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Specifications /Lc c 0c)63 Z '-(O 3 O �w ?l�4— �11 Delson Engineering, Inc. 1204 NE 146TH AVE VANCOUVER, WA.98684 PHONE: (360)944-7094 Structural Calculations For VP CUSTOM -RESIDENCE 9680 SW McDONALD ST RECEIVED TIGARD OR 97224 MAR 3 2015 (JOB#: B15-2-23) CITY OF TIGARD DESIGN CRITERIA: IBC 2012 BUILDING DIVISION SNOW 25 PSF Table of Contents: GRAVITY LOAD ANALYSIS F-1 to F-15 LATERAL LOAD ANALYSIS L-1 to L-8 PLANS COPY CP-1 to CP-5, RETAINING WALL SCHEDULE RW-1 GENERAL SCHEDULES&DETAILS G-1 `� EXCLUSION OF LIABILITIES I. DISCLAIMER AND RELEASE BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESSED OR IMPLIED), OBLIGATIONS,AND LIABILITIES OF DELSON DESIGN&ENGINEERING,INC.AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST DELSON DESIGN&ENGINEERING,INC.(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCONFORMITY,IMPROPER INSTALLATION,WORKMANSHIP OR MATERIALS. 11.EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES DELSON DESIGN&ENGINEERING,INC.SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN CONTRACT(INCLUDING WARRANTY),TORT(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCIDENTAL OR CONSEQUENTIAL DAMAGES.ADAPTATION OF THE DESIGN TO MEET SPECIFIC SITE CONDITIONS,SPECIFIC STATE OR LOCAL CODES AND REGULATIONS,IS THE RESPONSIBILITY OF THE BUYER. III.THIS PRODUCT IS FOR SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. p. .yam X11 -= Delson Engineering, Inc. 1204 NE 146T'{AVE VANCOUVER, WA.98684 PHONE: (360)944-7094 john@delsonengineering.com STATEMENT February 11,2015 VP CUSTOM -RESIDENCE 9680 SW McDONALD ST TIGARD OR 97224 (JOB#: B15-2-23) ATTN.BILLING DEPARTMENT DATE: 2/11/15 INVOICE NR: b15-2-23 -$ 1,000.0 -$0.0 CONTRACT CHARGES FOR:- Gravity&LATERAL LOAD ENGINEERING PRINTING(6)x2x 3/SHEET-INCLUDED TOTAL -$ 1,000.0 BALANCE DUE: $ 1,000.0 NOTE: -ABOVE BALANCE SHALL BE PAID IN FULL AT TIME OF COMPLITION. PER AGREEMENT ALL PAST DUE INVOICES WILL BE SUBJECT TO A MINIMUM FINANCE CHARGE OF$30.00 AND 18%PER ANNUM AFTER THAT. THANK YOU DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD • 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 _ 0. 360-944-7094 C. 360-281-8353r - JOHNRDELSONENGINEERING.COM P,�cea.,OFEB 2cis.7:36r^b1 Wood Beam File=e:1615JOBSIBI5CA-2161F697-116152--1.EC6 Lie.#;'KW-06002311 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver,6.15.1.19 Description: RB-1 Licensee JOHN DELSON CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 _ Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrII 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.051)S(0.075) * ♦ D(o.78) i ♦ i D(0.1105)S(0.1625) J— V i i i • A • 5.5x12A Span=17.50 ft - Applied Loads — Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0170, S=0.0250 ksf,Extent=0.0-->>10.0 ft, Tributary Width=6.50 ft,(ROOF) Uniform Load: D=0.0170, S=0.0250 ksf,Extent=6.50-->>17.0 ft, Tributary Width=3.0 ft,(ROOF) Point Load: D=0.780 k a(�,10.0 ft,(ROOF) DESIGN SUMMARY_. _. .. Design OK;: Maximum BendingStress Ratio = ti. 0.429 1 Maximum Shear Stress Ratio = 0.183 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb:Actual = 1,184.01 psi fv:Actual = 55.85 psi FB:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.878ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.226 in Ratio= 927 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.483 in Ratio= 434 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall aximum Deflections__ Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.4832 8.686 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.719 2.114 Overall MINimum 0.780 0.673 +D+H 1.300 1.121 +D+L+H 1.300 1.121 +D+Lr+H 1.300 1.121 +D+S+H 2.719 2.114 DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 0. 360-944-7094 C. 360-281-8353 - JOHNADELSONENGINEERING.COM Printed:10 F032015 739PM Wood Beam File=e:1B15-JOBSIB15-CA-21B1F697-11615-2--1.EC6 ENERCALC,INC. 983-2015,Build:6.15.1,19,Ver.6.15.1.19'Lie.