HDR (2)2X11 HDR (2;2X10 H R jam' TYF. T A)JACEN- i', WIND WS: (1,2X6 KI JG STUD BTWN. SOL. TRIMMERS [ o I ns a = 1 • I N I tO -� 122"x30"I I ATTIC I IACCESSI C m L J, 19 m =il S9.1 � o C pq X f1 N N1 ® �� \ Lu 0 in Ln Z ,i i X N / S9.1 \ cc Li /- C 3 O O / \ ¢ / o \ _N / d C = - - Z M X I \ / N \ -r [ N Y T \ r _ I I I /, \ \\ \ \ XN i // \ ns \ \ N ` \ co 2 �. / h- \ \ \ 0 • Id I / 0 b \\ \ \ �! x -.Pi \ \ G _ - �' \ \ \ \,44 A . ....... . .. . . .1 ;_<_ , c...,. .4. ,, I 5: / _ .L., i / 1 ° • - o - L---- ,iiimr: - - ' (2)2X 0 HDR (2)2X10 HDR / CONTINUE TO -�.a7 RB•a7 (2)2X10HDR ( ROOF BELOW GABLE END!TRUSS L L. RB.a6 RB.a6 V Title: Job# Dsgnr: Date: 3:43PM, 12 OCT 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace 3abd.ecw:15238-A Description 15238-AD-GT RXNS Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined I GT.adl(RXN GT.ad2(RXN GT.ad3(RXN GT.a4(RXN ONLY) GT.TF.al ONLY) ONLY) ONLY) Timber Section 6x10 6x10 6x10 6x10 2-2x10 Beam Width in 5.500 5.500 5.500 5.500 3.000 Beam Depth in 9.500 9.500 9.500 9.500 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fr- Hem Fir,No.2 Larch,No.1 Larch,No.1 Larch,No.1 Larch,No.1 Fb-Basic Allow psi 1,000.0 1,000.0 1,000.0 1,000.0 850.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 150.0 Elastic Modulus ksi 1,700.0 1,700.0 1,700.0 1,700.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data Span ft 43.00 40.50 14.00 42.50 4.00 Dead Load #/ft 75.00 75.00 334.00 30.00 75.00 Live Load #/ft 125.00 125.00 557.00 50.00 125.00 Point#1 DL lbs 2,338.00 LL lbs 3,899.00 @X ft 2.710 I Results Ratio= 6.7050 5.9480 3.1664 3.9892 0.1200 Mmax©Center in-k 554.70 492.07 261.95 330.03 4.80 X= ft 21.50 20.25 7.00 16.32 2.00 fb:Actual psi 6,705.0 5,948.0 3,166.4 3,989.2 112.2 Fb:Allowable psi 1,000.0 1,000.0 1,000.0 1,000.0 935.0 OverStress OverStress OverStress OverStress Bending OK fv:Actual psi 119.5 112.5 159.0 214.9 13.3 Fv:Allowable psi 180.0 180.0 180.0 180.0 150.0 Shear OK Shear OK Shear OK OverStress Shear OK Reactions i Left End DL lbs 1,612.50 1,518.75 2,338.00 2,826.42 150.00 LL lbs 2,687.50 2,531.25 3,899.00 4,712.88 250.00 Max.DL+LL lbs 4,300.00 4,050.00 6,237.00 7,539.30 400.00 Right End DL lbs 1,612.50 1,518.75 2,338.00 786.58 150.00 LL lbs 2,687.50 2,531.25 3,899.00 1,311.12 250.00 Max.DL+LL lbs 4,300.00 4,050.00 6,237.00 2,097.70 400.00 LLL Deflections Ratio>240! Ratio>240! Ratio>240! Ratio>240! Deflection OKII Center DL Defl in -8.636 -6.796 -0.432 -5.152 -0.002 UDefl Ratio 59.8 71.5 388.8 99.0 28,581.0 Center LL Defl in -14.393 -11.327 -0.721 -8.589 -0.003 UDefl Ratio 35.9 42.9 233.1 59.4 17,148.6 Center Total Defl in -23.029 -18.123 -1.153 -13.741 -0.004 Location ft 21.500 20.250 7.000 20.230 2.000 UDefl Ratio 22.4 26.8 145.7 37.1 10,717.9 V Title: Job# Dsgnr: Date: 3:43PM, 12 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(x)1983-2003 ENERCALC Engineering Software 15238_nverterrace_3abd.ecw:15238-A Description 15238-AD-Roof Beams(1 of 2) [timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.ad1 RB.ad2 RB.ad3 RB.ad4 RB.a5 RB.d5 RB.ad6 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 6x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 5.500 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.500 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Hem Fr,No.1 Hem Fr,No.2 Hem Fir,No.2 Hem Fr,No.2 Douglas Fir- Hem Ar,No.2 Larch,No.1 Fb-Basic Allow psi 850.0 975.0 850.0 850.0 850.0 1,000.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 180.0 150.0 Elastic Modulus ksi 1,300.0 1,500.0 1,300.0 1,300.0 1,300.0 1,700.0 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 `1 Span ft 5.00 3.00 4.00 2.50 2.50 5.50 6.50 Dead Load #/ft 75.00 30.00 225.00 62.00 300.00 30.00 60.00 Live Load #/ft 125.00 50.00 425.00 104.00 500.00 50.00 100.00 Dead Load #/ft 275.00 270.00 Live Load #/ft 450.00 450.00 Start ft End ft 0.900 2.250 Point#1 DL lbs 1,612.50 1,518.70 1,519.00 LL lbs 2,687.50 2,531.20 2,531.20 ©X ft 4.500 0.900 2.250 II.. Results Ratio= 0.6480 1.0419 0.3900 0.0389 0.1875 0.9779 0.2535 11 Mmax @ Center in-k 25.92 33.99 15.60 1.56 7.50 80.90 10.14 @ X= ft 4.50 0.90 2.00 1.25 1.25 2.24 3.25 fb:Actual psi 605.9 794.5 364.6 36.4 175.3 977.9 237.0 Fb:Allowable psi 935.0 1,072.5 935.0 935.0 935.0 1,000.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 42.1 156.3 43.3 4.3 20.8 94.3 21.6 Fv:Allowable psi 150.0 150.0 150.0 150.0 150.0 180.0 150.0 Shear OK OverStress Shear OK Shear OK Shear OK Shear OK Shear OK ReactionsII ©Left End DL lbs 348.75 1,318.46 450.00 77.50 375.00 1,463.33 195.00 LL lbs 581.25 2,191.09 850.00 130.00 625.00 2,438.61 325.00 Max.DL+LL lbs 930.00 3,509.55 1,300.00 207.50 1,000.00 3,901.94 520.00 ©Right End DL lbs 1,638.75 537.73 450.00 77.50 375.00 828.17 195.00 LL lbs 2,731.25 895.11 850.00 130.00 625.00 1,380.09 325.00 Max.DL+LL lbs 4,370.00 1,432.84 1,300.00 207.50 1,000.00 2,208.26 520.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.013 -0.005 -0.005 -0.000 -0.001 -0.017 -0.009 UDefl Ratio 4,767.8 7,965.7 9,527.0 141,614.2 29,266.9 3,892.6 8,325.8 Center LL Defl in -0.021 -0.008 -0.010 -0.000 -0.002 -0.028 -0.016 UDefl Ratio 2,860.7 4,786.1 5,043.7 84,423.9 17,560.2 2,335.9 4,995.5 Center Total Defl in -0.034 -0.012 -0.015 -0.001 -0.003 -0.045 -0.025 Location ft 2.740 1.356 2.000 1.250 1.250 2.596 3.250 UDefl Ratio 1,787.9 2,989.7 3,297.8 52,892.1 10,975.1 1,459.8 3,122.2 1 Title: Job# Dsgnr: Date: 3:43PM, 12 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace 3abd.ecw:15238-A Description 15238-AD-Roof Beams(2 of 2) [limber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II RB.a7 RB.ad8 RB.ad9 RB.ad10 RB.d7 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 6x10 Beam Width in 3.000 3.000 3.000 3.000 5.500 Beam Depth in 9.250 9.250 9.250 9.250 9.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fr,No.2 Douglas Fir- Larch,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 900.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 180.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No enter Span Data il Span ft 3.00 2.00 5.00 4.00 5.50 Dead Load #/ft 67.50 67.50 67.50 30.00 Live Load #/ft 112.50 112.50 112.50 50.00 Dead Load #/ft 300.00 300.00 Live Load #/ft 500.00 500.00 Start ft 3.100 End ft 5.500 Point#1 DL lbs 1,612.70 1,612.50 LL lbs 2,687.50 2,687.50 @ X ft 0.500 3.100 11 1Results Ratio= 0.6888 0.0270 0.1687 0.1080 1.1941 �Mmax @ Center in-k 27.55 1.08 6.75 4.32 88.91 @ X= ft 0.60 1.00 2.50 2.00 3.10 fb:Actual psi 644.0 25.2 157.8 101.0 1,074.7 Fb:Allowable psi 935.0 935.0 935.0 935.0 900.0 Bending OK Bending OK Bending OK Bending OK Overstress fv:Actual psi 70.4 2.3 16.9 12.0 99.5 Fv:Allowable psi 150.0 150.0 150.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions III @ Left End DL lbs 1,793.92 67.50 168.75 135.00 943.23 LL lbs 2,989.58 112.50 281.25 225.00 1,572.05 Max.DL+LL lbs 4,783.50 180.00 450.00 360.00 2,515.27 @ Right End DL lbs 718.78 67.50 168.75 135.00 1,554.27 LL lbs 1,197.92 112.50 281.25 225.00 2,590.45 Max.DL+LL lbs 1,916.70 180.00 450.00 360.00 4,144.73 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.005 0.000 -0.004 -0.002 -0.020 UDefl Ratio 7,065.0 254,053.3 16,259.4 31,756.7 3,305.6 Center LL Defl in -0.008 -0.000 -0.006 -0.003 -0.033 UDefl Ratio 4,239.3 152,432.0 9,755.6 19,054.0 1,983.4 Center Total Defl in -0.014 -0.000 -0.010 -0.004 -0.053 Location ft 1.380 1.000 2.500 2.000 2.882 UDefl Ratio 2,649.5 95,270.0 6,097.3 11,908.7 1,239.6 p 137" 213/" "" 4 P4 8 (2)TRIM 4 4 8 59.0 57.2 STUDS 1 S9.0 CP4 1.2 GT ABOVE E.A. END I 11 TFB.a3 TFB.a3 TFB.a23U 123x9 GRH R 1© TFB.a2 i TFB-- -= 2) Q.Q1Z ,R • •., ..© -471,7-F6 0 41( • •" . ,_Z , - I 1 TYP. A- ADJACENT (2) TRIM o /r"-- �\ 1� �1 WINDOWS '1)2X6 KING THIS END ,_ at ,i,,' II � 1� STUD BTW'. SGL GO 1 ///i ii// ��-rr-31 TRIMMERS, U.N.O. E I csJ N ii imik, p �%,-'i 0 11,1 i i C U FIXTJRES N ABOVE V) Xo z o, 0 O. L o _ CO N 1 1 I aL�T rn �N S9.0 ----1 w® 0r� W 8 O Ni a H N S1.2 P6 E — TEB.a8 16 TFB.a9 TFB.al0 1.5X14 BIG BEAM FB 0 S9• Q3 3.5X14 BIG BEAM FB 3.5X14 31G B AM F3 © -Iii-i---}{--41--4}--{�} ////,,. ii//// --I+--F�-k-#--I —u— �..,,RiM`;�'i, r I 11 1 r- z P6 h,, I i III T__1 ll u.---- J_-111 , -1 r-J x J1 i 0 -OPEN QR1 I STHD11 I a ,'STAIR FRAMKG STHD14 I P4 I a u^xi ' \` i E__— 1 I n zi BIM ��� ST37 FIXTURES 1---- _\ ABOVE L----i 2 MST37 P4 a. 0 1 i' u1 I--- -j �1 1 w ix r .1 8.� 4" i ' F+ --- , � 66Y4" .' STHD14RJ iI TFB.all 2 PFB.fall � 13.5X14 BIG BEAM FB �----- 6x6 STHD14RJ 59.41 POST 'no an.. o) 1 x ra NI ro a E ax TFB.a6 __ ix0 in �u 5.5X ' BIGrBEA FBM a1 11��J.L-J1- ai l a �MIli11r� Lni Q74, \\ TFB. 13 � _ I gl: 1ILrDGER _ -,`=1 1 ro 'm \ 1 Mitt STHD14 TFB a . "=AM xI _ 1 T-IsaT U Maia p3 I) Lr! 2.12Z1' HQ' J TFB.`21 MANUFACTURED ROOF P3 WI Nil, L ___F J TRUSSES EP 24" O.C. TFB.a2 CONT. ROOF SLOPE LEDGER TO UPPER ROOF MANUFACTURED ROOF TRUSSES ® 24" O.C. Title: Job# Dsgnr: Date: 3:44PM, 12 OCT 15 Description: Scope: LkRev: 580006 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace 3abd.ecw:15238-A Description 15238-A-Top Floor Beams(1 of 3) [timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II TFB.al TFB.a2 TFB.a3 TFB.a4 TFB.a5 TFB.a6 TFB.a7 Timber Section 5.125x9.0 2-2x10 4x10 2-2x10 2-2x10 Prilm:3.5x14.0 2-2x10 Beam Width in 5.125 3.000 3.500 3.000 3.000 3.500 3.000 Beam Depth in 9.000 9.250 9.250 9.250 9.250 14.000 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade glas Fir,24F- Hem Fr,No.2 Douglas Fir- Hem Fr,No.2 Hem Fir,No.2 Rosboro,Bigbeam Hem Fir,No.2 V4 Larch,No.2 2.2E Fb-Basic Allow psi 2,400.0 850.0 900.0 850.0 850.0 3,000.0 850.0 Fv-Basic Allow psi 240.0 150.0 180.0 150.0 150.0 300.0 150.0 Elastic Modulus ksi 1,800.0 1,300.0 1,600.0 1,300.0 1,300.0 2,200.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type GluLam Sawn Sawn Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data Span ft 7.00 3.00 5.00 3.00 4.50 11.50 3.00 Dead Load #/ft 200.00 200.00 200.00 110.00 110.00 165.00 75.00 Live Load #/11 400.00 400.00 400.00 160.00 160.00 410.00 125.00 Dead Load #/ft 300.00 300.00 270.00 75.00 75.00 270.00 Live Load #/ft 500.00 500.00 450.00 125.00 125.00 450.00 Start ft 3.500 End ft 7.000 5.500 Point#1 DL lbs 1,639.00 1,312.50 1,518.70 LL lbs 2,731.00 2,229.10 2,551.20 @ X ft 3.500 4.800 5.500 Point#2 DL lbs 150.00 LL lbs 250.00 @X ft 6.000 Results Ratio= 0.9953 0.4725 0.9988 0.1586 0.3569 0.9747 0.0675 II Mmax @ Center in-k 165.27 18.90 53.84 6.34 14.28 334.33 2.70 @ X= ft 3.50 1.50 2.60 1.50 2.25 5.47 1.50 fb:Actual psi 2,388.7 441.8 1,078.7 148.3 333.7 2,924.1 63.1 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 174.5 55.4 113.0 18.6 38.0 218.7 7.9 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 1,782.00 750.00 1,227.50 277.50 416.25 2,942.74 112.50 LL lbs 3,203.00 1,350.00 2,214.16 427.50 641.25 5,691.28 187.50 Max.DL+LL lbs 4,985.00 2,100.00 3,441.66 705.00 1,057.50 8,634.02 300.00 @ Right End DL lbs 2,307.00 750.00 2,435.00 277.50 416.25 2,108.45 112.50 LL lbs 4,078.00 1,350.00 4,264.94 427.50 641.25 4,299.92 187.50 Max.DL+LL lbs 6,385.00 2,100.00 6,699.93 705.00 1,057.50 6,408.37 300.