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Specifications (18) yv\5T2orlao015 so sw o LA-cA, fou) G" Structural Engineera.. C T E N G I N E`R I N 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) REC1WEi #15238 DEC 2 0 ?P16 Structural Calculations arm; IGA GILDING ;;111 4c �GINF 41 . River Terrace c9 �. Plan 5 DL J 4,0 Elevation A VAiRE1E044. Kcc-,)' Tigard, OR 4)/Fs 12,0ob 10 Design Criteria: 2012 IBC (ORSC, OSSC) ASCE 7-10 Wind Speed: 120(ULT); 93(ASD); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Bearing = 2000 psf Client: Polygon Northwest Company 109 East 13th Street, Suite 200 Vancouver, WA 98660-3229 Ph: 360.695.7700 Fax: 360.693.4442 Architect: M it bran dt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 CT E_ NG_INEERINGG :-: INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Multiple locations in Tigard, OR DESIGN SUMMARY: (Note-Dual reference for Plan 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 Illlisc. 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 Msc./A�ech. 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 TJIsat16'oc psf Insulation 1 0 psf (1) 5/8"'gypsum ceiling 2 8 psf psf FLOOR DEAD LOAD 15.0 PSF • 19 S9.1 \ - - \ 4x8 OR i \• (2) 2x10 HDR (2 2x10 IDR (2) 2x10 HDR (2) 2x10 HDR (3) 2x10 HDR // l\ (2�-I2.5A (2)1-12.5AJ t: c,\ RB.a2 RE.a2 RB.a3 RB.a4 RB.a5 ;1-o ko \• i x N ,,E i A ry I�rt \ W i / •\to ` 1 E (S1 \ i ii (Y� O •• ito ¢¢I.� \ 1 i rd T Vl \ r (!)122"x30"f g AT11C I /\ IACCESSI / II o \ / X • w \ / ° Ni GI VI \p - / to \ cn u / N \ N O / N FQ \ D_ / R1 OQ 19 , / \\ X `,� S9.1 __F- r L \ Ei ° N p4 1--cc'-:, ---V le Nl pk \ 19\ \ a to \ Ss.i c \ D-1 r . r t J '-1-1 .�: RB.a1;. RB.all N } B SAME AS SAME AS .. .,. - c o s s.1 4 ::'-':.: :_:: : :_ 2 R3 2 O ,:: ... 'r: ... O ry =° '. L1 U 4:,. .1 k.1 h}..... ...., ►:.. 2.. e o-�2 ... .' GT.a4 2 o k tit x 1- )H2.5A G T. (2)H2.5A \(2)2 x10 HDR 2)2x'0 HDR/ (2)H2.5A I G.T. (2)H2.5A13--1 v1 v _ \ / \ r -( RB.a13 RB.a12I I D SAME PLS_Ra X10 I I 1 —i L GAEL 1 U I USS J L GABLE E}u TRUSS i RB.a1.0 RB.alO 16 16 59.0 S9.0 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 riverterrace 5abd.ecw:15238-5A Description 15238-5A-GT RXNS _Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 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 Fir- Douglas Fir- Douglas Fir- 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 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 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 fv:Actual psi 248.1 525.2 338.3 Fv:Allowable psi 180.0 180.0 180.0 OverStress OverStress OverStress Reactions @ 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! Ratio>240! Ratio>240! 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: Rev- 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ec .15238-5A Description 15238-5A-ROOF BEAMS (1 of 2) Timber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined RB.al RB.a2 RB.a3 RB.a4 RB.a5 RB.a6 RB.a8 Timber Section 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 2-2x10 Beam Width in 3.000 3.000 3.000 3.000 3.000 3.000 3.000 Beam Depth in 9.250 9.250 9.250 9.250 9.250 9.250 9.250 Le:Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Timber Grade Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Hem Fir,No.2 Horn Fir,No.2 Hem Fir,No.2 Fb-Basic Allow psi 850.0 850.0 850.0 850.0 850.0 850.0 850.0 Fv-Basic Allow psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Elastic Modulus ksi 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 Load Duration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No No No Center Span Data Span ft 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 0.7432 0.5744 0.0469 0.1875 Mmax @ Center in-k 4.80 5.70 12.84 29.73 22.98 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 psi 935.0 935.0 935.0 935.0 935.0 935.0 935.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv:Actual psi 13.3 11.9 37.6 77.9 46.7 5.2 18.8 Fv:Allowable psi 150.0 150.0 150.0 150.0 150.0 150.0 150.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 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 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK 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: Rev: 580006 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5A-ROOF BEAMS (2 of 2) [limber Member Information erode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 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 Hem 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 Sawn Sawn Repetitive Status No No Center Span Data ASV 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 Results Ratio= 0.3169 0.8731 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 STHD14 0 STHD14 S9 0 0 STHD14 �® 6x12 pM6x12 HDR 6x12 HDR 6x10 NOR .• ....._.._. naris: -. {� I 1ti rB..2 B.a3 _ B.a4 B.a3 ;� �� •"*JI r \ fr o /-/ 1 I p S /// //// --, \-/ 10 W / / / ii p X II I i/ • I1.N 11\ -'ice/ o Lu 2x LEDGER I i I l m� j ` ,± , E` ! 1 Z N • a 10" `-f.i Li°' x4 FRAMING oi-- ri IAT24" O.C. a _ _J ,t. , •x a o B.alO Ball B.a12 rl N �"�� -1-5x:4-BWruE• ---- j, � BE��fB- 33oc-1�5�GLl�PT3�R---, jam, 1 1 o P4 I--I -I €� i B.a I© X ,Y 1 I • 1 4Xio i r I I r -a_ ...,ll \ STAIR /' >I �o a 11 STHO114 SPiD14 4 -THD1, I \\FRAMING/ JI 1 p x RI P4 —L OPEN 7<1 `r� _o - 14/I \' / TO �� c X ��I --- I-J \ / BELOW p N \ / 1 �� Dv \/ p • //\\ 0 \ II 3 •1: 1 1 / \ p j / \ S9.0 / I 1 ---- \/ \ II STHD14 0ill STHD'14 1 ® '/ 35x1�1BC BEAM FB 4 5 GLB NOR !11111 lB.$13 p ! -7 © B.a14 .6X6 16 1 S9.p -- -----> • I _ S9.0 • 1 II cs.1oa„ ^ per-' 6' J p in 1 B.a18 es p r� i -, B.a16 '© 2) 2x10 HDR 2 CO0 x i \ roi I l`B.a15Ark '� ` STH014'- STHD 4 7 3 1 . .,2x1 D HD",2)2x1 C HDR'2)2x1. HDR " S .1 m 2x LEDGER I A" STHD14 Q THD14� 1urgar I n �' `' I L - J ® MONO TRUSSES AT 24" O.C. 1 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Pest iption.. Scope: Rev: 580006 User KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_nverterrace_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 Fir- Douglas Fir,24F- Douglas Fir- Douglas Fir- Hem Fir,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 @ X ft 1.750 5.000 1.250 Results Ratio= 0.9478 0.8320 0.3907 0.9039 0.1230 0.7087 0.8334 Mmax @ Center in-k 78.41 84.24 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 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: 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-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 B.a8 B.a9 B.a10 B.all 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 Fir- Douglas Fir- Rosboro,Bigbeam Rosboro,Bigbeam Douglas Fir,24F- Rosboro,Bigbeam Douglas Fir,24F- Larch,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 R_esults 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 1,080.0 1,080.0 3,000.0 3,000.0 2,400.0 3,000.0 2,299.6 Bending OK Bending OK Bending OK Bending OK 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 180.0 180.0 300.0 300.0 240.0 300.0 240.0 Shear OK Shear OK Shear OK Shear OK Shear OK 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 ISIMENEF 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 Location ft 1.625 1.500 2.250 2.080 5.000 4.284 10.000 UDefl Ratio 6,955.7 8,843.5 16,423.0 18,747.7 370.6 2,861.2 486.0 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: LkRev: 580006 User.KW-0602997,Ver 5.8.0,1-Deo-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5A-Top Floor Beams (3 of 3) [limber Member Information :ode Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 6.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 Fir,No.2 Douglas Fir,24F- Hem Fir,No.2 Hem Fir,No.2 Douglas Fir- Douglas Fir,24F- V4 Larch,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 26.30 Uniform Live Load #/ft 70.00 Point#1 DL lbs 15.00 LL lbs 25.00 @ X ft 2.000 Results 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 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 Defl 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 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Timber Beam & JoistPage (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5A-Top Floor Beams (3 of 3) Cantilever DL Defl in 0.010 Cantilever LL Defl in 0.028 Total Cant.Defl in 0.039 UDefl Ratio 1,241.3 i � 12 BB.a P.T 6x HDf 6x PT OST cv O O a a tn N 2 STHD14 P4 ® ST-1D1 STHD s z --°o _.,. . 4x10 HDR- 4x10 HOP .e ;a ZOOH7R 4x10 HD' 4xTC BB.al B11.a2 BB.a3 BB.a4 BB a3 SIM SIM C I �J C oLI-CV O 1 =,Cr; CN a 'I F E r,4111 1.1111.1110 111111 eiammissello 'STAIR FRA IN , x6 '0 / ENC JOTS- Hp: II , LILL, i EDR I �R I 1 I �� I L- J BB.a6 -PROVIDE 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 BLOCKINGP4 S.THD14 ST-ID14 UNDER BEARING WALL ABOVE ��,wrnmArmAAv� r a row��,��; t- -I: � y o. C 1 ! m ADDED ANOTHER JOIST SUPPORT (PER RODNEY) O 4X8 HDR CS.al 7 56.0 i t t i 9 56.0 Title: Job# Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580006 User.KW-0602997,Ver5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A 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 BB.al BB.a2 BB.a3 BB.a4 BB.a5 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 Fir- Douglas Fir- Douglas Fir- Douglas Fir- Douglas Fir- Hem Fir,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 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 fti 0.250 Results Ratio= 0.4118 0.8766 0.5547 0.6768 0.4625 0.1387 0.0415 Avai 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 fv:Actual psi 52.8 90.5 75.1 65.7 33.2 11.6 11.8 Fv:Allowable psi 180.0 180.0 180.0 180.0 180.0 150.0 285.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 650.00 825.00 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 ♦•,s r---1 _ — � I 4'-11" 4' 7 6Y4" { 7.-6)/4" ;4" v L _ 43/4" r --I--- I I I • I _ II r I -1 r 1 r:�— — I I I ® I I tP I '� L _J L__J L__J L__J 24"x24"x12" FIG. W/(3) #4 E.W. N n 40'-0" io 14'-113/4" 4'-0" 1'1074 19'-2" I- --I I-10'-OW] --..- ��- -I - I 1.0.S. i LJ *CQ+ZCI-9'-5WI o 10 Ie., T.0.S. S6.0 STH014r - 0 STlD14 p4 \\127STHD14 0 rm © 13213m 2x4 PONY WALL r I-1o'-1W"I 0 , irk 18 a. HNIN 1ct S6.2 ♦ I 3'-63/4" 6'-3" 6'-3" 6'-3" 6'-3" 6'-3" 3'-63/4" I O Ii __ L__J L__J L_- L__J L__J 111101X o II-9'-1%"II FTG1 CS.2 I o -z BASEMENT gEtl 16 (tFINISHED FLOOR I-2.-11A" + 4'-5Y 11' 3Y" + ♦ D4 15'-8Y4" �� 4'-11" t 3'-8" t 2 f 4 m o LIi1 r L J __J `D ® digh 2x4 PONY (tile FTG2 I I - n I L WALL 2Y4 1-1.-21,6"1 I-3'-87,111 -- i' 2Yfi"� __ .i ifz%�iiiiii� it iiiiii� i�i ♦ 1 __ -- -- STHD74 STHD74I r � STHD14 STHD14 iv • r•---- JEMI 1 U + • 10 T.O.S. + . _9 ‘[ _I 20.-03/2" I 8-SY4 11 3Y4-.. +I I ... FRAMING FOR FURNACE I 30"x30".10" PROVIDE I 01"T 0 `D PLATFORM ABOVE 1 FTG W/(3) BLOCKING BO { 0 1` - —THICKENED SLAB i- -' #4.EA ,AY I PONY WAL_. .+. 1 ® 1Nir 1 . '.' r }. -I t. ADDED ANOTHER JOIST 11 ♦ 774 SUPPORT (PER RODNEY) !... L._. �.' STHD14 STHD14. 1-1 11 I . 2x6 PONY W LL FOR ... + - .1I 4 xrcoc SLAB 1 INSTALL CONTI UOUSLY BEARING WAL ABOVE 'I 15 1 OPERATED ME•I-IANICAL 56.0 SLAB SLOPES DOWN 3J�" 1 FIXTURE FROM BACK TO APRON 1 VENTILATION'SYSTEM ABOVE IF © AT THE CRA SPAC i' - 6-3" 6 3'.. 5. " '-10 VERIFY GARAGE SLAB ''..,•.:4• HEIGHT WITH GRADING PLAN r-t r t-1 H. 1 - --- 4X8 HDR I 1 --- -----s R, • -2Y4" I -2%4" I • T, .....- L— J CS.1}71 - L- -J _1'_ © { +'1 13, I I. 8'-3)/2" -- m 11-0"... L. ®ti aft _ P . 3x1) BLOCK OUT i 2x4 PONY c ®STEM WALL TYP. 1 WAL® o I.o. o II. I ® d ------1 FIRS.T..FINISHED...j A I 1 FLOOR t i- r X 1 i>I. H it P I I _ © I -- +. ♦ ` ''antAft cip's STHD14 Eno irk STHD14 P3 -I 18 �T..O SAS "�® n __i�j 1 2"yd `i I S6.1 SLOPED DOWN JI �10�� I Y4:12 I i,' STHD14 THD14 , < I L I ®® N L _J ilk Al WSIM. P 2'-1" 16'-3" 2'-2" 7'-10" 11'-8" 40'-0" r Flan SA Daylrogilt FOUNDATION PLAN 1/4"=1'-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 _(W983-2003 ENERCALC Engineering Software 15238_nverterrace_5abd.ecw:15238-5A 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 Fir- Douglas Fir- Larch,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 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 OK Bending OK fv:Actual psi 72.4 78.0 Fv:Allowable psi 180.0 180.0 Shear OK Shear OK Reactions @ 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 lbs 420.00 450.00 LL lbs 1,110.00 1,200.00 Max.DL+LL lbs 1,530.00 1,650.00 Deflections Ratio OK Deflection OK 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 Dell in -0.084 -0.090 Location ft 3.000 3.000 UDefl Ratio 861.0 798.4 TJI JOISTS and RAFTERS ! Code Code Code 7 Su est ' Suggest Su st Lick Lick Lick ` Lick 999e Joist _-b-_1 d Spa_1 LL--DL__M max V max, EI , L fb L fv L TL240 L LL3601 L max TL deft. LL deft. 1 i L TL360 L LL480 L•max TL defl.4TL deft. LL deft.;LL deft. size&grade width(in.)1 depth(in.) (in.) (psf) Apsf)L(ft-Ibs) (psi) L (psi) (ft.) .