# W-06002311 Licensee JOHN DELSON Description: RB-2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-Pill 1,650.0 psi Eminbend-xx 930.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0ksi Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 1,100.0 psi Density 32.210pcf .... ......... . .___........_......_....... D(0.0935)S(0.1375) + + + i + ?z 3.125x12 Span=9.50 ft Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=5.50 ft,(ROOF) DESIGN SUMMARY ........._.......... Desi•n OK Maximum Bending Stress Ratio = 0.151: 1 Maximum Shear Stress Ratio Section used for this span 3.125x12 Section used for this span 0.11 1 fb:Actual = 3.125x122 416.96psi fv:Actual = 34.92 psi FB:Allowable = 2,760.00 psi Fv:Allowable = Load Combination +D+S+H +D+S+H 04.75 psi Load Combination Location of maximum on span = 4.750ft Location of maximum on span = 8.529 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.031 in Ratio= 3643 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.053 in Ratio= 2168 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0526 4.785 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.097 1.097 Overall MINimum 0.266 0.266 +0+H 0.444 0.444 +D+L+H 0.444 0.444 +D+Lr+H 0.444 0.444 +D+S+H 1.097 1.097 +D+0.750Lr+0.750L+H 0.444 0.444 +D+0.750L+0.750S+H 0.934 0.934 +D+0.60W+H 0.444 0.444 • DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD 1204 NE 146 AVE Engineer: Project ID: 815-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 - 0. 360-944-7094 C. 360-281-8353 'j - JOHNan,DELSONENGINEERING.COM Prnted: 0FEB 2015,7,13'M Wood BeamFile=e:1B15-JOBS\615-CA-21B1F697-1\615-2--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 Lic #:`KW-06©02311 Licensee:JOHN DELSON Description: RB-3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 875 psi Ebend-xx 1300ksi Fc-PrIl 600 psi Eminbend-xx 470ksi Wood Species : Douglas Fir- Larch (North) Fc-Perp 625 psi Wood Grade : No.2 Fv 170 psi Ft 425 psi Density 31.57pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.136)5(0.2) + + D( 1) + + + D(0.034)S(0.05) + + (--` 4x10 2 Span=6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0,0170, S=0.0250 ksf,Extent=0.0—>>3.0 ft, Tributary Width=2.0 ft,(ROOF) Uniform Load: D=0.0170, S=0.0250 ksf,Extent=3.0—>>6.0 ft, Tributary Width=8.0 ft,(ROOF) Point Load: D=1.10kna,3.0ft,(ROOF) DESIGN SUMMARY ..... ..._ Design OK Maximum Bending Stress Ratio = 0.579 1 Maximum Shear Stress Ratio = 0,299 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 699.07psi fv:Actual = 58.55psi FB:Allowable = 1,207.50psi Fv:Allowable = 195.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.013ft Location of maximum on span = 6.002ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 4402 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.066 in Ratio= 1184 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5-+H 1 0.0658 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.096 1.264 Overall MINimum 0.300 0.450 +D+H 0.796 0.814 +D+L+H 0.796 0.814 +D+Lr+H 0.796 0.814 +D+5-++i 1.096 1.264 DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 - 0. 360-944-7094 C. 360-281-8353 tt------1 JOHNADELSONENGINEERING.COM Pnnteo:`o FEB 2015.7,152M Wood Beam File= \B15-JOBSIB15-CA-21B1F697-11815.2--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 Lie. ::KW-06002311' Licensee:JOHN DELSON Description: RB-4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 875.0 psi Ebend-xx 1,300.0 ksi Fc-Pill 600.0 psi Eminbend-)a 470.0 ksi Wood Species : Douglas Fir-Larch (North) Fc-Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 425.0 psi Density 31.570pcf ......................_. D(4•.:41.034 S 0.05 D 0.323 S 0.475 A 6x12 Span=6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0170, S=0.0250 ksf,Extent=0.0->>4.50 ft, Tributary Width=19.0 ft,(ROOF) Uniform Load: D=0.0170, S=0.0250 ksf,Extent=4.50-->>6.0 ft, Tributary Width=2.0 ft,(ROOF) Point Load: D=4.260 ka17,4.50 ft,(ROOF) DESIGN SUMMARY.... .. e D sign OK Maximum BendingStress Ratio = 0.872 1 Maximum Shear Stress Ratio = 0.542 : 1 Section used for this span 6x12 Section used for this span 6x12 fb:Actual = 686.51 psi N:Actual = 82.85 psi FB:Allowable = 787.50 psi Fv:Allowable = 153.