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.070 -0.004 -0.020 -0.001 -0.007 -0.117 -0.001 UDefl Ratio 1,202.2 10,162.1 3,028.3 27,465.2 8,137.8 1,181.6 67,747.5 Center LL Defl in -0.123 -0.006 -0.036 -0.002 -0.010 -0.225 -0.001 UDefl Ratio 683.7 5,645.6 1,684.4 17,828.3 5,282.5 612.2 40,648.5 Center Total Defl in -0.193 -0.010 -0.055 -0.003 -0.017 -0.342 -0.001 Location ft 3.556 1.500 2.540 1.500 2.250 5.612 1.500 UDefl Ratio 435.8 3,629.3 1,082.4 10,810.8 3,203.2 403.3 25,405.3 p Title: Job# Dsgnr: Date: 3:44PM, 12 OCT 15 - _..,__ - • Description Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist 15236_nvertemace 3abd.ecw:15238-A _(c)1983-2003 ENERCALC Engineering Software Description 15238-A-Top Floor Beams(2 of 3) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II TFB.a8 TFB.a9 TFB.a10 TFB.all TFB.a12 TFB.a13 TFB.a14DNE Timber Section Prllm:3.5x14.0 Prllm:3.5x14.0 Prilm:3.5x14.0 5.5x14 Prllm:3.5x14.0 5.5x19.5 2-2x10 Beam Width in 3.500 3.500 3.500 5.500 3.500 5.500 3.000 Beam Depth in 14.000 14.000 14.000 14.000 14.000 19.500 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 Fir,24F- Hem Ar,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 Glu Lam Sawn Repetitive Status No No No No No No No _Center Span Data Span ft 13.00 8.50 6.00 19.00 7.00 16.00 3.00 Dead Load #/ft 240.00 240.00 240.00 180.00 200.00 132.50 90.00 Live Load #/ft 640.00 640.00 640.00 480.00 510.00 220.00 240.00 Dead Load #/ft 300.00 75.00 Live Load #/ft 500.00 125.00 Start ft 7.000 End ft 9.500 Point#1 DL lbs 1,029.00 1,612.50 LL lbs 1,337.00 2,687.50 @ X ft 10.750 3.750 Point#2 DL lbs 110.00 LL lbs 292.50 @ X ft 12.750 Point#3 DL lbs 2,862.40 LL lbs 4,712.90 @ X ft 9.500 Point#4 DL lbs 1,188.00 LL lbs 2,058.80 @ X ft 9.380 Results Ratio= 0.8392 0.3588 0.1788 0.9086 0.1963 0.9834 0.1789 1 Mmax @ Center in-k 223.08 95.37 47.52 483.64 52.18 799.65 7.15 @ X= ft 6.50 4.25 3.00 10.72 3.50 9.41 1.50 fb:Actual psi 1,951.1 834.1 415.6 2,691.9 456.4 2,294.1 167.2 Fb:Allowable psi 2,325.0 2,325.0 2,325.0 2,962.8 2,325.0 2,332.8 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 144.3 83.3 49.8 133.6 51.1 154.1 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 1 @ Left End DL lbs 1,560.00 1,020.00 720.00 2,156.80 700.00 4,334.58 247.50 LL lbs 4,160.00 2,720.00 1,920.00 5,140.54 1,785.00 7,248.94 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 7,297.34 2,485.00 11583.52 795.00 @ Right End DL lbs 1,560.00 1,020.00 720.00 2,292.20 700.00 4,308.32 247.50 1 LL lbs 4,160.00 2,720.00 1,920.00 5,316.46 1,785.00 7,272.75 547.50 Max.DL+LL lbs 5,720.00 3,740.00 2,640.00 7,608.66 2,485.00 11581.07 795.00 LL LDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Title: Job# Dsgnr: Date: 3:44PM, 12 OCT 15 Description: Scope: Rev: 580006 LLL User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist — — Page 2 1 (c)1983-2003 ENERCALC Engineering Software 15238 dverterrace 3abd.ecw:15238-A Description 15238-A-Top Floor Beams(2 of 3) Center DL Defl in -0.124 -0.023 -0.006 -0.280 -0.009 -0.170 -0.001 UDefl Ratio 1,254.8 4,488.9 12,762.8 813.2 9,644.7 1,131.4 30,794.3 Center LL Defl in -0.332 -0.061 -0.015 -0.625 -0.022 -0.285 -0.003 UDefl Ratio 470.5 1,683.4 4,786.1 364.8 3,782.2 674.5 13,920.7 Center Total Defl in -0.456 -0.083 -0.021 -0.905 -0.031 -0.454 -0.004 Location ft 6.500 4.250 3.000 9.576 3.500 8.128 1.500 UDefl Ratio 342.2 1,224.3 3,480.8 251.8 2,716.8 422.6 9,586.9 Title: Job# Dsgnr: Date: 3:44PM, 12 OCT 15 Description: Scope: Rev: 580006 1 User Page KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam &Joist 15238_averterrace 3abd.ecPa538-A _ II (c)1983-2003 ENERCALC Engineering Software Description 15238-A-Top Floor Beams(3 of 3) Timber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 111 TFB.a15 TFB.a16 TFB.a18 TFB.a19 TFB.a20 TFB.a21 TFB.a23 Timber Section Palm:3.5x9.5 2-2x10 Prllm:3.5x14.0 Film:3.5x14.0 Palm:3.5x14.0 2-2x10 4x10 Beam Width in 3.500 3.000 3.500 3.500 3.500 3.000 3.500 Beam Depth in 9.500 9.250 14.000 14.000 14.000 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade iLevel,LSL 1.55E Hem Fr,No.2 iLevel,LSL 1.55E Level,LSL 1.55E Level,ISL 1.55E Hem Fir,No.2 Douglas Fr- Larch,No.2 Fb-Basic Allow psi 2,325.0 850.0 2,325.0 2,325.0 2,325.0 850.0 900.0 Fv-Basic Allow psi 310.0 150.0 310.0 310.0 310.0 150.0 180.0 Elastic Modulus ksi 1,550.0 1,300.0 1,550.0 1,550.0 1,550.0 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 Manuf/Pine Sawn Manuf/Pine Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data 111 Span ft 4.00 5.00 14.50 11.00 5.50 3.00 3.00 Dead Load #/ft 110.50 75.00 75.00 30.00 128.80 75.00 200.00 Live Load #/ft 160.00 125.00 125.00 80.00 210.00 125.00 400.00 Dead Load #/ft 127.50 125.00 170.00 70.00 195.00 270.00 Live Load #/ft 212.50 200.00 320.00 85.00 325.00 450.00 Start ft 8.500 10.500 End ft 6.000 11.000 0.500 Point#1 DL lbs 1,917.40 1,802.30 1,279.40 2,338.00 1,312.50 LL lbs 3,340.50 2,846.60 2,041.20 3,899.00 2,229.10 @ X ft 2.000 12.000 8.500 4.500 0.500 Point#2 DL lbs 2,677.00 656.20 LL lbs 3,665.70 1,102.10 @ X ft 4.500 2.900 Results Ratio= 0.6352 0.4922 0.5721 0.3429 0.5514 0.0675 0.4355 Mmax @ Center in-k 77.75 19.69 152.08 91.14 146.58 2.70 23.47 @ X= ft 2.00 2.50 11.25 8.49 4.49 1.50 0.56 fb:Actual psi 1,476.8 460.2 1,330.2 797.2 1,282.1 63.1 470.3 Fb:Allowable psi 2,325.0 935.0 2,325.0 2,325.0 2,325.0 935.0 1,080.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 152.1 49.4 155.1 93.2 111.7 7.9 46.4 Fv:Allowable psi 310.0 150.0 310.0 310.0 310.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ` Reactions 1 @ Left End DL lbs 1,434.70 500.00 854.49 456.57 1,802.27 112.50 1,539.37 LL lbs 2,415.25 812.50 1,397.04 904.87 2,846.65 187.50 2,700.57 Max.DL+LL lbs 3,849.95 1,312.50 2,251.53 1,361.44 4,648.92 300.00 4,239.94 @ Right End DL lbs 1,434.70 500.00 2,035.31 1,187.83 4,993.63 112.50 1,164.33 LL lbs 2,415.25 812.50 3,262.06 2,058.82 7,660.55 187.50 2,055.63 Max.DL+LL lbs 3,849.95 1,312.50 5,297.36 3,246.66 12654.18 300.00 3,219.96 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.015 -0.011 -0.140 -0.040 -0.018 -0.001 -0.003 UDefl Ratio3,214.2 5,487.6 1,240.5 3,309.9 3,630.2 67,747.5 12,296.8 Center LL Defl in -0.025 -0.018 -0.227 -0.072 -0.028 -0.001 -0.005 UDefl Ratio 1,890.4 3,377.0 767.3 1,832.4 2,341.4 40,648.5 6,841.5 Center Total Defl in -0.040 -0.029 -0.367 -0.112 -0.046 -0.001 -0.008 Location ft 2.000 2.500 7.772 5.984 3.014 1.500 1.392 UDefl Ratio 1,190.3 2,090.5 474.1 1,179.5 1,423.4 25,405.3 4,395.8 F-- 6X6 f. F OS I f""— - 6-5(E P.T'POST -1 - .- i 1 - ------...„v \, P.T 6xE igF a3 MCB Ex6 PT P06T CN I06 ro ado • N fa u:,. 2X LEDGER 8 0 S1.2 2 SIMPSON DTT2Z- 0 GT ABOVE SDS2.5 (1 IN, 1 OUT) STHD14 THD 4 - O STH 14 p 2X10 HDR (2)2X 0 HDR 2)2X10 1 HD14RJ TO DBL 2X8 JOIST TO �� _ --'-- —'"- ' INTERIOR RIM/JOIST © D .5x5. BdF1AA. HDR-YP. A ADJP ENT INDO S: © 0 6 WITH WEB STIFF; (1AX6 K IG STUD BE WN. S L 10/S6.2—x -4IMMEFS, U.I\ 0. - l— 0 1 - N orn 411:10 c' ii 13 I D4 cc ccH POST M?B.a' VE MB.al3 3.5X11.875 LVL FB 3.541.87 VL =B 8.5X11,875 L JL FB MF 'a$ 3 O '• FBS .71 ,16X8 POST Ic ` �/x I BURN) : . �' L ABVD Q ,. z' I I y 'I^ 0y' - ' STAIR I POST I,Lz° 'I ',\RAMING N_STHD14 e STHD14 Axl$-HDR © �, I N i I- SP-ID 4RJ STHDI4RJ 1 FIXTURE I P4 PBOVE STHD14RJ I I JJJ I BEARING I-JO ST BLOCKING I WALL ABOVE__ A:•I B.aPOIN1' WALL �.c I L SLAB ON GRADE 1 MEB.a11 1 I r -i L SEE FOUNDATION PLAN (A6) :1 I 4x8 HDR I 148 rHDRIr 14x8 HDR L >,�STHDI4RJ _ L___ 6x6 ___ POST POST �'I 4x4 POST 0 UNJ o P4 I • d N PONY WALL i® e ----� 1 :::0 r 1 I I L i I I -ITO 'it] 1L 5THD14 -LI-STHD14I R F J P3 CP I J - 113 L Title: Job# Dsgnr: Date: 4:00PM, 12 OCT 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1 03 Timber Beam & Joist _(c)1983-2003ENERCALC Engineeringeering Software 15238 Jiverterrace_3abd.ecw:15238-A Description 15238-A-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 111 MFB.al MFB.a2 MFB.a3 MFB.a4 MFB.a5 MFB.a6 MFB.a7 Timber Section 5.5x9.5 2-2x10 6x8 Prllm:3.5x11.875 Prllm:3.5x11.875 2-2x10 4x8 Beam Width in 5.500 3.000 5.500 3.500 3.500 3.000 3.500 Beam Depth in 9.500 9.250 7.500 11.875 11.875 9.250 7250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade •osboro,Bigbeam Hem Fr,No.2 Douglas Ar- Truss Joist- Truss Joist- Hem Fir,No.2 Douglas Fir- 2.2E Larch,No.1 MacMillan, MacMillan, Larch,No.2 Fb-Basic Allow psi 3,000.0 850.0 1,000.0 2,600.0 2,600.0 850.0 900.0 Fv-Basic Allow psi 300.0 150.0 180.0 285.0 285.0 150.0 180.0 Elastic Modulus ksi 2,200.0 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 GluLam Sawn Sawn Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status No No No No No No No Center Span Data il Span ft 6.00 5.00 7.00 3.50 6.50 4.00 4.75 Dead Load #/ft 275.00 275.00 98.00 150.00 180.00 197.50 135.00 Live Load #/ft 600.00 600.00 260.00 100.00 480.00 147.50 360.00 Dead Load #/ft 442.50 239.00 105.00 Live Load #/ft 880.00 637.00 280.00 Start ft End ft 4.200 Point#1 DL lbs 2,365.80 1,020.00 LL lbs 4,176.00 2,720.00 @ X ft 0.500 4.200 Point#2 DL lbs 786.60 LL lbs 1,311.10 @ X ft 3.000 Results Ratio= 0.7093 0.8203 0.5103 0.0244 0.6485 0.2070 0.8302 II Mmax @ Center in-k 176.05 32.81 26.31 4.59 138.71 8.28 29.78 @ X= ft 3.00 2.50 3.50 1.75 3.87 2.00 2.37 fb:Actual psi 2,128.0 767.0 510.3 55.8 1,686.2 193.5 971.3 Fb:Allowable psi 3,000.0 935.0 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 186.6 82.3 37.5 6.9 184.0 23.0 92.9 Fv:Allowable psi 300.0 150.0 180.0 285.0 285.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ©Left End DL lbs 4,714.45 687.50 343.00 262.50 1,625.42 395.00 570.00 LL lbs 8,923.55 1,500.00 910.00 175.00 4,333.50 295.00 1,520.00 Max.DL+LL lbs 13638.00 2,187.50 1,253.00 437.50 5,958.92 690.00 2,090.00 @ Right End DL lbs 2,742.95 687.50 343.00 262.50 1,568.38 395.00 570.00 LL lbs 5,443.55 1,500.00 910.00 175.00 4,181.90 295.00 1,520.00 Max.DL+LL lbs 8,186.50 2,187.50 1,253.00 437.50 5,750.28 690.00 2,090.