Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (15)
� s21,<. 7hcrki CT ENGINEERING g� 16 Structural Engineers MAY 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) Bu k53 1~7�y T 1„ ��. 8 4 ,$i µ,.��it #15238 Structural Calculations ��p PRO. 1 �� „GINE� � River Terrace 60 Plan 5 DL ;It4d Elevation A in% RE Tigard, OR 4'7esT2 ' 0``��1� 10 11 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)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard,OR DESIGN SUMMARY: (Note-Dual reference for Plan 5 also includes Plan 4015) 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 5 ABD DL ROOF Roofing-asphalt shingles 3.5 psf Misc. 0.9 psf 5/8"plywood (O.S.B.) 2.2 psf Framing at 24"o.c. 3.0 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF FLOOR floor finish 2.0 psf NO gypsum concrete 0.0 psf 3/4"plywood(O.S.B.) 2.7 psf TJIs at 16"o.c. 4.3 psf Insulation 1.0 psf (1)5/8"gypsum ceiling 2.8 psf Misc. 2.2 psf FLOOR DEAD LOAD 15.0 PSF 19 S9.1 4x8 OR (2D 2x10 HDR (2� 2x10 1DR (2) 2x10 HDR (2) 2x10 HDR (3) 2x10 HDR pig _n - ' ro RS.a2112.5AJ RB.a2 R8.33 P.RB.a5 i 1 N - I- =1 J 0 • 1 V} _J [V 40 a - '-- to, of b f W C4 cn 122"xTIC30 1 I AT % ® IACCESS / � 4 \\ / 1 r }-'c L--- i---C (" ro \ / do \ / 0 \ / ci- RI) 0 \ _ cv '° \\ tn / bi}ro Y N �. ry g 1 o F- / I �o \ o a / w x \ zir 0 arro 59.1 ro E L _ Ip, o-2- 0 � 0 1 Q (.5H \ 4.•"I }\ C 19 ro CV \ S9.1 y j C 7E1 ::J:::'�. ji.r. t J C� . .. . ............7 D co 1 ro l.7. •• I 2cc P7 i X . :.:" AB.a1- RB.ail 1 04 vs PG :" ...AMR AS SAS AS C J 1 m ® .:"!�.SG3'.": .'::.�'::::::.':::':'. RB.2 GT.a4 0 N G.T. k �a)H2.5A G.T. (2)H2.5A \ 2 2x10 HDRL12)2x'0 HDR/ (2)H2.5A (2)H2.5A I RB.a12 r---- --� I RB.a13 1 I I r1- E_____Q GABLti USS Q SA> * J L GABLE EVD TRUSS L RB.a10 RE.a10Anh 16 S9.0 Title: Job# Dsgnr: Date: 9:44AM, 14 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_5abd.ecw:15238-5A Description 15238-5A-GT RXNS [limber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 GT.al(RXN ONLY) GT.a3(RXNS GT.a4(RXN ONLY) ONLY) Timber Section 4x8 4x8 4x8 Beam Width in 3.500 3.500 3.500 Beam Depth in 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Timber Grade Douglas Ar- Douglas Fir- Douglas Ar- Larch,No.2 Larch,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Repetitive Status No No No Center Span Data II Span ft 43.00 20.00 12.00 Dead Load #/ft 75.00 30.00 30.00 Live Load #/ft 125.00 50.00 50.00 Dead Load #/ft 300.00 300.00 Live Load #/ft 500.00 500.00 Start ft 5.500 End ft 20.000 6.000 Point#1 DL lbs 1,612.50 1,612.50 LL lbs 2,687.50 2,687.50 ©X ft 5.500 6.000 Results Ratio= #.#### #.#### 7.2052 III Mmax @ Center in-k 554.70 599.57 258.48 @ X= ft 21.50 9.36 6.00 fb:Actual psi 18,091.1 19,554.4 8,430.1 Fb:Allowable psi 1,170.0 1,170.0 1,170.0 OverStress OverStress OverStress Tv:Actual psi 248.1 525.2 338.3 Fv:Allowable psi 180.0 180.0 180.0 Overstress Overstress OverStress Reactions II @ Left End DL lbs 1,612.50 3,045.94 2,336.25 LL lbs 2,687.50 5,076.56 3,893.75 Max.DL+LL lbs 4,300.00 8,122.50 6,230.00 ©Right End DL lbs 1,612.50 3,516.56 1,436.25 LL lbs 2,687.50 5,860.94 2,393.75 Max.DL+LL lbs 4,300.00 9,377.50 3,830.00 Deflections Ratio>240 I Ratio>240 I Ratio>240 I 11 Center DL Defl in -32.440 -7.571 -1.037 UDefl Ratio 15.9 31.7 138.8 Center LL Defl in -54.067 -12.619 -1.729 UDefl Ratio 9.5 19.0 83.3 Center Total Defl in -86.508 -20.190 -2.766 Location ft 21.500 9.920 5.856 UDefl Ratio 6.0 11.9 52.1 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: :565K3_sioglattago4,;.---on.2,703.a. Timber Beam &Joist Page 1 Deo2003 15238 nverterrace 5abd.ecw.15238-5At ering S03.areescription 15238-5A-ROOF BEAMS(1 of 2) imber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB al RB a2 RB.a3 RB.a4 RB.a5 RB a6 RB.a8 TimberSection 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber GradeHem Fr,No.2 HemFr,No.2 Hem Fr,No .2 Hem Fr,No.2 Hem Fr,No.2Hein Fr,No.2 HemFr,No.2 FbBasic Allow psi 850.0 850.0 850.0850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No ` Center Span Data 1 Span ft 4.00 2.00 3.00 4.00 3.00 2.50 5.00 Dead Load #/ft 75.00 356.30 357.00 357.00 75.00 75.00 75.00 Live Load #/ft 125.00 593.80 594.00 594.00 125.00 125.00 125.00 Point#1 DL lbs 1,612.50 1,612.50 LL lbs 2,687.50 2,687.50 X ft 3.750 0.500 Results Ratio= 0.1200 0.1425 0.3210 0.74320.5744 0.0469 0.1875 Mmax Center in-k 4.80 5.70 12.84 29.73 22.98 III 1.87 7.50 X= ft 2.00 1.00 1.50 2.29 0.50 1.25 2.50 fb:Actual psi 112.2 133.2 300.1 694.9 537.0 43.8 175.3 Fb:Allowable psi935.0 935.0 935.0 935.0 935.0 935.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 13.3 11.9 37.6 77.9 146.7 5.2 18.8 Fv:Allowable psi Shear OK 150.0 Shear OK O Shear OK 150.0 Shear OK O Shear OK 50.O Shear OK 150.0 Shear OK O Reactions r Left End DL lbs 150.00 356.30 535.50 814.78 1,456.25 93.75 187.50 LL lbs 250.00 593.80 891.00 1,355.97 2,427.08 156.25 312.50 Max.DL+LL lbs 400.00 950.10 1,426.50 2,170.75 3,883.33 250.00 500.00 Right End DL lbs 150.00 356.30 535.50 2,225.72 381.25 93.75 187.50 LL lbs 250.00 593.80 891.00 3,707.53 635.42 156.25 312.50 Max.DL+LL lbs 400.00 950.10 1,426.50 5,933.25 1,016.67 250.00 500.00 LDeflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OKIII Center DL Defl in -0.002 -0.000 -0.003 -0.011 0.004 0.000 0.004 UDefl Ratio 28,581.0 48,129.7 14,232.7 4,484.3 10,231.1 117,067.8 14,633.5 Center LL Defl in -0.003 -0.001 -0.004 -0.018 -0.006 -0.000 • -0.007 UDefl Ratio 17,148.6 28,879.4 8,554.0 2,694.0 6,138.7 70,240.7 8,780.1 Center Total Defl in -0.004 -0.001 -0.007 -0.029 -0.009 -0.001 -0.011 Location ft 2.000 1.000 1.500 2.080 1.320 1.250 2.500 UDefl Ratio 10,717.9 18,049.3 5,342.9 1,682.9 3,836.7 43,900.4 5,487.6 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: L( Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist Page 1 1 c)7983.2003 ENERCALC Engineering Software 15238_riverterrace_Sabd.ecw:15238-5A Description 15238-5A-ROOF BEAMS (2 of 2) [Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined il RB.a10 RB.a14 Timber Section 2-2x10 4x12 Beam Width in 3.000 3.500 Beam Depth in 9.250 11.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Hein Fir,No.2 Douglas Fir- Larch,No.2 Fb-Basic Allow psi 850.0 900.0 Fv-Basic Allow psi 150.0 180.0 Elastic Modulus ksi 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type wn Repetitive Status Sawn No 58 No [Center Span Data Span ft 6.50 2.50 Dead Load #/ft 75.00 75.00 Live Load #/ft 125.00 125.00 Point#1 DL lbs 3,045.90 LL lbs 5,076.60 @ X ft 1.250 1 jklesults Ratio= 0.3169 0.8731 II Mmax @ Center in-k 12.67 62.79 @ X= ft 3.25 1.25 fb:Actual psi 296.3 850.5 Fb:Allowable psi 935.0 990.0 Bending OK Bending OK fv:Actual psi 27.0 157.2 Fv:Allowable psi 150.0 180.0 Shear OK Shear OK Reactions ©Left End DL lbs 243.75 1,616.70 LL lbs 406.25 2,694.55 Max.DL+LL lbs 650.00 4,311.25 ©Right End DL lbs 243.75 1,616.70 LL lbs 406.25 2,694.55 Max.DL+LL lbs 650.00 4,311.25 _Deflections Ratio OK Deflection OK Center DL Defl in -0.012 -0.003 UDefl Ratio 6,660.7 11,203.6 Center LL Defl in -0.020 -0.004 UDefl Ratio 3,996.4 6,722.1 Center Total Defl in -0.031 -0.007 Location ft 3.250 1.250 UDefl Ratio 2,497.7 4,201.3 4 s1HD14 00 59.0 Q STHD14 STHD14 �T �6x12 HDR 6x12 HDA 6x12 1 V449-4D3 -4413-14U4- ��1Y7'O-'F'�1tZ 6210 HDR 35x9 GLB HCRmo + "- - -5---``---i-' 1 1--IB.a2 B.a3 B.a4 B.a3 1// / // Csi SII ,// 2x LEDGER '\— cn 0 x nu 1 a L m �. x 3� j a -o> e-- -11 w m I r I' \44 FRAMING C Q o AT 24. O.C. a< ■ _J u1 = 4 0 CC tV B.a1O B. B.a12 -3,5s4$&-BEAM-$EB-7777-. j - -BES;-ta-----3. 710'5 tan-DH , , i C? I ���- .�._ 2 P4 1 �` 1 59.0 �_ B.a5 3 x '. F-- 31J.D n , 4x10 11 �� r-�F111�H Ht11R 4rt10 FOR I 'y 7 0 / F\ STAIR / . _ s, � 'hi SfHDl14 1 STlD14- Pa THD1^� ` \\FRAMING OPEN - o �r4 i TO on I N I'�./ - /I �\ / BELOW 113V A / \ 1 \ 3 \\ 0 / /"• F__-- / \\ I STHD14mil Pa STHD14 1 1 OI�i s.5xt�.BIG BEAM FB J 11 11 11 '- �rj t• p 1___I 5.-x18 LB H R B.a13 I rt B.a14 6X6 ! 16 0 r: </ L m ‘no N h. N Co I N 1 R J cc r B.a1B o r. -. 0o B.al6 © 2 2x1( HDR m in __ I __..__ 11 / 5.1:5x12 GLB I-DR / \ I - \ / 1 L_B.a15 tilivL STHD14 STHD 4EU P3 ill ^2x10 HD 2)2x10 HDR 2)2x10 HDF vir P `� I•• . STHD14 8 THD14 AN LEDGER S1 2 MONO TRUSSES 5 AT 24" D.C. 59.1 1 Title: tion: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Descrip Scope: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5A-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 B.al B.a2 B.a3 B.a4 B.a5 B.a6 B.a7 Timber Section 6x10 3.125x9 4x10 6x12 2-2x10 2-2x10 4x10 Beam Width in 5.500 3.125 3.500 5.500 3.000 3.000 3.500 Beam Depth in 9.500 9.000 9.250 11.500 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir,24F- Douglas Fr- Douglas Fr- Hem Ar,No.2 Hem Fir,No.2 Douglas Fir- Larch,No.1 V4 Larch,No.2 Larch,No.1 Larch,No.2 Fb-Basic Allow psi 1,000.0 2,400.0 900.0 1,000.0 850.0 850.0 900.0 Fv-Basic Allow psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Elastic Modulus ksi 1,700.0 1,800.0 1,600.0 1,700.0 1,300.0 _ 1,300.0 1,600.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 4.00 6.00 3.00 6.00 2.50 6.00 4.00 Dead Load #/ft 230.00 200.00 200.00 207.50 75.00 75.00 110.00 Live Load #/ft 450.00 400.00 400.00 390.00 125.00 125.00 130.00 Dead Load #/ft 330.00 360.00 360.00 330.00 125.00 125.00 60.00 Live Load #/ft 550.00 600.00 600.00 650.00 200.00 200.00 25.00 Start ft 1.750 End ft 4.000 5.000 1.250 Point#1 DL lbs 1,612.50 1,612.50 1,436.20 LL lbs 2,687.50 2,687.50 2,393.70 1.250 LL Results Ratio= 0.9478 0.8320 0.3907 0.9039 0.1230 0.7087 0.8334 il Mmax @ Center in-k 78.41 8424 21.06 109.58 4.92 28.35 44.93 @ X= ft 1.76 3.00 1.50 3.41 1.25 3.00 1.25 fb:Actual psi 947.8 1,996.8 421.9 903.9 115.0 662.7 900.1 Fb:Allowable psi 1,000.0 2,400.0 1,080.0 1,000.0 935.0 935.0 1,080.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 109.2 187.7 52.9 162.6 13.6 63.3 136.8 Fv:Allowable psi 180.0 240.0 180.0 180.0 150.0 150.0 180.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions ©Left End DL lbs 1,575.86 1,680.00 840.00 1,853.75 250.00 600.00 1,270.67 LL lbs 2,759.77 3,000.00 1,500.00 3,513.75 406.25 975.00 1,932.04 Max.DL+LL lbs 4,335.62 4,680.00 2,340.00 5,367.50 656.25 1,575.00 3,202.70 ©Right End DL lbs 1,699.14 1,680.00 840.00 2,653.75 250.00 600.00 680.53 LL lbs 2,965.23 3,000.00 1,500.00 4,763.75 406.25 975.00 1,012.91 Max.DL+LL lbs 4,664.37 4,680.00 2,340.00 7,417.50 656.25 1,575.00 1,693.45 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 1 Center DL Defl in -0.009 -0.048 -0.003 -0.018 -0.001 -0.023 -0.009 UDefl Ratio 5,259.6 1,506.7 13,028.4 4,042.0 43,900.4 3,175.7 5,162.8 Center LL Defl in -0.016 -0.085 -0.005 -0.033 -0.001 -0.037 -0.014 UDefl Ratio 3,040.9 843.8 7,295.9 2,177.3 27,015.6 1,954.3 3,331.1 Center Total Defl in -0.025 -0.133 -0.008 -0.051 -0.002 -0.060 -0.024 Location ft 1.968 3.000 1.500 3.096 1.250 3.000 1.840 UDefl Ratio 1,926.9 540.9 4,676.9 1,415.1 16,724.0 1,209.8 2,024.7 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope.: Rev: 58W-0602997, 8Page 1 User.Kw-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist 15238 riverterrace_5abd.ecw:15238-5A (c)1983-2003 ENERCALC Engineering Software Description 15238-5A-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 111 B.a8 B.a9 B.a10 Bali B.a12 B.a13 B.a14 Timber Section 4x10 4x10 MicroLam:3.5x14 MicroLam:3.5x14 3.125x10.5 MicroLam:3.5x14 5.5x18 Beam Width in 3.500 3.500 3.500 3.500 3.125 3.500 5.500 Beam Depth in 9.250 9.250 14.000 14.000 10.500 14.000 18.000 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Rosboro,Bigbeam Rosboro,Bigbeam Douglas Fir,24F- Rosboro,Bigbeam Douglas Fir,24F- Lardi,No.2 Larch,No.2 2.2E 2.2E V4 2.2E V4 Fb-Basic Allow psi 900.0 900.0 3,000.0 3,000.0 2,400.0 3,000.0 2,400.0 Fv-Basic Allow psi 180.0 180.0 300.0 300.0 240.0 300.0 240.0 Elastic Modulus ksi 1,600.0 1,600.0 2,200.0 2,200.0 1,800.0 2,200.0 1,800.