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 4.484ft Location of maximum on span = 6.002 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.017 in Ratio= 4553 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.067 in Ratio= 1171 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall aximum Deflections .........: Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+5+1-I 1 0.0666 3.416 0.0000 0.000 Vertical ReactionsSupport notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.683 4.294 Overall MINimum 1.363 0.800 +D+H 2.271 3.494 +D+L+H 2.271 3.494 +D+Lr+H 2.271 3.494 +D+S+H 3.683 4.294 DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD 1204 NE 146 AVE Engineer: Project ID: 615-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 - 0. 360-944-7094 r"" C. 360-281-8353 / " JOHN@DELSONENGINEERING.COM rnieo: OFEB 2015,',1SrhA WOOL) Beam File=e:1615-JOBS1B15-CA2161F697-1181&2--1.EC6 1-1G-#:KW-06002311 • ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 Description: RB-5 Licensee aJOHN DELSON CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi Fc-PrIl 1,650.0 psi Eminbend-xx 930.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling . . ........_.___............. .. D(0.068)S(0.1) i * ,� * i 1 3.125x12 Span=16.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=4.0 ft,(ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.331: 1 Maximum Shear Stress Ratio = 0.161 : 1 Section used for this span 3.125x12 Section used for this span 3.125x12 fb:Actual = 914.76psi fv:Actual = 48.97 psi FB:Allowable = 2,760.00psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.207 in Ratio= 956 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.348 in Ratio= 569 Max Upward Total Deflection 0.000 in Ratio= 0<240 .......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................: Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +0+5+-I 1 0.3479 8.310 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.386 1.386 Overall MINimum 0.337 0.337 +D+H 0.561 0.561 -D+L'H 0.561 0.561 +D+Lr+H 0.561 0.561 +D+S+H 1.386 1.386 +D+0.750Lr+0.750L+H 0.561 0.561 +D+0.750L+0.750S+H 1.180 1.180 +D+0.60W+H 0.561 0.561 • • DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD EgeeProject ID: B15-2-23 VANCOUVER1204NE146AVE WA 98684 Project Descr:r: 9680 SW McDONALD ST TIGARD 97224 - 0. 360-944-7094 C. 360-281-8353 JOHN(p)DELSONENGINEERING.COM Prnte6:10FEB 2015,7,15PM Wood Beam File=e:\B15-JOBSIBIS-CA-21B1F697-11615.2--1.EC6 ENERCALC,INC. Build:6.15.1.19,Ver615.1.19 Lic #:KW-06002311 Description: UFB-1 Licensee: IOHN DELSON CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.Oksi Wood Species ; DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.048) + + + D(0.015 L(0.04) $ $ * D(113) + + D(0.068)S(0.1) + + ++ + 7 k_ 5.5x10.5 . ........._..............___......... Span=14,50ft ' Applied Loads a Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=4.0 ft,(ROOF) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.0 ft,(FLOOR) Uniform Load: D=0.0480, Tributary Width=1.0 ft,(WALL) Point Load: D=1.130 k t7a,8.0 ft,(ROOF) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.438 1 Maximum Shear Stress Ratio = 0.182 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 1,209.40psi Iv:Actual = 55.44 psi FB:Allowable 2,760.00 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+O.750S+H Location of maximum on span = 7.991 ft Location of maximum on span = 13.653 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.105 in Ratio= 1661 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.376 in Ratio= 463 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.3758 7.356 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.218 2.334 Overall MINimum 0.290 0.290 +D+H 1.456 1.573 +D+L+H 1.746 1.863 +D+Lr+H 1.456 1.573 +D+S+H 2.181 2.298 • DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 . 0. 