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.037 -0.015 -0.016 -0.001 -0.025 -0.004 -0.015 UDefl Ratio 1,969.3 3,990.9 5,215.6 76,958.4 3,131.9 10,853.5 3,687.6 Center LL Defl in -0.071 -0.033 -0.043 -0.000 -0.066 -0.003 -0.041 UDefl Ratio 1,013.5 1,829.2 1,965.9 115,437.6 1,174.6 14,532.7 1,382.8 Center Total Defl in -0.108 -0.048 -0.059 -0.001 -0.091 -0.008 -0.057 Location ft 2.952 2.500 3.500 1.750 3.302 2.000 2.375 UDefl Ratio 669.1 1,254.3 1,427.7 46,175.0 854.2 6,213.3 1,005.7 Title: Job# Dsgnr: Date: 4:00PM, 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_riverterrace_3abd.ecw:15238-A Description 15238-A-Lower Floor Beams(2 of 2) Timber Member Information %ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined II MFB.a8 MFB.a9 MFB.a10 MFB.all MFB.a12 Timber Section 6x12 Palm: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 Fir- Truss Joist- Truss Joist- Douglas Fir- Hem Fir,No.2 Larch,No.1 MacMillan, MacMillan, Lard,,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 enter Span Data 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 #/11 530.00 460.00 530.00 280.00 54.00 I Results Ratio= 0.3252 0.7497 0.2163 0.6801 0.7873 Mmax @ Center in-k 39.42 160.34 46.26 24.40 10.55 ©X= ft 3.00 6.50 3.25 3.25 4.87 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 [!ReactionsII @ Left End DL lbs 600.00 1,121.25 650.00 341.25 97.50 LL lbs 1,590.00 2,990.00 1,722.50 910.00 263.25 Max.DL+LL lbs 2,190.00 4,111.25 2,372.50 1,251.25 360.75 @ Right End DL lbs 600.00 1,121.25 650.00 341.25 97.50 LL lbs 1,590.00 2,990.00 1,722.50 910.00 263.25 Max.DL+LL lbs 2,190.00 4,111.25 2,372.50 1,251.25 360.75 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.005 -0.119 -0.009 -0.024 -0.066 UDefl Ratio 14,630.2 1,306.0 9,011.2 3,289.3 1,781.7 Center LL Defl in -0.013 -0.319 -0.023 -0.063 -0.177 UDefl Ratio 5,520.8 489.7 3,400.4 1,233.5 659.9 Center Total Defl in -0.018 -0.438 -0.032 -0.087 -0.243 Location ft 3.000 6.500 3.250 3.250 4.875 UDefl Ratio 4,008.3 356.2 2,468.8 897.1 481.5 37-0" 20'-10"'-10" 16'-2" e 4.3/ 4•_11" 7-6Y4" 7-634^ SI" 01 'e - o�-+® i 24"X24"X12" FIG '' -J I I W/(3)#4 E.W.OTYP. c 1 � 0-- —J-----±0 I - 10 I I ® I L_J u,- L__I L__I N 32" CONC. SLAB I-10'-3/4" I n lo T.O.S. 11'-23/4" 5'-0" 4'-734 I I 1 h-- Ila I T.O.S. v 0 P4 I STHD14 STH014 STH 14 - STHD14RJ J • 1 \ ti� a a -- Puiiiuuii i oiiiuu�.,,,ziiuiuiiiiiiiwnuuoiiui,oiiu i i oiiiiu uioiiidr __I- I o r 2x4 PONY10 I '-13§I n I-9'-3%"I WALL 1 e -11 b • 1 1-6'-111431 I-6' Ye"1 • o I N N 1 5'-234 6'-3" 6'-3" 6'-3" 6-3 6'-2)/4" I 11I ,I 18"SQ. FTGx10" 1 - ` 1 �� I-41 I 1WW. U.N.O. BO T-1 4X8 HDR r"-1-1 141 IJI ^• -+---- I II n I I o I I-W-1 I o I J IYP. U.N.O H I L_J L_J . L_ L_J L_J CSbl m o FTG1 I • a a • -4'-11 6" z I-4'-11 Y•" 1 u: n o ..--.— N} -9-1%" - ' . BASEMENT o FINISHED FLOOR 1-2'-1 1 Y§" • • I-2'-MVI rn d o 16'-73z" 6'_3" 6'-9Y2 6'-232 5'-934" 4'-6)/2" l__,. 8> il30-SQ. FTGx10" 9 SQ. FTGx11 30 SQ. FTGx10 39 SQ. FTGx11 BEARING wau1 /(3)#4 EW BOTT, W/(4)#4 _W BOTT_ W/(3)#4 EW BOIT W/(4)#4 EW pori1 ABOVE+ ,Y' r I 6x6 POST r-I- 6x6 PC6T ` I CS.b2 I- I ,1 i I r-I- •S.b3rU - o I I I _ 14X8 HDR I I CS.b4 I �21'-21�"I L__J I I 1 I L--J L F- 2x4 PONY L FTG3 J L___J I x6 POSTt0._33/4- , 'I' tY4 # I n I WALL r---1 (2)18" SQ. 1� 'n I ABVFURI - I I 1 FIGS W (2) r-T -" I-1'-2Y§"I • c ABV.on,,,,,oii zz,rnizizf,,iiiiiiiii 7i6i"Grizz/z/z/z/wbi/zerfiiAiii77iii,,,,,4 I #4 EW. :•TT. I - —r—<____)-—-—--'t POUR TOGE ER - — ---- --- - I P4 r -1 I MIN. 24"X30" 934" t �1 18 CRAWL SPACE 2x6 PONY 1 ® 4Yz" I I-1'-2Ye" WALL J 1 I�srHD1a 2Yi P4gar STHD14 T Da _p&G�SitlA�b I }},% • . S, -149.1 STHQ14lj I1�-3''-TT8?� P4 20 t 19'-6Y2 H, t .-.'11 6'-31/4' �4'-117/8 04 _6'7/8�..-.1�- X TURF '� tBEARI4G WALI4 _1 ' 11 I ABOVE _Y I ABOVE 1 , I 3Y4" CONC. SLAB L r4Im SLAB SLOPES 31 I ^ 1 I: I t ,_- I J FROM BACK TO APRON Z - -- N I 4x8 I' p 14x8 HDRI 14x8 HDRLI� STHD14RJ '® - VERIFY GARAGE SLAB HEIGHT L J 1-2Y8 o, WITH GRADING PLAN 30"X30 X10 I • -2Ya" _- O Dl I FTG W/{3) INSTALL CCNIINUOUSL'L 1' 3 OPERATED MECHANICA.. 1 I #4 EA WAY yTIIATIEN SYSTEM.-. 1 56.0 I AT AW ACE- PONY.- 1- ri L®rWA1 _ rn i ti - { T.O.S. 3x174 BLOCK OUT I _8^ I ®STEM WALL TYP. � L ., 1 ,o FIRST FINISHED ED 1 18 I 1 ^� 7 -214" O-5" 1 1 i 6 56.1 I T.O.S. I I I. 56.1 - _ Y z 1 D1 I-1'-2Ye"} i '.4- I I I 1 1 a L.., Lf t 1314' CONC.� ""-.I L_ _ r 1 �I J STHD14 0 STHD74 I{7�CH SLAB �'� -1J b r 0 • P3 ii L - ----U - -10 • L ^� J S6.D I -1032 16'-3" #'-1032, g'-4" 5'-63/a * 5.-134 ` Title: Job# Dsgnr: Date: 4:00PM, 12 OCT 15 Description: Scope: Rev: 580006 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_3abd.ecw:15238-A Description 15238-A-Crawl Space Beams Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 111 CS.al CS.a2 CS.a3 CS.a4 Timber Section 4x8 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Ar- Douglas Ar- Douglas Ar- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Repetitive Status No No No No Center Span Data r 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 L Results Ratio= 0.8279 0.6801 0.9796 0.7015 Mmax @ Center in-k 29.70 24.40 35.14 25.16 ©X= ft 3.00 3.25 1.87 3.00 fb:Actual psi 968.6 795.8 1,146.1 820.7 Fb:Allowable psi 1,170.0 1,170.0 1,170.0 1,170.0 Bending OK Bending OK Bending OK Bending OK fv:Actual psi 78.0 60.4 125.6 66.1 Fv:Allowable psi 180.0 180.0 180.0 180.0 Shear OK Shear OK Shear OK Shear OK Reactions 1 @ 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 OKII 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 JJ Suggest Suggest Suggest Lpick LL_pick Lpick}Lpick Joist b ! d Spa. LL DL--,-M max V max 1 EI -1 L(b 1 L_fv L TL240 L LL360�_L max TL deft. LL deft. _�_L TL360 L LL480 L max TL deft.TL deft.LL deft.ILL deft. size&grade width in.)1 depth On.) (in.) (psf) 110_1 (ft-lbs) (psi) L._psi)-1-(� -(ft.) (ft.) (ft.) , (ft.) (in.) (in.) (ft.) (ft.) (ft.) (in.)_ ratio __On) ratio 9.5'TJI 110 1.7519.5 19.2L_40_-151 2380 1220 1 A0E+081- •14 .71' 27.7315.23 14.80 14.71 0_66 0_481 1 1331 13.45 13 31 0A41 360 032 495 9.5"TJI 110 1.751 9.5 161 40 151 2380 1220L1.40E+08 16.11133.2716.19 15.731 15.73 0.72 0.521 1 14.14 14.29 1414 0.47 360 0.34 495 9.5"T -JI 110 1.75 9.5 127--40 15 2380 1220 1.40E+081 18.61 44.36 17.82-_17.31-17.31 0.79 -0.581 15_57 1533 15 57 0.52E 360 0.381 495 9.5"TJI 110 1_751 9.5 9.6; 40 151 2380 122071.40E+081 20.801 55.45 19.19 18.64 18.64 0.85 0.621 16.77 16.94 16.77 0.56 360 0.411 495 - - - - -- - - - 9.5"TJI 110 1.75- 9.5 19.21 40 101 2500 122 .57E+081 15.811 30.50 16.34 15.37! 15.37 0.64 0.511 0 1 i 14.27 1397 1397 0.441 384 0351 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 0.88 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 12201_1.57E+08 20.00 48.80 19.11 17.98' 17.98 0.75 0.60 16.69 16.34 16.34 0.511 384 0.411 480'• ---- ---- - - -- -- - -- -- - --- 9.5"TJI 110 1.75 9.5 9.6 40 101 2500 12201 1.57E+081 22.36 61.00 20.58 19.37 19.37 0.81 0.65 17.98 17.60 17,60 0.55 384 0.441 480 9.5"TJI 210 2.06251 9.5 19.21 40 101 3000 13301 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 1.87E+08 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.14 0.49 384 0.39 480 9.5"TJI 210 2.0625( 9.5 121 40 101 3000 13301 1.87E+081-21.91 53.20 20.26 19.06' 19.06 0.79 0.641 1_17.70 17.32 17.32 0.54 384 0.431. 480 9.5"TJI 210 2.06251 9.5 9.61 40 10' 3000 13301 1.87E+08 24A9. 66.50 21.82 20.531- 20.53 0.86 0.68 19.06 18.66 18.66 058 384 0A71 480 9.5"TJI 230 2.31251 9.5 19.21 40 10 3330 13301 2.06E+081 18.251 33.25 17.89 16.83 16.83 0.70 0.561 I 15.63 15.29 15.29 0.48 i 384 0.381 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2-,06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25, 16,25 0.51 384 0.41 480 1 L-_-_-_�- 2.06E+08' 23.08' 53.20 20.92 19.69! 19.69 0.82 056' 18.28 17.89 17 89 0.56. 384 0A51 480 9.5"TJI 230 2.3125 9.5 12� 40 10' 3330 1330 ----- ------ -- 9.5"TJI 230 2.31251 9.5 9.6 40 101 3330 1330 2.06E+08 25.81 66.50 22.54 21.211 21.21 0.88 0.71 19.69 19.27 19.27 0.60 384 0.481 480 1--- -- - - ' - - - - - -- - - - --- L- - - I-- - -� - - - - - -- - 11.875"TJI 110 1.751 11.875 19.21 40 101 3160 1560 2.67E+081 17.781 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 E,174/2 0.55 384 0.44 480 11.875"TJI 110 1.751 11.875 121 40 101 3160 1560 2.67E+08: 22.491_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 1.751 11.875 9.6,1 40 1011 3160 15601 2.67E+08 25.141 78.00 24.57 23.12 23.12 - 0_96 0.77 21.46 21.01 21.01 0.66 384 0.531-480 _L i11.875"TJI 210 2.06251 11.875 19.2! 40 101 3795 16551 3.15E+08 19.481 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 12140 10! 3795 1655 3.15E+08 24.644_66.20 24.10 22.68 22.68 0.95 0.76 21.05 20.61 20.61 0 641 384 0.52! 480 11.875"TJI 210 2.06251 11.875 9.6, 40 10r 3795 16551 3.15E+08 27.5 82.75 25.96 24.43 24.43 1.02 0.81' 22.68 22.20 22.20 0.691 384 0.551 480 11.875"TJI 230 2.31251 11.875 19.21 40 101 4215 16551 3.47E+08-1 20.531 41.38 21.28 20.03 20.03 0.83 0.67 18.59 18.20 18.20 0.571 3841 0.45f 480 11'!875"TJI 230 2.3125 11.875 16 40 10 4216 1655,3.47E+08 "22.49 49.65 22.62 21.28 21.28 0.99 0.71 19.76 19.34 19.34; 0.60 384 0.48 480 1-- 101 3.47E+081 25.971 66.20 24.89 23.421 23.42 0.98 0.781 1 21.74 21.28 21.28 0.671 384 0.531 480 11.875 TJI 230 2 31251 11.875 121 40 4215 1655 _ 11.875 TJI 230 2.3125i 11.875 9.6 40 10. 4215 1655 3.47E+08 29.03 82.75 26.81 25231 25.23 1.05 0.84 23.42 22.93 22.93 0.721 384 0.571 480 I - - - I - - -1- - 1 I - -- --1-- - - - 11.875"RFPI 400 2.0625 11.875 19.2! 40 10 4315 1480 3.30E+081 20.771 37.00 20.93 19.69, 19.69 0.82 0.661 ! 18.28 17.89 17.89 0.561 384 0.451 480 11.875"RFPI 400 2.0625 11.875 16 40 10 4315 1480 3.30E+08 22.76 44.40 22.24 20.93 20.93 0.87 0.70 19.43 19.01 ' 19,01 0.59 384- 0.48 480 1.875"RFPI 2.06251 11.875 121 40 101 4315 14801 3.30E+08 26.28I 5 3841 0.521 480 11.875"RFPI 4001 2.0625! 11.8751 9.61 40 10! 4315 1480' 3.30E+08 29.381. 74.00 26.371 I 24 81 24.81 1.03 0.83, 23.03 22.54 22.64' 070 384 0.56! 