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Manuf/Pine Manuf/Pine GluLam Manuf/Pine GluLam Repetitive Status No No No No No No No [Center Span Data Span ft 3.25 3.00 4.50 4.00 10.00 8.50 20.00 Dead Load #/ft 225.00 225.00 207.50 135.00 213.00 180.00 180.00 Live Load #/ft 600.00 600.00 420.00 360.00 568.00 320.00 480.00 Point#1 DL lbs 520.00 520.00 LL lbs 520.00 520.00 @ X ft 3.000 8.000 [Results Ratio= 0.2425 0.2066 0.0703 0.0694 0.8501 0.1672 0.5798 Mmax @ Center in-k 13.07 11.14 19.06 18.94 117.15 57.35 396.00 X= ft 1.62 1.50 2.25 2.53 5.00 4.39 10.00 fb:Actual psi 261.9 223.1 166.7 165.7 2,040.2 501.6 1,333.3 Fb:Allowable psi Bending OK 1,080.0 Bending OK 1,080.0 Bending OK 3,000.0 2,400.0 3,000.0 2,299.6 Bending OK 3,000.0 Bending OK Bending OK Bending OK fv:Actual psi 32.8 28.0 21.1 20.8 148.5 49.2 85.6 Fv:Allowable psi 300.0 240.0 Shear OK 180.0 Shear OK 180.0 Shear OK 300.0 Shear OK 300.0 Shear OK 240.0 Shear OK Shear OK Reactions ©Left End DL lbs 365.62 337.50 466.87 400.00 1,065.00 795.59 1,800.00 LL lbs 975.00 900.00 945.00 850.00 2,840.00 1,390.59 4,800.00 Max.DL+LL lbs 1,340.62 1,237.50 1,411.87 1,250.00 3,905.00 2,186.18 6,600.00 @ Right End DL lbs 365.62 337.50 466.87 660.00 1,065.00 1,254.41 1,800.00 LL lbs 975.00 900.00 945.00 1,110.00 2,840.00 1,849.41 4,800.00 Max.DL+LL lbs 1,340.62 1,237.50 1,411.87 1,770.00 3,905.00 3,103.82 6,600.00 [Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.002 -0.001 -0.001 -0.001 -0.088 -0.013 -0.135 UDefl Ratio 25,504.1 32,426.2 49,664.7 52,558.1 1,358.8 7,753.3 1,782.0 Center LL Defl in -0.004 -0.003 -0.002 -0.002 -0.236 -0.022 -0.359 UDefl Ratio 9,564.0 12,159.8 24,536.7 29,134.0 509.5 4,534.6 668.3 Center Total Defl in -0.006 -0.004 -0.003 -0.003 -0.324 -0.036 -0.494 0 5.000 Location ft 1.625 1.500 2.250 6,955.7 8,843.5 16,423.0 18,74 87 4.284 10.000 UDefl Ratio 7 3 0.6 2 861.2 486.0 Title: Job# Dsgnr: Date: 9:44AM, 14 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_riverterrace5abd.ecn:15238-5A Description 15238-5A-Top Floor Beams(3 of 3) Timber Member Information 3ode Ref 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 11 B.a15 B.a16 B.a17 B.a18 FP.a DNE Timber Section 2-2x10 5.125x12 2-2x10 2-2x10 4x10 3.125x13.5 Beam Width in 3.000 5.125 3.000 3.000 3.500 3.125 Beam Depth in 9.250 12.000 9.250 9.250 9.250 13.500 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fr,No.2 Douglas Fr,24F- Hem Fr,No.2 Hem Fir,No.2 Douglas Fr- Douglas Fr,24F- V4 Lards,No.2 V4 Fb-Basic Allow psi 850.0 2,400.0 850.0 850.0 900.0 2,400.0 Fv-Basic Allow psi 150.0 240.0 150.0 150.0 180.0 240.0 Elastic Modulus ksi 1,300.0 1,800.0 1,300.0 1,300.0 1,600.0 1,800.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn GluLam Sawn Sawn Sawn GluLam Repetitive Status No No No No No No Center Span Data Span ft 3.00 16.00 5.00 3.00 5.00 15.33 Dead Load #/ft 75.00 181.30 75.00 405.00 75.00 26.30 Live Load #/ft 125.00 350.00 125.00 675.00 125.00 70.00 Dead Load #/ft 185.00 65.10 75.00 120.00 75.00 Live Load #/ft 360.00 108.50 125.00 320.00 200.00 Start ft End ft Cantilever Span Span ft 2.00 Uniform Dead Load #/ft Uniform Live Load #/ft 70.00 70.00 Point#1 DL lbs LL lbs 25.00 @ X ft 25.00 2.000 I IIIResults Ratio= 0.2514 0.9169 0.3750 0.5130 0.3304 0.1468 . Mmax @ Center in-k 10.06 270.68 15.00 20.52 17.81 33.45 @ X= ft 1.50 8.00 2.50 1.50 2.50 7.60 Mmax @ Cantilever in-k 0.00 0.00 0.00 0.00 0.00 -3.27 fb:Actual psi 235.1 2,200.7 350.6 479.6 356.9 352.4 Fb:Allowable psi 935.0 2,400.0 935.0 935.0 1,080.0 2,400.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 29.5 121.0 37.6 60.1 38.3 23.1 Fv:Allowable psi 150.0 240.0 150.0 150.0 180.0 240.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 390.00 1,971.20 375.00 787.50 375.00 196.20 LL lbs 727.50 3,668.00 625.00 1,492.50 812.50 536.55 Max.DL+LL lbs 1,117.50 5,639.20 1,000.00 2,280.00 1,187.50 732.75 ©Right End DL lbs 390.00 1,971.20 375.00 787.50 375.00 274.58 LL lbs 727.50 3,668.00 625.00 1,492.50 812.50 713.94 Max.DL+LL lbs 1,117.50 5,639.20 1,000.00 2,280.00 1,187.50 988.52 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK r Center DL Defl in -0.002 -0.274 -0.008 -0.004 -0.006 -0.027 UDefl Ratio 19,542.6 702.0 7,316.7 9,678.2 10,506.1 6,936.1 Center LL Defl in -0.003 -0.509 -0.014 -0.007 -0.012 -0.075 UDefl Ratio 10,476.4 377.3 4,390.0 5,106.6 4,849.0 2,439.1 Center Total Dell in -0.005 -0.782 -0.022 -0.011 -0.018 -0.102 Location ft 1.500 8.000 2.500 1.500 2.500 7.665 UDefl Ratio 6,820.2 245.4 2,743.8 3,342.8 3,317.7 1,804.6 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 Page 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam &Joist 15238 riverterra�Sabd.ecw:age8-SA (c)1983-2003 ENERCALC Engineering Software Description 15238-5A-Top Floor Beams(3 of 3) 0.010 Cantilever DL Defl in 0.010 Cantilever LL Defl in 0.028 Total Cant.Defl in 1, 0.039 UDefl Ratio I i , , e __-_____, .. BB.a5P.T 6\4DF \On`\ �� 6xE PT DOST \ Ci Y O U W= o LO F 1- 0:< - aQ m'- N N O STHD14 (P4 \ £THD14 0 0 STHD I , 4x10 -IDR 4r10 H • A ' .(10 H)R'; 4x 0 HD.T`'4x10 HDR ' BB,al, BB.a2 BB.a3 EB.a4 BB a3 _ SIM SIk (3 c `D� re(-) o O o �N C {i -tea C 1-1 V O F i ''4 4 :=1:83 Niiiaiiiiiimeme r!N , srO. - ----STAIR FRANINQ_-- -'f 'x6 •0 N / ENI JOIS- 1K --><-1.- 4 4 I FI IRIS 1 R�-/ 2 ��'{� iCio MR I ABOVE 1 I `� lir 1 L___J BB.a6 ° -PROVIDE• • I JO T CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKING BELOW ACROSS TO CUT DOWN JOIST SPAN (PER • BEARING WALL ABOVE . RODNEY'S INSTRUCTION). JOISTS FRAME OVER •• • THE PONY WALL WITH I-JOIST BLOCKING 5THD14IC) SND14 UNDER BEARING WALL ABOVE / • 0 18 r o IN 56.0 j L m - ADDED ANOTHER JOIST a SUPPORT (PER RODNEY) _ •N •• 0 4X8 HDR CS.ai 7 • S6.0 • • • • • • I • 9 56.0 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 Timber Beam & Joist Page 1 1 User. 0 ENE,Ver C5.En ine 1-Dec-2003 So 15238 rivertenace 5abd.ecw:15238-5A .i(c)1983-2003 ENERCALC Engineering Software Description 15238-5A-Bottom Floor Beams Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 BB.al BB.a2 BB.a3 BB.a4 BB.aS BB.a6 BB.a7 Timber Section 4x10 4x10 4x10 4x10 6x8 2-2x10 MicroLam:1.75x11. Beam Width in 3.500 3.500 3.500 3.500 5.500 3.000 1.750 Beam Depth in 9.250 9.250 9.250 9.250 7.500 9.250 11.875 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fr- Douglas Fr- Douglas Fir- Douglas Fir- Douglas Fr- Hem Fr,No.2 Truss Joist- Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.2 Larch,No.1 MacMillan, Fb-Basic Allow psi 900.0 900.0 900.0 900.0 1,000.0 850.0 2,600.0 Fv-Basic Allow psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,700.0 1,300.0 1,900.0 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 Manuf/Pine Repetitive Status No No No No No No No Center Span Data 1 Span ft 4.00 6.00 3.00 5.00 7.25 2.00 4.00 Dead Load #/ft 275.00 415.00 152.00 82.50 325.00 80.00 Live Load #/ft 600.00 840.00 405.00 220.00 600.00 80.00 Dead Load #/ft 325.00 360.00 Live Load #/ft 600.00 600.00 Start ft End ft Point#1 DL lbs 840.00 LL lbs 1,500.00 @ X ft 0.250 Point#2 DL lbs 1,853.70 LL lbs 4,763.70 @ X ft 0.250 Results Ratio= 0.4118 0.8766 0.5547 0.6768 0.4625 0.1387 0.0415 ill Mmax©Center in-k 22.20 47.25 29.90 36.48 23.85 5.55 3.84 ©X= ft 2.00 3.00 1.50 1.70 3.62 1.00 2.00 fb:Actual psi 444.8 946.7 599.1 731.0 462.5 129.7 93.4 Fb:Allowable psi 1,080.0 1,080.0 1,080.0 1,080.0 1,000.0 935.0 2,600.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Tv:Actual psi 52.8 90.5 75.1 65.7 33.2 11.6 11.8 Fv:Allowable psi Shear OK 180.0 Shear OK 180.0 Shear OK 180.0 180.0 180.0 150.0 285.0 Shear OK Shear OK Shear OK Shear OK Reactions 1 Left End DL lbs650.00 825.00 1,162.50 2,939.01 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 6,963.01 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 9,902.03 1,096.56 925.00 320.00 ©Right End DL lbs 650.00 825.00 1,162.50 514.68 299.06 325.00 160.00 LL lbs 1,200.00 1,800.00 2,160.00 1,325.68 797.50 600.00 160.00 Max.DL+LL lbs 1,850.00 2,625.00 3,322.50 1,840.37 1,096.56 925.00 320.00 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.005 0.022 -0.004 0.011 0.016 0.000 0.001 UDefl Ratio 9,470.6 3,316.3 9,414.1 5,582.2 5,576.4 52,764.9 48,333.8 Center LL Defl in -0.009 -0.047 -0.007 -0.027 0.042 0.001 0.001 UDefl Ratio 5,129.9 1,520.0 5,066.6 2,226.6 2,091.2 28,581.0 48,333.8 Center Total Defl in -0.014 -0.069 -0.011 -0.038 -0.057 -0.001 -0.002 Location ft 2.000 3.000 1.500 2.340 3.625 1.000 2.000 UDefl Ratio 3,327.5 1,042.3 3,293.9 1,591.7 1,520.8 18,539.0 24,166.9 :,,,__ 1 ♦ 14'-11" { T-6y" 7'-6y4 ® 5�" c L _ 444 { {. r --1 L °" --I-4_ I r� -I [$1 11 24W�43x12"FC 1 40'-0_ 141-114/4.' 41-0" 1.-10y, 19'-2" ,. r___, I-1o'-o "1 --, ,.------F-6 _ I T.0 S. L__J CONC. SLAB I-9'-5%"I "I' 10 w T.O.S. v S6.0 sTHD14 ,x+;_--r-- P4 . ST4D74 pa _ STHD74 J F-v r r 18 ® I-9'-3$J 2x4 PONY WALL I-10'-146"1 ® 18 1 6.2 -7'-11 SWI S6 e I-7'-11414-* 1 18 18 I S6. lo i 56.2 I, � \ I I 3.-63/4" 3.-634" I Ov II I �- o -1{-4'-115" I -4'-111i"I < ILI r-I--, r-I-1 r-I , r-I--1 r-I-, r-I--i r'I ______±.6_1_43_6131110_ I ° I I ° I I ° v L__J L-- L--J L--J 0 I IMF. O II FTG1 CS.2 Eiiil j __,_ v •�-2'-1115' 'a Z BASEMENT 'ol I 76 ®� FINISHED FLOOR I-2'-11/ 1-• p I �-Z♦�i D4 15'-8y4 �� t 4'-11' t 3'-8" t 4-52 � 11'-3y4 , 1s o r-r, r-r, r---� r I I i I 1 I I �I__ I _ '_'-'� 18 I. S6. I I I 1 I I I I L__J L__J L J L__J S6' I 110 '-i1_r-214.1 rr2x4 PONY III 18 FTG2 • I-1'-2ve"I e [WALL I -2v4" I S6 NMI-3•_8%1 ® I J •,,,"W., AV,,,,,,. ,,,,.,IV,o♦iue ,i ykrii co;i i. .,hili c P6 1�STH014 \ STHD141 T STHDI STHD14-7 ' " I 1 P4 J I� IB � , a ____ � y 1tao ♦ 20DY2 ♦ B' 6ya" { 11 3y - FRAMING FOR FURNACE 1 30"x30"il0 PROVIDE.I 0157 - r PLATFORM ABOVE a FTG W/(3) f.. BLOCKING ABOVE 1- '• < w THICKENED SLAB 4 t4 EA. WAY-) I.'. PONY WALL ,- 1 el ADDED ANOTHER JOIST SUPPORT (PER RODNEY) I L ti 1 .... _. STHD14 STHD141 11_ 1 - .-.-2x&PONY.WALL FOR I .f ®i SLAB SLAB INSTALL CONTINUOUSLY BEARING WALL ABOVE- • .�.1- SLAB SLOPES DOWN 3$" OPERATED MECHANICAL FIXTURE l- O - 5 FROM BACK TO APRON 1 VENTILATION--SYSTEM..... --ABOVEI ........1/ T. { AT THE CRaw,_ SPAC S6.0 .;. I. • VERIFY GARAGE SLAB 6'-3" - 6'-3" -5 10" --� HEIGHT WITH GRADING PLAN w 4-F� -2v4" I I.-2v4" I-1-. . L'`-I l C UN. 1' D...I I .... 1 CS. .1 1 - "1 r 0 1 1 1 g•_3y2 m 11-o,.. .__._f. 3x1)4 BLOCK OUT f 2x4:PONY Liliar__ f a ®STEM WALL TYP. - -FIRST.FINISHED. F' I-2v4"I _ -L c - -1 I ... FLOOR ._._l- • 10 18 0 STHD14mom 11D STHDI4 I�r•P_.•• IAn" B %IV R®.;,�.- S6:0 _7_.215•{. S6.1 Cr I up SLOPED DOWN ISI �' I Yc12 \ - fJJ 1 I STHD14 �Q THD14J jN L I ® N I I L__ __I ♦ \ Eh R Cr SIM. ELIP 2-1"* 16'-3" 2'-2", 7'-10" 11.-8" 40'-0" ♦ ♦ Plan 5A Daylight FOUNDATION PLAN 1/4"=1'-0" Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 560006 Timber Beam & Joist Page 1 1 User.3-2-03ENE,Ver CALC .n leering o 15238 riverterrace 5abd.ecw15238-5A _(c)1983-2003 ENERCALC Engineering Software Description 15238-5ABD-Crawl Space Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined CS.al CS.a2 Timber Section 4x8 4x8 Beam Width in 3.500 3.500 Beam Depth in 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 Timber Grade Douglas Fr- Douglas Fir- Larrh,No.2 Larch,No.2 Fb-Basic Allow psi 900.0 900.0 Fv-Basic Allow psi 180.0 180.0 Elastic Modulus ksi 1,600.0 1,600.0 Load Duration Factor 1.000 1.000 Member Type Sawn Sawn Repetitive Status No No Center Span Data r Span ft 6.00 6.00 Dead Load #/ft 140.00 150.00 Live Load #/ft 370.00 400.00 Results Ratio= 0.7677 0.8279 Mmax©Center in-k 27.54 29.70 @ X= ft 3.00 3.00 fb:Actual psi 898.2 968.6 Fb:Allowable psi 1,170.0 1,170.0 Bending OKBending OK fv:Actualpsi 72.4 78.0 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK ` Reactions 1 @ Left End DL lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 @ Right End DL lbs420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 Deflections Ratio OK Deflection OK 0 Center DL Defl in -0.023 -0.025 UDefl Ratio 3,136.5 2,927.4 Center LL Defl in -0.061 -0.066 UDefl Ratio 1,186.8 1,097.8 Center Total Defl in -0.084 -0.090 Location ft 3.000 3.000 UDefl Ratio 861.0 798.4 TJI JOISTS and RAFTERS _ 1 - L -__-_`_ _- i__- 1 Code Code Code 1 ( Suggest Suggest Suggest Lpick 1 Lpick Lpick I Lpick -_- Joist_ b i d Spa. LL DL ISM max VmaxI EI L fb 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. LL deft. size&grade width(in.)!depth(in.) Sin) (psf) (psf)I (ft-Ib.$)__(psi) 1(psi) (ft.) (ft.) (ft.) (ft.) _ (ft)--_5�--(in.)_- (ft.)-- (ft.)