360-944-7094 r- ? C. 360-281-8353 JOHN(a,DELSONENGINEERING.COM ?iinte6.:0FEB 2015.751P Wood Beam File=e:iB15,lOBS1B15-CA-21B1F697-11B15-2--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 Lic.#:KW-06002311 Licensee:JOHN DELSON,. Description: UFB-2 CODE REFERENCES _ Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.2325)L(0.62) i i i i i �E. l _ v 5.5x18 Span=19.50 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=15.50 ft,(FLOOR) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.71G 1 Maximum Shear Stress Ratio = 0.402 : 1 Section used for this span 5.5x18 Section used for this span 5.5x18 fb:Actual = 1,637.19 psi fv:Actual = 106.63 psi FB:Allowable = 2,305.44 psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 9.750ft Location of maximum on span = 18.005ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.422 in Ratio= 554 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.580 in Ratio= 403 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defi Location in Span +D+L+H 1 0.5798 9.821 0.0000 0.000 _Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.312 8.312 Overall MINimum 1.360 1,360 +D+H 2.267 2.267 +D+L+H 8.312 8.312 +D+Lr+H 2.267 2.267 _ +D+5+H 2.267 2.267 +D+0.750Lr+0.750L+H 6.801 6.801 +D+0.750L+0.750S+H 6.801 6.801 +D+0.60W+H 2.267 2.267 • • DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 0. 360-944-7094 C. 360-281-8353 r5. JOHN@DELSONENGINEERING.COM pnnte6::5 FEB 2015 1'5sPM Wood Beam File=e:\B15-JOBSIB15-CA-21B1F697-11815-2--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ven6.15.1.19 Litt# .KW-06002311 Licensee:JOHN DELSON Description: UFB-3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(8.3) 00.015 L0.04 • / A 5.125x9 Span=4.0ft Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.0 ft,(FLOOR) Point Load: D=8.30 k Ca?2.0 ft,(FLOOR) DESIGN SUMMARY... . ...... Design OK Maximum Bending Stress Ratio = 0.669 1 Maximum Shear Stress Ratio = 0.568 : 1 Section used for this span 5.125x9 Section used for this span 5.125x9 fb:Actual = 1,444.77psi fv:Actual = 135.57 psi FB:Allowable = 2,160.00 psi Fv:Allowable = 238.50 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 2.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 1376 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections_ _ Load Combination Span Max.s-"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0349 2.015 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.260 4,260 Overall MINimum 0.080 0.080 +D+H 4,180 4.180 +D+L+H 4.260 4.260 +D+Lr+H 4.180 4.180 +D+S+H 4.180 4.180 +D+0.750Lr+0,750L+H 4.240 4.240 +D+0.750L+0.750S+H 4.240 4.240 • • DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD • 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 • 0. 360-944-7094 C. 360-281-83531 JOHNDELSONENGINEERING.COM Ponteo:10FEB 2015,7:59PM Wood Beam File=e:1615•JOBS1815-CA-21B1F697-11B15-2--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 Lk.# KW-06002311 Licensee:JOHN DELSON Description: UFB-4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 875 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 875 psi Ebend-xx 1300 ksi Fc-Pill 600 psi Eminbend-xx 470 ksi Wood Species : Douglas Fir-Larch (North) Fc-Perp 625 psi Wood Grade : No.2 Fv 170 psi Ft 425 psi Density 31.57pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling i i D(0 102)S(0.15) i D(oe) V V V i * D(8 L(0.28) D(0 102)0(0.15)+ III 5.5x12 A Span=6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0170, S=0.0250 ksf,Extent=0.0—>>3.0 ft, Tributary Width=6.0 ft,(ROOF) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=7.0 ft,(FLOOR) Uniform Load: D=0.0480, Tributary Width=1.0 ft,(WALL) Uniform Load: D=0.0170, S=0.0250 ksf,Extent=3.0-->>6.0 ft, Tributary Width=6.0 ft,(ROOF) Point Load: D=2.30 k A 3.0 ft,(ROOF) DESIGN SUMMARY Desi e n OK Maximum Bending Stress Ratio = 0.676 1 Maximum Shear Stress Ratio = 0.326 : 1 Section used for this span 5.5x12 Section used for this span 5.5x12 fb:Actual = 591.48 psi fv:Actual = 55.50 psi FB:Allowable = 