480 Page 1 SAWN JOISTS and RAFTERS Fb*Cr*C Code Suggest Lpick Lpick Lpick Lpick Joist S.a. DL F'b F'v E L fb L N L TL240 L PTL240 L LL360 L max L TL360 Lick TL deft.TL deft. LL deft. LL deft. size&rade (in.) . •si (psi (psi) eft.) 1ft.) Aft.) eft.) �� �� (ice ratio-(in.) ratio 2x10 HF2 24 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 1075 150 1300000 15.48 43.36 16.47 17.65 16.83 15.48 14.39 15.48 0.64 289 0.40 46- 2x10 0 HF2 16 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 15 1075 150 1300000 19.58 69.38 19.26 20.641 19.68 19.26 16.83 19.26 0.96 240 0.60 384 2x12 HF2 24 ma15 980 150 13000001 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 15 980 150 1300000 17.97 52.73 _20.03 21.46 20.46 17.97 17.50 17.97_0.65_ 332 0.41 531 2x12 HF2 16 15 980 150 1300000 19.69 63.28 21.28 22.81 21.75 19.69 18.59 19.69 0.78 303 0.49 485 2x12 HF2SE 15 980 150 1300000 22.73 84.38 23.42 25.10 23.93 22.73 20.46 22.73 1.04 263 0.65 420 2x8 HF2 24 100 20 1175 150 1300000__ 6.55__ 9.06 8.31 8.55 7.71 6.55 7.26 6.550.16 490 0.13 588 2x8 HF2 19.2 100 20 1175 150 1300000 7.32 11.33 8.95 9.21 8.31 7.32 7.82 7.32 0.20 438 0.17 526 2x8 HF21 16 100 20 1175 150 1300000 8.02 ____13.599.51 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 130000 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 0 19.2 40 15 1075 150 13000 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 0.388 460 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 12 40 15 1075 150 1300000 23.61 100.91 21.82 22.92 21.20 21.20 19.06 16.50 0.36 555 0.26 763 2x12 HF2 24 40 no 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 66 0.26 6 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 86 0.26 6 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 I LOAD CASE I (12-12) (BASED ON ANSI/AFBPA NDS-2012) 1 SEE SECTION: 2.3.1 2.3.1 1 2.3.1 1 3.7.1 3.7.1 Ke 1.00 Design Buckling Factor 1 D+L+S 1 1 I c 0.80(Constant)> 'Section 3.7.1.5 • _ 1 1 - -- KcE 0.30(Constant)> :Section 3.7.1.5 -j I I Cf(Pb) Cf(Fc) NDS 4! Cb 1 (Varies) > !Section 2.3.10 1 i Bending:Comp. Size 1 Size Rep. 1 I Cd(Fb) Cb 1 Cd(Fc)1 Eq.3.7-1 1 !NDS 3.9.21 Max.Wall duration lduralonfactor'factor use I 1 Stud Grade'`Width Depth Spacing Height Le/d Vert.Load Hor.Load <=1.0 Load Igt Platg Cd(Fb)Cd (Fc) Cf Cf Cr Fb IFc perp Fc 1 E Fb' Fc perp'1 Fc• Fce F'c fc fc/F'c I Si ib/ 1 in. In. in. ft. pif psi pit (Fb) (Fc) psi psi psi 1 psi psi Psi Psi I Psi psi psi 1 pal Fb"(1-fc/Fce) )NTERIOR WALLS 2X4)H.,STUD: I 1 H-F Stud 1.5 3.5 16 1 8 27.4 100 01 0.0037 1 1993.4 1 1.00 1 1.15 1.1 1 1.05 1.15 875 405 800 1 1,200,000 854 5061 9661 478.52 415.711 25.40 0.061 0.001 0.000 H-F Stud 1 1.5 3.5 16 ! 8 27.4 1045 01 0.4076 1 1993.4 1 1.00 1 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 854 5081 966 478.52 415.711 265.40 0.641 0.00! 0.000 H-F Stud 1 1.5 3.5 12 8 27.4 1990 01 0.8314 2657.8 1.00 !, 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 854 5061 966 478.52 415.711 379.05 0.91' 0.001 0.000 H-F Stud I 1.5 3.5 12 8 27.4 1990 01 0.8314 I 2657.8 1.00 1.15 1.1 1 1.05 1.15 675 1 405 800 1 1,200,000 854 506! 966 478.52 415.711 379.05 0.91 0.00 0.000 NTER O'WALLS SPF S D SPF Stud 1 1.5 3.5 16 I 8 27.4 100 0 0.0039 2091.8 1.00 1 1.15 1.1 1 1.05 1.15 675 425 725 1,200,000 854 5311 875.438 478.52 407.531 25.40 0.06 0.001 0.000 SPF Stud 1.5 3.5 16 I 8 27.4 1045 01 0.4241 I 2091.8 ! 1.00 I 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 854 5311 875.438 478.52 407.531 265.40 0.651 0.001 0.000 SPF Stud 1.5 3.5 12 8 27.4 1990 01 0.8651 1 2789.1 1 1.00 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 854 5311 875.438 478.52 407.531 379.05 0.931 0.00 0.000 SPF Stud 1.5 3.5 12 1 8 27.4 1990 OI 0.8651 I 2789.1 1.00 1 1.15 1.1 1 1.05 1.15 675 425 725 11,200,000 854 5311 875.438 478.52 407.531 379.05 0.931 0.001 0.000 l I • I INTERIOR WALLS 2X41 DF-L STUD DF-L Stud, 1.5 3.5 16 ' 8 27.4 100 01 0.0028 3078.2 1.00 I 1.15 1.1 1 1.05 1.15 700 625 850 1,400,000 886 781!1026.38. 558.27 475.961 25.40 0.05, 0.00! 0.000 DF-L Stud 1 1.5 3.5 16 j 8 27.4 1045 0 0.3109 1 3076.2 1.00 1 1.15 1.1 1 1.05 1.15 700 1 625 850 1,400,000 886 7811 1026.381 558.27 475.96! 265.40 0.56 0.001 0.000 DF-L Stud I 1.5 3.5 12 1 8, 27.4 1990 0, 0.6342 i 4101.6 : 1.00 1 1.15 1.1 1.05 1.15 700 ! 625 850 1,400,000 886 7811 1026.381 558.27 475.961 379.05 0.80 0.001 0.000 I j EXTERIOR WALLS ! 1 1 I i i 1 H-F#2 1 1.5 5.5 16 17.7083 16.8 3132 01 0.2408 I 3132.4 1 1.00 1 1.15 1.3 11.10 1.15 850 1 405 1300 I 1,300,000 1,271 5081 1644.51 1378.83 1031.581 508.18 0.49 0.001 0.000 l'I-F#2 1 1.5 5.5 16 1 9 19.6 3132 01 0.3652 i 3132.4 I 1.00 1 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 1,271 5061 1644.51 1011.45 837.571 506.18 0.60 0.001 0.000 H-F#2 1 1.5 5.5 16 8.25 18.0 3132 01 0.2858 i 3132.4 ? 1.00 1 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 1,271 5061 1644.51 1203.70 946.771 506.18 0.53, 0.001 0.000 SPF#2 1 1.5 5.5 16 7.7083 16.8 3287 0I 0.2737 3287.1 : 1.00 1 1.15 1.3 11.10 1.15 875 425 1150 1 1.400,000' 1,308 5311 1454.75 1484.89 1015.45 531.23 0.521 0.001 0.000 SPF#2 1 1.5 5.5 16 I 9 19.6 3287 0 0.3905 ' 3287.1 I 1.00 1 1.15 1.3 11.10 1.15 875 425 1150 11,400,000 1,308 5311 1454.75 1089.25 850.161 531.23 0.621 0.001 0.000 SPF#2 1 1.5 5.5 16 I 8.25 18.0 3287 0 0.3158 3287.1 ` 1.00 1 1.15 1.3 1 1.10 1.15 875 425 1150 1 1,400,000 1,306 5311 1454.75 1296.30 945.38 531.23 0.561 O.00r 0.000 I i I : I I 1 i I 1 1 I i SPF Stud 1.5 3.5 18 ' 14.57' 50.0 545 0 0.9913 2091.8 1.00 1 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 854 5311 875.438 144.28 139.02 138.41 1.001 0.001 0.000 SPF#2 1.5 5.5 16 1 19 41.5 1450 0 0.9917 . 3287.1 1.00 1 1.15 1.3 1.10 1.15 875 425 1150 1 1,400,000 1,308 5311 1454.75 244.40 235.32 234.34 1.00 0.00 0.000 H-F 02 1 1.5 5.5 16 I 19 41.5 1360 01 0.9969 I 3132.4 1.00 1 1.15 1.3 1.10 1.15 850 I 405 1300 1 1,300,000 1,271 5061 1644.5 226.94 220.14 219.80 1.001 0.001 0.000 Page 1 D+L+W 1 CTS 4028AB II LOAD CASE I (12-13) ;(BASED ON ANSI/AFBPA NDS-2005) I. SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 Ke I 1.00 Design Buckling Factor D+L+W ! / 1 c 0 80(Constant)> Section 3.7.1.5 : Cr KcE 0.30,(Constant)> Section 3.7.1.5 .__-_..._..-_..... ........-..... :....__.._.. I_..........._.-... • :_-. _... -_...... 1 Cb > Section 2.3.10 Cf(Fb) I Cf(Fc) NDS i I -------- (Vales) Bending Comp. Size(Size Rep. j Cd(Fb) Cl, Cd(Fc) Eq.3.7-1 I NOS 3.9.2 Max.Wall !duration!duration factorlfador use JI Stud Grade Width Depth Spadnfi Height Le/d Vert.Load Hor.Load <=1.0 Load Platt(Cd(Fb)ICd(Fc) Cf Cf Cr: Fb Fc perp Fc ' E Fb' Fc perp'; Fc' Fce Pc I fc fc/F'c lb 1b/ in. in. in. ft. INTERIOR WALLS 12X4)H-F STUD plt psf 1 plf (Pb)!(Fc) psi psi psi psi psi psi psi psi psi 1 psi psi Fb'•(1-fc/Fce) • H-F Stud 1.5 3.5 188 27.4 100 5 0.1655 I 1993.4 I 1.60 1 1.00 1.1 1 1.05 1.15 675 405 800 1,200,000 1,366 5061 840 478.52 403.771 25.40 0.06 208.98 0.162 H-F Stud 1.5 3.5 16 1 8 27.4, 1045 51 0.7755 1993.4 j 1.60 1 1.00 1.1 1.05 1.15 675 405 800 11,200,000 1,366 5061 840 478.52 403.771 265.40 0.66 208.981 0.343 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 51 0,5538 ! 3986.7 ! 1.60 1 1.00 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 840 478.52 403.771 252.70 0.631 104.491 0.162 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 51 0.5538 I 3986.7 ! 1.80 1 1.00 1.1 1.05 1.15 675 405 800 ':.1,200,000 1,366 5081 840; 478.52 403.771 252.70 0.63: 104.49' 0.162 LATER OR W:LLS .XI)8 F STU-Q `• • i ' SPF Stud 1.5 3.5 16 1 8 27.4 100 51 0.1657 I 2091.8 ! 1.60 1 1.00 1.1 1 1.05 1.15 675 I 425 725 (1,200,000 1,366 5311 761.25 478.52 393.991 25.40 0.06 208.981 0.162 SPF Stud 1.5 3.5 16 I 8 27.4 1045 51 0.7972 I 2091.8 I 1.60 1 1.00 1.1 1 1.05 1.15 675 425 725 '1,200,000 1,386 5311 761.25 478.52 393.991 265.40 0.67 208.96' 0.343 SPF Stud , 1.5 3.5 8 ' 8 27.4 1990 51 0.5734 I 4183.6 I 1.60 1 1.00 1.1 11.05 1.15 675 I 425 725 i 1,200,000 1,366 531: 761.25 478.52 393.89 252.70 0.64 104.49. 0.162 SPF Stud I 1.5 3.5 8 1 8 27.4 1990 51 0.5734 4183.6 ? 1.80 1 1.00 1.1 11.05 1.15 675 I 425 725 11,200,000 1,366 5311 761.25 478.52 393.99 252.70 0.641 104.491 0.162 ...- 1 INTERIOR WALLS 2X41 DF-L STUD __._� -_---._,____,_ _-. _.__... ..__...... DF-L Stud 1 1.5 3.5 16 8 27.4 100 5 0.1576 i 3076.2 1.60 1 1.00 1.1 !1.05 1.15 700 I 625 850 11,400,000 1,417 781 892.5 558.27 460.251 25.40 0.06 208.98 0.155 DF-L Stud I 1.5 3.5 16 8 27.4 1045 5 0.6137 I 3076.2 , 1.60 1 1.00 1.1 1 1.05 1.15 700 1 625 850 1,400,000 1,417 781! 892.51 558.27 460.251 265.40 0.58 208.98 0.281 DF-L Stud 1 1.5 3.5 12 8 27.4 1990 4.5 0.9884 I 4101.6 I 1.60 1 1.00 1.1 1 1.05 1.15 700 625 850 11,400,000 1,417 7811 892.5 558.27 460.251 379.05 0.82 141.06 0.310 f,XTERIO WALLS 1 • •I H-F#2 1.5 5.5 16 1 7.7083 16.8 3132 9.711 0.3909 3132.4 1 1.60 1 1.00 1.3 1 1.10 1.15 850 : 405 1300 1,300,000 2,033 5061 1430 1378.83 969.911 506.18 0.52 152.581 0.119 H-F#2 1.5 5.5 16 : 9 19.6 3132 8.46 0.5743 ! 3132.4 I 1.60 1.00 1.3 11.10 1.15 850 405 1300 1,300,000 2,033 5061 1430 1011.45 804.501 506.18 0.63 181.23 0.178 H-F#2 1 1.5 5.5 16 8.25 18.0 3132 8.131 0.4411 3132.4 1.60.1 1.00 1.3 11.10 1.15 850 405 1300 11,300,000 2,033 5061 1430 1203.70 899.13, 506.18 0.56 146.34! 0.124 1 1 I SPF#2 1 1.5 5.5 16 77083 16.8 3287 9.711 0.4327 ! 3287.1 1 1.60 1 1.00 1.3 i 1.10 1.15 875 425 1150 i 1,400,000 2093 5311 1285 1484.89 940.301 53123 0.56 152.581 0.114 SPF#2 1 1.5 5.5 16 9 19.6 3287 8.461 0.6033 I 3287.1 1 1.60 1 1.00 1.3 1 1.10 1.15 875 i 425 1150 1 1,400,000 2,093 531' 1265,1089.25 806.081 531.23 0.66 181.231 0.169 SPF#2 j 1.5 5.5 16 8.25 18.0 3287 8.131 0.4790 I 3287.1 1 1.60 1 1.00 1.3 11.10 1.15 875 j 425 1150 11,400,000 2,093 5311 12651 1296.30 884.691 531.23 0.601 146.341 0.118 1 I • SPF Stud 1.5 3.5 18 14.57 50.0 70 8.461 0.9957 I 2091.8 1 1.60 1 1.00 1.1 1 1.05 1.15 675 ( 425 725 1 1,200,000 1,366 5311 761.251 144.26 138.141 17.78 0.1311172.851 0.979 SPF 02 1.5 5.5 18 1 19 41.5 660 9.71 0.9941 3287.1 1 1.60 1.00 1.3 1 1.10 1,15 875 1 425 1150 1 1,400,000 2093 5311 12851 244.40 233.80 106.67 0.461 927.021 0.788 H-F#2 1 1.5 5.5 16. I 19 41.5 600 9.711 0.9921 I 3132.4 I 1.60 1 1.00 1.3 1.10 1.15 850 1 405 1300 11,300,000 2,033 5061 14301 226.94 219.02 96.97 0.441 927.021 0.798 Page 2 D+L+W+.SS CT#4028A8 LOAD CASE j (12-14) 1 1(BASED ON ANSI/AFBPA NDS-2005) 1 SEE SECTION: 2.3.1 2.3.1 1 2.3.1 3.7.1 3.7.1 1 Ke 1.00 Design Buckling Factor D+L+W+812 ( 1 c 0.80(Constant) Section 3.7.1.5 j _ 1 _ Cr __ ' 1 Cf(Fb) Cf(Fc) NDS , Kc-E- 0.30(Constant)> :Section 3.7.1.5 Cd b Cb Cd(Fc E .3.7-1 Cb 1 (Varies) > !Section 2.3.10 Bending!Comp. Size 1 Size Rep. I (F) ) 9 NDS 3.9.21 Max.Wall I duration!duration factor factor use ! 1 Stud Grade)Width Depth Spacing Height Le/d Vert.Load Hor.Load u=1.0 Load a Plato Cd(Fb)!Cd(Fc) Cf Cf Cr Fb 1Fc perp Fc E Fb' Fc perp" Fc• Fce Fc ! fc fc/Fc fb • fb/ 1 in. in. in. ! ft. plf psf pit (Fb) (Fc) psi psi psi psi psi , psi 1 psi . psi psi ! psi psi ,Fb"(1-fc/Fce) INTERIOR WALLS(2X41 H-F STUD! • • 1 H-F Stud 1.5 3.5 16 1 8 27.4 100 54 0.1653 ! 1993.4 1 1.60 1 1.15 1.1 1.05 1.15 675 405 800 11,200,000 1,386 5061 9661 478.52 415.71! 25.40 0.06 208.98 0.162 H-F Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.7510 1993.4 1 1.60 1 1.15 1.1 11.05 1.15 675 405 800 11,200,000 1,366 506! 966 478.52 415.711 265.40 0.64 208.981 0.343 H-F Stud i 1.5 3.5 8 1 8 27.4 1990 51 0.5316 I 3986.7 I 1.60 1. 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 1,366 506! 