- (ft.) �A_ ratio _in.) 1 ratio } } t 9.5"TJI 110 1.75 9.5 19.2Lt 40 15 2380 1220: 1 40E+08 14.71t 27.73 15/3 14.801 14.710.66 0.48, I 1331 13.45 13 31 0A411 360 032 495 9.5"TJI 110 1.75 9.5 161 40 15 2380 122011.40E+08 16.111 33.27 16.19 15.731 15.73 0.72 0.521 � 14.14 14.29 14.14' 0.471 360 0.34 495 -- -- - -- - ---- ---- --- ---- 9.5"TJI 110 1.75 9.5 12 40 15 2380 12201 1.40E+08 18.61 4436 17.82 1731 17.31 0.79 0.58 15.57 15.73 15.57 0.521 360 0.38 495 9.5"TJI 110 1.751 9.5 9.6 40 15, 2380 12201-1_40E+08 20.80 55.45 19.19 18.64 18.64 0.85 0.62 16.77 16.94 16.77' 0.56 360 0.41, 495 r- -- - ---j- _ - - - 9.5"TJI 110 1.751 9.5 19.21 40 10�2500 12201-1.57E+08 15.811 30.50 16.34 15.371 15.37 0.64 0.511 i 14.27 13.97 13 97 0.44 i 384 0 351 480 9,5"TJI 110 1,75 9,5 16 40 10 2500 1220 1,57E+08 f 17.32 36.60 17.36 16.34 16.34 0.68 0.54 15.17 14.84•• 14.84 0.46 384 0.37 'i 480 9.5"TJI 110 1.751 9.5 121 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 18.34 0.51 384 0.411 480 9.5"TJI 110 1.751 9.5 9.6 40 101 2500 12201 1.57E+08 22.36 61.00 20.58^ 19.37 19.37 0.81 0.65 17.98 17.60 17.60 0.55 384 0.441 480 9.5"TJI 210 2.06251 9.5 19.21 40 101 3000 1330 1.87E+08 17.321 33.25 17.32 16.301 16.30 0.68 0.541 I 15.13 14.81 14.81 0.461 384 0.371 480 9.5"TJI 210 2.0625 9.5 16 40 10 3000 1330 1.87E+08 ` 18.97 39.90 18.40 17.32 17.32 0.72 0.58 16.08 15.74 15.74 0.49 384 0.39 480 9.5"TJI 210 2.06251 9.5 12 40 101 3000 13301 1.87E+08 21.91 53.20 20.26 19.06 19.06 0.79 0.641 1 17.70 17.32 17.32 0.54 384 0.431 480 9.5"TJI 210 2.0625 9.5 9.6 40 101 3000 13301 1.87E+08 24.49 66.50 21.82 20.53 20.53 0.86 0.61-1 19.06 18.66 18.86 0.58 384 0.47; 480 1 9.5"TJI 230 2.31251 9.5 19.21 40 101 3330 13301 2.06E+08 18.251 33.25 17.89 16.831 16.83 0.70 0.561 1 15.63 15.29 15.29 0.481 384 0 381.. 480 9.5"TJI 230 2.3125 9.5 16 40 10 3330 1330 2.06E+08 19.99 39.90 19.01 17.89 17.89 0.75 0.60 16.60 16.25 ,,;,;16.25 0.51 384 0.41 ", 480 9.5"TJI 230 231251 9.5 121 40 10 3330 1330 9.5"TJI 230 2.31251 9.5 9.6 40 10 3330 1330 L2.06E+08 23.08' 53.20 20.92 19.691 19.69 0.82 0.66 1 18.28 17.89 17.89 0.561384 0.45i 480 2.06E+08 25.81 66.50 22.54 21.21 21.21 0.88 0.711_ 19.69 19.27 19.27 0.60,1_ 384 0.48 480 11.875"TJI 110 1.751 11.875 19.2, 40 10 3160 1560 2.67E+08 17.78, 39.00 19.50 18.351 17.78 0.67 0� . 17.04 16.67 16.67 0.521 384 0.42i 480 11.875"TJI 110 1.75 11.875 16 40 10 3160 1560 2.67E+08 19.47 46.80 20.72 19.50 19.47 0.81 0.65 18.10 17.72, 17.72 0,55 384 0.44 '; 480 _11.875"TJI 110 1.751 11.875 12 40 101 3160 15601 2.67E+08 22A9 62.40 22.81 21.461 21.46 0.89 0.72 19.93 1930 19.50 0.611 384 0.491 480 11.875"TJI 110 1.7511.875 9.6 40 101 3160 1560 2,67E+08 25.14 78.00 24.5723.12 23.12 0.96 0.77 21.46 21.01 21.01 0.661 384 0.53f 480 11.875"TJI 210 2.06251 11.875 19.2, 40 101 3795 1655] 3.15E+08 19.48, 41.38 20.61 19.39 19.39 0.81 0.61 18.00 17.62 17.62 0.551 384 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 , 48.721. 0.59 384 0.47 <480 11.875"TJI 210 2.06251 11.875 12 40 101 3795 16551 3.15E+08 24.64 66.20 24.10 22.68 22.68 0.95 0.761 I 21.05 20.61 20.61 0 64 384 0.521 480 11.875"TJI 210 2.06251-11.875 9.6 _40 1_01 3795 16551, 3.15E+08 27.55 82.75 25.96 24.43 24.43 1.02 0.81 22.68 22.20 22.20 0.69 384 0.551 480 I I i111 11.875"TJI 230 2.31251 11.875 19.2, 40 10T 4215 1655, 3.47E+08 20.531 41.38 21.28 20.031 20.03 0.83 0.67/ 18.59 18.20 18.20 0.571 384 0 451 480 11.875"TJI 230 2.3125 11.875 16 40 10 4215 1655 3.47E+08 22.49 49.65 22.62 21,28 21.28 0.89 0.71 19.76 19.34 =19,34 0.60 384 0.48 480 11.875 TJI 230 2.31251 11.875 121 40 101 4215 1655! 3.47E+081 25.971 66.20 24.89 23.421 23.42 0.98 0.781 i 21.74_ 21.28 21.28 0.671 384 0.531 480 11.875 TJI 230 2.31251 11.875 9.6 40 10, 4215 165513.47E+08 29.03 82.75 26.81 25.23 25.23 1.05 0.841 23.42 22.93 22.93 0.721 r 384 0.571480 L - - - - - - - - - - - L-- - 4- -4- - 1 I -- - 1 - - 11.875 RFPI 400 2.0625 11.875 19.21 40 101 4315 14801 3.30E+08 20.771 37.00 20.93 19.691 19.69 0.82 0.661 I 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 3130E+08 22.76 44.40 22.24 20.93 20,93 0.87 0.70 19.43 19,01 19.01 0.59 384 0,48 480 11.875"RFPI 400 2.06251 11.875 12 40 101 4315 1480L3_30E+08 26_28 59.2024.48 23.03 23.03 0.96 0.771 21.38 20.93 20.93 0.651 3841 0.52j 480 11.875"RFPI 400 2.06251 11.875 9.6 40 101 4315 14801 3.30E+08 29.38 74.00 26.37 24.81, 24.81 1.03 0.83, , 23.03 22.54 22.54 0.701 3841 0.56! 480 Page 1 SAWN JOISTS and RAFTERS Fb*Cr*C _ Code Su..estL L•ick Lick Lick Joist Saa. =NM F'b F'v E L fb L NL TL240 L PTL240 L LL360 L max L TL360 W TL deft.TL deft. LL defl. LL deft. size&grade (in.) • •sf) .si (psi (psi) _Jft.) eft.) __(ft.) Aft.) JL AL Al_ fft.) it _ ratio (in.) ratio 2x10 HF2 24 15 1075 150 1300000 13.84 34.69 15.29 16.38 15.62 13.84 13.35 13.84 0.51 323 0.32 517 2x10 HF2 19.2 15 1075 150 1300000 15.48 43.36 16.47 17.65 16.83 15.48 14.39 15.48 0.64 289 0.40 463 2x10 HF2 16 15 1075 150 1300000 16.95 52.03 17.50 18.75 17.88 16.95 15.29 16.95 0.77 264 0.48 422 2x10 HF2 12 1075 150 1300000 19.58 69.38 19.26 20.64 19.68 19.26 16.83 19.26 0.96 240 0.60 384 2x12 HF2 24 980 150 1300000 16.07 42.19 18.59 19.92 19.00 16.07 16.24 16.07 0.52 371 0.32 594 2x12 HF2 19.2 25 980 150 1300000 17.97 52.73 20.03 21.46 20.46 17.97 17.50 17.97 0.65 332 0.41 531 _2x12 HF2 16 25® 980 150 1300000 19.69 63.28 21.28 22.81 21.75 19.69 18.59 19.69 0.78 303 0.49 485 2x12 HF2 12 25® 980 150 1300000 22.73 84.38 23.42 25.10 23.93 22.73 20.46 22.73 1.04S10.65 420 __ - 2x8 HF2 24 100 20 1175 150 1300000= 9.06 - 8.31 -8.55 7.71 -8.55 7.26 IN 0.16 490 0.13 588 2x8 HF2 19.2 100 20 1175 150 1300000 11.33 _ 8.95 9.21 8.31 7.32 7.82 0.20 438 0.17 526 _ 2x8 HF2 16 100 20 1175 150 1300000 8.02 13.59 _ 9.51 9.79 8.83 8.02 8.31 8.02 0.24 400 0.20 480 2x8 HF2 12 100 20 1175 150 1300000 9.26 18.13 10.47 10.78 9.72 9.26 9.14 9.26 0.32 346 0.27 416 2x10 HF2 24 40® 1075 150 1300000] 11.81 25.23 13.75 14.44 13.35 11.81 12.01 11.50 0.34 410 0.24 564 2x10 HF2 19.2 40® 1075 150 1300000 13.20 31.53 14.81 15.55 14.39 13.20 12.94 12.50 0.38 399 0.27 549 2x10 HF2 16 40 15 1075 150 1300000 14.46 37.84 15.74 16.53 15.29 14.46 13.75 13.00 0.37 426 0.27 585 2x10 HF2 12 40 15 1075 150 1300000 16.70 50.45 17.32 18.19 16.83 16.70 15.13 14.00 0.37 454 0.27 625 _add @ 32" 16 40 15 1075 150 1300000 17.71 56.76 18.01 18.92 17.50 17.50 15.74 14.50 0.38 460 0.27 633 2)2x10 HF2 16 40 15 1075 150 1300000 20.45 75.68 19.83 20.82 19.26 19.26 17.32 15.00 0.32 554 0.24 762 2)2x10 HF2 40 1075 150 1300000 23.61 100.91 21.82 22.92 21.20 21.20 19.06 16.50 0.36 555 0.26 763 2x12 HF2111110 40 980 150 1300000 13.71 30.68 16.72 17.56 16.24 13.71 14.61 13.50 0.36 456 0.26 627 2x12 HF2 19.2 40 15 980 150 1300000 15.33 38.35 18.01 18.91 17.50 15.33 15.73 14.25 0.35 485 0.26 666 _2x12 HF2 16 40 15 980 150 1300000 _16.79 _46.02 _19.14 _20.10 18.59 16.79 16.72 15.00 0.36 499 0.26 686 2x12 HF2 12 40 15 980 150 1300000 19.39 61.36 21.07 22.12 20.46 19.39 18.40 17.50 0.50 419 0.36 576 Page 1 D+L+S CTA 4028AB I I LOAD CASE t (12-12) (BASED ON ANSI/AF&PA NOS-2012) 1 Ke 1.00 Design Buckling Factor D+L+8 II SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 c _ 0_80(Constant)> Section 3.7.1.5 _ Cr KcE 10.30(Constant)> Section 3.7.1.5 i 1 Cf(Fb) Cf(Fc) NDS 1 Cb (Varies) Section 2.3.10 Bendingl Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 1 1 NDS 3.9.2 Maz.Wall duration duration factor factor use I Stud Gradel Width Depth Spacing Height Le/d Vert.Load Hor.Load 5.1.0 Load; ©Plate Cd(Fb)Cd(Fc) Cl Cf Cr Fb Fc perp Fc E Pb' Fc perp'I Fc• Fce F'c 1 fc fc/F'c fb I Ib/ In. In. In. 6. plf psf plf (Fb) (Fc) psi psi psi psi psi psipsi Fb'•(1-fc/Fce) INTERIOR WALLS 12X41 Hf 3T� psi I psi I psi psi II H-F Stud 1.5 3.5 1 8 27.4 100 0 0.0037 1993.4 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 9661 478.52 415.711 25.40 0.06 0.001 0.000 H-F Stud 1.5 3.5 16 8 27.4 1045 0 0.4078 1993.4 1.00 1.15 1.1 1.05 1.15 675 f 405 800 1,200,000 854 506 066 478.52 415.711 265.40 0.64 0.001 0.000 H-F Stud 1.5 3.5 12 8 27.4 1990 0 0.8314 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 478.52 415.711 379.05 0.91 0.001 0.000 H-F Stud 1.5 3.5 12 8 27.4 1990 0 0.8314 2657.8 1.00 1.15 1.1 1.05 1.15 675 405 800 1,200,000 854 506 966 478.52 415.71 379.05 0.91 0.00 0.000 TER OC WA8 8. uq. SPF Stud ( 1.5 16 8 27.4 100 01 0.0039 ' 2091.8 I 1.00 ] 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 5311 875.438 478.52 407.531 25.40 0.06 cool 0.000 SPF Stud 1.5 3.5 16 8 27.4 1045 01 0.42412091.8 1 1.00 I 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 478.52 407.53 265.40 0.65 0.001 0.000 SPF Stud 1 1.5 3.5 12 8 27.4 1990 01 0.8651 1 2789.1 1.00 I 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 478.52 407.531 379.05 0.93 0.00 0.000 SPF Stud 1 1.5 3.5 12 8 27.4 1990 01 0.8651 2789.1 1.00 1.15 1.1 1.05 1.15 675 425 725 1,200,000 854 531 875.438 478.52 407.531 379.05 0.93 0.00 0.000 INTERIOR WALLS -- - I _, 1 1 DF-l_Stud 1.5 3.5 16 8' 27.4 100 0I 0.0028 I 3076.2 1.00 1 1.15 1.1 1.05 1.15 700 1 625 850 1,400,000 888 781 1026.38 558.27 475.961 25.40 0.0511 0.001 0.000 DF-L Stud 1.5 3.5 16 8 27.4 1045 0 0.3109 3076.2 1.00 I 1.15 1.1 1.05 1.15 700 ( 625 850 1,400,000 888 7811 1026.38 558.27 475.961 265.40 0.561 0.00' 0.000 DF-L Stud 1.5 3.5 12 _ 8 27.4 1990 0, 0.6342 4101.6 1.00 1 1.15 1.1 1.05 1.15 700 625 850 1,400,000 886 781 1026.38 558.27 475.96! 379.05 0.80' 0.001 0.000 J,TERIOR WALLB4 I 1 1 . 1I H-F#2 I 1.5 5.5 16 1 7.7083 16.8 3132 0 0.24081 3132.4 1.001.15 _1.3 1.10 1.15 850 405 _1300 1,300,000_ 1,271 5061 1644.5 1378.83 1031.581 506.18 0.491 0.00 0.000 H-F#2 1 1.5 5.5 16 1 8 19.6 3132 0 0.3652 I 3132.4 1.00 1 1.15 1.3 1.10 1.15 850 1 405 1300 11,300,000 1,271 5061 1644.51 1011.45 837.571 506.18 0.601 0.001 0.000 H-F#2 1 1.5 5.5 16 1 8.25 18.0 3132 01 0.2858 1 3132.4 1.00 1 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 1,271 5061 1644.5'1203.70 946.771 506.18 0.531 0.001 0.000 SPF#21.5 5.5 16 17.7083 18.8 3287 0 0.2737 , 3287.1 1.00 1.15 1.3 1.10 1.15_875 425 1150 1 1,400,00S 1,308 5311 1454.751 1484.89 1015.45' 531.23 0.52' 0.001 0.000 SPF#2 1 1.5 5.5 16 1 9 19.6 3287 0 0.3905 3287.1 1.00 1.15 1.3 1.10 1.15 875 1 425 1150 1,400,000 1,308 5311 1454.751 1089.25, 850.181 531.23 0.621 0.001 0.000 SPF#2 l 1.5 5.5 16 1 8.25 18.0 3287 0 0.3158 3287.1 1.00 1 1.15 1.3 1 1.10 1.15 875 ! 4251150 1,400,000 1,308 5311 1454.751 1296.30 945.38 531.23 0.561 0.001 0.000 1 1 1 1 1 I SPF Stud 1 1.5 3.5 16 1 14.57 50.0 545 0 0.9913 1 2091.8 ' 1.00_ 1.15 1.1 1.05 1.15 675 1 425 725 1,200,000 854 5311 875.4381 144.26 139.021 138.41 1.00 0.00' 0.000 SPF#2 1.5 5.5 16 1 19 41.5 1450 0, 0.9917 1 3287.1 1.00 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 1,308 531 1454.75 244.40 235.321 234.34 1.00 0.001 0.000 H-F#2 1 1.5 5.5 16 1 19 41.5 1360 01 0.9968 i 3132.4 . 1.00 1 1.15 1.3 1.10 1.15 850 . 405 1300 1 1,300,000 1,271 506 1644.5 226.94 220.14: 219.80 1.00, 0.001 0.000 Page 1 D+L+W CT#4028AB I I LOAD CASE (12-13) I (BASED ON ANSI/AF&PA NDS-2005) • SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 j Ke I 1.00 Design Bucidi •Factor D+L+W I i I _ c I 0.80(Constant)> 1Section 3.7.1.5 Cr , KcE 0.30(Constant)> ;Section 3.7.1.5 Cf(Pb) I Cf(Fc) NDS Cb I (Varies > ;Section 2.3.10 I Bending1 Comp. Size Size Rep. Cd(Pb) Cb ;Cd(Fc) Eq.3.7-1 1 8NDS 3.9.2 Maz.Wall durationidurationfactor factor use 1 I I Stud Grad Width Depth(Spacing Height Le/d Vert.Load Hor.Load! r.1.0 Load; CO Plate Cd(Fb),Cd(Fc) Cf _Cf Cr Fb Fc pert Fc E Fb' _Fc perp! Fc• _ Fce Fc fc lc/Pc lb fb/ 1 in. in. in. . IA psf 1 pif (Fb) (Fc) psi psi psi psi - psi psi psi psi psi psi , pal I Fb'•(1-fc/Fce) INTERIOR WALLS 12X41 H-F STUD Ii H-F Stud ( 1.5 3.5 16 I 8 27.4 100 5I 0.1655 1993.4 1.60 I 1.00 1.1 1.05 1.15 675 405 800 11,200, 000 1,366 506 840 478.52 403.77; 25.40 0.08; 208.98 0.162 H-F Stud 1.5 3.5 16 1 8 27.4 1045 5 0.7755 1993.4 1.60 1.00• 1.1 11.05 1.15 675 405 800 1,200,000 1,366 506 840) 478.52 403.77; 265.40 0.66; 208.98 0.343 H-F Stud I 1.5 3.5 8 ( 8 27.4 1990 5' 0.5538 3988.7 1.60 1.00 1.1 1.05 1.15 675 405 800 (1,200,000 1,366 5061 8401 478.52 403.77 252.70 0.63 104.491 0.162 H-F Stud 1 1.5 3.5 8 I 8 27.4 1990 5 0.5538 ; 3986.7 1.60 I 1.00 1.1 1.05 1.15 675 405 800 11,200,000 1,366 5061 840 478.52 403.77 252.70 0.63 104.49 0.162 INTERIOR WALLS)2X4)SPF STUD i 531 761.25 478.52 393.991 25.40 208.98 0.162 SPF Stud l 1.5 3.5 16 I 8 27.4 1045 51 0.7972 2091.8 1.60 11.00 1.1 1.05 1.15 675 1.05 1.15 675 1425 725 1,200,000 1,3 425 725 1 1,200,000 8. 