875.00psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.013ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio= 7099 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.045 in Ratio= 1750 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections Load Combination Span Max. -"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0446 3.226 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 - Overall MAXimum 3.111 2.835 Overall MINimum 0.485 0.415 +D+H 2.065 1.841 +D+L+H 2.975 2.751 • • DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD ` 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 • 0. 360-944-7094 o C. 360-281-8353 f JOHN17a,DELSONENGINEERING.COM p,;nted:,0FEB 2015,8.01PM Wood Beam File=e:1B15JOBS1B15-CA-21B1F697-11615.2--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 Lic.#:KW-06002311 Licensee:JOHN DELSON • Description: UFB-5 CODE REFERENCES __ Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.075)L(0.2) i i i i 5.5x10.5 4. Span=15.50 ft Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft,(FLOOR) DESIGN SUMMARY = Desi.n OK Maximum Bending Stress Ratio = 0.409 1 Maximum Shear Stress Ratio = 0.186 : 1 Section used for this span 5.5x10.5 Section used for this span 5.5x10.5 fb:Actual = 980.61 psi fv:Actual = 49.30 psi FB:Allowable = 2,400.00psi Fv:Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 7.750ft Location of maximum on span = 14.651 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.274 in Ratio= 679 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.376 in Ratio= 494 Max Upward Total Deflection 0.000 in Ratio= 0<240 _Ove_rall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.3761 7.807 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 i Support 2 Overall MAXimum 2.131 2.131 Overall MINimum 0.349 0.349 +D+H 0.581 0.581 +D+L+H 2.131 2.131 +D+Lr+H 0.581 0.581 +D+S+H 0.581 0.581 +D+0.750Lr+0.750L+H 1.744 1.744 +D+0.750L+0.750S+H 1.744 1.744 +D+0.60W+H 0.581 0.581 ' DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 - 0. 360-944-7094 flif C. 360-281-8353 JOHNaDELSONENGINEERING.COM ''anted:10 FEB 2015.507F81 File=e:1B15-JOBS1B15-CA-21B1F697-11B15-2--1.EC6 Wood Beam ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 Lief; ':KW-060€12311 Licensee:JOHN DELSON Description: DB-1 CODE REFERENCES _ Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 675 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 675 psi Ebend-xx 1100 ksi Fc-Prll 475 psi Eminbend-xx 400 ksi Wood Species : Hem Fir(north) Fc-Perp 405 psi Wood Grade : No.2 Fy 135 si Ft 325 psi Density 29,64 pct Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.0675)L(0.18) 6x10 Span=8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=4.50 ft,(FLOOR) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.60Q 1 Maximum Shear Stress Ratio = 0.229 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual 324.22 psi fv:Actual = 24.69 psi FB:Allowable = 540.00 psi Fv:Allowable = 108.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.052 in Ratio= 1969 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.071 in Ratio= 1432 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0,0712 4.281 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.052 1.052 Overall MINimum 0.172 0.172 +D+H 0.287 0.287 +D+L+H 1.052 1.052 +D+Lr+H 0.287 0.287 +D+S+H 0.287 0.287 +0+0.750Lr+0.750L+H 0.861 0.861 +D+0.750L+0.750S+H 0.861 0.861 +D+0.60W+H 0.287 0.287 • • DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD 1204 NE Egeroject ID: B15-2-23 • VANCOUVER 146AVE WA 98684 PronjectineDescr:r: 9680 SW McDONALD ST TIGARD 97224P • 0. 360-944-7094 C. 360-281-8353 L� JOHNADELSONENGINEERING.COM -rented:10 FEB 2015,622DM Wood Beam File=e:1B15-JOBS\B15-CA-21B1F697-1,81&2--1.Ecs ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 L c;#:KW-06002311 Description: UFB-6 Licensee:JOHN DELSON CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.Oksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling . .. _..._........._.._..... . .. . ..............._.....