968 478.52 415.71 252.70 0.61. 104.49! 0.162 H-F Stud 1 1.5 3.5 1 8 1 8 27.4 1990 5 0.5316 i 3986.7 1.60 1 1.15 1.1 1 1.05 1.15 675 1 405 800 1,200,000 1,366 506( 968 478.52 415.71 252.70 0.611 104.49' 0.162 NTERIOR WALLS 12841 S'F STUD 1 I 1 I i ! SPF Stud 1 1.5 3.5 16 1 8 27.4 100 51 0.1654 2091.8 1 1.60 1 1.15 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.53 25.40 0.06 208.984 0.162 SPF Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.7676 2091.8 i 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.438! 478.52 407.531 265.40 00 .65 208.981 0.343 SPF Stud 1.5 3.5 8 1 8 27.4 1990 51 0.5466 4183.6 1 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.438( 478.52 407.531 252.70 0.621 104.491 0.162 SPF Stud 1 1.5 3.5 8 1 8 27.4 1990 51 0.5466 4183.6 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 11,200,000 1,366 5311 875.438 478.52 407.531 252 .70 0.62 104.491 0.162 ! OR i ALLS 12X41 DF-L STUD I N?PRI1 1 - DF-L Stud 1 1.5 3.5 16 8 27.4 100 5 0.1574 3076.2 1.60 1.15 1.1 11.05 1.15 700 I 625 850 1,400,000 1,417 781!1026.38 558.27 475.98 25.40 0.051 208.98' 0.155 DF-L Stud 1 1.5 3.5 16 1 ',8 27.4 1045 5 0.5921 3078.2 I 1.60 ! 1.15 1.1 1.05 1.15 700 1 625 850 (1,400,000 1,417 7811 1026.381 558.27 475.96! 265.40 0.56 208.98 0.281 DF-L Stud 1 1.5 3.5 12 1 8 27.4 1990 5 0.9788 4101.6 I 1.60 1 1.15 1.1 1.05 1.15 700 625 850 41,400,000 1,417 781!1026.381 558.27, 475.961 379.05 0.80 156.73 0.345 i 1 i JXTERIOR WALL$ ! ! 1 1 508 H-F#2 1.5 5.5 i 16 17.7083 16.8 3132 9.711 0.3593 3132.4 1 1.60 ! 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 1 1644.511378.83 1031.58} 506.18 0.49 152.581 0.119 H-F#2 1.5 5.5 16 1 9 19.6 3132 8.461 0.5437 3132.4 1 1.60 1 1.15 1.3 11.10 1.15 850 405 1300 1 1,300,000 2,033 506! 1644.5 1011.45 837.57] 506.18 0.60 181.231 0.178 H-F#2 1.5 5.5 16 1 8.25 18.0 3132 8.131 0. 4100 3132.4 1 1.60 ! 1.15 1.3 11.10 1.15 850 405 1300 11,300,000 2,033 506! 1644.5 1203.70 946.771 506.18 0.53 146.34 0.124 SPF#2 I 1.5 5.5 16 1 7.7083 16.8 3287 9.711 0.3872 3287.1 I 1.60 1 1.15 1.3 '1.10 1.15 875 425 1150 1 1,400,000 2,093, 5311 1454.7511484.89 1015. 451 531.23 0.52 1152.58 0.114 SPF#2 I 1.5 5.5 16 1 9 19.6 3287 8.461 0.5595 3287.1 1 1.60 1 1.15 1.3 11.10 1.15 875 425 1150 1,400,000 2,093 531!1454.75 1089.25 850.16 531.23 0.62 181.23 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 1 1.15 1.3 4 1.10 1.15 875 1 425 1150 1,400,0001 2,093 5311 1454.751 1296.30 945.381 531.23 0.58 148.34 0.118 SPF Stud j 1.5 3.5 18 14.57 50.0 70 8.46 0.9955 ! 2091.8 1.60 1 1.15 1.1 1 1.05 1.15 675 I 425 725 1,200,000 1,366 531!875.438 144.26 139.02, 17.78 0.1311172.851 0.979 ... i i - _. __- SPFff2 1 1.5 5.5 16 , 19 41.5 660 9.71 0.9914 1 3287.1 1.60 1 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531!1454.751 244.40 235.321 106.67 0.451 927.021 0.788 H-F#2 1 1.5 5.5 16 1 19 41.5 600 9.711 0.9901 , 3132.4 I 1.60 1 1.15 1.3 1.10 1.15 850 405 1300 11,300,000 2,033 5061 1644.5 228.94 220.14, 96.97 0.441 927.021 0.796 Page 3 D+L+S+.SW CT#4028AB I � ( ) 1(BASED ON ANSI/AFBPA NDS-2005) SEE SECTION: 23.1 2.3.1 2.3.1 1 3.7.1 3.7.1 LOAD CASE 12-15 I Ke 1 1.00 Design Buckling Factor D+L+S+W/2 I c 0 80(Constant)> Section 3.7.1.5 ' ..-_ 0. (Constant) I KcE 0.30(Constant)> [Section 3.7.1.5 �- i -� ----- ----- I -. ..Cr 1 Cf(Fb) Cb (Varies) > !Section 2.3.10 Cfd(Fc) DS Bending Comp. Size,Size Rep. 1 ! Cd(Fb) Cb Cd(Fc), Eq.3.7-1 NDS 3.9.24 Mex.Wall duration dura8ortfador'factor use1 1 Stud Grade Width Depth Spacing Height Le/d Vert.Load Hor.Load) u:1.0 Load( @ Plata Cd(Fb)ICd(Fc) Cf) Cf Cr Fb IFcperp Fc E Fb' Fcperp'1 Fc• Fce F'c ! fc fc/F'c' fb fb/ in. In. in. 1 S. plf psf I If • - , P i (Fb)1(Fc) psi psi psi I psi psi psi psi psi psi psi psi Fb"(1-fc/Fce) - • _STUD: 1 H-F Stud, r 1.5 3.5• 16 1 8 27.4 100 51 0.1653 ! 1993.4 1.60 1 1.15 1.1 (1.05 1.15 675 405 800 1 1,200,000 1,366 5061 968! 478.52 415.71 25.40 0.06 208.981 0.182 H-F Stud I 1.5 3.5 16 8 27.4 1045 51 0.7510 I 1993.4 1.60 1 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 866 478.52 415.711 265.40 0.64 208.981 0.343 H-F Stud ! 1.5 3.5 8 8 27.4 1990 5' 0.5316 3986.7 I 1.60 1 1.15 1.1 1 1.05 1.15 675 405 800 1,200,000 1,366 506' 9661 478.52 415.711 252.70 0.61 104.491 0.162 H-F Stud 1.5 3.5 8 8 27.4 1990 5'1 0.5316 I 3986.7 1.60 1 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 1,366 5061 9661 478.52 415.71! 252.70 0.61 104.491 0.162 INTERIOR WALLS.284)SPF STUD I SPF Stud' 1.5 3.5 16 8 27.4 100 51 0.1654 i 2091.8 1 1.60 ' 1.15 1.11 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.438! 478.52 407.531 25.40 0.06 208.981 0.162 SPF Stud I 1.5 3.5 16 8 27.4 1045 51 0.7676 I 2091.8 j 1.60 1 1.15 1.1 11.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.53 265.40 0.65 208.981 0.343 SPF Stud 1 1.5 3.5 8 8 27.4 1990 51 0.5466 i 4183.6 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.438! 478.52 407.53 252.70 0.62 104.491 0.162 SPF Stud 1 1.5 3.5 8 ! 8 27.4 1990 51 0.5466 4183.6 I 1.60 1.15 1.1 1 1.05 1.15 675 i 425 725 11,200,000 1,366 5311 875.431 478.52 407.531 252.70 0.62 104.491 0.182 INTERIOR WALLS 12X41 DF-LBS-4.12 DF-L Stud 1 1.5 3.5 16 8 27.4 100 51 0.1574 I 3076.2 1.60 1 1.15 1.1 1.05 1.15 700 625 850 11,400,000 1,417 781 1026.38 558.27 475.961 25.40 0.051 208.981 0.155 DF-L Stud 1.5 3.5 16 8 27.4 1045 51 0.59213076.2 1.80 1 1.15 1.1 1 1.05 1.15 700 625 850 1 1,400,000 1,417 7811 1026.38 558.27 475.961 265.40 0.56!208.981 0.281 DF-L Stud 1.5 3.5 12 8 27.4 1990 51 0.9788 4101.6 1.60 1 1.15 1.1 1 1.05 1.15 700 I 625 850 '1,400,000 1,417 7811 1026.38 558.27 475.961 379.05 0.801 158.731 0.345 EXTERIOR WALL i 1 I I 1 1 1 H-F#2 I 1.5 5.5 16 770893 19.6 3132 16.8 3132 44.231 0.4544 j 3132.4.8551 0.3001 3132.4 1.60 1 1.15 1.3 11.10 1.15 850 J 405 1300 1,300,000 2,033 5061 1644.5I 1031.581 506.181.60 1 1.15 1.3 I 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.5 1378.831837.57 506.18 0.60 90.611 0.059 0.089 H-F#2 1 1.5 5.5 16r.( 8.25 18.0 3132 4.0651 0.3479 1 3132.4 I 1.60 1 1.15 1.3'1.10 1.15 _850 405 1300 1,300,000 2,033 5061 1644.5 1203.70 946.771 506.18 0.53 73.17j 0.062 SPF#2 7708 4 i 875 425 1150 1 1,400,000 2,093 5311 ' 1 I 0.057 SPF#2 1 1.5 5.5 16 9 19.6 3287 4231 0.4750 3287.1 1.60 1.15 1.3 1 1.10 1.15 875 425 1150 1,400,000 2,093 53111454.7511089.25 1484.89 1850.16, 531.23 0.82 90.6015.451 53123 0.52 11 0.085 SPF#2 1 1.5 5.5 16 8.25 18.0 3287 4.0651 0.3750 ! 3287.1 I 1.60 1 1.15 1.3 11.10 1.15 875 I 425 1150 1,400,000 2,093 531i 1454.751 1296.30 945.38j 53123 0.56 73.171 0.059 SPF Stud 1.5 3.5 16 ! 14.57 50.0 255 4.231 0.9959 i 2091.8 1.60 1 1.15 1.1 1.05 1.15 675 , 425 725 i 1,200,000 1,366 5311 875.4381 144.26 139.021 64.76 0.47 586.431 0.779 SPF#2 11171.5-5.5 16 19 41.5 935 4.8551 0.9925 1 3287.1 , 1.60 I-1.15 1.3-1 1.10 1.15 875 1 425 1150 11,400,000 2,093 5311 1454.751 244.40 235.32 151.11 0.64 483.51 0.580 H-F#2 I 1.5 5.5 16 1 19 41.5 865 4.85511 0.9970 1 3132.4 1 1.60 1 1.15 1.3 1 1.10 1.15 850 1 405 1300 11,300,000 2,033 5061 1644.51 228.94 220.141 139.80 0.641 463.511 0.594 Page 4 D+L+S+,7E CT#4028AB I I ILOAD CASE 1 (12-16) I (BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 1 3.7.1 1 Ke 1 1.00 Design Bucklin.Factor D+L+3+E11.4 ���__ -- _ c I OM(Constant): Section 3.7.1.5 -_- 1 NDS KcE 0.30 Constant > ISectlon 3.7.1.5----_ � ___�-�' IIMII(Nadas) > !Section 2.3.10 1111111.1111 Banding Comp.I Size Size Rep.. Cd(Fb) Cb Cd(Fc) i Eq.3.7-1 NDS 3.9.2 Max.Well duration duration factor factor)use 1 I Stud Grad Wdth '`rr a"' Le/d Wert.Load'Hor.Load mcurAtc=2Ermammalem Cr Fb E Fb' I Fc,er.' Fc' Fce Pc fc ®III tb/ L 4®&iL'l 27.4 1001 5 0.1653 1993.4 1.60 Mill 1.05 1 `1.15 675 405 800 1,200:000: 1,366 506 966 478.52 415.71 25.40 0.06 208.98 0.162 675 405 800 1,200,0001 1,366 506 966 415.71 265.40 0.64 208.98 0.343 HH-F Stud-F Stud 1 1.5 3.5 161.5 3.58 I 8 27.41 19901 5 0.5316 3986.7 1.60 1.15 1 1.1 1.05 1.15 1 675 405 800 1,200 0001 1,366: 506 966 478.52 415.71 252.70 0.61 104.49 0.162 H-F Stud 1.5 3.5 8 1 8 27.41 19901 5 0.5316 3986.7 1.60 1.15 ; 1.1 1.0511.15 1 675 405 I 800 1,200,0001 1,3661 506 966 478.52 415.71 252.70 0.81 104.49 0.162 1 I I 1 1 NTE'O. ALLSI 2.4 SP STU. 1 I 1 SPF Stud 1.5 imilin 27.41 1001 5 0.1654 2091.8 1.60 1.15 i 1.1 1.0511.15' 875 425 I 725 1,200,000 1,3661 531 875.438 478.52 407.53 25.401 0.08 208.98 0.162 SPF Stud I 1.5 27.4' 10451 5 0® 2020®® 1151 1.1 1.05 1.15 675 425 1 725 1,200,000 1,3661 531 875.438 478.52 407.53 285.401 0.65 208.98 0.343 EGIZEMBEIM® ..r 1.05 1.15 675 ®®1:200.000 1.366 531 IN 252.70 0.62 '®' SPF Stud 1 1.5 8 1 8� 19901 5 0.5466 ��1.05 1.15 675 ha®1,200,0001 1,366 531M 478.521 407.53 252.70 0.62 104.49 0.162 1A16R --_ 0. MIIM111=1111=11111=11 111=1111•11111M11111•111•111111•1111 MIN DF-L Stud I 1.5 3.5 16 8 27.41 1001 5 0.1574 3076.2 1.60 1.15 11.1 1.05 1.15 700 625 I 850 1,400,000 1,4171 781 1026.38 558.27 475.96 25.40 0.05 208.98 0.155 DF-L Stud 1.5 3.5 16 8 27.41 10451 5 0.5921 3078.2 1.60 1.15 1.1 1 051.15 700 625 850 1,400,000 1,417 781 1026.38 558.27 475.96 265.40 0.56 208.98 0.281 DF-L Stud 1.5 3.5 12 8 27.4) 1990 5 0.9788 4101.6 1.60 1.15 1.1 1.05 1 1.15 700 625 850 1,400,000 1,417 781 1026.38 558.27 475.96 379.05 0.80 156.73 0.345 H-F#2 1.5 5.5 16 1 7.7083 18.81 3132 3.57 0.2844 3132.4 1.60 1.15 11.3 1.10,1.15 1 850 405 11300 1,300,000 2,0331 506 1644.5 1378.83 1031.58 506.18 0.49 56.10 0.044 H-F#2 1.5 5.5 16 I 9 19.6 31321 3.57 0.4405 3132.4 1.60 1.15 11.3 1.10 1.15 I 850 405 11300 1,300,0001 2,033 506 1644.5 1011.45 837.57 506.18 0.60 76.47 0.075 H-F#2 1.5 5.5 16 1 8.25 18.0 3132' 3.57 0.3404 3132.4 1.60 1.15 11.3 1.10 1.151 850 405 1300 1,300,0001 2,033 506 1644.5 1203.701 946.77 506.18 0.53 64.28 0.055 SPF#2 1.5 5.5 16 7.7083 16.81 32871 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.151 875 425 11150 1,400,0001 2,093 531 1454.75 1484.891 1015.45 531.23 0.52 56.10 0.042 SPF#2 1.5 5.5 16 9 19.61 32871 3.57 0.4618 3287.1 1.60 1.15 1 1.3 1.10.1.15 1 875 425 1150 1,400,000 2,093. 531 1454.75 1089.25 850.16 531.23 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.01 3287 3.57 0.3678 3287.1 1.60 1.15 1 1.3 1.10 1 1.15 1 875 425 1150 1,400,0001 2,0931 531 1454.75 1296.301 945.38 531.23 0.58 64.26 0.052 1 I I SPF Stud � 1.5 3.5 16: 14.57 50.01 285 3.57 0.9981 2091.8 1.60 1.15 1 1.1 1.05 1.151 675 425 1 725 1,200,000' 1,366 531 875.438 144.26 139.02 72.38 0.52 494.93 0.727 1- SPF#2 1 1.5 ® 16 19 Ma 1020 3.57 0.9910 3287.1 1.60 1.15 11.3 1.10 1.15 875 425 1 1150 1,400,000 2,093 531 IMO 244.40 235.32 164.85 0.70 340.83 0.500 H-F#2 1 1.5 5.5 16 I 19 41.51 945 3.57 0.9939 3132.4 1.60 1.15 1 1.3 1.10 1.15 850 405 1 1300 1,300,000 2,033 506 1844.5 228.94, 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 S1= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 Ms=Fa Ss Skis= 1.08 EQ 16-37 EQ 11.4-1 SMi=F„*S1 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*SMI Sal= 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 Q0= 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) S01= 0.44 x = 0.75..ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0.020 ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S1= 0.42 k = 1ASCE 7-10(Section 12.8.3) TL= 6'ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SDS/(R/IE) 0.111 W ASCE 7-10(EQ 12.8-2) Cs=S01/(T*(R/IE)) (for T<T L) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sp1*TJ/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if 51>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,x = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wz *h,k DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 29.53 29.53 1813 0.020' 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 42.001 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 Ps30 B= 14.8 14.8'.psf Figure 28.6-1 Ps3o c= 17.2 17.2;psf Figure 28.6-1 Ps30D= 11..8 11.8 psf Figure 28.6-1 A= 1.00 1.00' Figure 28.6-1 Kn= 1.38 1.38 Section 26.8 windward/lee= + 1.00 1.00 N*Krt*Iw*windward/lee : 1.38 1.38 Ps=A*Kzt*I*ps3o= (Eq.28.6-1) Ps A= 29.81 29.81 psf (Eq.28.6-1) Ps B = 20.42 20.42 psf (Eq.28.6-1) Psc = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and c average= 26.8 26.8 psf Ps B and D average= 18.4 18.4 psf a= 3.7 3.7 Figure 28.6-1 2a= 7.4 7.4 width-2*2a= 22.2 30.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART: Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00' 1.00' 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 42.00 12.5 0 184.6 0 276.8 0 184.6 0 376.6 Roof -- 29.53 29.53 4.5 67.27 0 100.9 0 67.27 0 137.3 0 10.1 12.3 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 10.2 150.9 0 226.3 0 150.9 0 307.9 0 6.0 7.3 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9 V(F-B)= 32.44 V(S-S)= 38.81 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_3 ABD_DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Mm /Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) VI(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0.000.00 0.00 0.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00' 0.00 0.00' 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00' 0.00 0.00' 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B). 32.44 V(S-S)= 38.81 kips kips kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 12.68 7.61 7.61 15.16 9.10 9.10 2nd 11.3 10.5 10.5 9.87 5.92 13.53 11.81 7.08 16.18 1st 9.14 0 0 9.89 5.94 19.46 11.83 7.10 23.28 Bsmt 0 0 V(F-B)= 19.46 V(S-S)= 23.28 kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_3 ABD_DL SHEATHING THICKNESS tsheathing= 7/16" NAIL SIZE nail size=0.131"dia.X 2.5"long STUD SPECIES SPECIES= HF#2 SPECIFIC GRAVITY S.G.=0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia.=0.625 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec Latitude and Longitude Finder on Map Get Coordinates Page 1 of 23 LaLong4ni 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 lat long coordinates. i Place Name Find 3gth ways & 40th pia, seatac, wa i Add the country code for better results'. Ex:• London,UK Latitude Longitude 47.412415 -122.283440 1.9k G+1 957 j Tweet��96' 1 „. ..inf;:i.1=1„„„„ 1 ' „: I. .. R >. i a a :vim _ http://www.latlong-net/ 9/24/2015 Latitude and Longitude Finder on Map Get Coordinates Page 2 of 23 } T 4e,p A aj4 http://www.latlong.net/ 9/24/2015 Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document International (2012which utilizes USGS hazard data Building availabCodele in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D —"Stiff Soil" Risk Category I/II/III . -12'.$141 !:".k- 1,4 1C:i1-10-' -, 7 fi y ro �, airy sr / sy.ey to -#b ,t40. 44-4--:;1., LakeOs eqo . K{nig cif : bhp 4' M ERICA satin rnaPtilugsT . .,y v S .moi '.,a�.ate, n*�C «rcM-� of '� • ,— ., //,., tt1 USGS-Provided Output S: = 0.972 gSMS = 1.080 g SDS = 0.720 g S3 = 0.4238 SM: = 0.667g SDI = 0.445g 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. MCEikResponse Spectrum Design Response Spectrum 1.1cos #.9? 0.72 4.12 0,64 77 014 4 0, a4Ss 014 040 t css .lt"' Q-; 4 ,. 4.21, 4.22 #$0 41i 0, 0.00 0.20 0:40 0.4 t 1.00 L20 1.44 1, L 2. o.co #.2@ . @ 0,G0 4 1.0! L0 1.40 i.S1i 1.�3 1.00 P*r T(set) ip T{fisc) Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 9/14/2015 P6 8 S1.2 /IM '. o BIa B1b / I ' f n ..iL P6 (P6)/ ` c L I r =00J o Ria L 0I i 1 3 AL1 / 1J 1 L F2a F2b ■ ■ MST37 MST37 Fla Fib S18.2 0 MST37 MST37 �� st.2 0 i TO 1d1ibr44d!' , att1e;s, sli ;m CW itia A A 0x1�;Xn s1Fr: xma ,ABT AMIE e KR I E[orER (1)TXM �i' p �iMIYaN�� GT AemE '�V EA EiO N 114.1 FAM ^ TOMJOIST 912ES �' .,r;�■r� jar 1II1iiIJImiiiiiIiiIi OT 09 MAO STRUT va .E 1 1 / r.nsi _ n u .ABT FRAMSAWOO I.,. 1 pp'® (NHI ERE z.NO Bx ■1■ .. � .... r..— 4IRTAW BI- PociV % 1;t POST eIx� O ` _ _as XOF BUN0.EOSTMIMI r • {,...,�.1— .�HroN°nxNPATH �°NFei`� �31401.(4_ 11 ii,I., y, � I � • I L;2. • 1:- .i, SHEAR WALL NOTES zAe RX GRADE"'" xy• KQQx CO EMIR. SEE POVroATGM I'M(AO l r*y� ,�MS1:12 W W J sHEA� �xFOaOE IIIIIRIII'I111111 anal 22 r Far J (nZ i mEB1, Eayx 1 1 1 Fd a LL= 4 II r,uxz HMOrnM1 ttPE-cEEsi.x I PIM WALL Z THE XNxA SNEATMW GAPHRABM SHALL BE APP,SEDTOSAMEB°EOFBT°°Y.ALLABSHEARWALr _ > € AND BENEATH arHaPEMxRB TAO AND SNALL CONTINUE SOME WEAN WALLS REWIRE RA PLATES AtBWEBEE • 1311111 1 SC ( i df atic BEE BHEETa„FOR.RGa E BALL°ETNB Ii � � a XmHA 1 ------Fi Q ROOF FRAMING LEGEND '” , , , C _ 0 l]F �LL«l'♦SCTT:x.TF:v� ^ TRUSSES•34'QG L r L NO i O.0 VF.,. ROOFTRusBEB MANUFACTURER TNILD R pFUPxx naoF WRIER•14,0.C. ABBREVIATIONS d SF STRMCTw,u FARM THE SHEARWALL S HAVE THE SAME V >, FB FLwH BEAM ROOF FRAMING NOTES LABELS FOR PLANS 3A 3B and 3O co c nEA°Ea sEE,aeX.B uxo ,.Br'^""'M^+"^Down wn...,.. L a Hoa - x Nu/ronn.:..o .16121,2.or 12,22 NW MAIN FLOOR SHEAR PLAN& BSMT.FLOOR SHEAR PLAN& d E BB DRAG STRUT TRUER = .',""9V.727:=B= Plan 3A Daylight TOP FLOOR FRAMING PLAN Plan 3A Daylight MAIN FLOOR FRAMING PLAN �— E O GT R•podAxu.rad...ananaBe uA-r-o. ur.1U «s rw*E°eEAM(SEE SHEET IPA Mi1adeM1•011.•(FFR o.Iam7..uA i.& e °R°AMBERIxPo., aP.:a.,ex.a....'Fink.mFA.a.n j g 1' " XEOExo HANGER OFER RTRUSS nA14:SuF...U.N.°.Em Sums a:e e.a.w..e ,y G V.uM(—MANUFACTURER N.°, a•o w wFA O Re.w.en.n.Fl Y. 0 L .ROOF TRUSSES am'"W Xearac.AI**me Ronal = m .0 ''..n..w over ..w...Ma,z 22 n 2»11.61 .., • O MAR . envy eeown .own.Wet le y = Z„ n•o mato. .GIRDER VB e ..1.H PM'U.H.O.. e.mE C 0 0 STRUCTURAL REAM MIV :am"I ��...H..enw,.a C N 0 yy a g N. ^•2161 FRAMING µ%��(M.+.>I1..e.ase..m ma >s< 0Z. «ww.,,..1.e.. ...1.2.N O a (NM..we.e(�en, El .)2)PO5:;`fom "R s. 44,.......91.0,61 r AIX.: 16-05 Vsssw.. E nWF4 By=N. 1MM Xr.: CR 0 OF °RHES:,° BUNDLED STUDS B.eBtu,.m.EMXaa«..e.Ama.~Xna A8.1 14.De not as an.. Ra.m.a�R...mm...M. T•+�«•« 21.11612.2:A S D SHEET TITLE: LATERAL F.B(front to back) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 4.10 kips Design Wind F-B V i= 7.61 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.10 kips Sum Wind F-B V I= 7.61 kips Min.Lwall= 2.57 ft. per SDPWS-08 IBC (EQ .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 2 Max. Grid ID T.A. Lwall LDL eft C 0 w dl V level V abv. V level V abv. 2w/h v i Type lype OTM ROTM Line Us„m OTM ROTM Unet UsuU sum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L1 906.5 41.0 41.0 0.89 0.15 3.80 0.00 2.05 0.00 1.00 1.00 56 P6TN P6TN 104 18.45 113.47 -2.36 -2.36 34.23 84.05 -1.24 -1.24 0.94 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R1a 906.5 40.0 40.0 0.85 0.15' 3.80 0.00 2.05 0.00 1.00 1.00 60 P6TN P6TN 112 18.45 108.00 -2.28 -2.28 34.23 80.00 -1.16 -1.16 1.01 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1813 1813 81.0 70.5=Leff. 7.61 0.00 4.10 0.00 EVe,,nd 7.61 1;VE0 4.10 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V I= 3.27 kips Design Wind F-B V i= 5.92 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 7.37 kips Sum Wind F-B V I= 13.53 kips Min.Lwall= 2.89 ft. IBC per SDPWS-08 (EQ 23.3) Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL,tt, C D w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM U,,.1 Us„m OTM ROTM Un„ U,„m U.„m (sgft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (PIt) (pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 12 836.5" 35.5 36.5 1.00 0.30'- 2.96 3.80 1.64 2.05 1.00 1.00 104 P6TN P6 191 37.24 174.93 -3.95 -3.95 68.32 129.58 -1.76 -1.76 -1.76 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R2 158.9 4.5 8.8 1,00 0.30 0.56 0.72 0.31 0.39 1.00 0.89 175 P6 P6 286 7.08 5.32 0.46 0.46 12.98 3.94 2.36 2.36 2.36 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R3-a.' 401.5 11.5 13.0 1.00 0,30 1.42 1.83 0.79 0.98 1.00 1.00 154 P6 P6 282 17.88 20.18 -0.21 -0.21 32.79 14.95 1.65 1.65 1.65 Ext R3b` 276 7.8 9.3 1.00 0.30 0.98 1.26 0.54 0.68 1.00 1.00 157 P6 P6 288 12.29 9.68 0.37 0.37 22.54 7.17 2.17 2.17 24 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0,0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 , - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 fi 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 vV,„„d 13.53 1'VEo 7.37 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_3 ABD DL Panel Height= 8 ft. Seismic V i= 0.97 kips Design Wind F-B V i= 5.94 kips Max.aspect= 3,5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 8.34 kips Sum Wind F-B V i= 19.46 kips Min.Lwall= 2.29 ft. per SDPWS-08 IBC (EQ .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 2 Max. Grid ID T.A. Lwall Logy en. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM ROTM Unet Uwm OTM ROTM U„et Uwm Ueum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pit) (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 16.88 72.00 -2.86 -2.86 38.93 53.33 -0.75 -0.75 -0.75 Ext L4 275.8 22.5 22.5 1.00 0.40 1.48 3.38 0.24 1.84 1.00 1.00 93 P6TN P6 216 16.68 91.13 -3.41 -3.41 38.93 67.50 -1.31 -1.31 -1.31 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R4 209.6 16.0 16.0 1.00 0.40' 1.13 3.38 0.18 1.84 1.00 1.00 127 CONCRETE 282 16.22 46.08 -1.95 -1.95 36.08 34.13 0.13 0.13 0.13 Ext R5 341.9 26.0 ,26,0 1.00 0.40 1.84 3.38 0.30 1.84 1.00 1.00 82 P6TN P6 201 17.14 121.68 -4.13 -4.13 41.78 90.13 -1.91 -1.91 -1.91 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00', 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1103 1103 84.5 84.5=L eff. 5.94 13.53 0.97 7.37 EV,„„d 19.46 I:VE0 8.34 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL SS(side to side) CT PROJECT#: 15238_3 ABD_DL Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.10 kips Design Wind F-B V I= 9.10 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.10 kips Sum Wind F-B V I= 9.10 kips Min.Lwall= 2.57 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type OTM RoTM Line Uwe, OTM ROTM Unei Ueum Us„m (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 61a" 7252 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 B1 b* 181.3 4.0 9.5 1.00 0.15 0.91 0.00 0.41 0.00 1.00 0.89 115 P6T14 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 6.48 Ext Flb* 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 0.00r 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1813 1813 30.1 30.1=Leff. 9.10 0.00 4.10 0.00 V,„„d 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 Wnd E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wnd Wind Max. Wall ID T.A. Lwall LDL ert. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Roan Unei U,„,,, OTM RorM Urie1 UsLim Us.. (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B2a* 71.1 2.6 6.1 1.00 0.30 0.30 0.77 0.14 0.35 1.00 1.00 188 P6 P4 413 5.49 2.14 1.73 1.73 12.09 1.59 5.43 5.43 6.43 Ext B2b* 71.1 2.6 6.1 1.00 0.30 0.30 0.77 0.14 0.35 1.00 0.46 406 P3 P4 413 5.49 2.14 1.73 1.73 12.09 1.59 5.43 5.43 6.43 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext B3a` 179.8 6.5 12.5 1.00 0.25 0.76 1.96 0.35 0.88 1.00 1.00 190 P6 P4 418 13.88 9.14 0.81 0.81 30.57 6.77 4.08 4.08 4,05 Ext 93b* 96.2 3.5 9.5 1.00 0.25 0.41 1.05 0.19 0.47 1.00 0.62 303 P4 P4 415 7.42 3.74 1.30 1.30 16.35 2.77 4.79 4.79 4.79 - -' 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3 83.65 2.0 5.5 1.00 0.25 0.35 0.34 0.16 0.15 1.00 0.36 446 P3 P4 348 3.57 1.24 1.75 1.75 7.82 0.92 5.18 5.18 5.18 Ext F4 83,65 2.0 5.5 1.00 0.25 0.35 0.34 0.16 0.15 1.00 0.36 446 P3 P4 348 3.57 1.24 1.75 1.75 7.82 0.92 5.18 5.18 5.18 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Int Gael 619.8 13.5 13.5 1.00 0.15 2.62 2.20 1.21 0.99 1.00 1.00 163 P6 P4 358 24.82 12.30 0.98 0.98 54.32 9.11 3.52 3.52 3.52 Int Staid 467.6 10.0 10.0 1,00 0.15 1.98 1.66 0.92 0.75 1.00 1.00 166 P6 P4 364 18.72 6.75 1.28 1.28 40.98 5.00 3.85 3.85 3.85 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 100 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 j 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 L'V,,d 16.18 EVEQ 7.37 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238 3 ABD DL Diaph.Level: 1st Panel Height= 9.14 ft. Seismic V i= 0.97 kips Design Wind F-B V i= 7.10 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 8.34 kips Sum Wind F-B V I= 23.28 kips Min.Lwall= 2.61 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDLef. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Une, Us„, OTM ROTM U,,,, Uem, US= (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 64' 135.1 9.3 ;12.0 1.00 0,40 1.16 3.10 0.16 1.41 1.00 1.00 169 P6 P4 460 14.29 19.98 -0.66 -0.66 38.91 14.80 2.81 2.81 2.81 0 0.0 1 0.0 1.00 0.00` 0.00 0.00 0.00 0.00 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 2.36 246 Ext B5b* 46.88 3.3 9.3 1.00 0.40 0.40 1.07 0.05 0.49 1.00 0.71 235 P6 P4 454 4.96 5.41 -0.18 -0.18 13.50 4.01 3.67 3.67 347 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext FC 275.8 7.7 7.7 1.00 0.40 2.37 1.39 0.32 0.63 1.00 1.00 125 CONCRETE 490 8.74 10.59 -0.26 -0.26 34.35 7.84 3.78 3.78 3.78 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00x 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 0.0011 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 l 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 L'V,„,b 23.28 EV Ea 8.34 Notes: ii denotes a wall with force transfer JOB#: 15238_3 ABD_DL ID: R3ab w dl= 300 plf V eq 2986.7 pounds V1 eq = 1784.2 pounds V3 eq = 1202.4 pounds V w= 5478.9 pounds V1 w= 3273.1 pounds V3 w= 2205.8 pounds -� ► v hdr eq= 134.2 plf -* •H head= A v hdr w= 246.2 plf 1.85 v Fdragl eq= 241 F2 eq= 162 Fdragl w= - ,1 F2 .- 297 H pier= vi 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 v Fdrag3 eq= F4 e•- 162 feet A Fdrag3 w= 441 F4 w= 297 P6 E.Q. 2w/h = 1 P6 WIND H sill= vsill eq= 134.2 plf 3.0 EQ Wind v sill w= 246.2 plf feet OTM 33809 62022 R OTM 66833 49506 T UPLIFT -1649 595 UP sum -1649 595 H/L Ratios: L1= 11.5 L2= 3.0 L3= 7.8 Htotal/L= 0.51 Hpier/L1= 0.56 104 ► 10 Hpier/L3= 0.83 ► L •total = 22.3 feet JOB#: 15238_3 ABD_DL ID: Blab w d1= 150 plf V eq 2050.3 pounds V1 eq = 1640.2 pounds V3 eq = 410.1 pounds V w= 4549.5 pounds V1 w= 3639.6 pounds V3 w= 909.9 pounds _ ► v hdr eq= 66.1 plf •H head= A v hdr w= 146.8 plf 1.08 v Fdragl eq= 582 F2 eq= 146 A Fdrag1 w= 91 F2 .- 323 H pier= v1 eq= 102.5 plf v3 eq= 102.5 plf 5.0 vi w= 227.5 plf v3 w= 227.5 plf feet H total= 2w/h = 1 2w/h = 1 9.08 Y Fdrag3 eq= : 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 4 ► 4 ►4 ► Hpier/L1= 0.31 -4 ► Hpier/L3= 1.25 L total= 31.0 feet JOB#: 15238_3 ABD_DL ID: Flab w d1= 150 plf I V eq 1025.1 pounds V1 eq = 512.6 pounds V3 eq= 512.6 pounds V w= 2274.7 pounds V1 w= 1137.4 pounds V3 w= 1137.4 pounds -_... --_► v hdr eq= 93.2 p/f -► •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 A Fdrag3 w= 620 F4 w= 620 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 93.2 plf 3.0 EQ Wind v sill w= 206.8 plf feet OTM 9308 20655 R OTM 8168 6050 • UPLIFT 115 1365 UP sum 115 1365 H/L Ratios: L1= 2.5 L2= 6.0 L3= 2.5 Htotal/L= 0.83 Hpier/L1= 2.00 ► ► Hpier/L3= 2.00 L total= 11.0 feet r JOB#: 15238_3 ABD_DL ID: F2ab w dl= 150 plf V eq 1025.1 pounds V1 eq = 603.0 pounds V3 eq= 422.1 pounds V w= 2274.7 pounds V1 w= 1338.1 pounds V3 w= 936.7 pounds --► v hdr eq= 88.4 plf --► •H head = A v hdr w= 196.1 plf 1.08 v 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 vi w= 446.0 plf v3 w= 446.0 plf feet H total= 2w/h = 1 2w/h = 0.84 9.08 v Fdrag3 eq= •• F4 e•- 237 feet A Fdrag3 w= 750 F4 w= 525 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 88.4 plf 3.0 EQ Wind v sill w= 196.1 plf feet OTM 9308 20655 R OTM 9083 6728 v UPLIFT 22 1334 UP sum 22 1334 H/L Ratios: L1= 3.0 L2= 6.5 L3= 2.1 Htotal/L= 0.78 0 4 ►4 ► Hpier/L1= 1.67 1o•• 2.38 L total= 11.6 feet JOB#: 15238_3 ABD_DL ID: B2ab w dl= 300 plf V eq 975.4 pounds V1 eq = 487.7 pounds V3 eq = 487.7 pounds V w= 2148.9 pounds V1 w= 1074.5 pounds V3 w= 1074.5 pounds -► ♦ v hdr eq= 79.9 plf -� •H head= A v hdr w= 176.1 plf 2.19 v 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 it, Fdrag3 eq= :1 F4 e.- 280 feet A Fdrag3 w= 616 F4 w= 616 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 79.9 plf 4.1 EQ Wind v sill w= 176.1 plf feet OTM 11041 24326 R OTM 20093 14884 UPLIFT -824 860 UP sum -824 860 H/L Ratios: L1= 2.6 L2= 7.0 L3= 2.6 Htotal/L= 0.93 Hpier/L1= 1.92 01 O. Hpier/L3= 1.92 L total= 12.2 feet JOB#: 15238_3 ABD_DL ID: B3ab w dl= 250 plf V eq 1893.4 pounds V1 eq = 1230.7 pounds V3 eq = 662.7 pounds V w= 4171.4 pounds V1 w= 2711.4 pounds V3 w= 1460.0 pounds — --> v hdr eq= 86.1 plf •H head= A v hdr w= 189.6 plf 2.19 v Fdrag1 eq= 671 F2 eq= 361 A Fdrag1 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 plf feet 2w/h = 1 2w/h = 1 Htotal= 11.29 . Fdrag3 eq= • F4 e•- 361 feet A Fdrag3 w= 1479 F4 w= 796 P6 E.Q. 2w/h = 1 P4 WIND H sill= v sill eq= 86.1 plf 4.1 EQ Wind v sill w= 189.6 plf feet OTM 21376 47095 R OTM 54450 40333 V r UPLIFT -1670 342 UP sum -1670 342 H/L Ratios: L1= 6.5 L2= 12.0 L3= 3.5 Htotal/L= 0.51 ► 4 ►4 ► Hpier/L1= 0.77 . ► Hpier/L3= 1.43 L total= 22.0 feet Title: Job# Dsgnr: Date: 3:46PM, 12 OCT 15 Description: Scope: LkRev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3abd.ecw:15238-B Description 15238-ABD-FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 0.900 k Footing Dimension 1.330 ft 1 Live Load 2.400 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 LReinforcing II Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.287 in2 As Req'd by Analysis 0.0004 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary ' Footing OK 1.33ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,986.40 psf Vu:Actual One-Way 4.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,986.40 psf Vu:Actual Two-Way 25.41 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Mu :Actual Altemate Rebar Selections... 0.70 2 #4's 1 #5's 1 #6's Mn*Phi:Capacity 5.82 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 4:10PM, 12 OCT 15 Description: Scope: Rev 580000 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-2003 �+Square FootingDesign (c)1983-2003 ENERCALC Engineering Software 15238 riverterrace_3abd.ecw:15238-B Description 15238-ABD-FTG2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 II 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 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 0.540 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 1 Title: Job* Dsgnr: Date: 4:10PM, 12 OCT 15 Description: I Scope: Rev: 580000 Page 1 User.KW-0602997,Ver 5.8.0,1-Deo-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 il 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 1 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 % 111 Summary 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,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining 9 Wall Design _ Page 1 II (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=2'NO SOG Criteria I 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 FootingliSoil 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 i Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 0 Top Stem Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 525 psf OK Thickness Rebar Size = # 4 Soil Pressure @ Heel = 382 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Soil Pressure Less Than Allowable Rebar Placed at = Center ACI Factored©Toe = 664 psf Design Data ACI Factored©Heel = 484 psf /FB+fa/Fa = 0.021 Total Force @ Section lbs= 66.9 Footing Shear©Toe = 0.0 psi OK Moment....Actual ft-#= 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Shear Allowable Overturning = 6.13 OK 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 Ford - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= Fs 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 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev: 580010 (4sr.