-(ft.)_ (ft.) _f-(ft.)__1_ (ft.)-�-(in.)_---(in_) (ft.)-_--(ft) (ft.) kn_) 1 ratio (in.L ratio 1 E 1 I 9.5"TJI 110 __ 1.75L _ 9.5__19.2; 40 151 2380_120; 140E+081-14.71_ 2773 152314.801 1471_ 0.66 0.481_1 13.31 13A5 13.31 0.44;1 360 0.32`• 495 9.5"TJI 110 1.751 9.51 16. 40 151 2380 12201 1.40E+081 16.11 33.27- 16.191_ 15.731 15.73 0.72 0.521 14.14 14.29 ;:14.1,4; 0.471__360 0.341 495:`. 9.5"TJI 110 1.75: 9.5 121 40 151 2380 12201 1.40E+08-4 18.61144.36 17.8217.37 17.31 0.79 0.581 15.57 15.731•11.1.••.!;:15:571 0.521 360 0.381 495: 9,5"TJI 110 1.751 9.5 9.61 40 151 2380 .12201-1.40E+081 20,801 55.45 19.19 18.641 18.64 0.85 0.621 16.77 16.94 16.771 0.561 360 0.41 495 • 9.5"TJI 110 1.751 9.5 19.21 40 10T- 25001 1220;1,57E+081 15.81 30,50 16.34 15.371 15.371 0.64 0.511 1 14.27 13.9711111g1.3;9T1 0.441 384 0.351 480 9.5"TJI•,110 1.75 95 16 40 10 2500 ` 1220 1.57E,+08 171.32 36.60 1,7.36 :16.34 16.34 0.68 0.54 15.17 14.84 ' <14.84. 0.46 384 0.37 480 9,5"TJI 110 1/51 9.5 121 40 101 2500 12201 1.57E+08' 20.001 48.80 19.11 17.981 17.981 0.75 0.601 , 16.69 16.34 16.34• 0,51 384 0.41_1_ 480 9.5"TJI 110 1.751- 9.5 9.61 40 10€ 2500 1220. 1.57E+081 22.36: 61.00 20.58 19.37 19.371 0.81__-0.651 I 17.98 17.60 17.60 0.551 384 0.441 480 -- -- ------ •- --- 1- -- -- ---- - - ----fi - --- -- 1........ 9.5"TJI 210 2.06257' 9.5 19.2r-40 101 3000 13301 1.87E+081 17.321 33.25_ 17..32r 16.30.i 16.30 0.68 0.541 1 15.13 14.81. 14.81 0.461 384 0.371 480 9 5 TJI.210 2.0625 9.5 16;° 40•; 10 3000 1330 ;1.87E+0.8 18.97 39.90 18.40 17.32 17:32 0.72 0.58 16.08 15 74 15.74 0.49 ::,,384:,,,:,::.00:33791: 384' 0 39 480 9.5"TJI 210 2 0625; 9,5 121 40L 101 3000 1330`1 87E+08_ 21,911 53.2020_26L-19.061 19.06 -_-079__-0.64h_-_17.70 17,32 1•7.32 0.541 384 ...:3480 9.5"TJI 210 2.06251 9,5 9.61 40 101 3000 13301 1,87E+081 24.491 66.50 21,82 20,531 20,53 0.86 0.68 1 19.06 18.66 18.66. 0.58 384 0.474 480 9.5'TJI 2301 2.31251 9.5 19.21 40 101 3330 13301 2.06E+081 18.251 33.25 17.89 16.83; 16.83 0.701 0.561 1 15 63 15.29 15.29 0.481 384 0.38 480 9,5'TJI 230 12.3125 ' 9.5 16 40 10 1 3330 1330 2,06E+08 19.99 39 90 19.01 -17.89 17.89 0.75 0.60 ? 16.60 16.25 16.25 0.51 384 0.41 480 9.5'TJI 230 2.3125 9.5 12 40 10 3330 13301 2.06E+081 23.08; 53.20 20_9219.69: 19.69 0.82__-0.66_1 18.28' 17.89 17.89 0.56! 384 0.45 480 9.5 TJI 230 2.3125F 9.5 9.6L 40 161- 3330 13301 2.06E+081 25.811 66.50 22.54 21.211 21.21 0.88 0.711 1 19.69 19 27 19.27 0.601 384 0.481 480 18.3 . 0.671• • 1.751 i 17.04 16.67 16.67 0.521 3840.421 480 1.1,875"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 r ..17.72 0.55 1384 0.44 480 11,875"TJI 110 1.75i 11.875 121_ 40 101 3160 15601 2.67E+081 22.49 62.40' 22.81' 21.46i 21.46 0.89 0.721_1 19.93 19.5011i11:11111111119:6011 0.614_ 384 0.491 480 11,875"TJI 110 1.75: 11.875 9.6 40 10; 3160 15601 2.67E+08 25.141 78.00 24.57 23.12: 23.12 0.96 0.774 21.46 21.01 :1A1:;:21.61,;; 0.66i 384 0.531 480 11.875"TJI 2101 2.0625L 11.8751 19.2, 401 101- 3795 16551 3.15E+081 19.481 41.38 20.61.1.. 19.391 19.391 0.81 0.651 , 18.00 17.62 ? 17.62 0.551 3841 0.44; 480 11:875"TJI;210 „2.0625 11.875 16 40 10 3795 ;.1655 3.15E+0g 21;.34 49,65 21.90 ;20.61 20.61 D 86 0 69 1.9.13 18.72 18.72, 0:59 384 0.47 480 11.875"TJI 210 2.06251111_875 121 40 101 3795 16551 3.15E+081 24.641 66.20 24.10 22.681 22.68 0.95 0.76_1_1 21.05 20.61 :I' 20.61, 0.64i. 384 0.521 480 11.875"TJI 210 2.06251 11.875 9.67 40 10 3795 1655H_15E+088 27.55i827525_96 24.45124.43 1.02 0.811 22.68 22.20 22.20; 0_691_ 384 0.551 480 11,875"TJI 230 2 3125' 11.875 19.21 40 10-F 4215 1655F-3.47E+08j 20.53 41.38 21.28f- 20.031 20.03 0.83 0.671 1 18.59 18..20,:',:.;.::':::..';.').1:.,1.1.18.2010.571 384 0.451 480 11;875"TJ1230 2.3125 ;° 11.875 16" 40 10 421 '.5 1655 :3.47E+08 22.49 49.65 22.62 21,28 .I 21'28 0.89 0.71 1.9.76 19.3419.34 0'.60 384 0.48 480 11.875"TJI 2301 2.31251 11.8751 121 40 101 42151 16551 3.47E+081 25.971 66.20 24.89 23.421 23.421 0.98 0.781 I 21.741 21.28 21.28 0.671 3841 0.531 480 11.875"TJI 230 2.31251 11.875 9.61 40 101 4215 16551.3.47E+081 29.03; 82.75 26.81 25 231- 25.23 1.05 0.841 l 23.42 22 93 22.93 0 721 3841 0.571 480 1 J___ 1 1 r. ----------- - - - - =------1------`- ------------ - ------ ---------------- i----- - 1.................1............... . --- - -- ----- ------------�- - - -- - - - 1 ----- - 1 11.875"RFPI 400 2.06251 11.875 19.21 40 10 4315 14801 3.30E+081 20.77: 37.00 20.93 19.691 19.69 0.821 0.66 I 18 28 17.89•.•1•!!: •.•17,89,: 0.56 384) 0.451 480 11,875'RFPI:400 2.0625`> 11,875 16` 40 10 4315 1480.=3.30E+Q8, 22.76 4.4.40 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 11.875 121 40 101-_43_15_14801 3.30E+08_126.281_59.2_0 24A8 23.031 23.03 0.96 0.77' 21.38_ 20.93 20.93 0.651 384 0.521 480 11.875"RFPI 400 2.06251 11.875 9.61 40 10' 4315 14801 3.30E+081 29.38: 74.001 26.37 24.81 24.81+ 1.03 0.83 1 23.03 22.541•1H1•11:11:122.54• 0.701 3841 0.561 480 Page 1 SAWN JOISTS and RAFTERS H Fb*Cr*Cf Code Suggest Lpick Lpick Lpick Lpick Joist Spa. LL DL F'b F'v E L fb L N L TL240 L PTL240 L LL360 L max L TL360 L pick TL defl.TL defl. LL defl.1 LL defl. size&grade (Li.) _(psf) ...OH (psi) (psil_ (p__s1)._ _AIL ___Lfg__ _Ift.)___ It.) (ft.) (ft.) (ft.) (Lt.) (i.n.)_ ratio (in.) ratio 2x10 HF21 24 25 15 1075 150 1300000 13.84 34.69 15.29 16.38 15.62 13.84 13.35 13.84 0.51 323 0.32 517 2x10 HF2 19.2 25 15 1075 150 1300000 15.48 43.36 16.47 17.65 16.83 15.48 14.39 15.48 0.64 289 0.40 463 2x10 HF2 16 25 15 1075 150 1300000 16.95 52.03 17.50 18.75 17.88 16.95 15.29 16.95 0.77 264 0.48 422 2x10 HF2 12 25 15 1075 150 1300000 19.581 69.38 19.26 20.64 19.68 19.26 16.83 19.26 0.96 240 0.60 384 2x12 HF21 24 25 15 980 150 13000001 16.07 42.19 18.59 19.91- 2 19.00 16.07 16.24 16.07 0.52 371 0.32 594 2x12 HF2 19.2 25 151 980 150 13000001 17.971 52.73 20.03 21.46 20.46 17.97 17.50 17.97 0.65 332 0.411 531 2x12 HF2] 16 25 151 980 150 13000001 19.691 63.28 21.28 22.81- 21.75 19.69 18.59 19.69 0.78 303 0.491 485 2x12 HF21 12 25 15 980 150 13000001 22.73 84.38 23.42 25.10 23.93 22.73 20.46 22.73 1.04 263 0.651 420 2x8 HF21 24 100 20 1175 150 1300000_1 6.5 9.06 8.31 8.55 7.71 6.55 7.26 6.55 0.16 490 0.13 588 2x8 HF21 19.2 100 20 1175 150 13000001 7.32 11.33 8.95 9.21 8.31 7.32 7.82 7.32 0.20 438 0.17 526 2x8 HF21 16 100 20 1175 150 1300000_1 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 13000001 9.26 18.13 10.47 10.78 9.72 9.26 9.14 9.26 0.32 346 0.27 416 2x10 HF2 24 40 15 1075 150 1300000 11.81 25.23 13.75 14.44 13.35 11.81 12.01 11.50 0.34 410 0.24 564 2x10 HF2 19.2 40 151 1075 150 13000001 13.20 31.53 14.81 15.55 14.39 13.20 12.94 12.50 0.38 399 0.271 549 2x10 HF21 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 0.271 585 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 0.271 625 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 0.271 633 2)2x10 HF2] 16 40 15 1075 150 13000001 20.45 75.68 19.83 20.821 19.26 19.26 17.32 15.00 0.32 554 0.241 762 2)2x10 HF21 12 40 15 1075 150 13000001 23.61 100.91 21.82 22.921 21.20 21.20 19.06 16.50 0.36 555 0.26' 763 2x12 HF21 24 40 151 980 150 13000001 13.71 30.68 16.72 17.56 16.24 13.71 14.61 13.50 0.36 456 0.261 627 2x12 HF2 19.2 40 151 980 150 13000001 15.33 38.35 18.01 18.91 17.50 15.33 15.73 14.25 0.35 485 0.2611 666 2x12 HF2 16 40 15 980 150_4_ 13000001 16.79 46.02_ 19.14 20.10 18.59 16.79 16.72 15.00 0.36 499 0.261 686 2x12 HF2 12 40 15 980 1501 1300000 19.39 61.36 21.07 22.12 20.46 19.391 18.40 17.500.50 419 0.36 576 Page 1 • D+L+S CT#4028AB LOAD CASE . 1 (12-12) 1 :(BASED ON ANSI/AF&PA NDS-2012) i SEE SECTION: 2.3.1 2.3.1 1 2.3.1 1 3.7.1 3.7.1 Ke j 1.00 Design Buckling Factor D+L+S i • 1 c 10.80(Constant)> Secton 3.7.1.5 •: T,-1 Cr _ I KcE 0.30(Constant)> ;Section 3.7.1.5 1 Cf(Fb) 1 Cf(Fe)i- NDS Cb (Varies) > !Section 2.3.10 1 Bending:Comp. Size 4 Size!Rep. Cd(Fb) Cb 1 Cd(Fe)) Eq.3.7-1 1 1 NDS 3.9.2! Max.Wall I durationiduration factor factor use Stud Grady Width Depth Spacing;Height Le/d Vert.Load Hor.Load! <=1.0 :Load @ Plate Cd(Fb ICd (Fc) Cf 1 Cf Cr Fb 1Fc perp Fc i E Fb' Fc perp'; Fc* i Fce Fc fc fc/F'c fb 1 fb/ 4 In. in, in. 1 ft. pit psfplf (Fb) (Fc) psi j psi psi psi psi psi psi 1 psi psi 1 psi psi i Fb'"(1-fc/Fce) INTERIOR WALLS{2X41 H-F STUD! I i H-F Stud 1.5 3.5 16 8 27.4 100 04 0.0037 1 1993.4 1 1.00 1 1.15 1.1 1.05 1.15 675 405 800 1 1,200,000 854 5061 966) 478.52 415.711 25.40 0.061 0.001 0.000 H-F Stud 1.53.5 27.4 1045 01 0.4076 1993.4 1 1.00 1 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 854 5061 966{E 478.52 415.711 265.40 0.641 0.001 0.000 H-F Stud 1 1.5 3.5 27.4 1990 01 0.8314 2657.8 € 1.00 1.15 1.1 :,1.05 1.15 675 405 800 !1,200,000 854 5061 9661 478.52 415.711 379.05 0.911 0.001 0.000 H-F Stud 1 1.5 3.5 12 1 8 27.4 1990 01 0.8314 2657.8 1 1.00 1 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 854 5061. 9661 478.52 415.711 379.05 0.911 0.001 0.000 ( 1 1 INTERIOR WALLS(2X4)SPF STUD • SPF Stud I 1.5 3.5 16 1 8 27.4 100 01 0.0039 2091.8 1.00 1 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 854 5311 875.438E 478.52 407.531 25.40 0.061 0.001 0.000 SPF Stud 1.5 3.5 16 1 8 27.4 1045 01 0.4241 2091.8 : 1.00 i 1.15 1.1 :1.05 1.15 675 425 725 11,200,000 854 5311 875.4381 478.52 407.531 265.40 0.65': 0.001 0.000 SPF Stud I 1.5 3.5 12 1 8 27.4 1990 01 0.8651 I 2789.1 1 1.00 1 1.15 1.1 1 1.05 1.15 675 ! 425 725 1 1,200,000 854 53111 875.438E 478.52 407.531 379.05 0.931 0.001 0.000 SPF Stud 1.5 3.5 12 1 8 27.4 1990 01 0.8651 1 2789.1 1 1.00 1 1.15 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 854 5311 875.4381 478.52 407,531 379.05 0.931 0.001 0.000 1 ,INTERIOR WALLS 12X4)De.-L STUD --- -- � j 1 - DF-L Stud 1 1.5 3.5 16-1 8 27.4 100 01 0.0028 3076.2 , 1.00 1 1.15 1.1 i 1.05 1.15 700 ! 625 850 E 1,400,000 886 7811 1026.381, 558.27 475.961, 25.40 0.051 0.001 0.000 DF-L Stud 1.5 3.5 16 1 8 27.4 1045 01 0.3109 I 3076.2 1 1.00 1 1.15 1.1 1 1.05 1.15 700 i 625 850 1 1,400,000 886 7811 1026.381 558.27 475.96E 265.40 0.561 0.001, 0.000 DF-L Stud 1 1.5 3.5 12 1 8 27.4 1990 0 0.6342 1 4101.6 1 1.00 , 1.15 1.1 11.05 1.15 700 I 625 850 1 1,400,000 886 781!1026.381 558.27 475.96` 379.05 0.801 0.001 0.000 ! E I • EXTERIOR WALLSI 1 1 I H-F#2 1 1.5 5.5 16 1 7.7083 16.8 3132 01 0.2408 3132.4 1.00 1 1.15 1.3 i 1.10 1.15 850 1 405 1300 1 1,300,000 1,271 5061 1644.51 1378.83 1031.581 506.18 0.49, 0.001 0.000 H-F#2 1.5 5.5 16 1 9 19.6 3132 01 0.3652 I 3132.4 , 1.00 1 1.15 1.3 1 1.10 1.15 850 1 405 1300 1 1,300,000 1,271 5061 1644.51 1011.45 837.57 506.18 0.601 0.00! 0.000 H-F#2 i 1.5 5.5 16 1 8.25 18.0 313201 0,2858 3132.4 1 1.00 1 1.15 1.3 E 1.10 1.15 850 1 405 1300E 1,300,000 1,271 5061 1644.51 1203,70 946,771 506.18 0.531 0.001 0.000 1 1 1 I SPF#2 1 1.5 5.5 16 17.7083 16.8 3287 01 0.2737 1 3287.1 1.00 1 1.15 1.3 11.10 1.15 875 1 425 1150 11,400,000 1,308 5311 1454.751 1484.89 1015.451 531.23 0.521 0.00! 0.000 SPF#2 I 1.5 1 5.5 16 . 9 19.6 3287 01 0.3905 ! 3287.1 1 1.00 1 1.15 1.3 11.10 1,15 875 1 425 1150 11,400,000 1,308 5311,1454.751 1089,25 850.161, 531.23 0.621 0.001 0.000 SPF#2 I, 1.5 5.5 16 1 8.25 18.0 3287 01 0.3158 ! 3287.1 1 1.00 1 1,15 1.3 11 .10 1.15 875 ! 425 1150 11,400,000 1,306 5311,1454.751 1296.30 945.381 531.23 0.56( 0.001 0.000 1 1 1 i 1 SPF Stud i 1.5 1 3.5 16 1 14.57 50.0 545 01 0.9913 1 2091.8 1 1.00 1 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 854 5311 875.4381 144.26 139.021 138.41 1.001 0.001 0.000 SPF#2 1.5 5.5 16 19 41.5 1450 01 0.9917 3287.1 1 1.00 1 1.15 1.3 11.10 1.15 875 1 425 1150 11,400,000 1,308 531':1454.751 244.40 235.321 234.34 1.001 0.001 0.000 H-F#2 1 1.5 5.5 16 1 19 41.5 1360 01 0.9969 1 3132.4 1 1.00 1 1.15 1.3 1 1.10 1.15 850 1 405 1300 1 1,300,000 1,271 5061 1644.51 226,94 220.14! 