531 761.25 478.52 393.99 285.40 0.87 208.98 0.343 0.5734 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 761.25 478.52 393.991 252.70 0.64 104.49 0.162 SPF Stud I 1.5 3.5 8 8 27.4 1990 5i 0.5734 1 4183.6 1.60 1.00 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 761.25 478.52 393.991 252.70 0.64 104.49, 0.162 NTERIOR WALLS 2X41 DF-I.STUD DF-L Stud I 1.5 3.5 16 I 8_ 27.4 100 5 0.1576 I 3076.2 1.60 1.00 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781, 892.5 558.27 460.25 25.40 0.061 208.981 0.155 DF-L Stud 1 1.5 3.5 168 27.4 1045 5 0.6137 3078.2 1.60 1.00 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781) 892.5 558.27 460.251265.40 0.581 208.981 0.281 DF-L Stud 1.5 3.5 12 I 8 27.4 1990 4.5 0.9884 4101.6 1.60 1.00 1.1 1.05 1.15 700 625 850 1,400,000 1,417 7811 892.5 558.27 460.251 379.05 0.82 141.08 0.310 1 )(TERIOR WALLS I H-F#2 1.5 5.5 16 17.7083 16.8 3132 9.711 0.3909 3132.4 1.60 1.00 1.3 1.10 1.15 850 , 405 1300 1,300,000 2,033 506 1430 1378.83 969.91; 506.18 0.52 152.58 0.119 H-F#2 1.5 5.5 16 1 9 19.6 3132 8.461 0.5743 3132.4 1.60 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506' 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 8.13 0.4411 ( 3132.4 1.80 1.00 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506 1430 1203.70 899.131 506.18 0.56 146.34 0.124 1SPF#2 i 1.5 5.5 16 7.7083 16.8 3287 9.71 0.4327 1 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1265 1484.89 940.30' 531.23 0.58 152.58, 0.114 SPF#2 ; 1.5 5.5 16 9 19.6 3287 8.46 0.6033 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531, 12651 1089.25 806.081 531.23 0.66 181.23 0.169 SPF#2 1.5 5.5 16 8.25 18.0 3287 8.13 0.4700 3287.1 1.60 1.00 1.3 1.10 1.15, 875 425 1150 1,400,000 2,093 5311 12651 1296.30 884.69 531.23 0.60 146.341 0.118 SPF Stud 1.5 3.5 16 14.57 50.0 70 8.46 0.9957 , 2091.8 1.60 1.00 1.1 1.05 1.15 875 425 725 1,200,000 1,366 531' ) 761 .25 144.26 138.14; 19 41.5 660 11( 17. 78 0.13 1172.85 0.979 06.67 0.46 927.02 0.786 H-F#2 ' 1.5 5.5 16 1 19 41.5- 6600 9.71) 0.9921 I 3132.4 1.60 I 1.00 1.3 1.10 1.15 850 405 1300 1 1,300,000 2 033 506 1430 226.94 219.021 0.9941 3287.1 1.60 1.00 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1285 244.40 233.801 196 97 0.44 927.021 0.796 • Page 2 D*LeW+,5S CT#4528A8 1 I LOAD CASE 1 (12-14) I (BASED ON ANSI/AFBPA NDS-2005) j SEE SECTION: 2.3.1 2.3.1 I 2.3.1 3.7.1 3.7.1 Ke 1.00 Design Bucking Factor D1.L+W+S12 c 0.80(Constant) Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 Cf(Fb) 1_Cf(Fc) NDS 1 Cb 1 (Varies) > !Section 2.3.10 I IBendIng1 Comp. Size Size Rep. Cd(Fb) Cb 1 Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Wall Idurationidurationfactorfactor use i Stud Grade Width Depth j Spadnii Height Le/d Vert.Load Hor.Load u=1.0 Load©MakiCd(Fb)Cd(Fc) Cf Cf Cr j FbFc perp Fc E Fb' Fc perp'I Fc' Fce Pc fc fc/F'c I 1b ft./ 1 1 in, in. in. 1 R. PO Psf Plf (Fb) (Fc) Psi Psi Psi Pd psi psi psi psi Psi psi psi Fb1•(14c/Fce) INTERIOR WALLS 2X41 HjSTUDI _ H-F Stud 1.5 3.5 168 27.4 100 5 0.1653 1993.4 1.60 I 1.15 1.1 1.05 1.15 875 405 800 1,200,000 1,366 5061 986 478.52 415.71 25.40 0.06 208.98 0.162 H-F Stud . 1.5 3,5 16 1 8 27 .4 1045 51 0,7510 ! 1993.4 1.60 I 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,386 5061 968 478.52 415.711 265.40 0.641 208.98 0.343 H-F Stud 1.5 3.5 8 1 8 27.4 1990 5I 0.5316 I 3988,7 1.80 1,15 1.1 1,05 1.15 675 405 800 1,200,000 1,366 5081 968 478.52 415.71, 252.70 0.611 104.49 0.182 H-F Stud ' 1.5 3.5 8 ' 8 27.4 1990 51 0.5316 3986.7 1.80 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 5061 966 478.52 415.711 252.70 0.611 104.49, 0.162 1 INTERIOR WALLS 12X41 SPF STUDr I I _ I I I 1 SPF Stud 1 1.5 3.5 16 1 8 27.4 100 5 0.1654 2091.8 1 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875,438 478.52 407.531 25.40 5.561 208.981 0.162 SPF Stud i 1.5 3.5 16 I 8 27.4 1045 5 0.7676 2091.8 1.60 1.15 1.1 1.05 1.15 675 I 425 725 1,200,000 1,368 531 875.438 478.52 407.53j 285.40 0.65 208.981 0.343 SPF Stud I 1.5 3.5 8 I 8 27.4 1990 5 0.5466 4183,6 l 1.60 j 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,386 5311_875.438 478.52 407.531 252.70 0.62 104.49 0.162 SPF Stud I 1,5 3.5 8 8 27.4 1990 5 0.5466 4183.6 1,60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 5311 875.438 478.52 407.531 252.70 0.62 104,49 0.162 1 INTERIOR WALLS(2X41 DF-L STUD I1 - I 1 1 I DF-L Stud1.5 3.5 16 8 27.4- 100 0,1574 3076.2 1.60 J 1.15 1.1 1.05 1.15 700 625 850 11,400,000 1,417 7811 1026.38 558.27 475.981 25.40 0.05 208.981 0.155 DF-L Stud 1 5j 1.5 3.5 16 8 27.4 1045 5 0.5921 3076.2 I 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 7811 1026.38 558.27 475.96' 265.40 0.56 208.98' 0.281 DF-L Stud 1 1.5 3.5 12 8 27.4 1990 5 0.9788 1 4101,6 1.60 1.15 1.1 1,05 1.15 700 625 850 1,400,000 1,417 7811 1026,38 558.27 475.96! 379.05 0.80 156.73 0.345 JXTERIOR WALLS 1 1 0.119 H-F#2 1 1.5 5.5 16 177089 19.6 3132 8.461 0,5437 3132.4 1.60 1,15 1.3 '1.10 1.15 850 405 1300 11,300000 2,033 506 1,300,000 2,033 1 1644,5 101 1644.5 845 83 1837.571 5031.581 06,18 0.60 181.23.18 0.49 1 0.178 H-F#2 I 1.5 5,5 16 1 8.25 18,0 3132 8,13 0,4100 I 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 5081 1644.5 1203.70 946.771 506.18 0,53 146.34 0.124 SPF#2 1 1.5 5.5 18 1 7.7083 16,8 3287 9.71 0.3872 3287.1 1.80 1.15 1.3 1.10 1.15 875 1 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.451 531.23 0.521 152.58 0.114 SPF#2 1 1.5 5.5 16 I 9 19.6 3287 8.46 0.5595 3287.1 1.60 1.15 1.3 1,10 1,15 875 I 425 1150 1,400,000 2,093 531 1454.75 1089,25 850.16, 531.23 0.62 181.23 0.169 SPF#2 1 1.5 5.5 18 I 8.25 18.0 3287 8,13 0.4342 3287.1 1 1,60 1.15 1.3 1.10 1,15 875 425 1150 1,400,000 2,093 5311 1454.75 1296.30 945.38 531.23 0.56 146.34 0.118 I I 1 SPF Stud 1 1 ,5 3,5 18 1 14. 57 50,0 70 8.46 0.9955 I 2091.8 1.60 1.15 1.1 11.05 1.15 675 ' 425 725 1,200,000 1,366 5311 875.4381 144.26 139,02 17.78 0,13 1172.851 0.978 SPF#2 1 1.5 5.5 16 19 41.5 660 9.71 0.9914 3287.1 1,80 1.15 1.3 1.10 1.15 875 I 425 1150 1,400,000 2,093 531,1454.75 244.40 235.321 106.67 0.45 927.021 0.786 H-F#2 I 1.5 5.5 16 I 19 41.5 600 9.711 0.9901 I 3132.4 1 1.60 1 1,15 1.3 1.10 1.15 850 I 405 1300 11,300,000 2,033 508 1644.5 226.94 220.14j 96.97 0.44, 927.021 0.796 Page 3 D+L+S+.5W CTA 4028AB I I LOAD CASE I (12-15) I (BASED ON ANSI/AF&PA NDS-2005) I SEE SECTION: 2.3.1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor DOL+S+Wl2 I c 1 0.80(Constant)> Section 3.7.1.5 Cr ...._ 1 _ ....t.. .... -E i 0.30(Constant)> Section 3.7.1.5 Cf(Fb) Cf(Fc) NDS Cb 1 (Varies) > 'Section 2.3.10 Bending]Comp. Size Size - i _ Cd(Fb) Cb Cd(Fc) Eq.3.7-1 NDS 3.9.2 Max.Well duralion!duration factor factor Stud Grade'Width Depth Spacing Height Le/d Vert.Load Hor.Load u>1.0 Load 0 Plat=Cd(Fb)ICd(Fc Cf Cf FbFc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fciF'c fb (b/ I in. in. in. I, If. plf psf I pit (Fb) (Fc) psi I psi psi psi psi psi psi psi psi Psi psi Fb'•(1-fclFce) H . . . . .1 i H-F Stud 1.5 ® 16 1 8 27.4 100 5 0.1653 1 1993.4 1.60 1.15 ®1.05 1.15 675 ; 405 800 1,200,000 1,366 506 9661 478.52 415.71 25.40 0.06 208.981 0.182 H-F Stud 1.5 16 1 8 27.4 1045 5 0.7510 1993.4 1.60 1.15 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.52 415.71 265.40 0.64 208.98 0.343 H-F Stud 1.5 3.5 8 1 8 27.4 1990 5( 0.5316 1 3986.7 1.60 1.15 1.1 1.05® 675 405 800 1,200,000 1,366 506 966 478.52 415.71 252.70 0.61 104.491 0.162 1.5 3.5 8 1 8 27.4 1990 5! 0.5316 3986.7 1.60 1.15 1.1 1.05 675 405 800 1,200,000 1 H-F Stud I ,366 506 9661 478.52 415.71 252.70 0.611 104.491 0.162 I . ER O' - LS X4 5' STUD 1.05 1.15 675 1 ! 1.60 1.15 1.1 25.40 0.061 208.98 0.162 OFF Stud SPF Stud1 1.5 16 I 8 27.4 1045 51 0.7676 2091.8 II 100 5 0.1654 2091.8 1 1.60 1.15 1.1 11.05 1.15 675 I 425 725 1,200,000 1,366 531!875.4381 478.52 407.53( 285.40 0.65 208.981 0.343 SPF Stud 1.5 8 8 27.4 1990 51 0.5466 4183.6 1.60 1 1.15 1.1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 531 875.4381 478.52 407.531 252.70 0.62,104.49! 0.162 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 1.05 1.15 675 425 725 1,200,000 1,386 531 875.438 478.52 407.53 252.70 0.621 104.49 0.162 ( -_-- _- .1111111M111111= _- •: .: DF-L Stud( 1.5 3.5' 16 ' 8 27.4 100 5 0.1574 3076.2 1.60 1.15 1.05 1.15 700 625 850 1,400,000 1,417 781 1026.38 558.27 475.96, 25.40 0.05 208.98 0.155 DF-L Stud 1.5 3.5 16 8 27.4 1045 5 0.5921 3076.2 1.60 1.15 1.05 1.15 700 625 850 1,400,000 1,417 7811 1026.38 558.27 475.96! 265.40 0.56 208.98 0.281 DF-L Stud 1 1.5 3.5 12 8 27.4 1990 5 0.9788 4101.6 1.60 1.15 1.05 1.15 700 625 850 1,400,000 1,417 781!1026.38 558.27 475.961 379.05 0.80 156.731 0.345 .} .•. .- H-F#2 1.5 5.5 16 7.7083 18.8 3132 4.8551 0. 3001 1 3132 .4 1.60 1.15 ®1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.5 1378.83 1031.581 506.18 0.49 76.291 0.059 H-F#2 i 1.5 5.5 16 9 19.6 3132 4.23 0.4544 3132.4 1.60 1.15 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.5 1011.45 837.571_ 506.18 0.60 90.611 0.089 H-F#2 I 1.5 5.5 16 8.25 18.0 3132 4.065 0.3479 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,000 2,033 506! 1644.5 1203.70 946.77' 506.18 0.53 73.171 0.062 1 SPF#2 i 1.5 5.5 16 7.7083 16.8 3287 4.855 0.3304 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.89 1015.45, 531.23 0.52 76.291 0.057 SPF#2 1.5 5.5 16 I 9 19.6 3287 4.23 0.4750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.25 850.161 531.23 0.62 90.811 0.085 SPF#2 1.5 5.5 16 I 8.25 18.0 3287 4.065 0.3750 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 53111 1454.75 945.381 531.23 0.56 73.17 0.059 1 4 I SPF Stud 1.5 3.5 16 i 14.57 50.0 255 4.23 0.9959 2091.8 1.60 1.15 1.1 1.05 1.15 675 425 725 1,200,000 1,366 531 875.4381 144.26 139.02 64.76 0.47 586.431 0.779 SPF#2 1 1.5 5.5 18 19 41.5 935 4.855 0.9925 i 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 244.40 235.32 151.11 0.64 463.51 0.580 H-F#2 I 1.5 5.5 16 I 19 41.5 865 4.8551 0.9970 1 3132.4 1.60 I 1.15 1.3 1.10 1.15 850 405 1300 1 1,300,000 2,033 506 1644.5 228.94 220.14 139.80 0.64 463.511 0.594 Page 4 D+L+S+.7E CT#4028AB 1 1 LOAD CASE 1 (12-16) I (BASED ON ANSI/AF&PA NDS-2005) SEE SECTION: 2.3.1 1 2.3.1 2.3.1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor 1 D+L+S+E11.4 c 1 0.80(Constant)> Section 3.7.1.5 _ Cr KcE 0.30(Constant)> Section 3.7.1.5 I Cf(Fb) Cf(Fc) ( NOS Cb 1 (Varies) > Section 2.3.10 Bending Comp. Size Size Rep. Cd(Fb) Cb Cd(Fc) Eq.3.7-1 i ( 1 NDS 3.9.2 Max.Wall duration duration factor factor use Stud Grad i Width Depth Spadnp Height Le/d Vert.Load!Hor.Load <.1.0 Load @ Plate Cd(Fb)Cd(Fc( Cf Cf Cr Fb Fc perp Fc E Fb' Fc perp' Fc• Fce Fc fc fc/F'c fb fb/ in. in. in. 1 ft. plf 1 psf pif (Fb),(Fc) psi psi psi INTERIOR WALLS STUD psi psi psi psi psi psi psi psi Fb'•(1-fc/Fce) H-F Stud 1 1.5 3.5 16 1 8 27.4 1001 5 0.1853 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,3681 508 966 478.521 415.71 25.401 0.08 208.98 0.162 H-F Stud 1.5 3.5 18 8 27.4 10451 5 0.7510 1993.4 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,000 1,366 506 966 478.521 415.71 265.40 0.64 208.98 0.343 H-F Stud ' 1.5 3.5 8 8 27.4 1990 5 0.5318 3986.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,0001 1,366 506 966 478.521 415.71 252.701 0.61 104.49 0.162 H-F Stud 1.5 3.5 8 8 27.4 1990 5 0.5316 3988.7 1.60 1.15 1.1 1.05 1.15 675 405 800 1,200,0001 1,386 506 966 478,52 415.71 252.701 0.61 104.49 0.182 INTERIOR WALLS 12X41 S F STUD 1 SPF Stud 1 1.5 3.5 16 f 8 27.4 1001. 5 0.1654 2091.8 1.60 1.15 ( 1.1 1.05 1.151 675 425 725 1,200,000 1,366' 531 875.438 478.52 407.53 25.40 0.06 208.98 0.162 SPF Stud 1 1.5 3.5 16 8 27.41 10451 5 0.7676 2091.8 1.80 1.15 1.1 1.051 1.151 675 425 725 1,200,0001 1,368 531 875.438 478.521 407.53 265.401 0.65 208.98 0.343 SPF Stud 1 1.5 3.5 8 ! 8 27.4 19901 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.151 675 425 725 1,200,0001 1,366 531 875.438 478.521 407.53 252.70 0.62 104.49 0.162 SPF Stud 1 1.5 3.5 8 8 27.4 1990' 5 0.5466 4183.6 1.60 1.15 1.1 1.05 1.151 675 425 725 1,200,0001 1,366 531 875.438 478.521 407.53 252.70 0.62 104.49 0.162 1 INTERIOR WAL I ( 1 DF-L Stud j 1.5 3.5 16 8 27.41 100, 5 0.1574 3076.2 1.60 1.15 1.1 1.05.1.15 700 625 850 1,400,000 1,417T 781 1026.38 558.271 475.96 25.401 0.05 208.98 0.155 DF-L Stud 1 1.5 3.5 16 1 8 27.4 10451 5 0.5921 3076.2 1.60 1.15 1.1 1.05 1.15 700 625 850 1,400,000 1,417 781 1026.38 558.27, 475.96 265.40 0.56 208.98 0.281 DF-I-Stud 1 1.5 3.5 12 1 8 27.4 19901 5 0.9788 4101.6 1.80 1.15 1.1 1.05 1.15 700 , 625 850 1,400,000, 1,417 781 1026.38 558.271 475.98 379.05 0.80 156.73 0.345 EXTERIOR WALL4 1 H-F#2 1 1.5 5.5 18 7.7083 18.8 3132 3.57 0.2844 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,0001 2,033 506 1644.5 1378.831 1031.58 506.18 0.49 56.10 0.044 H-F#2 1 1.5 5.5 16 ( 9 19.6 3132 3.57 0.4405 3132.4 1.60 1.15 1.3 1.10 1.15 850 405 1300 1,300,0001 2,033 506 1644.5 1011.451 837.57 506.18 0.80 76.47 0.075 H-F#2 1 1.5 5.5 16 1 8.25 18.0 3132 3.57 0.3404 3132.4 1.60 1.15 1.3 1.10 1.15, 850 405 1300 1,300,000 2,033 506 1644.5 1203.70 946.77 506.18 0.53 64.26 0.055 SPF#2 I 1.5 5.5 16 7.7083 18.8 3287 3.57 0.3154 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1484.8 1015.45 531.23 0.52 56.10 0.042 SPF#2 1 1.5 5.5 16 9 19.6 3287 3.57 0.4618 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,093 531 1454.75 1089.251 850.16 531.231 0.62 76.47 0.071 SPF#2 1 1.5 5.5 16 8.25 18.01 32871 3.57 0.3878 3287.1 1.60 1.15 1.3 1.1011,151 875 425 11150 1,400,0001 2,093 531 1454.75 1296.301 945.38 531.23 0.56 64.26 0.052 SPF Stud 1 1.5 3.5 16 14.57 501 2851 3.57 0.9981 2091.8 1.60 1.15 1.1 1.051 . 