___.. 1 D(0.048) + i + + + D(0.105)L(0.28) i + +D(0.1615)S(0.2375) ♦ i + + { r y 5.5x22.5 L� Span=24.50 ft ' Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=9.50 ft,(ROOF) Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=7.0 ft,(FLOOR) Uniform Load: D=0.0480, Tributary Width=1.0 ft,(WALL) DESIGN SUMMARY..__ Design OK Maximum Bending Stress Ratio = 0.538 1 Maximum Shear Stress Ratio = 0.292 : 1 Section used for this span 5.5x22.5 Section used for this span 5.5x22.5 fb:Actual = 1,363.23 psi fv:Actual = 89.10 psi FB:Allowable = 2,534.24 psi Fv:Allowable = 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 12.250ft Location of maximum on span = 22.712 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.243 in Ratio= 1210 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.610 in Ratio= 482 Max Upward Total Deflection 0.000 in Ratio= 0<240 ..... ........_................._.........._..... Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.6097 12.339 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.607 8.607 Overall MINimum 2.312 2.312 +D+H 3.853 3.853 +D+L+H 7.283 7.283 +D+Lr+H 3.853 3.853 +D+S+H 6.762 6.762 +D+0.750Lr+0.750L+H 6.425 6.425 DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD • 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 • 0. 360-944-7094 f- /), C. 360-281-8353 JOHN at7,DELSONENGINEERING.COM ?anted.10 FEB 2015,81,2B1 Wood Beam ENERCALC, =e:1B15-JOBS\B15-cA-2\81F697-11B15-2--1,EC6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver..6.15.1.19 Lie. :KW-06002311 Licensee:JOHN DELSON Description: UFJ-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1150 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1150 psi Ebend-xx 1800 ksi Fc-PrIl 1800 psi Eminbend-xx 660 ksi Wood Species : Douglas Fir-Larch (North) Fc-Perp 625 psi Wood Grade : No. 1 &Btr Fv 180 psi Ft 750 psi Density 31.57pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.01995)L(0.0532) i i , 22x12 Span=17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.330 ft,(FLOOR) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.758 1 Maximum Shear Stress Ratio = 0.273 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual - 1,002.21 psi fv:Actual = 49.22 psi FB:Allowable = 1,322.50psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.500ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.314 in Ratio= 649 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.432 in Ratio= 472 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.4316 8.562 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.622 0.622 Overall MINimum 0.102 0.102 +D+H 0.170 0.170 +D+L+H 0.622 0.622 +D+Lr+H 0.170 0.170 • +D+S+H 0.170 0.170 +D+0.750Lr+0.750L+H 0.509 0.509 +D+0.750L+0.750S+H 0.509 0.509 +D+0.60W+H 0.170 0.170 DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 • 0. 360-944-7094 C. 360-281-8353 P JOHNDELSONENGINEERING.COM orMac.'I FEB 2015,8:38AM WOOL) Beam File=e:1B15JOBS1B15-CA-21B1F697-11B15-2---1.EC6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 Lic #":KW-06002311Licensee:JOHN DELSON Description: GFJ-1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,150.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,150.0 psi Ebend-xx 1,800.0 ksi Fc-Pill 1,800.0 psi Eminbend-xx 660.0 ksi Wood Species : Douglas Fir-Larch (North) Fc-Perp 625.0 psi Wood Grade :No. 1 &Btr Fv 180.0 psi Ft 750.0 psi Density 31.570 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.066454 L(0.0665) r 2x12 • Span=6.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0650, L=0.050 ksf, Tributary Width=1.330 ft,(FLOOR) DESIGN SUMMARY Desi a n OK Maximum Bending Stress Ratio = 0.232 1 Maximum Shear Stress Ratio = 0.176 : 1 Section used for this span 2x12 Section used for this span 2x12 fb:Actual 306.35 psi fv:Actual = 31.61 psi FB:Allowable = 1,322.50 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.575 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio= 9301 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.019 in Ratio= 4044 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0193 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.497 0.497 Overall MINimum 0.169 0.169 +D+H 0.281 0.281 +D+L+H 0.497 0.497 +D+Lr+H 0.281 0.281 • +D+S+H 0.281 0.281 +D+0.750Lr+0.750L+H 0.443 0.443 +D+0.750L+0.750S+H 0.443 0.443 +D+0.60W+H 0.281 0.281 DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 • 0. 