219.80 1.001 0.001 0.000 Page 1 ' D+L+W • CT#4028A8 LOAD CASE (12-13) ! ;(BASED ON ANSI/AF&PA NDS-2005) 1 SEE SECTION: 2.3.1 2.3.1 1 2.3.1 1 3.7.1 3.7.1 Ke 1 1.00 Design Buckling Factor i D+L+W I c _ 0.80(Constant)> ;Section 3.7.1.5 ! Cr KcE 1 0.30(Constant)> :Section 3.7.1.5Cf(Fb) 1 Cf(Fc)1 NDS Cb (Varies) > Section 2.3.10 !Bendin 1 Comp. Size!Size Rep. 1 i Cd(Fb) Cb 1 Cd Fc 1 Eq.3.7-1 ; N ) 9 ! ( ) •.NDS 3.9.2; Max.Wall i durationlduration factorlfactor!use Stud Grade;Width Depth Spacing Height Le/d Vert.Load Hor.Load! <=1.0 Load. @ PlatO Cd(Fb)1Cd(Fc) Cf 1 Cf Cr Fb 1Fc perp Fc 1 E Pb' Fc perp'; Fc* 1 Fee F'c 1 fc fc/F'c 1 fb fb/ in. in. in. ft. pit psf 1 pit • (Fb)1(Fc) psi 1 psi psi ! psi psi psi 1 psi 1 psi psi 1 psi 1 psi ;Fb"(1-fc/Fce) INTERIOR WALLS(2X41 H-F STUD! I I H-F Stud 1 1.5 3.5 16 8 27.4 100 51 0.1655 1993.4 1 1.60 1 1.00 1.1 I:1.05 1.15 675 : 405 800 1 1,200,000 1,366 5061 8401 478.52 403.771 25.40 0.061 208.98! 0.162 H-F Stud 1 1.5 3.5 16 ! 8 27.4 1045 510,7755 ! 1993.4 ': 1.60 1.00 1.1 1 1.05 1.15 675 405 800 1 1,200,000 1,366 506; 8401 478.52 403.771 265.40 0.66:• 208.98' 0.343 H-F Stud 1 1.5 3.5 8 8 27.4 1990 5 0.5538 i 3986.7 1.60 1 1.00 1.1 1 1.05 1 1.15 675 ' 405 800 1 1,200,000 1,366 5061 8401 478.52 403.771 252.70 0.631:. 104.491 0.162 H-F Stud 1 1.5 3.5 8 8 27.4 1990 51 0.5538 ! 3986.7 i 1.60 1 1.00 1.1 1 1.05 1.15 675 1 405 800 1 1,200,000 1,366 5061 8401 478.52 403.77! 252.70 0.631 104.491 0.162 i INTERIOR WALLS(2X41 SPF STUD .• • • 1 • SPF Stud 1 1.5 3.5 16 8 27,4 100 51 0.1657 2091.8 1 1.60 1 1.00 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 761.251 478.52 393.991 25.40 0.061 208.981 0.162 SPF Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.7972 i 2091.8 1 1.60 1 1.00 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 761.251 478.52 393.991 265.40 0.671 208.981 0.343 SPF Stud 1 1.5 3.5 8 8 27.4 1990 51 0.5734 4183.6 1 1.60 1 1.00 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 761.251 478.52 393.991 252.70 0.641 104.491 0.162 SPF Stud 1 1.5 3.5 8 1 8 27.4 1990 51 0,5734 4183.6 1 1.60 1 1.00 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 761.251 478.52 393.991 252.70 0.641 104.49' 0.162 -- - - - - - - i---+ INTERIOR WALLS 12X41 Df^L STUD_ 1 ! ! DF-L Stud 1 1,5 3,5 16 1, 8 27.4 100 51 0,1576 1 3076,2 1 1.60 ' 1.00 1.1 1 1.05 1.15 700 ! 625 850 11,400,000 1,417 7811 892.51 558.27 460.251 25.40 0.061 208.981 0.155 DF-L Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.6137 1 3076.2 1 1.60 ' 1.00 1.1 1 1.05 1.15 700 1 625 850 1 1,400,000 1,417 7811 892.51 558.27 460.251 265.40 0.58 208.981 0.281 DF-L Stud 1 1.5 3.5 12 : 8 27.4 1990 4.51 0.9884 1 4101.6 1 1.60 1.00 1.1 1 1.05 1.15 700 i 625 850 1 1,400,000 1,417 7811 892.51 558.27 460.251 379.05 0.821 141.061 0.310 EXTERIOR WALLS • H-F#2 1.5 I 5.5 16 1 7.7083 16.8 3132 9.711 0.3909 1 3132.4 1.60 1.00 1.3 1 1.10 1.15 850 ! 405 1300 1 1,300,000 2,033 5061 14301 1378.83 989.911 506.18 0.52) 152.581 0.119 H-F#2 1 1.5 5.5 16 1 9 19.6 3132 8.461 0.5743 1 3132.4 1 1.60 1 1.00 1.3 1 1.10 1.15 850 1 405 1300 1 1,300,000 2,033 5061 14301 1011.45 804.501 506.18 0.63) 181.231 0.178 H-F#2 1 1.5 5.5 16 1 8.25 18.0 3132 8.13! 0.4411 I 3132.4 1 1.60 1 1.00 1.3 1 1.10 1.15 850 1 405 1300 1 1,300,000 2,033 506) 14301 1203.70 899.131 506.18 0.56! 146.341 0.124 i SPF#2 1 1.5 ! 5.5 16 1 7.7083 16.8 3287 9.711 0.4327 1 3287.1 1 1.60 1 1.00 1.3 1 1.10 1.15 875 425 1150 1 1,400,000 2,093 5311 12651 1484.89 940.301 53123 0.561 152.581 0.114 SPF#2 ': 1.5 5.5 16 1 9 19.6 3287 8.461 0.6033 1 3287.1 1 1.60 1 1,00 1.3 1 1.10 1.15 875 1 425 1150 1 1,400,000 2,093 5311 12651 1089.25 806.081 531.23 0.661 181.231 0.169 SPF#2 i 1.5 5.5 16 1 825 18.0 3287 8.131 0.4790 : 3287.1 1 1.60 1 1.00 1.3 1 1.10 1.15 875 i 425 1150 1 1,400,000 2,093 5311 12651 1296.30 884.69 53123 0.60 146.341 0.118 i SPF Stud 1.5 3.5 16 1 14.57 50.0 70 8.461 0.9957 1 2091.8 1 1.60 ' 1.00 1.1 1 1.05 1.15 675 1 425 725 1 1200,000 1,366 5311 761.251 14426 138.141 17.78 0.1311172.851 0.979 SPF#2 I 1.5 5.5 16 19 41.5 660 9.711 0.9941 3287.1 1 1.60 1.00 1.3 1:1.10 1.15 875 425 1150 1 1,400,000 2,093 5311 12651 244.40 233.801 106.67 0.481 927.021 0.786 H-F#2 i 1.5 5.5 16 1 19 41.5 600 9.711 0.9921 1 3132.4 1 1.60 1.00 1.3 11.10 1.15 850 1 405 1300 1 1,300,000 2,033 5061 14301 226.94 219.021 96.97 0.441 927.021 0.796 Page 2 D+L+W+.5S CT#4028A8 1 1 1 LOAD CASE 1 (12-14) SEE SECTION: 2.3.1 2.3.1 1 2.3.1 1 3,7,1 3.7.1 Ke 1 1.00 Design Buckling Factor D+L+W+812 1 1 1 c 1 0.80(Constant)>. :Section 3.7.1,5 1 :`. Cr KcE 0.30(Constant)>(Section 3.7.1.5 '--- ""- ..._u _;._-.-..._.-__._.__.,..__._- ( Cf(Fb) 1 Cf(Fc)! NDS Cb (Varies) > Section 2.3.10 1 Bending]Comp. Size 1 Size Rep. ! Cd(Fb) Cb Cd(Fc)1 Eq.3.7-1 INDS 3.9.2; Max.Wall .d rationidurationfactorifactor use 1 1 [ Stud Grad Width Depth Spacing;Height Le/d Vert.Load Hoc.Load I <=1.0 'Load @ Plate Cd (Fb)Cd(Fc) Cf 1 Cf Cr Fb jFc perp Fc 1 E Fb' Fc perp'! Fc' 1 Fce F'c fc fc/F'c fb ' fb/ In. In. in. 1 ft. plf psf 1 plf 1 (Fb)1(Fc) psi j psi psi 1 psi psi psi psi 1 psi psi psi ( psi j Fb'(1-fc/Fce) JNTERIOIZW6LLS(2X41 H-F STUD] • H-F Stud 1.5 3.5 16 1 8 27.4 100 51 0.1653 1 1993.4 1.60 1 1.15 1.1 11.05 1.15 875 405 800 11,200,000 1,366 5061 9661 478.52 415.711 25.40 0.061 208.981 0.162 H-F Stud 1.5 3.5 16 1 8 27.4 1045 51 0.7510 I 1993.4 ( 1.60 1 1.15 1,1 ;1,05 1.15 675 405 800 1 1,200,000 1,366 5061 9661 478.52 415.71 265.40 0.641 208.981 0.343 H-F Stud 1 1.5 3.5 8 1 8 27.4 1990 5] 0.5316 3986.7 1.60 , 1.15 1.1 1 1.05 1.15 675 405 800 1 1,200,000 1,366 506] 9661 478.52 415.71 252.70 0.611 104.491 0.162 H-F Stud 1 1.5 3.5 8 8 27.4 1990 51 0.5316 3986.7 1 1.60 1 1.15 1.1 1 1.05 1 1.15 675 1 405 800 1 1,200,000 1,366 506], 9661 478.52 415.71 252.70 0.611 104.491 0,162 i INTERIOR WALLS 12X4)SPF STUD i i 1.• SPF Stud I 1.5 1 3.5 16 ; 8 27.4 100 51 0.1654 i 2091.8 1 1.60 1 1.15 1.1 1 1.05 1 1.15 675 425 725 1 1,200,000 1,366 5311 875.438] 478,52 407.53] 25.40 0.061 208.981 0.162 SPF Stud 1 1.5 3.5 16 i 8 27.4 1045 51 0.7676 2091.8 1 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 531;875.4381 478.52 407.531 265.40 0.65] 208.98] 0.343 SPF Stud i 1.5 3.5 8 8 27.4 1990 51 0.5466 4183.6 1 1.60 1 1.15 1.1 1 1,05 1.15 675 425 725 1 1,200,000 1,366 531]875.4381 478.52 407.53], 252.70 0.621 104.49] 0.162 OFF Stud 1 1.5 3.5 8 8 27.4 1990 51 0.5466 4183.6 1 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 '1,200,000 1,366 531]875.4381 478.52 407.531 252.70 0.62; 104.491 0.162 �- - - - -- -- -- i - - ---- --1 - - INTERIOR WALLS 2X41 Q�l,STUD 1 1 DF-L Stud 1 1.5 3.5 16 8 27.4 100 51 0.1574 3076.2 1 1.60 1 1.15 1.1 1.05 1.15 700 1 625 850 11,400,000 1,417 781;1026.381 558.27 475.96; 25.40 0.051 208.981 0.155 DF-L Stud( 1.5 3.5 16 8 27.4 1045 51 0.5921 3076.2 1 1.60 1 1.15 1.1 1 1.05 1.15 700 1 625 850 1 1,400,000 1,417 7811 1026.381 558.27 475.961 265.40 0.561 208.981 0.281 DF-L Stud 1 1.5 3.5 12 8 27.4 1990 51 0.9788 i 4101.6 1 1.60 1 1.15 1.1 1 1.05 1.15 700 , 625 850 1,400,000 1,417 7811 1026.381 558.27 475.961 379.05 0.801 156.731 0.345 EXTERIOR WALLS 1 1 I i 11 H-F#2 1 1.5 5.5 16 1 7.7083 16.8 3132 9.711 0.3593 3132.4 1 1.60 1 1.15 1.3 1 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.51 1378.83 1031.58] 506.18 0.49] 152.581 0.119 H-F#2 1 1.5 5.5 16 1 9 19.6 3132 8.461 0.5437 1 3132.4 1 1.60 1 1.15 1.3 1 1.10 1.15 850 405 1300 1,300,000 2,033 5061 1644.51 1011.45 837.571 506.18 0.601 181.231 0.178 H-F#2 1 1,5 5.5 16 1 8.25 18.0 3132 8.13], 0.4100 1 3132.4 1.60 1 1.15 1.3 11.10 1.15 850 405 1300 1,300,000 2,033 506] 1644.51 1203.70 946.771 506.18 0.53' 146.34] 0.124 if • SPF#2 1 1.5 5.5 16 17.7083 16,8 3287 9.711 0.3872 i 3287.1 i 1.60 1 1.15 1.3 11.10 1.15 875 425 1150 11,400,000 2,093 5311 1454.751 1484.89 1015.451 531.23 0.521 152.581 0.114 SPF#2 1.5 5.5 16 i 9 19.6 3287 8.46; 0.5595 1 3287.1 1 1.60 1 1.15 1.3 11.10 1.15 875 1 425 1150 11,400,000 2,093 5311 1454.751 1089.25 850.161 531.23 0.621 181.23] 0.169 SPF#2 . 1.5 5.5 16 1 8.25 18.0 3287 8.13], 0.4342 ! 3287.1 1 1.60 1 1.15 1.3 1 1.10 1.15 875 425 1150 1 1,400,000 2,093 5311 1454.751 1296.30 945.381 531.23 0.561 146.341 0.118 • • OFF Stud 1.5 3.5 16- 1 14.57 50.0 70 8.461 0.9955 1 2091.8 1 1.60 1 1.15 1.1 1 1.05 1.15 675 425 725 1 1,200,000 1,366 5311 875.4381 144.26 139.021 17.78 0.13'1172.851 0.979 SPF#2 1.5 5.5 16 1 19 41.5 660 9.711 0.9914 3287.1 1 1.60 1 1.15 1.3 1 1.10 1.15 875 1 425 1150 1 1,400,000 2,093 5311 1454.75' 244.40 235.32; 106.67 0.451 927.021 0.786 H-F#2 ; 1.5 5.5 16: 19 41.5 600 9.711 0.9901 1 3132.4 1 1.60 1 1.15 1.3 1 1.10 1.15 850 405 1300 1 1,300,000 2,033 506; 1644.5E 226.94 220.141 96.97 0.441 927.021 0.796 Page 3 D+L+S+.5 W CT#4028AB 1 I LOAD CASE I (12-15) I ':.(BASED ON ANSI/AF&PA NDS-2005) 1 SEE SECTION: 2.3.1 2.3.1 I 2.3,1 1 3.7.13.7.1 1 Ke ! 1.00 Design Buckling Factor D+L+S+W12 I ! 1 j c 1 0.80(Constant) Section 3.7.1.5 Cr 1 1 1 KcE 1 0.30(Constant)> Section 3.7.1.5 Cf(Fb) I Cf(Fc)1 NDS 1 Cb I (Varies) Section 2.3.10 1 Bending:Comp. Size 1 Size Rep. Cd (Fb) Cb 1 Cd(Fc)1 Eq.3.7-1 1 1 1 NOS 3.9.2 1 Max.Wall 1 durationiduration factorfactor use j Stud Grade;Width Depth Spacing;Height Le/d Vert.Load Hor.Load; <=1.0 Load @ Platd Cd(Fb)Cd_(Fc) Cf 1 Cf Cr Fb 1Fc perp Fc E Fb' Fc perp': Fc' 1 Fce F'c fc fc/F'c[ fb fb/ In. in. in. 1 ft. pit psf pit (Fb)-1(Fc) psi 1 psi psi 1 psi psi psi 1 psi i psi psi psi 3 psi 1 Fb"(1-fc/Fce) • INTERIOR WALLS 12X41 N-F STUD'; i 1 H-F Stud 1 1.5 3.5 16 1 8 27.4 100 5 0.1653 i 1993.4 ` 1.60 1 1.15 1.1 1 1.05 1.15 675 i 405 800 .1,200,000 1,366 506' 9661 478.52 415.711 25.40 0.06 208.981 0.162 • H-F Stud 1 1.5 3.5 16 1 8 27.4 1045 51 0.7510 ! 1993.4 1 1.60 1 1.15 1.1 1 1.05 1.15 675 1 405 800 1 1,200,000 1,366 506) 9661 478.52 415.711 265.40 0.64 208.981 0.343 H-F Stud . 1.5 3.5 8 1 8 27.4 1990 51 0.5316 3986.7 1 1.60 1 1.15 1.1 1 1.05 1.15 675 ! 405 800 ,1,200,000 1,366 5061 9661 478.52 415.711 252.70 0.61 104.49! 0.162 H-F Stud 1 1.5 3.5 6 i 8 27.4 1990 51 0.5316 3986.7 1 1.60 1 1.15 1.1 1 1.05 1,15 675 I 405 800 1 1,200,000 1,366 5061 9661 478.52 415.711 252.70 0.61 104.491 0.162 INTERIOR WALLS(2X41 SPF STUD 1 1 SPF Stud 1 1.5 3.5 16 1 8 27.4 100 51 0.1654 ? 2091.8 , 1.60 1 1.15 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.53! 25.40 0.061 208.981 0.162 SPF Stud 1 1.5 3.5 16 1 8 27.4 1045 5! 0.7676 2091.8 1 1.60 ' 1.15 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.531 265.40 0.651 208.981 0.343 SPF Stud 1 1.5 3.5 8 1 8 27.4 1990 51 0.5466 ! 4183.6 1 1,60 1 1.15 1.1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 875.4381 478.52 407.531 252.70 0.621 104.491 0.162 SPF Stud ! 15 3.5 8 1 8 27.4 1990 5i 0.5466 i 4183.6 1 1,60 1 1,15 1.1 1.05 1.15 675 1 425 725 11,200,000 1,366 5311 875.4381 478.52 407.531 252.70 0.621 104.491 0.182 INTERIOR WALLS 12X41 p�L STUD I ! I. 1 1 3 i i 1 DF-L Stud 1 1.5 3.5 16 1 8 27.4 100 51 0.1574 I 3076.2 1 1.60 1 1.15 1.1 1 1.05[1 1.15 700 1 625 850 1 1,400,000 1,417 7811 1026.381 558.27 475.961 25.40 0.051 208.981 0.155 DF-L Stud 1 1.5 3.5 16 1 1 8 27.4 1045 51 0.5921 ' 3076.2 1 1.60 1 1.15 1.1 1 1.05 1 1.15 700 625 850 1 1,400,000 1,417 7811 1026.381 558.27 475.961 265.40 0.56;208.981 0.281 DF-L Stud 1 1.5 35 12 1 8 27.4 1990 51 0.9788 4101.6 1 1.60 1 1.15 1.1 1 1.05 1.15 700 1 625 850 1 1,400,000 1,417 7811 1026.381 558.27 475.961 379.05 0.801 156.731 0.345 1 3 EXTERIOR WALLS 1 H-F#2 j 1.5 5.5 16 1 7.7083 16.8 3132 4.8551 0.3001 I 3132.4 1 1.60 1 1.15 1.3 1 1.10 1.15 850 1 405 1300 11,300,000 2,033 5061 1644.51 1378.83 1031.581 506.18 0.49! 76.291 0.059 H-F#2 1 1.5 5.5 16 9 18.6 3132 4.231 0.4544 1 3132.4 1 1.60 1 1.15 1,3 1 1,10 1.15 850 1 405 1300 ,1,300,000 2,033 5061 1644.51 1011.45 837.571 506.18 0.601 90.611 0.089 H-F#2 1 1.5 5.5 16 1 825 18.0 3132 4.0651 0.3479 1 3132.4 i 1.60 1 1.15 1.3 1 1.10 1.15 850 405 1300 1 1,300,000 2,033 5061 1644.51 1203.70 946.771 506.18 0.531 73.171 0.062 SPF#2 1 1.5 5.5 16 1 7.7083 16.8 3287 4.8551 0.3304 3287.1 1.60 ' 1.15 1.3 1 1.10 1.15 875 425 1150 1 1,400,000 2,093 5311 1454.751 1484.89 1015.451 531.23 0.521 76.291 0.057 SPF#2 1 1.5 5.5 16 i 9 19.6 3287 4.23! 