1.15 675 425 725 1,200,0001 1,366 531 875.438 144.26 139.02 72.38, 0.52 494.93 0.727 1 SPF#2 1 1.5 5.5 16-I 19 41.5 10201 3.57 0.9910 3287.1 1.60 1.15 1.3 1.10 1.15 875 425 1150 1,400,000 2,0931 531 1454.75 244.401 235.32 164.85 0.70 340.83 0.500 H-F#2 ! 1.5 5.5 16 1 19 41.5 9451 3.57 0.9939 3132.4 1.60 1.15 11.3 1.10 1.15 850 405 1 1300 1,300,000 2,0331 506 1644.5' 228.94! 220.14 152.73 0.89 340.83 0.513 Page 5 0 R F T E'' MEMBER REPORT n Level,Floor.Joist PASSED L- 1J Ii 1 piece(s)9 1/2 TM® 210 @ 16" OC Overall Length:10'4" o 1 1P-T- D � D 1I All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual system:Floor •��,yG2 �wr.�q. .,zns, .` wiz„.;..,, �f✓r,,,: <,es,�€;�s ,.� ,ss«r.� Member Reaction(lbs) 882©10'1 1/2” 1134(2.25") Passed(78%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 869 @ 10'1/2" 1330 Passed(65%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3021©6' 3000 Passed(101%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load DeFl.(in) 0.192 @ 6' 0.248 Passed(L/619) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load DeFl.(in) 0.260 @ 6' 0.496 Paced(L/458) — 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating 58 40 Passed — — •Deflection cttena:LL(11480)and TL(11240). •Bracing(Lu):MI compression edges(top and bottom)must be braced at 3'2 3/4"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the T7-Pro""Rating indude:None 1-Stud wall-SPF 3.50" 2.25" 1.75" 187 550 737 1 1/4"Rim Board 2-Stud wall-SPF 3.50" 2.25" 1.75" 229 661 890 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. 1-Uniform(PSF) 0 to 10'4" 16" 12.0 40.0 Residential-Living 2-Point(Ib) 6' N/A 250 660 f''.,.. `yy $ �,,- �SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator .lob Notes 10/14/2015 9:16:20 AM Forte v4.6,Design Engine:V6.1.1.5 Michaels Petersen CT Engineering 15238 PIan5ABD 9.5TJ1210.4te — (206)285-4512 mpetersen@ctengineering.cum Page 2 of 2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CTH PROJECT# 15238 3 ABD DL Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= H Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response S1= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*SS SMS= 1.08 EQ 16-37 EQ 11.4-1 SM1=Fv S1 Sry11= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDS= 0.72 EQ 16-39 EQ 11.4-3 SDS=2/3*Sm, SDS= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDC = 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 S20= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3 ABD_DL SpS= 0.72 h„ = 29.53(ft) Sin= 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) S,= 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=Sp,/(T*(R/IE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sol*TO/T2*(R/IE)) (for 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 `1 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 Sl)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) CSX = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wx *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew, *h,k Vi DESIGN Vi Roof 29.53 29.53 1813 0.020 3626 1070.8 0.49 4.10 4.10 2nd 9.09 20.44' 20.44 1673 0.025 41.825 854.9 0.39 3.27 7.37 1st 11.30 9.14' 9.14 1103 0.025', 27.575 252.0 0.12 0.97 8.34 Bsmt 9.14 0.00' SUM= 105.7 2177.7 1.00 8.34 E=V= 11.68 E11.4= 8.34 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART; CT PROJECT#: 15238_3 ABD_DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 42.00 42.00ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. --- -- Building Width= 37.0 45.0''ft. Basic Wind Speed 3 sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable Gable 40.6012946 PS30 A= 21.6 : 21.6,psf Figure 28.6-1 Ps30 B= 14.8 14.8',psf Figure 28.6-1 Ps3oc= 17.2 17.2',psf Figure 28.6-1 PS30D= 11.8 11.8 psf Figure 28.6-1 = 1.00 1.00' Figure 28.6-1 Kn= 1.38 1.38' Section 26.8 windward/lee= 1.00 1.00 N*Kzt*Iw*windward/lee : 1.38 1.38 ps=a*Kzt*I*ps30= (Eq.28.6-1) Ps A= 29.81 29.81 psf (Eq.28.6-1) PsB = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.8-1) Ps A and c average= 26.8 26.8 psf PSB 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 As 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 8.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9 V(F-B)= 32.44 V(S-S). 38.81 kips kips kips kips ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_3 ABD_DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height DESIGN SUM DESIGN SUM LRFD SUM LRFD SUM LEVEL Height (ft) hi(ft) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi(S-S) V(S-S) Roof - 29.53 29.53 0.00' 0.00 0.00 0.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00 0.00 0.00' 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00' 0.00 0.00 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 V(F-B)= 0.00 V(SS)= 0.00 V(F-B)= 32.44 V(SS)= 38.81 kips kips kips kips DESIGN WIND-Min/Part 2/Part 1 ASD Wind(F-B) Wind(S-S) DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(SS) 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 sheattmg= 1/2" NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"w/1 1/4"screw v allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2International BuCo (which012 utilizes USGS hazard datailding availadeble in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category iiI/II/III y a w,,-.„'= ".,'.i*,„',,,S 4 . � � r' l i t " -� ¢` � v. €. ` t 1•£ s 4 iwfif' w - r '�.� moi ` " v i3 A. ai , ingCt ,,Ky • ` USGS-Provided Output S: = 0.972 g SMS = 1.080 g S°S = 0.720 g Sl = 0.423 g SM: = 0.667 g SDI = 0.445 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCE*Response Spectrum : Design Response Spectrum 70 3.10 041 0.sa ,02 a. o£ *•42 a 0.55 p32 .� °. 024 All a as 1 x,11 0..02 *6o G. f 0,4 oxo 0. a 1. a.�a+ Y.tv 1. L*0 2,00 Cc-440.00 0.0* d, 0,4* 0. 1. 1,2ft 1,:a 1.0 1.1)0 e$od X 4>l c} Pi iod.t{ ZOO 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 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238_5 ABD DL D FRONT DESIGN Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class-Per Geo. Engr. S.C.= D Section 1613.3.5 Section 11.4.2/Ch.20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec.Spectral Response Ss= 0.97 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec.Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 6. Site Coefficient(short period) Fa= 1.11 Figure 1613.3.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.58 Figure 1613.3.3(2) Table 11.4-2 SMS=Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM,=Fv*Si SM,= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMs SDs= 0.72 EQ 16-39 EQ 11.4-3 SD,=2/3*SM, Sul- 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC, = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor 00= 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 D FRONT DESIGN 2012 IBC EQUIV.LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN SpS= 0.72 h„ = 29.53(ft) SD1= 0,44 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C,= 0.020'ASCE 7-10(Table 12.8-2) IE= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S1= 0.42 k = 1'ASCE 7-10(Section 12.8.3) Ti_= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=SpS/(R/IE) 0.110 W ASCE 7-10(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<7-L) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(SD1*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 SOAR/IE) 0.033 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.110 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,a = DIAPHR. Story Elevation Height AREA DL w, w, *h,k wX *hxk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 29.53 29.53 2059 0,020s 41.18 1216.0 0.47 4.74 4.74 2nd 9.09 20.44' 20.44 2016 ; 0.025' 50.4 1030.2 0.40 4.02 8.76 1st 11.30 9.14' 9.14 1437 0.025 35.925 328.4 0.13 1.28 10.05 Bsmt 9.14 0.00; SUM= 127.5 2574.6 1.00 10.05 E=V= 14.06 E11.4= 10.05 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 43.00 43.001 ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 36.27 36.27 ft. --- -_ Building Width= 42.0 50.0 ft. Basic Wind Speed 3 Sec.oust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C Exposure= B B 30.2564372 Roof Type=' Gable Gable 40.6012946 PS30 A= 21.6 21.6',psf Figure 28.6-1 PS30 e= 14.8 14.8 psf Figure 28.6-1 PS30 c= 17.2 17.2;psf Figure 28.6-1 Ps30 D= 11.8 11.8;psf Figure 28.6-1 A= 1.00 1.00Figure 28.6-1 Ka=' 1.38 1.38' Section 26.8 windward/lee= 1.00 1.00f'. A*Kzt*Iw*windward/lee : 1.38 1.38 Ps=A*Kzt*I*pe30= (Eq.28.6-1) PsA= 29.81 29.81 psf (Eq.28.6-1) psB = 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 PSB and D average= 18.4 18.4 psf a= 4.2 4.2 Figure 28.6-1 2a= 8.4 8.4 width-2*2a= 25.2 33.2 MAIN WIND-ASCE 7-10 CHAPTER 28 PART 2 Areas(F-B) AreasS-S ( ) (F-B) (S-S) Wind(F-B) Wind(S-S) 1.00; 1.001 1,00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB AD 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) 43.00 13.5 0 226.3 0 339.4 0 226.3 0 447.2 Roof - 29.53 29.53 4.5 76.36 0 114.5 0 76.36 0 150.9 0 12.1 14.4 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 10.2 171.3 0 256.9 0 171.3 0 338.5 0 6.9 8.2 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 10.2 171.7 0 257.5 0 171.7 0 339.3 0 6.9 8.2 11.23 37.58 13.17 44.07 Bsmt 9.14 0.00 AF= 1614 Ar= 1922 25.8 30.7 V(F-B)= 37.58 V(S-S)= 44.07 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_5 ABD_DL D FRONT DESIGN MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) Min/Part 2(Max.) Min/Part 2(Max.) Wind(F-B) Wind(S-S) FD SUM LEVEL Story Elevation Height DESIGN (FB" V(F-B) Vi(S-S) V(S-S) Vi(F-B) V(F-B) Vi SUM DESIGN SUM LRFD SUM RS-S) V(S-S) LEVEL Height (ft) hi(ft) Roof 29.53 29.53 0.00 0.00 0.00 0.00 15.14 15.14 17.76 1776 2nd 9.09 20.44 20.44 0.001 0.00 0.00 0.00 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 0.00', 000. , 0.00 0.00 1123 37.58 13.17 44.07 Bsmt 9.14 0.00 V(F-B). 0.00 V(S-S). 0.00 V(F-B)= 37.58 V(SS)= 44.07 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 15.14 9.09 9.09 17.76 10.66 10.66 2nd 11.3 10.5 10.5 11.20 6.72 15.81 13.14 7.88 18.54 1st 9.14 0 0 11.23 6.74 22.55 13.17 4.00 22.54 Bsmt 0 0 22.55 V(SS)= 26.44 V(F-B) kips ips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN SHEATHING THICKNESS 6eam,„9= 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 aAowade 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 D FRONT DESIGN 0 S18.2 ra . as 'Cl1 Bib Bib J i`,.( -----)/ 0 1 O 6 o r �L r lcD Li m [W- 1---1-111: a imumimmTumi j _D Ri CD 0 f J FellimmiliTim 0 Fla Flb Fix F2a F2b 0 0 I 0 0 8 0 S182 S1.2 4 STHD14 40 STHD14 59.0 60 STH014 6x10 HDR 3 5x9 LB HDR . I .1 _ I .1; _ I P; Ijl lit b2a'>_-77. ‘,.;.c'. 1 b:b ". r ,',/. k1 I I I I b3 (-- E /i/// i// --I- -� 1 _ I I/ / / // O / 1, III ,//// N ',----r ^ 2x LEDGER N o j Z ili 1 cc I 1�=�- [i W°o I 1 +2x4 FRAMING a lIAT 24 O.C. -J R3. • 0 N 4-." .r --3.5x-4-BG-BEAM-F$ - i - BEAg _ 3.-500:5-GLB-FDR---", Cl 1 I 59.0 I I Al\ x <--- -----GARr---- 4x10 IIi _ - .. r. .,F)11°H HI7R4x10 HDR — •, `) i 11 \ STAIR / r I` STH0114 ST-ID14 aSTHD14 \\FRAMING/ OPEN a O - P6 �}---I--- r \ / BELOW \ ' FA 12 \ 3 / \ 59.0 / 1 1 H---' / \ STHD14 0 STHD14 t I ri L. 0 3.5x14,1310 BEAM FB n 5.5x18 9LB H)R n n 1--"'1 I .d S.TAIRI ter.. r' J 6X6 \ ' \,p,0 P4 1 S9. 1 R2b s9.0 G---11 L Eil o o 'Z' . N v N J if) CC h. v-' F3 © 2P 2x15 HDR 2 0 -- F4 cl- 1\ 5.1:5x12 GLB HDR /� - \ n n n n I CL/MI ST1.D74`- STHD 4 X73 1 l R2 P3 1 : 2x10 HD 2)2x10 HDR'2)2x19 HDF VP S .1 14 2x LEDGER STHD14 0 8 THD14 59.0 1 (2) 2/10 HDR 1 S1.2 I -� I L 5 MONO TRUSSES S9.1 AT 24" O.C. ROOF FRAMING NOTES 1 I •\ e P.T 6x 4DF ."--''''VZ-.