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page z 1983-2003 ENERCALC Engineering Software 15238_riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=2'NO SOG _Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-it Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238 rivenerrace 3abd.ecw:BASEMENTWALL NO (c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=4' NO SOG Criteria I Soil Data IFooting 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 9 Heel Active Pressure 35.0 Toe Width - 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.33 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.66 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 9.00 in FootingiiSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem ' Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary I Stem Construction 1 Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,266 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 128 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear©Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = FootingDesign Results Special Inspection = - Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft-# Masonry Block Type= Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# ft 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: 1 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 —User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 2 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=4' NO SOG _Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev. 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingWall Design _(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 I Footing Strengths&Dimensions M 1 l 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 DensityWater height over heel = 0.0 ft = = 110.00 pcf Footing Thickness 10.00 in Footing poll Friction = 0.400 = Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe0.00 ft Cover©Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem \ Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 11 Stem Construction 0 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 Thickness = 8.00 Soil Pressure @ Toe = 1,547 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 205 psf OK Rebar Spacing = 16.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 1,746 psf 1b/FB+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force @ Section lbs= 899.9 Footing Shear©Toe = 2.4 psi OK Moment....Actual ft-It= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Overturning = 2.38 OK Shear Allowable psi= 93.1 Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. = Mu':Upward = 362 0 ft-# Masonry Block Type= Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# ft psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User-KW-0602997,Ver5.&0,1-Deeri% 3 Cantilevered Retaining Wall Design Page (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 ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010Page 1 User.KW-0802997,Ver 5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design 15238 riverterrace 3abd.ecw:BASEMENTWALL NO _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=10' NO SOG Criteria I Soil Data Footing Strengths&Dimensions 111 Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% - 0.0014 9 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 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 111 Stem Construction Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,761 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 744 psf OK Rebar Spacing = 8.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,990 psf fb/FB+fa/Fa = 0.806 ACI Factored @ Heel = 840 psf Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.87 OK Sliding = 1.51 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 7.58 Lateral Sliding Force = 1,929.4 lbs Wall Weight = 100.0 less 100%Passive Ford - 486.1 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 2,419.6 lbs Masonry Data fm Psi= • Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design ResultsI Special Inspection = Modular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. = Mu':Upward = 1,667 0 ft-# Masonry Block Type= Mu':Downward = 277 12,332 ft-## Concrete Data psi= 3,000.0 Mu: Design = 1,390 12,332 ft4t Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev: 580010 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered RetainingDesign Wall _ Page 2 1 (c)1983-2003 ENERCALC Engineering Software15238_riverterrace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=10'NO SOG ,Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 3:41 PM, 12 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 1 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design 15238_nverterrace 3abd.ecw:l3ASEMENTWALL NO _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=12'NO SOG Criteria Soil Data Footing Strengths&Dimensions M Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf Pc = 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 Width1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootingliSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem AxAxialial Dead Load ive Load = 100. 0.0 0 lbs Axial Load Eccentricity = 0.0 in lbs Design Summary I Stem Construction 1 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 Thickness = 8.00 Soil Pressure @ Toe = 1,810 psf OK Rebar Size = # 5 Soil Pressure @ Heel = 1,092 psf OK Rebar Spacing = 5.00 Allowable = 3,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @ Section lbs= 3,934.4 Footing Shear @Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 3.19 OK Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight = 100.0 less 100%Passive Ford - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design ResultsI Special Inspection = Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 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-# Pc 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 it Dsgnr: Date: 3:41 PM, 12 OCT 15 - Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 LkRev: 580010 Pae 2 User.3-2-03ENE CALCEngineering o Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 15238_riverteRace 3abd.ecw:BASEMENT WALL NO Description CANT RET WALL H=12' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING a Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load @ Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 Table 1.Recommended allowable design values for APA portal frame used on a rigid-base foundation for wind or seismic loadineb,,:" ASD Allowable Design Values per Frame Segment Load Minimum Maximum Ultimate Width(inches) Height(feet) Load(pounds) Sheard(pounds) Deflection(inch) Fodor 8 2,780 1,000 '204.0F 0.32 2.8 16 10, 2,180` 600 s 0.40 3.6 8 4,720" 1,700 i 5& ' 0.32 2.8 24 10 3,6301,000 `3t'"7't`HF 0.34 3.6 (a)Design values are based on use of Douglas-fir or southern pine framing.For other species of framing,use the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing This adjustment shall not be greater than 1. (b)far construction as shown in figure 1. (c)Values are for o single portal frame segment(one vertical leg and a portion of the header).For multiple portal framer segments,allowable design values can be multiplied by number of frame segments(e.g.,two=2x,three=3x,etc.). (d)Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e)The allowable shear value is permitted to be increased by 40 percent for wind design., Figure 1.Construction details for APA portal-frame design with hold downs EXTENT OF HEADER �.;. v DOUBLE PORTAL FR (T AME WO BRACED WALL PANELS) EXTENT OF HEADER =.... . SHERTMtN(3 fILLER:=; ,� .__ ..._._ SINGLE PORTAL FRAME(ONE BRACED WALL PMEL)---_- saED' .� { Met S X It 25-Net HEADER . .. r . 8'.TO1lr— -..--� 11 fT1[ I;. '- toa6i.H. f FASTEN TOP PLATE TO HEADER WITH TYYO „vote a e; 7YPK:A.PQRTAt`-, 160 FRAME HEADER ..y -.� ROWS Of te65i1'eCER RR"-ASTO.C_TVP. STRAP ,`r CDtiSTRLiGTWN 9! 1 e3. 2 ROWS STRAP •,... two LB STRAP OPPOSITE SHEATHING NO.LGrA2q I I I1, �.. 3^O C (REF.NO. LSTAMI). I.' l`FASTEN SHEATHING TO HEADER WF(H$0 COMMON OR FOR A PANEL., l+' , t- GALVANIZED BOXNAK8IN9"GR70PATTERN+rSMORNAND ` (IF III NEEDED).PAlEL i~'MN 1X4' MAX, 1.,.I. 3"O.C.IN ALL FRAMINGtemes.ffiOdo4G.AND SILLS)TYP I j` EOGEB SMAtL 'J 1 FRAMING '. HE BHT I.. ,WILtTH(SEE TABLE tt i 3`.. DCt A . rte. . ,, coax4oN Itloex i i i ..' W(H!NMIDDLE M` r1 .f. f TWE', i. I I ---MIN.(2)2X4. T / I i OF WAame:laHT. i5 IP SEN.()2X4 i I ONE ROW OF 3" 1. , DOWN j ' Ly av IIAN.THICKNESS WOOD: ) • O.C.HAILING IB -; DEVICE I - --- STRUCTURAL.PANEL SHEATHING I = REQUIRED NEAGH : IREF NO '': 3 -� MIH AA LB STRAP TYPE:TEi 00WN DEVICE tEkeEDDED PANEL EDGE , sm°14) a- -- INTO CONCRETE AND NAILED INTO FRAMING).(METALLED . MN.teDLf lB t. PER MANUKACTURER-(REF.NO STHDt4.) TTE O%w i 4_ 1 MIN 2"x2'x3tte'PLATE WASHER DEVICE(REf F i- ore wow,.ANCHOR BOLT WITH 1"MN EMBEDMENT t ti'i g7){pe i. t ^--. .FOUNDATION .,� - ;. _.. ) 4--A secfuan A-A file9MT ELEVATiON SIDE ELEVATION (ONE PORTAL FRAME SEGMENT), 6 Wil r 0i F.' 2 C 2010 APA-The Engineered Wood As<aeianon EL4Roseburg J11 10-12 12:58pm Farnst Ftroducts C omp ny 1 of 1 CS Beam 4.21.0.1 ImtBeamEngine 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: U480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 VitAC�V ;.,,-..,v:1!.., ..,. ` ' .' vie?.,. .Lair a-.e.. MSP,.r :,.. 18 3 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#(368p10 177#(110p1f) 2 589#(368p10 177#(110p1f) Design spans 18' 4.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3519.'# 7280.7t 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% Snovv=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of theirrespec veowners KAMI L HENDERSON Strong-Tie copyrightzots SimpsonEWP MANAGER (C) by Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorioist,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 J3 BASEMENT 10-12-15 s Roseburg 12:57pm 4£vsmst Prouktcts Company 1 of 1 CS Beam 4.21.0.1 lcmBeamEngine 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 a y�'i '``' t 5 ✓ . rr� ,�, 'r S. „t ,xi. v'''a a .a I` 'S n 7 3 0 9 5 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 point loads(or line loads)to carrying members Live Dead 1 179#(134p1f) 42#(31p1f) 2 524#(393p1f) 141#(105p1f) 3 597#(448p1f) 172#(129p1f) 4 220#(165p1f) 59#(44p1f) Design spans 7' 0.375" 9' 5.000" 9' 4.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 560.'# 2820.'# 19% 21.82' Odd Spans D+L Negative Moment 693.W 2820.'# 24% 16.67' Adjacent 2 D+L Shear 399.# 1220.# 32% 16.67' Adjacent 2 D+L End Reaction 279.# 1151.# 24% 26.25' Odd Spans D+L Int.Reaction 769.# 1775.# 43% 16.67' Adjacent 2 D+L TL Deflection 0.0480" 0.4682" L/999+ 21.82' Odd Spans D+L LL Deflection 0.0398" 0.2341" L/999+ 21.82' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON S}����Tie co ri nt c zots sim EWP MANAGER trong'. py g O by pson Strang-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