0.4750 3287.1 1, 1.60 1 1.15 1.3 11.10 1.15 875 425 1150 11,400,000 2,093 5311 1454.751 1089.25 850.161 531,23 0.621 90.61! 0.085 SPF#2 1 1.5 5.5 16 1 8.25 18.0 3287 4.0651 0.3750 i 3287.1 i 1.60 1 1.15 1.3 1 1.10 1.15 875 I 425 1150 11,400,000 2,093 5311 1454.751 1296.30 945.381 531.23 0.56 73.171 0.059 1 SPF Stud 1 15 3.5 16 1 14.57 50.0 255 4.231 0.9959 1 2091.8 1 1.60 1 1.15 1.1 1 1.05 1.15 675 1 425 725 1 1,200,000 1,366 5311 875.4381 14426 139.021 64.76 0.471 586.431 0.779 SPF#2 1 1.5 5.5 16 1 19 41.5 935 4.8551 0.9925 3287.1 ; 1.60 1 1.15 1.3 3 1.10 1.15 875 1 425 1150 1 1,400,000 2,0935311 1454.75E 244.40 235.321 151.11 0.641 463.511 0.580 H-F#2 I 1.5 5.5 16 I 19 41,5 865 4.8551 0.9970 i 3132.4 1 1.60 1 1.15 1.3 11.10 1.15 850 I 405 1300 i 1,300,000 2,033 5061 1644.51 226.94 220.141 139.80 0.64 463.511 0.594 Page 4 D+L+S+.7E CT#4028AB Ii 'LOAD CASE 1 (12-16) 1 (BASED ON ANSI/AF&PA NDS-2005) !SEE SECTION: ! 2.3.1 ; 2.3,1 2.3.1 3.7,1 3.7.1 Ke ! 1.00 Design Buckling lFactor i D+L+S+E/1.4 1 • + c 0.80(Constant)> !Section 3.7.1.5! ! Cr I KcE 1 0.30(Constant)> {Section 3.7.1.5! 1 i 1 Cf(Fb)1 Cf(Fc) NDS Cb (Varies) >. !Section 2.3.10 Bending Comp.1 Size Size 1 Rep.! 1 Cd(Fb)1 Cb Cd(Fc) Eq.3.7-1 { NDS 3.9.2 Max.Wall duration duration;factor factor!use 1 • 1 ( Stud Grade Width Depth Spacing Height Le/d Wert.Load!Hor.Load <=1.0 Load @ Plate Cd (Fb)Cd (Fc)! Cf Cf 1 Cr l Fb Fc perp Fc E 1 Fb' 1 Fc perp' Fc' Fce ! F'c fc fc/Fc fb fb/ in. in. in. 1 ft. pit psf plf 1(Fb) (Fc)1 1 psi psi psi psi 1 psi 1 psi psi psi psi psi psi Fb"(1-fc/Fce) INTERIOR WALLS(2X41 H-F STUD) f i 1 H-F Stud f 1.5 3.5 16 1 8 27.41 1001 5 0.1653 1993.4 1.60 1.15 1 1.1 1.05 1 1.15 1 675 405 E 800 1,200,0001 1,3661 506 966 478.521 415.71 25.401 0.06 208.98 0.162 H-F Stud ( 1.5 3.5 16 1 8 27.41 10451 5 0.7510 1993.4 1.60 1.15 1 1.1 1.05 1 1.15 1 675 405 E 800 1,200,0001 1,366! 506 966 478,521 415.71 265.401 0.64 208.98 0.343 H-F Stud 1.5 3.5 8 1 8 27.41 19901 5 0.5316 3986.7 1.60 1.15 1 1.1 1.05 1 1.15 1 675 405 ! 800 1,200,0001 1,3661 506 966 478.521 415.71 252.701 0.61 104.49 0.162 H-F Stud ! 1.5 3.5 8 1 8 27.41 19901 5 0.5316 3986.7 1.60 1.15 1 1.1 1.051 1.15 1 675 405 ! 800 1,200,0001 1,3661 506 966 478.521 415.71 252.70! 0.61 104.49 0.162 l INTERIOR WALLS(2X4)SPF STUD l 1 { 1• j SPF Stud ! 1.5 3.5 _ 16 8 27.41 1001 5 0.1654 2091.8 1.60 1.15 1 1.1 1.05 1 1.15 1 675 425 [ 725 1,200,0001 1,3661 531 875.438 478,521 407.53 25.401 0.06 208,98 0.162 SPF Stud I 1.5 3.5 16 ! 8 27.41 10451 5 0.7676 2091.8 1.60 1.15 1 1.1 1.05 1 1.15 1 675 425 725 1,200,000i 1,3661 531 875.438 478.521 407.53 265.401 0.65 208.98 0.343 SPF Stud 1.5 3.5 8 1 8 27.41 19901, 5 0,5466 4183.6 1.60 1.15 1 1.1 1.05 1 1.15 1 675 425 1 725 1,200,000' 1,3661 531 875.438 478.52i 407.53 252.701 0.62 104.49 0.162 SPF Stud 1.5 3.5 8 1 8 27.41 19901 5 0.5466 4183.6 1.60 1.15 1 1.1 1.05 1 1.15 1 675 425 725 1,200,0001 1,3661 531 875.438 478.521 407.53 252.701 0.62 104.49 0.162 i - INTERIOR WALLS L STUD - -- {--__.----..- '.--' ! i I DF-L Stud 1 1.5 1 ,5 16 1 8 27.41 1001 5 0.1574 3076.2 1.60 1 1.15 1.1 1.05 1 1.15 1 700 625 ! 850 1,400,0001 1,417€ 781 1026.38 558.271 475.96 25.401 0.05 208.98 0.155 DF-L Stud i 1.5 3.5 16 1 8 27.41 10451, 5 0.5921 3076.2 1.60 1.15 1.1 1.05 1 1.15 1 700 625 1 850 1,400,0001 1,417! 781 1026.38 558.271 475.96 265.40! 0.56 208.98 0.281 DF-L Stud 1 1.5 ' 3.5 12 1 8 27.41 19901 5 0.9788 4101.6 1.60 1.15 1.1 1.05 1 1.15 1 700 625 ! 850 1,400,0001 1,417! 781 1026.38 558.271 475.96 379.051 0.80 156.73 0.345 EXTERIOR WALLS 1 ( 1 :, H-F#2 I 1.5 5.5 16 !7.7083 16.81 31321 3.57 0.2844 3132.4 1.60 i 1.15 1.3 1.10 1.15 1 850 405 1300 1,300,0001, 2,0331 506 1644.5 1378.83! 1031.58 506.181 0.49 56.10 0.044 H-F#2 I 1.5 5.5 16 9 19.61 31321 3.57 0.4405 3132.4 1.60 iI 1.15 1 1.3 1,10 1 1.15 1 850 405 ! 1300 1,300,0001 2,0331 506 1644.5 1011.451 837.57 506.181 0.60 76.47 0.075 H-F#2 1.5 5.5 16' 8.25 18.01 31321 3.57 0.3404 3132.4 1.60 1.15 1 1.3 1.10 11.15 1 850 405 ! 1300 1,300,0001 2,033! 506 1644.5 1203.701 946,77 506.181 0.53 64.26 0.055 1i 1 i SPF#2 1.5 5.5 16 !7.7083 16.81 3287': 3.57 0.3154 3287.1 1.60 1.15 1 1.3 1.10 1 1.15 1 875 425 1 1150 1,400,0001 2,0931 531 1454.75 1484.891 1015.45 531.23 0,52 58.10 0.042 SPF#2 1.5 5.5 16 ! 9 19.61 32871 3.57 0.4618 3287.1 1.60 1.15 1 1.3 1.10 1 1.15! 875 425 1150 1,400,0001 2,0931 531 1454.75 089 531.231 0.62 76.47 0.071 SPF#2 1.5 5.5 16 8.25 18.01 3287! 3.57 0,3678 3287.1 1.60 1.15 1.3 1.10 1 1.15 1 875 425 - 1150 1,400,0001 2,0931 531 1454.75 531.23! 0.56 64.26 0.052 1 1 1 1 SPF Stud 1.5 3.5 16 14.57 50.01 2851 3.57 0.9981 - 2091.8 1.60 1 1.15 1 1.1 1.05 1 1.15 1 675 425 725 1,200,0001 1,3661 531 875.438 144.261 139.02 72.381 0.52 494.93 0,727 1 1 SPF#2 1 1.5 5.5 16 •. 19 41.51 10201 3.57 0.9910 3287.1 1.60 I 1.15 : 1.3 1.10 1 1.15 875 425 1 1150 1,400,000 2,0931 531 1454.75 244.40 235.32 164.851 0.70 340.83 0.500 H-F#2 1 1.5 5.5 16 1 19 41.51 9451 3.57 0.9939 3132.4 1.60 1.15 1 1.3 1.10 1 1.15 1 850 405 1300• 1,300,000; 2,0331 506 1644.5 226.941 220.14 152.731 0.69 340.83 0,513 Page 5 j >; MEMBER REPORT Level,Floor..Joist PASSED SL piece(s) 9 12°TM® 210 @ 16" OC Overall Length:10'4" 0 a 'M` DSf 3>ssy 9.9" �I "I 11 Ii All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual 1111 0. t _ 1: 11 11 „I ,,, r „> > (r r, System:Floor 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([1619) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.260 @ 6' 0.496 Passed([1458) — 1.0 D+1.0 L(All Spans) TJ-Pro"Rating 58 40 Passed -- — •Deflection criteria:LL(L/480)and TL(L/240). •Bracing(Lu):All 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 Edgee"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"Rating include:None Ntiisa trhr nESEVEI xtczz iu5d1 Nonsigumwasuomtgat 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 e Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. 1, 1 - yy fir/y�3.�'�.dtys��r 1-Uniform(PSF) 0 to 10'4" 16" 12.0 40,0 Residential Living Areas 2-Point(Ib) 6' N/A 250 660 .fs:s �yg✓.< .v'a z- '' e��,y,F.r7 k,T^s"��,� f y ✓ '� rl i ti :.y 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, Job'Nates 10/14/2015 9:16:20 AM Michaela Petersen -�_ Forte v4.6,Design Engine:V6.1.1.5 CT Engineering 15238 Plan5ABD 9.5TJI210.4te (206)285-11512 mpetersen@ctengineering.com Page 2 of 2 2012 IBC SEISMIC OVERVIEW SHEET TITLE: 2012 IBC SEISMIC OVERVIEW CT PROJECT#: 15238 3 ABD DL Step# 2012 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE= II Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR 1E= 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 SM1= Fv*Si SM,= 0.67 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS Sas= 0.72 EQ 16-39 EQ 11.4-3 Spy=2/3*SMi Spy= 0.44 EQ 16-40 EQ 11.4-4 8: Seismic Design Category 0.2sSDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Do= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 ........................ ....... 15. Plan Structural Irregularities - No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force - Table 12.6-1 2012 IBC EQUIV. LAT.FORCE SHEET TITLE: 2012 IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 15238_3 ABD_DL Sps= 0.72 h„ = 29.53(ft) ............................................... Sp,= 0.44 X = 0.75 ASCE 7-10(Table 12.8-2) R= 6.5 C,=. .. .. 0.020 ASCE 7-10(Table 12.8-2) .......................................... 1E= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) ..... ... .. .. . ... S1= 0.42 k = .: 1'ASCE 7-10(Section 12.8.3) ............ .. ....... 11= 6 ASCE 7-10(Section 11.4.5:Figure 22-15) Cs=Sps/(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=(Sp,*TO/(T2*(RI1E)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7-10(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C„X = DIAPHR. Story Elevation Height AREA DL w; w; *h;k wX *hXk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) Ew1 *h;k Vi DESIGN Vi H.Roof - •29.53 29.53 1813 0.020 36.26 1070.8 0.49 4.10 4.10 2nd 9.09 20.44 20.44 1673 0.025: 41.825 854.9 0.39 3.27 7.37 1st 11.30 9.14 9.14 1103 0.025; 27.575 252.0 0.12 0.97 8.34 Bsrnt 9.14 0.00 SUM= 105.7 2177.7 1.00 8.34 E=V= 11.68 E11.4= 8.34 ASCE 7-10 Part 2 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART; CT PROJECT#: 15238_3 ABD DL F-B S-S ASCE 7-10 2012 IBC Ridge Elevation(ft)= 42.00 42.00:ft. Roof Plate Ht.= 29.53 29.53 Roof Mean Ht.= 35.77 35.77 ft. --- --- Building Width= 37,0 45.0;ft. Basic Wind Speed 3 sec.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= B B Roof Type= Gable Gable 40.6012946 PS30 A= 21.6 21.6 psf Figure 28.6-1 Ps3o e= 14.8 14.8:psf Figure 28.6-1 ps3o c= 17.2 17.2',psf Figure 28.6-1 Ps30 D= 11,8 11.8psf Figure 28.6-1 A= 1,00 1.00 Figure 28.6-1 Ke= 1.38 1.38 Section 26.8 windward/lee= 1.00 1.00' X*Ke*Iw*windward/lee : 1.38 1.38 ps=A*Kzt*I*p630= (Eq.28.6-1) Ps A = 29.81 29.81 psf (Eq.28.6-1) ps B = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps D= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf Ps B and o 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) IWind(F-B) Wind(S-S) 1.00 1.00 1.00' 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 42.00 12.5 0 184.6 0 276.8 0 184.6 0 376.6 Roof --- 29.53 29.53 4.5 67.27 0 100.9 0 67.27 0 137.3 0 10.1 12.3 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 10.2 150.9 0 226.3 0 150.9 0 307.9 0 6.0 7.3 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 10.2 151.3 0 226.9 0 151.3 0 308.6 0 6.1 7.4 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 AF= 1385 AF= 1684 22.2 26.9 V(F-B)= 32.44 V(S-S)= 38.81 kips kips; kips kips, ASCE 7-10 Part 1 SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 1 CT PROJECT#: 15238_3 ABD_DL MAIN WIND-7-10 CHAPTER 28 PART 1 Wind(F-B) Wind(S-S) 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: 0.000.00; 0.00 12.68 12.68 15.16 15.16 2nd 9.09 20.44 20.44 0.00: 0.00 '0.00 0.00 9.87 22.55 11.81 26.97 1st 11.30 9.14 9.14 0.00; 0.00 .0.00: 0.00 9.89 32.44 11.83 38.81 Bsmt 9.14 0.00 V(F-B)= 0.00 V(S-S)= 0.00 V(F-B)= 32.44 V(S-S)= 38.81 kips kips, kips kips DESIGN WIND-Min./Part 2/Part 1 ASD Wind(F-B) Wind(S-S) J DIAPHR. Story Elevation Height LRFD DESIGN SUM LRFD DESIGN SUM LEVEL Height (ft) hi(ft) Vi(F-B) Vi V(F-B) Vi(S-S) Vi V(S-S) Roof 9.09 18.5 18.5 12.68 7.61 7.61 15.16 9.10 9.10 2nd 11.3 10.5 10.5 9.87 5.92 13.53 11.81 7.08 16.18 1st 9.14 0 0 9.89 5.94 19.46 11.83 7.10 23.28 Bsmt 0 0 V(F-B)= 19.46 V(S-S)= 23.28 kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_3 ABD_DL SHEATHING THICKNESS `sheathing=: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"wl8d common V nominal V s allowable V allowable V w allowable (15/32"values per (Per SDPWS) modify per S.G. (Per SDPWS) modify per S.G. footnote d) Fs=2.0 Fs=2.0 — 0 1 0 1 P6TN 150' 150 150 150 P6 520 242 730! 339 P4 760: 353 1065". 495 P3 980" 456 1370: 637 P2 1280 595 1790 832 2P4 1520 707 2130: 990 2P3 1960`: 911 2740' 1274 2P2 2560 1190 •--.3580.-. 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing= 1/2' NAIL SIZE nail size=1 1/4"long No.6 Type S or W Response Modification Coef. R=6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable (Per SDPWS) modify G7 60 R>2 not allowed R>2 not allowed G4 110 R>2 not allowed R>2 not allowed 2G7 120 R>2 not allowed R>2 not allowed 2G4 220 R>2 not allowec R>2 not allowec Latitude and Longitude Finder on Map Get Coordinates Page 1 of 23 0 LLQ Get Latitude and Longitude To make a search, use the name of a place, city, state, or address, or click the location on the map to get lat long coordinates. Place Name 39th way s & 40th pl s, seatac, wa 1=ind Add the country code for better results. Ex: London, UK Latitude • • • Longitude 47.412415 -122.283440 Liss-ke Share, 1 9k G+1 . 957 ; Tweet t 96 ,! ,1:!....::.1.::::::........H::...........':::::..... ::H:!: ::::::::::H.-........... :: ..:::.:::::'„;.. ....':'1'..::. .......,..........:........1:HH:H:::.::-...:'::::'...:-.:.i...:::':::::...::'''::::.::.%•:;'...................1.:-.......