„..,.,.., _ 6x6 PT OST Li O U O b F-1- d co F N i STH014 p4 8 ' aTHD1• 0 0 STHD14 s.L. 4x10 -IDR , 4)10 HI ' 4(10 H R''' 4x 0 HD ..4x1L HDR `b5b b4ab4b k 5a C 1 X\ \.29 c 0 O o Je E w N 7 Oi F - F- C Q 1U- In LA REN 3.5: -STAIR FRA14C_ 'x6 '0 / ENG JOIJ HVC %<�� ``' r_J_ -1 �L�� I Fl 11:2t I I ABOVE I II F I 3f2 • Garl • -PPOVIDE I-JOIST CONTINUED 2x6 PONY WALL ALL THE WAY BLOCKING BELOW •• ACROSS TO CUT DOWN JOIST SPAN (PER BEARING WALL ABOVE RODNEY'S INSTRUCTION). JOISTS FRAME OVER THE PONY WALL WITH I-JOIST BLOCKING <THD14 Pa ST4D14 • UNDER BEARING WALL ABOVE ./anyiiiiiiiiiiii/ii,��iwzzzA/iii iii i/./iii STAIR1 1 I • Li 1B ti r • 0 56.0 j j 1 \_/ • U rn • • ADDED ANOTHER JOIST • • SUPPORT (PER RODNEY) v 0 4XB HDR _ ____ • rYR. LINO • 7 S6.0 • L3 F4 • i $3•• i r L =� S6.0 SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 4.74 kips Design Wind F-B V I= 9.09 kips Max.aspect= 3.5SDPWS-08 Table 4.3.4 Sum Seismic V i= 4.74 kips Sum Wind F-B V I= 9.09 kips Min.Lwall= 2.57 ft. BC 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 Of C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM Row Unst Us„m OTM ROTM Un,t Us„m Us„m (soft) (ft) (ft) (Wf) (WP) (WP) (WP) (WP) P (Plf) (Plf) (10-ft) (WP-ft) (WP) (Wp) (weft) (WP-ft) (WP) (WP) (kiP)' Ext L1 1030 45.0 45.0 0.89 0,15' 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 113 21.35 136.69 -2.60 -2.60 40.89 101.25 -1.36 -1.36 1.02 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R1 1030 47.0 47.0 0.86 0.15 4.54 0.00 2.37 0.00 1.00 1.00 59 P6TN P6TN 112 21.35 149.11 -2.76 -2.76 40.89 110.45 -1.50 -1.50 1.01 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 >0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 92.0 80.5=L eff. 9.09 0.00 4.74 0.00 EVw,,nd 9.09 EVEQ 4.74 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 2nd Panel Height= 10.1 ft. Seismic V I= 4.02 kips Design Wind F-B V I= 6.72 kips Max aspect= 3.5 SDPW D FRONT DESIGN Sum Seismic V I= 8.76 kips Sum Wind F-B V I= 15.81 kips Min.Lwall= 2.89 ft. BC (EQ 23.3) per SDPW 4.3.3.5S-08 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 eft. C 0 w dl V level V abv.V level V abv. 2wA, v i Type Type v i OTM ROTM Unet Usum OTM ROTM U„et Usum Usum (soft) (ft) (ft) (klf) (kip) (kip) (kilo) (kip) p (Plf) (Pit) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kir)) (kip) (kip) Ext L2 1008 45.0 45.0 1:00 0.30 3.36 4.54 2.01 2.37 1.00 1.00 97 P6TN P6 176 44.26 273.38 -5.17 -5.17 79.83 202.50 -2.77 -2.77 -2.77 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 R2a* 121 2.3 6.5 1,00 0.30 0.40 0.55 0.24 0.28 1.00 0.45 525 P2 P4 422 5.31 1.97 2.11 2.11 9.58 1.46 5.13 5.13 6.13 Ext R2b* 564.5' 10.7 17.9 1.00 0.00 1.88 2.54 1.13 1.33 1.00 1.00 230 P6 P4 416 24.79 0.00 2.48 2.48 44.71 0.00 4.48 4.48 4,48 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext R3a* 221.8 4.1 8.4 1.00 0.30 0.74 1.00 0.44 0.52 1.00 0.82 284 P4 P4 420 9.74 4.69 1.45 1.45 17.56 3.47 4.06 4.06 4.06 Ext _R3b* 100.8 2.0 3.3 1.00 0.30 0.34 0.45 0.20 0.24 1.00 0.40 553 P2 P4 395 4.43 0.88 2.66 2.66 7.98 0.65 5.50 5.50 6.60 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 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 00 0.00 0 00 0.00 0.00 0.00 0 00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 64.0 64.0=Leff. 6.72 9.09 4.02 4.74 1.00 E V„,i„d 15.81 E VEQ 8.76 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL F-B(front to back) CT PROJECT#: 15238_5 ABD_DL Panel Height= 8.1 ft. Seismic V I= 1.28 kips Design Wind F-B V I= 6.74 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V i= 10.05 kips Sum Wind F-B V I= 22.55 kips Min.Lwall= 2.31 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 Logy sn. C U w dl V level V abv.V level V abv. 2w/h v i Type Type v I OTM ROTM U„et Usurp OTM Roan Unet Usun, U,um (soft) (ft) (ft) (kif) (kip) (kip) (kdP) (kip) p (PIf) (Pif) (kiP-ft) (kilo-ft) (kir)) (kip) (kilo-ft) (kiP-ft) (kilo) (kilo) (kip) Ext L3 359.3' 24,5 24.5 1.00 0.40 1.68 3.95 0.32 2.19 1.00 1.00 103 CONCRETE 230 20.34 108.05 -3.68 -3.68 45.66 80.03 -1.44 -1.44 -1.44 Ext L4 359.3 20.5 20.5 1.00 0.40' 1.68 3.95 0.32 2.19 1.00 1.00 123 P6TN P6 275 20.34 75.65 -2.79 -2.79 45.66 56.03 -0.52 -0.52 -0.52 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 517.3 25.8 25.8 1.00 0.40' 2.43 5.69 0.46 3.16 1.00 1.00 140 CONCRETE 315 29.29 119.35 -3.59 -3.59 65.75 88.41 -0.90 -0.90 -0.90 Ext R5 201.21 10.3 10.3 1.00 0.40 0.94 2.21 0.18 1.23 1.00 1.00 137 P6TN P6 308 11.39 18.91 -0.78 -0.78 25.57 14.01 1.21 1.21 1.21 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0-- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0; 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-•• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0,0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0-- -•• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1437 1437 81.0 81.0=Leff. 6.74 15.81 1.28 8.76 EV,nd 22.55 EVEQ 10.05 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-3(side to side) CT PROJECT#: 152385 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V I= 4.74 kips Design Wind F-B V I= 10.66 kips Max aspect= 3,5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.74 kips Sum Wind F-B V I= 10.66 klps 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 Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL off. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Line U,,,m OTM RQTM Umt U, Usum (SCA) (ft) (ft) (kit) (kip) (kip) (kip) (kiP) P (PIO) (pit) (kip-ft) (kiP-ft) (kiP) (kip) (kip-ft) (kiP-ft) (kip) (4) (kip) Ext 81a" 319.1= 6.8 9.8 1.00 0.15 1.65 0.00 0.74 0.00 1.00 1.00 109 PSTN P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 4:90 Ext Blb* 597.1 12.5 19.0 1.00 0.153.09 0.00 1.38 0.00 1.00 1.00 110 P6TN P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 4,36 Ext Blbc* 113.2 2.5 8.0 1.00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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* 205.9' 2.5 5.8 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 4.84 Ext Fl b* 205.9' 2.6 9.1 1.00 0.15' 1.07 0.00 0.47 0.00 1.00 0.57 321 P4 P4 413 4.27 1.58 1.41 1.41 9.59 1.17 4.40 4.40 4.40 Ext Flc* 205.9 2.5 5.8 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.56 342 P4 P4 426 4.27 0.97 1.80 1.80 9.59 0.72 4.84 4.84 4.84 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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" 205.9 2.6 5.9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 313 P4 P4 408 4.27 1.03 1.67 1.67 9.59 0.76 4.38 4.38 4.38 Ext F2b' 205.9 2.6 5.9 1.00 0.15 1.07 0.00 0.47 0.00 1.00 0.58 316 P4 P4 410 4.27 1.03 1.68 1.68 9.59 0.76 4.41 4.41 4.44 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 d 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 4 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '; 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 34.5 34.5=Leff. 10.66 0.00 4.74 0.00 E V ,m 10.66 EVEQ 4.74 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: D FRONT DESIGN Diaph.Level: 2nd Panel Height= 10.1,ft. Seismic V i= 4.02 kips Design Wind F-B V i= 7.88 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 8.76 kips Sum Wind F-B V I= 18.54 kips Min.Lwall= 2.89 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 LoL.n. C o w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM RoTM Urwt U,,,m OTM ROTM Un,t Uaum U,,m (sgft) (ft) (ft) (klO (kiP) (NP) (kip) (Np) p (Plf) (PIO (kip-ft) (kiP-ft) (kiP) (kip) (kip-ft) (kiP-ft) (kiP) (kip) (kiP) Ext 82a* 141.1 4.3 6.3 1.00 0.30 0.55 1.49 0.28 0.66 1.00 1.00 218 P6 P4 471 9.55 3.71 1.59 1.59 20.64 2.75 4.87 4.87 4.87 Ext 82b* 126 3.9 8.9 1:00 0.30' 0.49 1.33 0.25 0.59 1.00 0.77 280 P4 P4 468 8.53 4.69 1.19 1.19 18.43 3.47 4.63 4.63 4,63 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 83 236:9 7.3 16.6 1:00 0.30' 0.93 2.50 0.47 1.12 1.00 1.00 217 P6 P4 470 16.03 16.31 -0.04 -0.04 34.65 12.08 3.40 3.40 3.40 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 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 50.4 2.0 10.0 1.00 0.30 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 Ext F4 50.4 2.0 10.0 1.00 0.30' 0.20 0.53 0.10 0.24 1.00 0.40 426 P3 P4 365 3.41 2.70 0.53 0.53 7.37 2.00 4.03 4.03 4.03 - - 0 0.0 0.0 1,00 0,00' 0.00 0.00 0.00 0,00 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 Gar' 338.7 5.5 5.5 1.00 0,20' 1.32 1.02 0.68 0.46 1.00 1.00 206 P6 P4 427 11.42 2.72 1.80 1.80 23.71 2.02 4.49 4.49 4.49 Int Gar2 451.6 7.4 7.4 1:00 0.20 1.77 1.36 0.90 0.61 1.00 1.00 205 P6 P4 425 15.23 4.89 1.54 1.54 31.61 3.62 4.18 4.18 4.18 Int Stain 620.9 10.5 10,5 1.00 0.20' 2.43 1.88 1.24 0.84 1.00 1.00 197 P6 P4 410 20.94 9.92 1.12 1.12 43.47 7.35 3.67 3.67 3.67 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 : 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0•-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- •-• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0•-- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2016 42.9 42.9=L eff. 7.88 10.66 4.02 4.74 L'Vwtnd 18.54 E VEQ 8.76 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL Diaph.Level: 1st Panel Height= 8.1 ft. Seismic V i= 1.28 kips Design Wind F-B V i= 4.00 kips Max.aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 10.05 kips Sum Wind F-B V I= 22.54 kips Min,Lwall= 2.31 ft. per SDPWS-08 Table 4.3,3.5 Wind Wind E,Q. E,Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E,Q. E,Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL on. C 0 w di V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM U„et U,,,m OTM ROTM U„st Us„m U.,,m (soft) (ft) (ft) (kif) (kiP) (ki4) (kiP) (kip) p (Plf) (Plf) (kiP-ft) (kiP-ft) (kiP) (kip) (kip-ft) (kiP-ft) (ki4) (kip) (kip) Ext B2a* 86.224.3 6.3 1.00 0.40 0.24 1.75 0.08 0.81 1.00 1.00 204 P6 P4 459 8.96 4.95 1.09 1.09 20.12 3.67 4.48 4.48 4.48 Ext B2b* 79.04 3.9 8,9 1,00 0.40 0.22 1.61 0.07 0.74 1.00 0.77 270 P4 P4 468 8.22 6.25 0.61 0.61 18.44 4.63 4.27 4.27 4. - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 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' 136.5': 6.8 16.1 1.00 0.40! 0.38 2.77 0.12 1.28 1.00 1.00 206 P6 P4 463 14.19 19.69 -0.89 -0.89 31.85 14.58 2.81 2.81 2,84 Ext B3b* 57,48 3,0 :15,0 1.00 0.40 0.16 1.17 0.05 0.54 1.00 0.58 343 P4 P4 450 5.98 7,94 -0.86 -0.86 13.41 5.88 3.30 3.30 330 - - 0 0.0 ' 0.0 1:00 0.00 0,00 0.00 0.00 0.00 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 359.3 12.0 12.0 1.00 0.40 1.00 1.46 0.32 0.68 1.00 1.00 83 CONCRETE 205 10.06 25.92 -1.40 -1.40 24.84 19.20 0.50 0.50 0.50 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Carl 359.3 20,0 20.0 1.00 0.40 1.00 4.89 0.32 2.36 1.00 1.00 134 CONCRETE 295 27.03 72.00 -2.33 -2.33 59.50 53.33 0.32 0.32 0.32 Int Stair1 359.3 19.0 19.0 1.00 0.40 1.00 4.89 0.32 2.36 1.00 1.00 141 CONCRETE 310 27.03 64.98 -2.07 -2.07 59.50 48.13 0.62 0.62 0.62 - - 0 0,0 zr 0,0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0,00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 - - 0 0,0 0,0 1,00 0,00', 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1,00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0,00 0,00 0,00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 4 0.0 1:00 0.00 0,00 0.00 0.00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0,00 0,00 1.00 0.00 0--- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 `> 0.0 1.00 0,00` 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0,00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 - - 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0,00 0.00 - - 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0,0 0.0 1:00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 r 0,0 1.00 0.00 0.00 0.00 0,00 0.00 1.00 0.00 0--- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 1437 1437 69.0 69.0=L eff. 4.00 18.54 1.28 8.76 EV,„„a 22.54 EVEQ 10.05 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9 ft. Seismic V i= 4.74 kips Design Wind F-B V I= 10.66 kips Max.aspect= 3,5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 4.74 kips Sum Wind F-B V i= 10.66 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 Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall Logy eff. C 0 w dl V level V abv. V level V abv. 2w/h vi Type Type vi OTM RoTM Line U,um OTM RoTM Un„ Usum U,,m (soft) (ft) (ft) (kif) (kip) (kip) (kip) (kiP) p (PIf) (plf) (kip-ft) (kip-ft) (kiP) (kip) (kip-ft) (kip-ft) (kiP) (kip) (kip) Ext Bla* 319.1 6.8 9,8 1.00 0.15 1.65 0.00 0.74 0.00 1.00 1.00 109 P6T# P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 4,90 Ext B1 b* 597.1 12.5 19.0 1.00 0.15 3.09 0.00 1.38 0.00 1.00 1.00 110 P6TH P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 4,36 Ext B1bc* 113.2 2.5 8.0 1,00 0.15 0.59 0.00 0.26 0.00 1.00 0.54 196 P6 P6 239 2.35 1.31 0.58 0.58 5.28 0.97 2.41 2.41 