360-944-7094 In C. 360-281-8353 JOHNRDELSONENGINEERING.COM Printed: 1 FEB 2015.8:38AM Wood BeamFile=e:1615-JOBS1B15-CA-21B1F697-11B15-2--1.EC6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6:15.1.19 . Linc:iit i K!i-06002311 Licensee:JOHN DELSON Description: GFJ-1-B CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 1,150.0 psi E:Modulus of Elasticity Load Combination ASCE7-10 Fb-Compr 1,150.0 psi Ebend-xx 1,800.0ksi Fc-Prll 1,800.0 psi Eminbend-xx 660.0 ksi Wood Species : Douglas Fir-Larch(North) Fc-Perp 625.0 psi Wood Grade : No. 1 &Btr Fv 180.0 psi Ft 750.0 psi Density 31.570pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(2) I D(0.08645) 1 * v 2-2x12 Span=6.50 ft • Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0650 ksf, Tributary Width=1.330 ft,(FLOOR) Point Load: D=2.0kR3.0ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.585 1 Maximum Shear Stress Ratio = 0.351 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 696.53 psi fv:Actual = 56.80 psi FB:Allowable = 1,190.25psi Fv:Allowable = 162.00 psi Load Combination +D+H Load Combination +D+H Location of maximum on span = 3.013ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.036 in Ratio= 2152 Max Upward Total Deflection 0.000 in Ratio= 0<240 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.0362 3.203 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.358 1.204 Overall MINimum 0.815 0.722 +D+H 1.358 1.204 +D+L+H 1.358 1.204 - +D+Lr+H 1.358 1.204 +D+S+H 1.358 1.204 +D+0.750Lr+0.750L+H 1.358 1.204 +D+0.750L+0.750S+H 1.358 1.204 ..i, DELSON ENGINEERING INC. J013: �� Z 3 X11s1�T1�1o. G- 1. o� 1204 NE 146T1-f GT CALCULATED BY: T D. DAZE: 2//®�/S • 1 11 VANCOUVER,WA 98684 SCALE: WA • (360)944 '1094 LATE ' - L LOAD ANALYSIS LOCATION qc oo U- J© , -L) :s I.) WIND ANALYSIS - PER 2012 I , I o m E R 14sct 7-10 . 4 • I - igig 777. IA) FRONT - ACK le : f ' F,, 5) LEFT - R - o DELSON ENGINEERING INC. SHEET 2��' _ 11 1204 NE 146114 CT OF �"� VANCOUVER WA ss6s4 CALCULATED BY: N/ . DATE: ,Ll/o/j5 I�11 (360)s44-10334 SCALE: N/A LATERAL LOAD ANALYSIS (CONT.) FOR:, vcr si 0 jet — .7‘ 0,0 S'-/G y)oN41., r16-4-4c;) 1722y 2.) SEISMIC ANALYSIS - PER 2002 IBC l�� o SUILDfs USIGHT /' 1!0 C—,,,,) F°®r ..-.(/s-t, /), 5 '; ///®✓^ lo FRONT1 Ce) 017,6x. -.... (i ry-t 0 1,1/4, D— z.- t :5 71-19-, - BACK is-0#". __, -Tr ft. , ----... .,,„,"p,oF,- (7,zicy›,- *7 4 :-.. 43 gofi •t /0° Vir--- - .. 2 , , 7/4. 0 iJ??1,-/L = AS ,r Y nT 8J LEFT - RI T o Li ,Q) ,�'Ovy¢R- '-' ( ,' • DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 • 0. 360-944-7094 C. 360-281-8353 L -3 JOHN a(�,DELSONENGINEERING.COM ?rioted:10 FEB 2015.10•59PM11 ASCE Seismic Base Sheat" File=e:161SJ0651BiSCA-21B1F&97-1\6152--1.EC6 ENERCALC,INC. 9832015,Build:6.15.1.19,Ver:6.15.1.19 L .#:KW-116002311 Licensee•JOHN DELSON FRONT Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,Ill,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&Slvalues ASCE-7-10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = 45.406 deg North SS = 0.9497 g,0.2 sec response Longitude = 122.784 deg West S 1 = 0.4183 g,1.0 sec response Location: Portland,OR 97224 Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.12 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1.064 ASCE 7-10 Eq.11.4-1 S M1 =Fv*S1 = 0.662 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration S =S *2/3 = 0.709 DS MS ASCE 7-10 Eq.11.4-3 S D1 S M1*213 = 0,441 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D 4SCE 7-10 Table 11.6-1&-2 _ Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System.., Bearing Wall Systems Ordinary precast shear walls Response Modification Coefficient "R" = 3.00 Building height Limits: System Overstrength Factor "Wo" = 2.00 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 3.00 Category"C"Limit Not Permitted Category"D"Limit Not Permitted NOTE!See ASCE 7-10 for ail applicable footnotes. Category"E"Limit Not Permitted Category"F"Limit Not Permitted Redundancy Factor ASCE 7-10 Section 12.3.4 Seismic Design Category of D,E,or F,Redundancy Factor"p"Set by User to=1.0 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 19.