•.. __.L..._,....::•'•.... LL,:_... - .:_...... :-......: _ :. :::,...........L.....,,:::-.. .: : . ...., 1 ;.:. �i C £R f 1 Y. http://www.latlong.net/ 9/24/2015 Latitude and Longitude Finder on Map Get Coordinates Page 2 of 23 kh M 0 err aY e J Y � y r Y y fi.: ..-t rZ,o s fir.. �t>, .�F s 1.'r a. a- •.e» a, s-d Zi'°'r F to m ;:3 � v s )- F "r" •s • �q Y Yy http://www.latlong.net/ 9/24/2015 Design Maps Summary Report Page 1 of 1 Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43123°N, 122.77149°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III 1 2e ilte'rton 1 5> nn v gN fN y U' $4 Milwa sk e F y/!� £- x ♦ c ✓F sAT1s ei7 €abs S n'. i r c." /� srf >.� 6�V �7 e*f ! � b �, 3. Ex's .: sr ifs 3 4 4g -f f�� lyyn b } (f 3 .V i , ' iI Ays i " FesT �ti3t x sa ORAYRMgi itli F wt &n ; 55 -- :ao is N : USGS-Provided Output SS = 0.972 g SMS = 1.080 g s,„ = 0.720 g S1 = 0.423 g SMS = 0.6678 Sol = 0.4458 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. MCER 22 Response Spectrum Design Response Spectrum 0, 1_1 0' 020 ; 3. , 0.,72 0.22 trt , 2 S 04C 0,40r Vli 0;44 2 0.22 0.24 022 • 0.1 ?x;11 :.oe ti.0e 0,20 0.40 0.G* 0.23 1.00 1.20 1..40 1. 0 Ls0 2..'S t1_00' 0,20 0.40 0.40 0,20 1.0 1.20 1.40 .1.50 1.20 2.00 Ptr od,T teed Per r d, T fi l 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 tooi 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 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 SM1= 0.67 EQ 16-38 EQ 11.4-2 Sips=2/3*SMS Sips= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SM1 Sal= 0.44 EQ 16-40 EQ 11.4-4 ............................................. .... ....... ........... ........................... ........ .... 8. Seismic Design Category 0.2s SDCs= D Table 1613.3.5(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.3.5(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11. Wood structural panels - - N/A Table 12.2-1 12. Response Modification Coef. R= 6.5 N/A Table 12.2-1 13. Overstrength Factor Q0= 2.5 N/A Table 12.2-1 14. Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities -- No N/A Table 12.3-1 16. Vertical Structural Irregularities - No N/A Table 12.3-2 17. Permitted Procedure Equiv.. Lateral Force --- Table 12.6-1 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) Sp,= 0.44 X = 0.75ASCE 7-10(Table 12.8-2) R= 6.5 C1= 0020ASCE 7-10(Table 12.8-2) 1E= 1.0 T= 0.253 ASCE 7-10(EQ 12.8-7) S,= 0.42 k = 1 ASCE 7-10(Section 12.8.3) ............................................... TL= 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=Spy/(T*(RITE)) (for T<TL) 0.270 W ASCE 7-10(EQ 12.8-3)(MAX.) Cs=(Sp1*TL)/(T2*(RI1E)) (for T>TL) 0.000 W ASCE 7-10(EQ 12.8-4)(MAX.) Cs=0.01 0.010 W ASCE 7-10(EQ 12.8-5)(MIN.) Cs=(0.5 S1)/(R/IE) 0.033 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) Cvx = DIAPHR. Story Elevation Height AREA DL w; w; *hik wx *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (ksf) (kips) (kips) >w; *h;k Vi DESIGN Vi Roof - - 29.53` 29.53 2059 0.020: 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 E/1.4= 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-SASCE 7-10 2012 IBC ........................................... Ridge Elevation(ft)= 43:00 43!.00;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.Gust= 110 110 mph Fig. 26.5-1A thru C Figure 1609A-C 30.2564372 Exposure= BB ...... ........ ... ......... Roof Type= Gable Gable`; 40.6012946 PS3o A= 21.6 21.6.;psf Figure 28.6-1 ps3o B= 14.8 14.8.:psf Figure 28.6-1 Ps3o c= 17.2 17.2,psf Figure 28.6-1 PS30 0= . 11.8 11.8;:psf Figure 28.6-1 A= 1.00 1;00Figure 28.6-1 Kn= 1.38 1':38:' Section 26.8 windward/lee= 1.00 1.00:'. ................. A*Kn*Iw*windward/lee : 1.38 1.38 ps=A"Kzt"I"P53a= (Eq.28.6-1) PSA = 29.81 29.81 psf (Eq.28.6-1) Ps 6 = 20.42 20.42 psf (Eq.28.6-1) Ps c = 23.74 23.74 psf (Eq.28.6-1) Ps o= 16.28 16.28 psf (Eq.28.6-1) Ps A and C average= 26.8 26.8 psf Ps B and 0 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) Areas(S-S) (F-B) I (S-S) Wind(F-B) 'Wind(S-S) 1.00 1.00: 1.00 1.00 10 psf min. 16 psf min. DIAPHR. Story Elevation Height AA AB Ac AD AA AB Ac AD wind wind WIND SUM WIND SUM LEVEL Height (ft) hi(ft) h(ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) (sq.ft)(sq.ft)(sq.ft)(sq.ft) per 6.1.4.1 per 6.1.4.1 Vi(F-B) V(F-B) Vi(S-S) V(S-S) 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 15.1417.76 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 AF= 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) 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 0.00 000 0.00 15.14 15.14 17.76 17.76 2nd 9.09 20.44 20.44 0.00 0.00 -0.00 0.00 11.20 26.35 13.14 30.90 1st 11.30 9.14 9.14 •• 0.00 0.00 000; 0.00 11.23 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(S-S). 44.07 kips kips, kips kips I 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 V(F-B)= 22.55 V(S-S)= 26.44 kips kips SHEET TITLE: SDPWS SHEARWALL VALUES PER TABLE 4.3A CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN SHEATHING THICKNESS tsheathing=.7116" NAIL SIZE nail size=0.131"dia.X;2.5"long .. . ... .. ... .. . .... . • STUD SPECIES SPECIES SPECIFIC GRAVITY S.G.= 0.43 2001 WFCM Table 8 ANCOR BOLT DIAMETER Anc.Bolt dia. SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7116"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 358.0 1665 N.G. 10000 9300 10000 13020 GYPSUM THICKNESS tsheathing— NAIL SIZE nail size 1 1/4"long No6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.5 Seismic Wind 1/2"w/1 114"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 D FRONT DESIGN AN 00 Ate: k 0 qZ. �Z3 0 qt -EI3 umA ❑ n'amo 1_J f I 0f p CD CD ;f "CU r J t o 0 r E _I 2^x. ZZ (.9±0-1 E- ;:!!! � I :1:. 0 � '�r7J 0 0 :: 0 r L /.;;;;,.----Th\) )//J � / (7 • �� iIti / qgni/a q� _ L Q 9d 4 STHD14 Q® STHD14 S9.0 0 0 STHD14 6x10 HDR _ : ■1: 4x11 HDR__ 4x1 HIR 4x10 HIR �iYss C.: yRl6Yf.�Y.t....• -- -� f b2 a,�, \vc( I b.Fb i ` b3 (— 1 0 i x r:1 1 1 f% // /. N //// ------- `—/ I O , SII ! '1 y:: I l I i,/ �`_ Lu o 2x LEDGER '` S)z D j m p ■ F— H I z N D-OQ' 1 \2x4 FRAMING AT 24" O.C. R3 II 1II 0 II N -3,5x-4-BIC-BEALE�- __-_. : BE-A fl�--- 3. ,. -II I �v:r.- �:' •�: Imo: F -GAR 4x10 11`r� I �,.:-<_ -.-, , �,5,.:„ 0 ,,,.., .,..y #es.�:\ STAIR /> � o :,i\ ,.1/ 1_1'1; STHd14 ST`ID14 •-• P4 -THDI/ I \\FRAMING! OPEN J B o 0 : -- -- I \ / BELOW Nil U 1 0 /\ / \ I ...2 / \ _ o ---- E- / \ I f 1 / \ STHD14 STHD14 =• 1 1 ®�,••' _ 3.5x14 BIG BEAM FB ' 1 1 5.5x18 GLB HDR .��"�`� T �•y 1 : ti 1��Ll.k. +fir 4, 11 clip: 3 \� �� 6X6 • �-'1�I� 1 'j R2b '` S9.0 w`t f r', L to "i: IE" 0 2 _ O x o N E _ Sx I� I� •x J I l I= N F3 `© 21 2011111x1. HDR 2 0 J F4 r_i��-_ --- 1 x 5.125x12 GLB DR / \I I_ ....._. l ,* STND14"- STHD 4 1 R2 eh P3A ® Fr 2x10 HD•2}2xlC HDR'2)2x10 HON AIM 2x LEDGER I STHD14 B TH014 11117 m�_. !: 51.2 L J MONO TRUSSES 5 AT 24" 0.C. 1 S9.1 ROOF FRAMING NOTES 1 \ � P.T 6Atl6xDf�fi PT DOST CJ II 1 O U cm up W= Q co H N S THD1 4 STHD14 STHD14 ;A1:--- - 4x10 rIDR 4) 0 H 4x10 HDR;A1•- 4x 0 HO, ` 4x1C HDR .},5.;fn , b4a b4b .5a Q):1,/ c O J e L, c In REN R53.5: .01 UPSSSSIS I -11 -STAIR FRA IN G. I x6 '0 EN JOIST Hc![ I ' 1 FIRM. 1 - I T I ABOVE I ; t L____1 Gar? • -PROVIDE 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 STHD14� UNDER BEARING WALL ABO VE ////,J//7/7/,-////7//,w//,-///77/37i7i i/7i7i7ri1/22ih c_) STIUR1 18 0 r 0 cv S6.0 I j� mai ; ADDED ANOTHER JOIST SUPPORT (PER RODNEY) 4X8 HDR �= e 7 S6.0 L3 R4 i • E`3': • , 1 • • ' 1 9 S6.D SHEET TITLE: LATERAL F-B(front toback) CT PROJECT#: 15238_5 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= Seismic V i= 4.74 kips Design Wind F-B V i= 9.09 kips Max.aspect= ' 3.5 SDPWS-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. 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. Lwail LDL eff. C 0 w dl V level V abv. V level V abv, 2wfi v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unec Usum Usum (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (Of) (pif) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext L1 1030 i :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 f 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.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 - 00.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0'i D.0 0.0 1.00 =0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00. 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0.............0.0.......1 00 .:0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 `0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0•' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1.00 i'0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • - - 0 0.0 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 ;1 00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 i .0.0.--1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0.0 '.0:0...•••.1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1,00 0.00 0--- •-- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ! 0.0 0.0 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0,0 1.00 .0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 i 1.D0 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0. 0.0 .'1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0._..' 1 00 -:0.00 0.00 0.00 0.00 0.00 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 EVwend 9.09 VEQ 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. IBC per SDPWS-08 (EQ 23.3) Table4.3.3.5 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 eft_ C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM RoTM Unet Usum Usum (sqft) (ft) (ft) (kif) (kilo) (kip) (kilo) (kip) p (Plf) (Plf) (kip-ft) (kip-ft) (kilo) (kip) (kip-ft) (kip-ft) (kilo) (kip) (kip) Ext 1 L2_ 1008 45.0 45 0 x1.00 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 is 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 <R2 *. .....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 51-3 .. .... .a. ...... .. ............ ..... .. .... .. .. 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 '0:001 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 '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 R30' .: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 5.50 640 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 0.0 1.00 0.000.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 11.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 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 ii1.00 0 00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 •` 0 0 0 01 D0 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 .'0.00 0.00 0.00 0.00 0.00 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 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.00 pft!TH- 0 0. 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 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 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - - 0 ..:: 0.0 0.0 11.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 .1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 ,0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 10.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 : 0.0 1.00 0 .00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 1 0 0 :':1 00 0 b0 0.00 0.00 0.00 0.00 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=L eff. 6.72 9.09 4.02 4.74 1.00 EVwind 15.81 EVEQ 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) Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Grid ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (ki4) (KIP) (kip) (kip) P (plf) (Plf) (kip-ft) (kip-ft) (kip) (ki4) (kiP-ft) (kiP-ft) (kiP) (kiP) (kip) Ext L3• 359.3 24,5 24.5 1.00 =0.401 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 is 1 00 '10.00 0.00 0.00 0.00 0.00 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 :0.4 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 201.2 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 0.00.0 1 00 ;;0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1 00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1 00 <0.00' 0.00 0.00 0.00 0.00 1,00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0 0 1 00 :`0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0` 0,0 0.0" 1.00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 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 G0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 4,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 i; 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 . 