2.41 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2.66 Ext F1 b* 171.6 3,3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 162 P6 P6 268 3.56 1.30 0.86 0.86 7.99 0.96 2.66 2.66 2.66 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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* 171.6 2.8 5.3 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.63 221 P6 P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 3,4-7 Ext F2b* 171.6 2.8 5.3 1:00 0.15 0.89 0.00 0.40 0.00 1.00 0.63 221 P6 P6 313 3.56 1.02 1.17 1.17 7.99 0.76 3.17 3.17 347 - - 0 0,0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Ext F3ab* 171.6 3.3 5.8 1.00 0.15 0.89 0.00 0.40 0.00 1.00 0.74 160 P6 P6 267 3.56 1.31 0.84 0.84 7.99 0.97 2.64 2.64 2,64 Ext F3ab* 171.6 3,3 5.8 1.00 0,15 0.89 0.00 0.40 0.00 1.00 0.74 160 P6 P6 267 3.56 1.31 0.84 0.84 7.99 0.97 2.64 2.64 2.64 - - 0 0.0 0,0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.001 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- ••- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 40.7 40.7=L eff. 10.66 0.00 4.74 0.00 EV.4nd 10.66 EVEQ 4.74 Notes: * denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Diaph.Level: 2nd Panel Height= 10,1 ft. Seismic V I= 4.02 kips Design Wind F-B V I= 7.88 kips Max aspect= 3.5 SDPWS-08 Table 4.3.4 Sum Seismic V I= 8.76 kips Sum Wind F-B V I= 18.54 kips Min.Lwall= 2.89 ft. per SDPWS-08 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E,Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL.ff C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type vi OTM RoTM Un.t U.,,„, OTM RoTM net U.um Usum (sgft) (ft) (ft) (Mf) (kip) (kip) (kiP) (kip) p (Plf) (Plf) (4-ft) (kip-ft) (kiP) (kit) (kiP-ft) (kip-ft) (4) (kip) (kip) Ext B2a* 141.1 4.3 6.3 1.00 0.30 0.46 1.49 0.23 0.66 1.00 1.00 207 P6 P4 450 9.08 3.71 1.46 1.46 19.71 2.75 4.62 4.62 4.62 Ext B2b* 126 3.9 8.9 1.00 0.30 0.41 1.33 0.21 0.59 1.00 0.77 266 P4 P4 447 8.10 4.69 1.06 1.06 17.60 3.47 4.37 4.37 4.37 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 B3 236.9 7.3 16,6 1.00 0.30 0.77 2.50 0.39 1.12 1.00 1.00 207 P6 P4 449 15.24 16.31 -0.16 -0.16 33.09 12.08 3.17 3.17 347 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 F4 121 2.0 10,0 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 Ext F5 121 2.0 10.0 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 2.70 0.36 0.36 6.56 2.00 3.42 3.42 3.42 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 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 pea* 121 2,0 5.5 1.00 0.30 0.39 0.26 0.20 0.11 1.00 0.40 398 P3 P6 325 3.18 1.49 1.27 1.27 6.56 1.10 4.10 4.10 440 Ext F6b* 141,1 2.4 5,9 1.00 0.30 0.46 0.24 0.23 0.11 1.00 0.47 306 P4 P6 295 3.44 1.88 0.92 0.92 7.06 1.39 3.33 3.33 343 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 Gall 338.7 5.5 5.5 1.00 0.20 1.10 0.68 0.56 0.30 1.00 1.00 158 P6 P6 325 8.75 2.72 1.25 1.25 18.04 2.02 3.31 3.31 3.31 Int Gar2 451.6 7.4 7.4 1.00 0.20 1.47 0.91 0.75 0.40 1.00 1.00 157 P6 P6 323 11.67 4.89 1.01 1.01 24.05 3.62 3.05 3.05 3.05 int Stair' 620.9 10.5 ;10.5 1.00 0.20 2.02 1.25 1.03 0.56 1.00 1.00 151 P6 P6 312 16.04 9.92 0.62 0.62 33.07 7.35 2.62 2.62 2.62 0 0.0 0,0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0,0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0,00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0-- -•- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 0.0 1:00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 D 0,0 0.0 1:00 0,009 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--• -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0,00(' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0,0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2016 2419 47.3 47.3=L eff. 7.88 9.18 4.02 4.09 uV,„nd 17.06 EVE2 8.11 Notes: * denotes a wall with force transfer JOB#: 15238'.. 5 ABD_DL ID: R2ab w d1= 300 plf V eq 2980.0 pounds V1 eq= 566.5 pounds V3 eq= 2413.4 pounds V w= 5374.9 pounds V1 w= 1021.8 pounds V3 w= 4353.0 pounds 0. ► v hdr eq= 137.6 p/f H head= A v hdr w= 248.3 plf 1.44 v Fdrag1 eq= 222 F2 eq= 948 Fdragl w= -'1 F2 1709 H pier= v1 eq= 226.6 p/f v3 eq= 226.6 p/f 2.6 v1 w= 408.7 plf v3 w= 408.7 p/f feet H total= 2w/h= 1 2w/h= 1 10.04 • Fdrag3 eq= F4 e•- 948 feet A Fdrag3 w=401 F4 w= 1709 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 137.6 plf 6.0 EQ Wind v sill w= 248.3 p/f feet OTM 29919 53964 R OTM 63278 46872 • UPLIFT -1712 334 UP sum -1712 334 H/L Ratios: L1= 2.5 L2= 8.5 L3= 10.7 Htotal/L= 0.46 , 0 41 „ 0 Hpier/L1= 1.04 Hpier/L3= 0.24 L total= 21.7 feet JOB#: 15238_5 ABD_DL ID: R3ab w dl= 300 plf V eq 1402.3 pounds V1 eq= 943.3 pounds V3 eq= 459.0 pounds V w= 2529.4 pounds V1 w= 1701.4 pounds V3 w= 827.9 pounds v hdr eq= 162.9 plf •H head= n v hdr w= 293.8 Of 1.44, V Fdrag1 eq= 274 F2 eq= 133 Fdragl w= ,'4 F2 240 H pier= v1 eq= 229.5 p/f v3 eq= 344.3 p/f 6.0,', v1 w= 414.0 plf v3 w= 414.0 Of feet H total= 2w/h= 1 2w/h= 0.666667 10.04 Fdrag3 eq F4 e•- 133 feet A Fdrag3 w=494 F4 w= 240 P4 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 162.9 Of 2.6 EQ Wind v sill w= 293.8 plf feet OTM 14079 25395 R OTM 10008 7413 UPLIFT 525 2320 • UP sum 525 2320 H/L Ratios: L1= 4.1 L2= 2.5 L3= 2.0 Htotal/L= 1.17 ►-4 11.44 O. Hpier/L1= 1.46 i ► Hpier/L3= 3.00 L total= 8.6 feet JOB#: 15238_5 ABDDL ID: B1abc w dl= 150 p/f V eq 2372.5 pounds V1 eq= 751.5 pounds V3 eq= 1353.3 pounds V5 eq= 267.6 pounds V w= 5328.5 pounds V1 w= 1687.9 pounds V3 w= 3039.6 pounds V5 w= 601.1 pounds -► -► v hdr eq= 68.3 p/f ► ► AH1 head=A v hdr= 153.5 plf H5 head= A 1.31 V Fdragl eq= 43.3 drag2 eq= 78.0 drag5 eq= 428.8 drag5 eq= 84.8 1 v A Fdragl w= • 2 =dragl 175.1 =drag5 w= •.3.0 Fdrag6 - 190.4 A H1 pier= v1 eq= 109.2 plf v3 eq= 109.2 plf v5 eq= 109.2 H5 pier= 2.3 v1 w= 245.3 p/f v3 w= 245.3 p/f v5 w= 245.31 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.1 �/ Fdrag3= ,•.3 Fdrag,- 78.0 I feet X Fdragl w= 97.22694 =dragl w= 175.1 :drag7eq= - 8.8 Fdrag8e. 84.8 v P6TN E.Q. Fdrag7w= 963.0 Fdrag8w= 190.4 A P6 WIND v sill eq= 68.3 plf H1 sill= v sill w= 153.5 p/f H5 sill= 5.5 EQ Wind 4.0 feet OTM 21613.1 48542.9 feet R OTM 46187 51534 v____ UPLIFT -745 -91 V_ Up Sum -745 -91 H/L Ratios: L1= 6.9', L2= 2.0 L3= 12.4 L4= 11.0 L5= 2.5 Htotal/L= 0.26 Hpier/L1= 0.33 , P. ►� 11010.4 ► Hpier/L3= 0.19 L total= 34.7 feet > Hpier/L5= 1.63 0.95 L reduction JOB#: 15238_5 ABD DL ID: F2ab w d1= 170 p/f V eq 949.0', pounds V1 eq= 475.4 pounds V3 eq= 473.6 pounds V w= 2131.4 pounds V1 w= 1067.8 pounds V3 w= 1063.7 pounds ► v hdr eq= 81.0 plf ► •H head= A v hdr w= 182.0 Of 1.06 v Fdrag1 eq= 264 F2 eq= 263 A Fdragl w= '3 F2 590 H pier= v1 eq= 182.1 plf v3 eq= 182.1 plf 5.0 v1 w= 409.1 plf v3 w= 409.1 plf feet H total= 2w/h= 1 2w/h= 1 9.06 Fdrag3 eq= ', F4 e•- 263 � ' feet Fdrag3 w= 593 F4 w= 590 P6 E.Q. 2w/h= 1 P4 WIND Hsill= vsill eq= 81.0p/f 3,0 EQ Wind v sill w= 182.0 plf feet OTM 8598 19311 R OTM 10490 7770 UPLIFT -180 985 • UP sum -180 985 H/L Ratios: L1 2.6 L2= 6.5 L3= 2.6 Htotal/L= 0.77 ► 4 ►4 ► Hpier/L1= 1.92 ► Hpier/L3= 1.92 L total= 11.7 feet JOB#: 15238_5 ABD_DL ID: B2ab w dl= 300 plf V eq 1790.0 pounds V1 eq= 938.7 pounds V3 eq= 851.3 pounds V w= 3868.7 pounds V1 w= 2028.7 pounds V3 w= 1840.0 pounds v hdr eq= 146.7 plf -► •H head= A v hdr w= 317.1 p/f 0.88 v Fdragl eq= 308 F2 eq= 279 A Fdragl w= :,5 F2 603 H pier= v1 eq= 218.3 p/f v3 eq= 218.3 p/f 4.4 v1 w= 471.8 p/f v3 w= 471.8 p/f feet H total= 2w/h= 1 2w/h= 1 9.8 v Fdrag3 eq-- :. F4 e.- 279 feet A Fdrag3 w= 665 F4 w=603 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 146.7 p/f 4.5 EQ Wind v sill w= 317.1 p/f feet OTM 17542 37913 R OTM 20093 14884 UPLIFT -232 2097 UP sum -232 2097 H/L Ratios: Ll= 4.3 L2= 4.0 L3= 3.9 Htotal/L= 0.80 Hpier/L1= 1.03 ~ 10-4 ► Hpier/L3= 1.13 L total= 12.2 feet JOB#: 15238_5 ABD_DL ID: B5ab w d1= 250 plf V eq 1996.7 pounds V1 eq= 1318.2 pounds V3 eq= 678.5 pounds V w= 4481.7 pounds V1 w= 2958.8 pounds V3 w= 1522.9 pounds v hdr eq= 89.5 plf H head= A v hdr w= 201.0 Of 1.03y eq= 709 F2 eq= 365 Y Fdrag1 w= ,92 F2 820 H pier= v1 eq= 193.9 plf v3 eq= 193.9 plf 5.0 vi w= 435.1 plf v3 w= 435.1 Of feet H total= 2w/h= 1 2w/h= 1 8.09 Fdrag3 eq= 7%• F4 et- 365 feet A Fdrag3 w= 1592 F4 w= 820 P6 E.Q. 2w/h= 1 P4 WIND I H sill= v sill eq= 89.5 p/f 2.1 EQ Wind v sill w= 201.0 plf feet OTM 16154 36257 R OTM 55945 41441 UPLIFT -1983 -258 UP sum -1983 -258 H/L Ratios: L1= 6.8 L2= 12.0 L3= 3.5 Htotal/L= 0.36 ► 4 ►4 0 Hpier/L1= 0.74 ► Hpier/L3= 1.43 L total= 22.3 feet JOB#: 15238_5 ABD_DL ID: F6abPLAND w dl= 250 p/f V eq 655.6 pounds V1 eq= 300.1 pounds V3 eq= 355.6 pounds V w= 1348.5 pounds V1 w= 617.2 pounds V3 w= 731.4 pounds -► ► v hdr eq= 57.7 plf - 0. •H head= A v hdr w= 118.6 p/f 1.03 v Fdragl eq= 185 F2 eq= 219 Fdragl w= c0 F2 450 H pier= v1 eq= 225.0 p/f v3 eq= 189.9 plf 6.0 v1 w= 265.6 plf v3 w= 265.6 p/f feet H total= 2w/h= 0.666667 2w/h= 0.79 10.03 Fdrag3 eq= : F4 e.- 219 feet A Fdrag3 w=380 F4 w=450 P6 E.Q. 2w/h= 1 P6 WIND H sill= v sill eq= 57.7 plf 3.0 EQ Wind v sill w= 118.6 p/f feet OTM 6576 13526 R OTM 14544 10773 • UPLIFT -779 269 UP sum -779 269 H/L Ratios: L1= 2.0 L2= 7,0 L3= 2.4 Htotal/L= 0.88 Hpier/L1= 3.00 10--4 0.4 ► Hpier/L3= 2.53 L total= 11.4 feet o. Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580000 Square Footing Design Page 1 User.3-2 03 ENE,CALLVer n 1 Engineering o 15238_riverterrace_5abd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description 15238-5ABD-FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 111 Dead Load 0.950 k Footing Dimension 1.500 ft Live Load 2.400 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 2 Bar Size 4 Seismic Zone 4 Rebar Cover 3.250 Overburden Weight 0.000 psf fc 2,000.0 psi Concrete Weight 145.00 pcf Fy 40,000.0 psi LL&ST Loads Combine Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing II Rebar Requirement Actual Rebar"d"depth used 6.500 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.324 in2 As Req'd by Analysis 0.0005 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % 1 Summary ' Footing OK 1.50ft square x 10.0in thick with 2-#4 bars Max.Static Soil Pressure 1,609.72 psf Vu:Actual One-Way 6.87 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,609.72 psf Vu:Actual Two-Way 29.80 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Altemate Rebar Selections... Mu :Actual 0.72 2 #4's 2 #5's 1 #6's Mn*Phi:Capacity 4.99 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580000 User.3-203ENE,Ver CALC n 1-0DecSquare Footing Design Page 1 (c)1983.2003 ENERCAIC Engineering Software 15238 iverterrace5abd.ecw:15238-5A t Description 15238-5ABD-FTG2 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 r Dead Load 1.730 k Footing Dimension 2.000 ft Live Load 3.950 k Thickness 10.00 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 f'c 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/Fy0.0050 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0008 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Summary I Footing OK 2.00ft square x 10.0in thick with 4-#4 bars Max.Static Soil Pressure 1,540.83 psf Vu:Actual One-Way 13.25 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 76.03 psi Max.Short Term Soil Pressure 1,540.83 psf Vu:Actual Two-Way 49.59 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 152.05 psi Mu :Actual Alternate Rebar Selections... 