0.0 1.00 '0.00, 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 1 0.0 1.00 .0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 •0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 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 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1 00 ;:0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 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 D 1 0.0 0 0 .i 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 :'i 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 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 EVwod 22.55 EVEQ 10.05 Notes: denotes a wall with force transfer ........ .. ...._.................................... SHEET TITLE: LATERAL S (side toiside); 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= 03.5,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 LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type vi OTM Row Unet Usum OTM RoTM Line Usum Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B1a* 319.1:. 6.8 9.8 1 00 .'; 0.15:: 1.65 0.00 0.74 0.00 1.00 1.00 109 P6TN P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 4,90 Ext B1b* 597.1 12.5? 19.0 1.00 0.15? 3.09 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 ?B1bc* 113.2: 2.5 8.0 1,00 0.150.59 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 F1b* 205.9 2.6 9.1 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 40 Ext F1c* 205.9' 2.5 5.6 1 00 :i 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: a.00 0.00 0.00 0.00 1.00 0.00 °- - 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 4.38 448 Al'pii2:!il'ilgi:F.,2V,11::11- Ej:,:,205...0,H:Lihaa,S,21t.-,50.Nri:i',t().0.:e!::1!:ilrf).',11'i 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 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0: 0.0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Oi 0 0 0.0 ' 1.O0 O.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 1.00 : a.00 0.00 0.00 0.00 0.00 1.00 0.00 0_ - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 ' 1.00 0.00.`: 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0 0.0 ; 1.00 0.00•;: 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0` 0.0; 0,0 ; 1.00 : 0,00: 0.00 0,00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 s 0.0 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0< 0.0 1.00 <0.00; 0.00 0.00 0.00 0.00 1.00 0.00 o- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0< 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0` 0.0 0.0 ,I 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a' 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 O.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0.0 1.00 0.00 0.00 a.00 0.00 0.00 1 AO 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 Om --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0# 0 0 0.0 1.00 0.00`: 0.00 0.00 0.00 0.00 1.00 a.00 Om --- 0 0.00 a.00 0.00 0.00 0.00 0.00 a.00 0.00 0.00 0.00 a.00 0.00 0.00 1.00 a.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 a.00 0.00 0.00 0 0,0 0.0 1.00 0.00 0.00 0.00 0.00 O.o0 1.00 0.00 Om --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 a.00 0.00 0.00 a.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a.00 1.00 a.00 0- --- 0 0.00 0.x0 a.00 0.00 0.00 0.00 0.00 0.00 0.00 0 a a a.0 1.O0. 0.00 0.00 0.00 0.00 0.00 1.00 a.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 QO OA ' 1 00 0.003 0.00 0.00 0.00 0.00 1.00 0.00 0- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 O.a. 0.0 1 00 0.00:: 0.00 0.00 0.00 0.00 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=L eff. 10.66 0.00 4.74 0.00 E Vwind 10.66 E VEQ 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 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eft. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM ROTM Unet Usum U3um (sqft) (ft) (ft) (kit) (kip) (kip) (kip) (kip) p (pIf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext 62a* ` 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 4.87 447 Ext B2b* 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 0.00 0.00 0.00 0.00 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 9r .. 7,3 16.6 1.00 0.301 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 3.40 340 0.00 0.00 0.00 0.00 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 Gar1 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 IntGar2 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 .;Stair1._;: 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 Q: 0.0 0.0 1 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0; 0.0 1.00 0.00' 0.00 0.00 0.00 0,00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.OD 0.00 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 1.00 0.00.• 0,00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --• 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0' 0.0 1.00 0.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.0 0,0 1.04 0 00 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 - 0; 0.0 0.0 1.00 0.00 0,00 0,00 0.00 0,00 1,00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0' 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0,00 0.00 0.00 0.00 0,00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 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 D.00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00; 0,00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.01 0,0 1 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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'V „d 18.54 EV00 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 TA. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RoTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kilo) (kilo) (kip) (kip) p (Plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext B2a* 86 22< 4.3 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 4.27 447 0 0.0 0.0 1.00 0.00:; 0.00 0.00 0.00 0.00 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 Baa* 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 2.81 184 ,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 3.30 1.00 0.00:! 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 IExt 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 lnt Gar1 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'. 0.0 `: 1.00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O 0.0 0 0 1 00 :_l 0 00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00] 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0 0 1 00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; 0.0 0.0 1 00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 ;.0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0', 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1,40 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0:! D.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.D0 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D.0 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0' 0.0 0.0 1.00 0,00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0.00': 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0 00, 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.' 0.0' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0; D.0_ 0 0 1 00 0 00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 D.0 0.0 1 00 0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0" 0,0 1 00 0 00 0.00 0.00 0.00 0.00 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=Leff. 4.00 18.54 1.28 8.76 E Vw;„a 22.54 EVco 10.05 Notes: * denotes a wall with force transfer • SHEET TITLE: LATERAL S-S,(side to ide); CT PROJECT#: 152385 ABD_DL D FRONT DESIGN Diaph.Level: Roof Panel Height= 9'r ft. Seismic V i= 4.74 kips Design Wind F-B V i= 10.66 kips Max.aspect= 3.54SDPWS-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 LDL eff. C p w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM RorM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) Ext. B1a* 319.1 6.8 9.8 1.00 0.151 1.65 0.00 0.74 0.00 1.00 1.00 109 Peed P6 245 6.62 4.44 0.36 0.36 14.87 3.29 1.90 1.90 4,90 Ext B1b* 597.1 12,5' 19.0 1.00 :i 0.15' 3.09 0.00 1.38 0.00 1.00 1.00 110 PG-TN P6 247 12.38 16.03 -0.31 -0.31 27.81 11.88 1.35 1.35 4e36 Ext B1bc* 113.21 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 0.00 0.00 0.00 0.00 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* 171.61 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 2.66 246 Ext Fib* 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 2.66 246 0.00 0.00 0.00 0.00 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. 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 3:47 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 00: 0.00 0.00 0.00 0.00 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 2.64 254 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 2.64 244 0' 0.0; 0.0 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0' 0.0 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00:' 0.00 0.00 0.00 0.00 1.00 0.00 0- - 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0 0.0 0.0 1.40 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' 4.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.,OHN.1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 o' 0.0' OA 1.00 0.00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o' 0.0 0.4 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0! D.D 4.4 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 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00,: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 coo 0.00 0.00 0.00 0.00 0,00 0.00 0.00 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 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0;; 0 0 1 00 0 00 0.00• 0.00 0.00 0.00 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 ' 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ... .... .......... . ................... ..... .......... . .................... 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 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 0.0.1 0.0 1.00 0.00;: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2059 2059 40.7 40.7=L eff. 10.66 0.00 4.74 0.00 EVWnd 10.66 EVE0 4.74 Notes: denotes a wall with force transfer SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 152385 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 Table4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv. V level V abv. 2w/h v i Type Type v i OTM RoTM Unet Usum OTM RorM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) LIH0.4-],,,..'1.',11:':1-1:',',:7-:-,'B2.6*-,.-,'.,' ::::1!-;,'!:,14,1;I!;';'..!';',1;:,'..,',':1:4:ii,:::',:.,:::.0:'6, 1;',...1::':.:,.1::;..0.9:..,:.1r-Fi::c00.:.'i 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 f 0.0 1 D0 0.00 0.00 0.00 0.00 0.00 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 3A-7 0 0.0:' 0.0 1,00 0.00 0.00 0.00 0.00 0.00 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 >F6a* 121 2.0 r 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 :i 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 Int ;Gail 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 <Gar241 5 .6 7.4 7.4 1,00 <r.0.20'a 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 `Stair1 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 00 0. '` 1 00 0.00:: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0,0. 