1.23 3 #4's 2 #5's 1 #6's Mn*Phi:Capacity 7.63 1 #7's 1 #8's 1 #9's 1 #10's Title: Job# Dsgnr: Date: 9:50AM, 14 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-Deo-2003 Cantilevered Retaining Wall Design 15238 nverterrace_5abd.ecw:15238-5A 11 _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=2' NO SOG -Criteria 0 Soil Data 1 Footing Strengths&Dimensions I l l Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.33 t Waer height over heel = 0.0 ft Soil Density = 110.00 pcf Footing Thickness = 10.00 in FootingilSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm= 3.00 in Axial Load Applied to Stem \ Axial Dead Load Ax100.0 lbs Axial Load Eccentricity = 0.0 in ial Live Load 0.0 lbs DesiS gn ummary I Stem Construction 1 Top Stem -k Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure©Toe = 525 psf OKRebar Size = # 4 Soil Pressure©Heel = 382 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored©Toe = 664 psf fb/FB+fa/Fa = 0.021 ACI Factored©Heel = 484 psf Total Force©Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft = 33.5 Footing Shear @ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 6.13 OK Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht.in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data fm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = FootingDesignResults Special Inspection _ esuM 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 psi= 3,000.0 Mu: Design = 20 55 ft-# = 40,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 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 RetainingWall Di Page 2 `(c)1983-2003 ENERCALC Engineering Software Design 15238_riverterrace5abd.ecw:15238-5A Description CANT RET WALL H=2' NO SOG _Summary of Overturning&Resisting Forces&Moments I 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 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 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: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 User KW-0602997,Ver5.8.0,1-Deo-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace5abd.ecw15238-5A Description CANT RET WALL H=4' NO SOG Criteria 1 Soil Data I Footing Strengths&Dimensions I Retained Height = 3.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 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 0 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 1 Top Stem Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"lit" = Concrete ThSoil Pressure©Toe = 1,266 psf OK ebaS = 8.00 Rebar Soil Pressure©Heel = 128 psf OK Rebarr Sizize = # 4 3,000 p Rebar Spacing = 18.00 Allowable = sf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf fb/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force©Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft4= 425.2 Footing Shear©Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Datafm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. _ Mu':Upward = 76 0 ft4 Masonry Block Type= Mu':Downward = 14 369 ft-it Concrete Data Mu: Design = 62 369 ft4 fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 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_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=4' NO SOG ,Summary of Overturning&Resisting Forces&Moments U OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 316.1 1.42 447.8 Soil Over Heel = 255.4 1.33 339.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 400.0 0.66 265.3 Total = 316.1 O.T.M. = 447.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.56 Footing Weight = 186.7 0.83 155.0 Vertical Loads used for Soil Pressure= 1,157.4 lbs Key Weight = Vert.Component = 191.0 1.66 317.1 Vertical component of active pressure used for soil pressure Total= 1,157.4 lbs R.M.= 1,147.0 Title: Job# Dsgnr: Date: 9:50AM, 14 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_5abd.e�w:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=6' NO SOG Criteria Soil Data Footing Strengths&Dimensions M Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Retained Height 5.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft 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 Water height over heel = 0.0 ft Soil Density = 110.00 pcf Footing Thickness = 10.00 in FootingiiSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover©Top = 3.00 in ©Btm.= 3.00 in Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Load Applied to Stem Axial Live Load = 0.0 lbs Design Summary111Stem Construction ! Top Stem Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant etc. = 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 = 3,000psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,746 psf fb/Fg+fa/Fa = 0.679 ACI Factored @ Heel = 231 psf Total Force©Section lbs= 899.9 Footing Shear©Toe = 2.4 psi OK Actual 1,649.9omen. # Footing Shear©Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 2.38 OK Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive For - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 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 Ration' 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 psi= 3,000.0 Mu: Design = 299 1,531 ft4 = 40,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 — Page 2 1 User.3-203ENE,Ver S.8n inee 003 Cantilevered RetainingWall Design _(c)1983-2003 ENERCALC Engineering Software 9 15238 nverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=6' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft4 Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load©Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth©Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R M.= 3,520.1 Title: Job# Dsgnr: Date: 9:50AM, 14 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 nvertemace_5abd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=10' NO SOG Criteria 111 Soil Data i Footing Strengths&Dimensions I 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 6 Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in - Axial Live Load = 0.0 lbs Design Summary 0 Stem Construction 1 Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete 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 Force= - 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 = FootingDesign Results Special Inspection - 9 Modular Ratio'n' Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. _ Mu':Upward = 1,667 0 ft4t Masonry Block Type= Mu':Downward = 277 12,332 ft-# Concrete Data psi= 3,000.0 Mu: Design = 1,390 12,332 ft Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 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 II (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=10'NO SOG 111 ,Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-it lbs ft ft-it 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: 9:50AM, 14 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_riverterrace_Sabd.ecw:15238-5A _(c)1983-2003 ENERCALC Engineering Software Description CANT RET WALL H=12' NO SOG Criteria Soil Data Footing Strengths&Dimensions Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Retained Height = 11.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 Toe Width = 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Water height over heel = 0.0 ft Soil Density = 110.00 pcF Footing Thickness = 14.00 in Footing1ISoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore KeyDepth = 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 Axial Live Load = = 100.0 lbs 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary I _Stem Construction 0 Top Stem -k 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 ft4= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Shear Allowable psi= 93.1 Overturning = 3.19 OK Sliding = 1.50(Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 8.96 Lateral Sliding Force = 2,807.8 lbs Wall Weight 100.0 less 100%Passive Force= - 588.2 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 3,627.3 lbs Masonry Data Pm 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 g- 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 psi= 3,000.0 Mu: Design = 2,504 25,870 ft4 = 60,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi 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: 9:50AM, 14 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-2003Cantilever9 esed Retainin Wall Di _ Page 2 1 _(c)1983-2003 ENERCALC Engineering Software 9n 15238_riverterrace 5abd.ecw:15238-5A Description CANT RET WALL H=12' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,807.8 4.22 11,855.1 Soil Over Heel = 4,849.2 4.33 21,013.1 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 2.08 208.3 Load @ Stem Above Soil= Soil Over Toe = 128.3 0.88 112.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,200.0 2.08 2,500.0 Total = 2,807.8 O.T.M. = 11,855.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 3.19 Footing Weight = 1,093.7 3.13 3,417.9 Vertical Loads used for Soil Pressure= 9,068.2 lbs Key Weight = Vert.Component = 1,696.9 6.25 10,605.8 Vertical component of active pressure used for soil pressure Total= 9,068.2 lbs R.M.= 37,857.4 Table 1.Recommended allowable design values for APA portal frame used on a rigid-base foundation for wind or seismic loading 'lm4 ASD Allowable Design Values per Frame Segment Minimum Maximum Ultimate Load Width(inches) Height(feet) Load(pounds) Shears/(pounds) Deflection(inch) Factor 2,780 600 Se-c- 0.40 , a 16 1,000 ' QF 0.32 2.8 10 2,1803.6 4,720 8 2.8 24 1,700 /55, 0.32 HT 10 3,630 1,000 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-$G)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1. (b)For construction as shown in Figure 1. (c}Values are for a single portal frame segment(one vertical leg and a portion of the header).For multiple portal frame segments,allowable design values can be multiplied by number of frame segments(e.g.,two=2x,three=3x,etc.). (0)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 I.Construction details for APA portal-frame design with hold downs EXTENT OF HEADER ,ot DOUBLE PORTAL FRAME(TWO BRACED.WALL PANELS} ENT OF HEADER stirAnoxi;Fume: 4— rsts Hati.FFovaEAcetzza • t' • . „, •• ; 14 ff TO vs— . I • TYPICAL PORTAL- leo LB --FASTEN TOP PLATE TO tHeAceR watt TWO /OWLS •••..., ROWS OF MD SINKER NAILS AT T GC.TYP sTRAF.,e,,m; ; FMB"- ; ;•,; L , CONSTRUCTION I4a. 2 ROWS TOM LS STRAP OPPOSITE SHEATHING LSTA241 i; a.c. isT(REFA24-•NO. FASTEN SHEATHEC TO HEADER WINED COMMON OR I , FOR A PANEL GALVAticE0 BOX WAS IN roma PArriamt As wows AND niSPUCEpmm_OF MAX, L.... • O.G.itt Au.manta(STUDS-BLOOMS.AND SUS)rVP' I Ti HEIGHT z OCC&IDGED:ERSK4U'AMY ;"4,' TYP , ; WIDTH(WET/481.e it • BE NAILED To , • COMMON BLOCK. ) MO AND OCCUR r: rt4 MIEN MIDDLE 2414: (2)2X4 / l OF WAILHEIGIW. TIE TAIN-(2)23:4 1 i ROW of -12 DOWN DEVICE Str M14 THICKNESS W000 . I I 0,C,NAIUNG I STRLJGIURAL PANB.SHEAVONG REQUIRED IN EACH (REF NO. 1 ; - ; emetifnae STHD143 mut 42000 STRAP type TIE-DOWN DEVICE(EhMEDDED • _ I INTO CONCRETE AND NALED INTO FRAMING).INSTALLED " PER MANUFACTURER;REF t,10.STHG14.1 MOD LB TIE DOWN 4 21,2-xamr KATE WASHER DEVICE PIET, 174 -•ONE WV'OM ANCHOR BOLT WI r MIN EMBEDMENT ‘..1 i I - 1' : ; 11 • FOUNDATION, F ..,_, .1" "'"fr ERMI* 4 A SECTION A-A Fj991if ELEVATION (ONE PORTAL FRAME SEGMENT) ilagAagagal dbd je5 to 06j1) 4rifF" ?L'144 2 la 2010 APA-The Engineered Wiwi'Ammation 7 Li Roseburg J4 BASEMENT 10-13-15 11:01arn A Forest Products Company 1 of 1 CS Beam 421.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam1 10 6 0 10 0 0 20 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 302# — 2 10' 6.000" Wall DFL Plate(625psi) 3.500" 3.500" 870# — 3 20' 6.000" Wall DFL Plate(625psi) 3.500" 1.750" 287# — Maximum Load Case Reactions Used for applying pond bads(or line loads)to canyirg members Live Dead 1 239#(179plf) 63#(47plf) 2 669#(502p1f) 201#(15100 3 229#(172plf) 58#(43p1f) Design spans 10' 3.375" 9' 9.375" 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 654.'# 2820.'# 23% 4.33' Odd Spans D+L Negative Moment 874.'# 2820.'# 30% 10.5' Total Load D+L Shear 441.# 1220.# 36% 10.49' Total Load D+L End Reaction 302.# 1151.# 26% 0' Odd Spans D+L Int.Reaction 870.# 1775.# 49% 10.5' Total Load D+L TL Deflection 0.0643" 0.5141" U999+ 4.85' Odd Spans D+L LL Deflection 0.0540" 0.2570" U999+ 4.85' Odd Spans L Control: Max Int React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON alp°d ctnamesaretrademaksottheirrespeaiveowners KAMI L HENDERSON EWP MANAGER Copyright(c)2015 by Simpson st«g re company lnc nu Rlclirs rzEs�xveo. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets apptcade design criteria for Loads,Loading Conddions,and Spans listed on this sheet.The design BEAV ERTON,OREGON mus[be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer s specificaiions. 503-858-9663 CJ3 MAIN 10-13-15 ri Roseburg11:02am A Forest Products Company 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 t.. T 19 7 0 Q 19 7 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" 821# — 2 19' 7.000" Wall DFL Plate(625psi) N/A 1.750" 821# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 631#(395p1f) 189#(118p1f) 2 631#(395p1f) 189#(118p1f) Design spans 19' 8.750" 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 4048.'# 7280.'# 55% 9.79' Total Load D+L Shear 821.# 2840.# 28% 0' Total Load D+L TL Deflection 0.4605" 0.9865" L/514 9.79' Total Load D+L LL Deflection 0.3542" 0.4932" L/668 9.79' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER StrongTie Copyright(C)2015 bysimpson Strong-Tie e 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