0 0 1 DO 0 00 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0 0'' 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0--- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 OA 0.0 1.00 0.00.: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1 00 0,00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 li 1.00 0,00' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 '' 1.00 0,00; 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0.00 0 0,0 0 0 1.00 0,00' 0.00 0.00 0.00 0,00 1,00 0.00 0--- --- 0 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0: 0.0 0.0 1.00 0.00:' 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:i 0.0 OA 1,00 0,00: 0.00 0,00 0.00 0.00 1.00 0,00 0--- --- 0 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0,00 0.00 0` 0.0 0.0 ' 1,00 0.00, 0,00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0 0.0 0.0 1,00,,:,.,,,],0.00: 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0 0.0;' „0.0 i 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0<i 0 0 is ' 0.0 1,00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0 0,0 0,0. 1,00 0,00:' 0.00 0.00 0,00 0,00 1.00 0,00 0--- --- 0 0,00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 0." 0.0: 0.0 ' 1.00 0,00 0.00 0,00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ..... ....... ... . .... ...... . .. ... ... .. .. . .... ........ 4 0 0.0 0.0 ; 1.00 .;'.0.00; 0.00 0.00 0.00 0.00 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-E„........-0.0• 1 0•0• '9"".„.•:.p•9•, 0.00 0.00 0.00 0.00 1.00 0.00 0--- --- 0 0,00 0.00 0,00 0,00 0.00 0,00 0.00 0.00 0.00 0 0,0 0.0 1 00 0.00i 0.00 0.00 0.00 0.00 1.00 0,00 0--- --- 0 0,00 0.00 0,00 0.00 0.00 0.00 0,00 0,00 0.00 0 0.0 0.0 ' 1.00 0.00:! 0.00 0.00 0.00 0.00 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=Leff. 7.88 9.18 4.02 4.09 L'Vwind 17.06 VEo 8,11 Notes: * denotes a wall with force transfer JOB#: 15238L5 ABD DL ID. R2ab w d/ 300 plf V eq 2980.0 pounds V1 eq= 566.5 pounds V3 eq= 2413.4 pounds ..... .... ...... .. V w 5374.9pounds V1 w= 1021.8 pounds V3 w= 4353.0 pounds —__1, ► v hdr eq= 137.6 plf -00 A H head= ^ ' v hdr w= 248.3 plf 1.44 v Fdragl eq= 222 F2 eq= 948 A Fdragl w= ,11 F2 .- 1709 H pier= vi eq= 226.6 plf v3 eq= 226.6 plf -:-.-'2.6 vi w= 408.7 plf v3 w= 408.7 plf 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 60 EQ Wind v sill w= 248.3 plf feet OTM 29919 53964 R OTM 63278 46872 T v UPLIFT -1712 334 UP sum -1712 334 HIL Ratios: L1= 25°' L2= ' 85 L3= 10.7 Htotal/L= 0.46 , .--4 104 10 Hpier/L1= 1.04 Hpier/L3= 0.24 L total= 21.7 feet JOB#: 15238 5 ABD DL ID: R3ab w dl= 300plf V eq1402.3' 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= A v hdr w= 293.8 plf 1.44 v Fdragi eq= 274 F2 eq= 133 Fdragl w= •'4 F2 . 240 H pier= vi eq= 229.5 plf v3 eq= 344.3 plf .................................. 60 viw= 414.0 plf v3w= 414.0 plf feet H total= 2w/h= 1 2w/h= 0.666667 10.04 Fdrag3 eq= 4 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 plf . ................ 2.6 EQ Wind v sill w= 293.8 plf feet OTM 14079 25395 R OTM 10008 7413 • T UPLIFT 525 2320 UP sum 525 2320 H/L Ratios: L1= 4..:1i L2= 2''5 L3= 20 Htotal/L= 1.17 1 10-4 ►i Hpier/L1= 1.46 Hpier/L3= 3.00 L total= 8.6 feet JOB#: 15238_5 ABD DL ID: B1abc w dl= 150 plf V eq 2372.5 pounds V1 eq= 751.5 pounds V3 eq= 1353.3 pounds V5 eq= 267.6 pounds V w 5328.5pounds V1 w= 1687.9 pounds V3 w= 3039.6 pounds V5 w= 601.1 pounds -__, v hdr eq= 68.3 plf ► H1 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 =drag6 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 plf v3 w= 245.3 plf v5 w= 245.31. 4.0 feet feet H total= 2w/h= 1 2w/h= 1 2w/h= 1 9.1v Fdrag3= 4..3 Fdrag,- 78.0 feet X Fdragl w= 97.22694 =drag; w= 175.1 =drag7eq= - 8.8 drag8e. 84.8 V P6TN E.Q. Fdrag7w= 963.0 Fdrag8w= 190.4 A P6 WIND v sill eq= 68.3 Of H1 sill= v sill w= 153.5 plf 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= 25. Htotal/L= 0.26 ♦ 10-4 10.4 .i .4 Hpier/L1= 0.33 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 dl= 170 plf .............. ......._....... 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 I v hdr w= 182.0 Of 1.06 v Fdragl eq= 264 F2 eq= 263 Fdragl w= -13 F2 590 H pier= v1 eq= 182.1 Of v3 eq= 182.1 plf ...................................... 5.0 vi w= 409.1 plf v3 w= 409.1 plf feet H total= 2w/h= 1 2w/h= 1 9.06 . I Fdrag3 eq= :4 F4 e.- 263 feet ! Fdrag3 w= 593 F4 w= 590 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 81.0 plf 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= 2.6I L2= 6:5 L3= 26 Htotal/L= 0.77 , 110-1 ..4 Hpier/L1= 1.92 Hpier/L3= 1.92 L total= 11.7 feet JOB#: 15238_5 ABD DL ID: B2ab w dl= 300 pif ..................... ........ ..................... ......... 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 _pr. ® v hdr eq= 146.7 plf lo- A H head= A ( v hdr w= 317.1 Of 0.88 v Fdragl eq=i 308 F2 eq= 279 A Fdragl w= - 603 H pier= vi eq= 218.3 plf v3 eq= 218.3 p/f 4.4 vi w= 471.8 Of v3 w= 471.8 pIf feet H total= 2w/h= 1 2w/h= 1 9.8 w 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 plf 4.5EQ Wind v sill w= 317.1 pif ...:.:......:........:. ...... feet OTM 17542 37913 R OTM 20093 14884 ® o UPLIFT -232 2097 UP sum -232 2097 H/L Ratios: L1= 4.31 L2= 4.0 L3= 3.9 Htotal/L= 0.80 ® 110-® ®® 10. Hpier/L1= 1.03 Hpier/L3= 1.13 L total= 12.2 feet JOB#: 15238_5 ABD DL ID: B5ab w di= 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 A H head= A v hdr w= 201.0 plf ' 1.03 v Fdragl eq= 709 F2 eq= 365 A Fdragl w= A92 F2 ,820 H pier= vi eq= 193.9 plf v3 eq= 193.9/Of 5.0 v1 w= 435.1 plf v3 w= 435.1'0 feet H total= 2w/h= 1 2w/h= 1 8.09 ® Fdrag3 eq= 7•• F4 e•- 365 feet ® Fdrag3 w= 1592 F4 w= 820 P6 E.Q. 2w/h= 1 P4 WIND H sill= v sill eq= 89.5 plf ........................_.... 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= 120 4 L3= 35 Htotal/L= 0.36 4 -110-4 r Hpier/L1= 0.74 4 Hpier/L3= 1.43 L total= 22.3 feet JOB#: 15238 5 ABD DL ID: F6abPIAND w di= 250 plf .................. ...... 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 D D v hdr eq= 57.7 plf D °H head= A v hdr w= 118.6 plf 1.03 v Fdragl eq= 185 F2 eq= 219 A Fdragl w= ;0 F2 - 450 H pier= vi eq= 225.0 plf v3 eq= 189.9 plf ................................ 6.0 vi w= 265.6 plf v3 w= 265.6 plf feet H total= 2w/h= 0.666667 2w/h= 0.79 10.03 v Fdrag3 eq= : F4 et- 219 feet A Fdrag3 w= 380 F4 w= 450 P6 E.Q. 2w/h= 1 P6 WI N D H sill= v sill eq= 57.7 plf .................................... ....... .. ........ 3.0 EQ Wind v sill w= 118.6 plf feet OTM 6576 13526 R OTM 14544 10773 v v UPLIFT -779 269 IUP sum -779 269 HIL Ratios: L1= 2.0 L2= 7.0L3 2.4 Htotal/L= 0.88 a i>.--a D C Hpier/L1= 3.00 a Hpier/L3= 2.53 L total= 11.4 feet Title: Job* Dsgnr: Date: 9:44AM, 14 OCT 15 Description: Scope: Rev: 580000 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5ABD-FTG1 General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Emeimminguur 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 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 _Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.500 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% Summary Footing OK 1.50ft square x 10.Oin 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 Alternate 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.KW-0602997,Ver 5.8.0,1-Dec-2003 Square Footing Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description 15238-5ABD-FTG2 [eneraB information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 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 fc 2,000.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.750 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.432 in2 As Req'd by Analysis 0.0008 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014 % Summary IFooting 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 Alternate Rebar Selections... Mu :Actual 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 g Wall User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining all Design Page 1 _(c)1983-2003 ENERCALC Engineering Software 1523821verterrace_5abd.ecw:15238-5A Description CANT RET WALL H=2' NO SOG Criteria 0 [Soil Data Footing Strengths & Dimensions Retained Height = 1.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.00 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 1.-33 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in Footing IlSoil 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 6Axial Dead Load 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summa Stem Construction 1 Top Stem .....:: Stem OK Total Bearing Load = 603 lbs Design height ft= 0.00 ...resultant ecc. = 0.42 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 525 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 382 psf OK Rebar Spacing = 18.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 664 psf Design Data ACI Factored @ Heel = 484 psf /FB+fa/Fa = 0.021 Total Force @ Section lbs= 66.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 33.5 Footing Shear@ Heel = 3.0 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 1.4 Wall Stability Ratios Overturning = 6.13 OK Shear Allowable psi= 93.1 Sliding = 6.66 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 95.3 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 241.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting = Footing Design Results4 Special Inspection = Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 664 484 psf Equiv.Solid Thick. _ Mu':Upward = 35 0 ft-# Masonry Block Type= Mu':Downward = 15 55 ft-# Concrete Data Mu: Design = 20 55 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 2.99 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 _ Pae 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g )1983-2003 ENERCALC Engineering Software 15238_riverterrace 5abd.ecw:15238-5A Description CANT RET WALL H=2' NO SOG Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 95.3 0.78 74.1 Soil Over Heel = 55.0 1.16 64.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 0.66 66.3 Load @ Stem Above Soil= Soil Over Toe = 24.2 0.17 4.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 200.0 0.66 132.7 Total = 95.3 O.T.M. = 74.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 6.13 Footing Weight = 166.2 0.67 110.6 Vertical Loads used for Soil Pressure= 603.0 lbs Key Weight = Vert.Component = 57.6 1.33 76.6 Vertical component of active pressure used for soil pressure Total= 603.0 lbs R.M.= 454.1 Title: Job# Dsgnr: Date: 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 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=4' NO SOG Criteria 1 LSoi9 Data Footing Strengths&Dimensions Allow Soil Bearing = 3,000.0psf fc = 3,000psi Fy = 60,000 psi Retained Height = 3.50 ft 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 Footing poi!Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summary 0Stem Construction Top Stem -1, :.._ Stem OK Total Bearing Load = 1,157 lbs Design height ft= 0.00 ...resultant ecc. = 2.71 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,266 psf OK Ticaness = 8.00 Rebar # 4 Soil Pressure @ Heel = 128 psf OK Size 3000 Rebar Spacing = 18.00 , Allowable = psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,480 psf ftp/FB+fa/Fa = 0.272 ACI Factored @ Heel = 150 psf Total Force @ Section lbs= 364.4 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 425.2 Footing Shear @ Heel = 11.9 psi OK Moment Allowable = 1,565.0 Allowable = 93.1 psi Shear Actual psi= 7.6 Wall Stability Ratios Overturning = 2.56 OK Shear Allowable psi= 93.1 Sliding = 2.58 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 316.1 lbs Wall Weight = 100.0 less 100%Passive Force= - 351.2 lbs Rebar Depth 'd' in= 4.00 less 100%Friction Force= - 462.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5: 1 Stability = 0.0 lbs OK So psi Solid Grouting Footing Design Results Special Inspection - Modular Ratio'n' _ Toe Heel Short Term Factor = Factored Pressure = 1,480 150 psf Equiv.Solid Thick. = Mu':Upward = 76 0 ft4 Masonry Block Type= Mu':Downward = 14 369 ft-# Concrete Data Mu: Design = 62 369 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 0.00 11.92 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Pae 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g (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 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 User:KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design Page 1 _(01983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=6' NO SOG Criteria 1 Soil Data 4 Footing Strengths & Dimensions Retained Height = 5.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 0.67 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 1.83 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 2.50 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 10.00 in FootingIiSoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem 6, Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summa Stem Construction Top Stem .. . Stem OK Total Bearing Load = 2,190 lbs Design height ft= 0.00 ...resultant ecc. = 3.83 in Wall Material Above"Ht" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,547 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 205 psf OK Rebar Spacing = 16.00 Allowable = 3,000 psf Rebar Placed at = Center Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,746 psf Design Data ACI Factored @ Heel = 231 psf /FB+fa/Fa = 0.679 Total Force @ Section lbs= 899.9 Footing Shear @ Toe = 2.4 psi OK Moment....Actual ft-#= 1,649.9 Footing Shear @ Heel = 24.5 psi OK Moment Allowable = 2,430.8 Allowable = 93.1 psi Shear Actual psi= 13.6 Wall Stability Ratios Overturning = 2.38 OK Shear Allowable psi= 93.1 Sliding = 1.81 (Vertical Co Bar Develop ABOVE Ht. in= 12.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 701.9 lbs Wall Weight = 100.0 less 100%Passive Force= - 393.8 lbs Rebar Depth 'd' in= 5.50 less 100%Friction Force= - 875.9 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,746 231 psf Equiv.Solid Thick. _ Mu':Upward = 362 0 ft-# Masonry Block Type= Mu':Downward = 62 1,531 ft-# Concrete Data Mu: Design = 299 1,531 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 2.35 24.49 psi Fy psi= 40,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = None Spec'd Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Desk =3tau?5 Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Pae 2 User.KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_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 ft-# lbs ft ft-# Heel Active Pressure = 701.9 2.11 1,481.9 Soil Over Heel = 703.8 1.92 1,350.2 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.00 100.3 Load @ Stem Above Soil= Soil Over Toe = 49.1 0.34 16.5 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 600.0 1.00 602.0 Total = 701.9 O.T.M. = 1,481.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.38 Footing Weight = 312.5 1.25 390.6 Vertical Loads used for Soil Pressure= 2,189.7 lbs Key Weight = Vert.Component = 424.2 2.50 1,060.6 Vertical component of active pressure used for soil pressure Total= 2,189.7 lbs R.M.= 3,520.1 • Title: Job# Dsgnr: Date: 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 1 II _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=10' NO SOG Criteria ! Soil Data 1 Footing Strengths &Dimensions Retained Height = 9.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 3.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 4.83 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in Footing'poi!Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in 0 Axial Live Load = 0.0 lbs Design Summary-,.. 0 S$em Construction Top Stem Stem OK Total Bearing Load = 6,049 lbs Design height ft= 0.00 ...resultant ecc. = 3.92 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,761 psf OK Theibaness = 8.00 Reb Soil Pressure @ Heel = 744 psf OK Rar Size # 5 3,000 Rebar Spacing = 8.00 Allowable = psf Rebar Placed at = Edge Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,990 psf Design Data ACI Factored @ Heel = 840 psf /FB+fa/Fa = 0.806 Total Force @ Section lbs= 2,684.9 Footing Shear @ Toe = 9.8 psi OK Moment....Actual ft-#= 8,502.3 Footing Shear @ Heel = 65.9 psi OK Moment Allowable = 10,552.0 Allowable = 93.1 psi Shear Actual psi= 40.7 Wall Stability Ratios 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 Added Force Req'd = 0.0 lbs OK fm psi= ....for 1.5:1 Stability = 0.0 lbs OK So psi Solid Grouting = Footing Design Results Special Inspection - Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,990 840 psf Equiv.Solid Thick. _ Mu':Upward = 1,667 0 ft-# Masonry Block Type= Mu':Downward = 277 12,332 ft-# Concrete Data Mu: Design = 1,390 12,332 ft-# fc psi= 3,000.0 Actual 1-Way Shear = 9.77 65.91 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: Title: Job# Dsgnr: Date: 9:50AM, 14 OCT 15 Description: Scope: Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Rev: 580010 Page 2 User KW-0602997,Ver 5.8.0,1-Dec-2003 Cantilevered Retaining Wall Design g (01983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=10' NO SOG Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,929.4 3.50 6,752.8 Soil Over Heel = 2,960.8 3.41 10,106.3 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 100.0 1.66 166.3 Load @ Stem Above Soil= Soil Over Toe = 97.5 0.67 64.9 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Total = 1,929.4 O.T.M. = 6,752.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.87 Footing Weight = 724.5 2.42 1,749.7 Vertical Loads used for Soil Pressure= 6,048.9 lbs Key Weight = Vert.Component = 1,166.0 4.83 5,632.0 Vertical component of active pressure used for soil pressure Total= 6,048.9 lbs R.M.= 19,382.5 Title: Job# Dsgnr: Date: 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 1 _(c)1983-2003 ENERCALC Engineering Software 15238_riverterrace_5abd.ecw:15238-5A Description CANT RET WALL H=12' NO SOG Criteria 0 Soil Data 1 Footing Strengths&Dimensions Retained Height = 11.50 ft Allow Soil Bearing = 3,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 1.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 Heel Width = 4.50 Height of Soil over Toe = 8.00 in Passive Pressure = 350.0 Total Footing Width = 6.25 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 14.00 in FootinglISoil Friction = 0.400 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Applied to Stem Axial Dead Load = 100.0 lbs Axial Load Eccentricity = 0.0 in Axial Live Load = 0.0 lbs Design Summa Stem Construction Top Stem Stem OK Total Bearing Load = 9,068 lbs Design height ft= 0.00 ...resultant ecc. = 3.09 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 1,810 psf OK Thickness = 8.00 Re Soil Pressure @ Heel = 1,092 psf OK Rebaarr Sizize = # 5 3,000 p Rebar Spacing = 5.00 Allowable = sf Rebar Placed at -- Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,059 psf fb/FB+fa/Fa = 0.945 ACI Factored @ Heel = 1,243 psf Total Force @ Section lbs= 3,934.4 Footing Shear @ Toe = 11.5 psi OK Moment....Actual ft-#= 15,082.0 Footing Shear @ Heel = 84.2 psi OK Moment Allowable = 15,964.6 Allowable = 93.1 psi Shear Actual psi= 59.6 Wall Stability Ratios Overturning = 3.19 OK Shear Allowable psi= 93.1 Sliding = 1.50 (Vertical Co Bar Develop ABOVE Ht. in= 21.36 Sliding 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 Datafm psi= Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK So psi= Solid Grouting Footing Design Results Special Inspection - Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 2,059 1,243 psf Equiv.Solid Thick. = Mu':Upward = 3,037 0 ft-# Masonry Block Type= Mu':Downward = 532 25,870 ft-# Concrete Data Mu: Design = 2,504 25,870 ft-1# fc psi= 3,000.0 Actual 1-Way Shear = 11.49 84.23 psi Fy psi= 60,000.0 Allow 1-Way Shear = 93.11 93.11 psi Other Acceptable Sizes&Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = #5 @ 11.00 in Heel: Key Reinforcing = None Spec'd Key: i1 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 Pae 2 1 User.3-2003 E 97,CVer ALL n inee ng Cantilevered Retaining Wall Design g (c)1983-2003 ENERCALC Engineering Software 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 = 4,8492 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 v:Alueg fokAPA portal frame used on a rigid-base foundation b r, for wind or scisnik Ioadine . d) ASD Allowable Design Values per Frame Segment Minimum Maximum Ultimate Load Width(inches) Height(feet) Load(pounds) Shear m(pounds). .Deflection(inch) Factor 8 ' 2,780 1,000 412 0/j4f 0.32 2.8 16 10 2;180 600 6-c-25411.- 0.40. 3.6 8 4,72D56,"- 1,700 /- 0.32 2.8 .24 -- HP 10 3,630 1;000 crg-,o. , 0.34 3.6 ;al Design values are based on use of Douglas-fir or southern pine framing.For other species of framing use the specific gravity,acliustrrient factor=[1—(0.5—SG)J,where SG..specific gravity of the actual framing.This adjustment shall not be greater than (b)Forconstruction as shown.iri Figure 1. (c)Values arefor.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=2;three=3x etc.). Id)Interpolation of design values For heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e)-The allowable shear value is permitted to be increased by 40 percent for wind design. . . Figure 1.Construction details for APA..portal-framedesign'With hold downs EXTENT OF HEADER '41 DOUBLE PORTAL FRAME(TWO BRACED WALL PANELS) ;.. . . • EXTENT OF HEADER ' ...' . SHEATHING FIU.ER‘ s SINGLE PORTAL FRAME(ONE BRACED WALL PANEL)------. t -4—ml IF i•ittED\ : . . : 4.--- F-i!.-:.,-,. ..., ,..,,,.,-..- -:7,.:::,,,... -2:4,•-:.-,..,"..'..,T.R.-.•?:: ^,.7.77. ..1_, LI 7,.,`,-.;., 1414 3511.2IV NET meaceR--_ '''',..-,;,-,.:•-,-•,,i.-,--,•-••••• ''•::•'-;•:'..,,:• •!,,•:, ...:-t ..-:•-...;:-rqr) 1:::::.4r--;:ij'Ll`i'S..',..'.7,-;'':::.:".-':'..--:"......:14'...'i.•-•:...:',..:,,,:j:- re: 1.-8.4...!:`,!.t -'.:;,1. • - . , I ,__ a'it...I.lbr-7--------, '---------9,: i 1' th !-... . , 1 1.-',''. .: 0..„, 1 i FASTEN TOP RATE TO PIEADER WITH TWO .i i TYPICAL PORTAL---: .? 16D ,,• _ SINKERS I "EADER i..1..; ',., --..., ROWS OF MD SINKER NAILS AT T O.C..TIP sTRAp i.., ,. -, - CONSTRUCTION L.I.;, '-'' 2 ROWS Q 1 . -.' .71'. 1000 La STRAP OPPOSITE SHEATHING NO_LSTA24) i: Li... ..i- lt,0.e,, I i (REF.NO. 1 I !•!., .4 ',I.' LSTA24) f •, ,' .,',,• FASTEN SHEATHING TO HEADER WITH IID COMMON OR ';; •, -. -, , . FOR A PANEL 1'' I . I i:i:i ] GALVANIZED BOX ttAtt.s INT GRID PATTERN AS;MOWN AND j:.! SPLICE OF\ ti !•Ii .1, NEEDED).PANEL \.1' '''.• : , ...,--MIN.2X4 MAX !,,,,,i, '- a-o.c.IN ALL FRAMING(STUDS.FROMM.AND SILLS)TYP. i i I E s SWILL 1..; ,.,.1 FRAMING HEIGITT 1.I.: - ;I I OCCUR OVER AM) ',:i la }.;_, , ---worm(seE TAeLE 1) :i • ' --- i.:, BE NArLED TO . :.-‘• • - •,- t .,! CDMMON,BLOCK- ,.,. ., 14-. -- ' L IND AND OCCUR .,P4 t 14,, :4 4200 • ,,,.,, WITHIN MIDDLE 21" i.g,.• 2 ; -------MIN.(2)2)(A , ,I, OF WALL HEIGHT. I:.,,. ',, TIE IT, :,' 'M-N•(2)2X4 1 1 ONE ROW Of r Li ,:, DOWN ', • , '. --Mr IXN THICKNESS WOOD .., .-..__....-- • - !i',. D.C.NAILING* ,'''" I :J DEVICE '',.: STRUCTURAL PANEL SHE.ATI4ING '4' REQUIRED IN EACH • I !1! ..--- PANEL EDGE. ---....-,-IAN.4200 LB STRAP TYPE TIE-DOWN DEVICE(EMBEDDED „I - ------ INTO CONCRETE AND NAILED INTO FRAMING).*WALLED i `i .., ICIOD LB , EF NO - PER mANUFACTURER,(REF.Na STHD14.) : : TIE DOWN , .-,- _ 4. ,,--, -. '.-..):Iie.-.; -—-- miN,2-X2*X3.016*PLATE WASHER ; ! , DEVICE(REF. . .. - - 7.. ! ....-.,- '.: ! _ ......----..-oNE Sfir OM ANCHOR BOLT WITH 7-peN.-EMBEDMENT t . . , --fil NO smos) , 'I I. 1 ',-,?ii:. : , . .— A.- : 1 '?.>,. j..; . f OUNDAT1oN ,,,:v. ...;:r -•:;.' :, ..•'...• :7-...777- .'. ...' .). i7,. .......L ...,, ,-.! .-",-...,• "....'.. PER CODE !-.•..._,J li-.-.•., A SECTION A-A fRpNT ELEVATION SIDE ELEVATION (ONE PORTAL FRAME SEGMENT) n . &e,,,C, t,,- c g e 0 I 350. Df- I Z.S-5 Li4r f 01 2: C 2010 APA—The nginecred Wocki Asuaciarion J3 MAIN 10-13-15 N Roseburg11:02am A Foust 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.,.. � ..s:,z "3'�-'�-:y; r a.�::. .t�"1;.: � _�z _•�r . .,q s- - w..........,�r c - r r- ,.,. f 'ase a' Fd d S § xM ,K oSE}� x,h`''s..N�^�,5 3R$£F ?R?;N �... c. sN^ ,k. a§ :z.�.€r" `;' 1'.:L•:14d�vx Y� i s �5.,.,..,�. +S ,a'� .7, � ..".irk ,��.�. 1��+ '��.r.'a`'�`: .'�..�"x�xixm.,".��::a .vox�sa �x'�.�„x�,�;�::'�^zex�r� :, �'��:�..�.;�f.�R4.:�ya`�'.� ..� n.��.: �;`�"`"£?�` �,. F��aS�+'...� �i��s:-'�';'.�`�€, a.r;h�`,�F�"�" :'�� `� iusxsw-aaw�mt <�za�, �xsrrsx..�� s�..xynxam=Y;r=r;'e�azz^x.v,xosar� \ 19 7 0 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" U668 9.79' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SwiQN'! All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Stamerik Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS '"Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663