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn A x) = 0.182 sec "IL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.182 sec "Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1 SDS:Short Period Design Spectral Response = 0.709 From Eq.12.8-2, Preliminary Cs "R":Response Modification Factor = - 0.808 - 3.00 From Eq.12.8-3&12.8-4,Cs need not exceed - 0.808 "I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.031 Cs:Seismic Response Coefficient = = 0.2364 • • DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 - 0. 360-944-7094 - C. 360-281-8353 ' JOHNPDELSONENGINEERING.COM Printed:10 FEB 2C15.1058P6e ASCE Seismic Base Shear Fife=e:1615-JOBS1615CA-2161F697-116152--1.EC6 ENERCALC,INC.1983-2015,Build:6.16.1.19,Ver:6.15.1.19 . Lic..#`K1.06002311` Licensee:JOHN DELSON Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.2364 from 12.8.1.1 W(see Sum Wi below) = 2.48 k Seismic Base Shear V= Cs*W = 0.59 k Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (Wi*Hi)^k Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 2 1.10 19.00 20.90 0.6032 0.35 0.35 0.00 1 1.38 10.00 13.75 0.3968 0.23 0.59 3.18 Sum Wi= 2.48 k Sum Wi*Hi = 34.65 k-ft Total Base Shear= 0.59 k Base Moment= 9.0 k-ft Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx 2 1.10 0.35 0.35 1.10 0.31 1 1.38 0.23 0.59 2.48 0.33 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force"of current level plus all levels above MIN Req'd Force @ Level 0.20*Sps *I*Wpx MAX Req'd Force @ Level 0.40*Sps *I*Wpx . Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD • 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 • 0. 360-944-7094 t - 5 C. 360-281-8353 - JOHN@DELSONENGINEERING.COM Printed.10 FEB 2015.11•01PM ASCE Seismic Base Shear File=e:IB15-JOBS\B15-CA-21B1F697-11815-2--1,Ec6 ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 Lit.# KW-06002311 Licensee:JOHN DELSON SIDE Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "II":All Buildings and other structures except those listed as Category I,Ill,and IV ASCE 7-10,Page 2,Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10,Page 5, Table 1.5-2 Gridded Ss&S1values ASCE-7.10 Standard ASCE 7-10 11.4.1 Max.Ground Motions,5%Damping: Latitude = 45,406 deg North SS = 0.9497 g,0.2 sec response Longitude = 122,784 deg West S 1 = 0.4183 g,1.0 sec response Location: Portland,OR 97224 Site Class,Site Coeff.and Design Category Site Classification "D":Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa&Fv Fa = 1.12 ASCE 7-10 Table 11.4-1&11.4-2 (using straight-line interpolation from table values) Fv = 1.58 Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1,064 ASCE 7-10 Eq.11.4-1 S M1 =Fv*S1 = 0.662 ASCE 7-10 Eq.11.4-2 Design Spectral Acceleration SDS SMS 213 = 0.709 ASCE 7-10 Eq.11.4-3 S D�S M1*2/3 = 0.441 ASCE 7-10 Eq.11.4-4 Seismic Design Category = D OSCE 7-10 Table 11.6-1&-2 . Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems Light-framed walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 2,50 Category"A&B"Limit: No Limit Deflection Amplification Factor "Cd" = 4.00 Category"C"Limit No Limit Category"D"Limit: Limit=65 NOTE!See ASCE 7-10 for all applicable footnotes. Category"E"Limit: Limit=65 Category"F"Limit: Limit=65 Redundancy Factor ASCE 7-10 Section 12.3.4 Seismic Design Category of D,E,or F,Redundancy Factor"p"Set by User to=1.0 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The"Equivalent Lateral Force Procedure"is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct"value = 0.020 "hn":Height from base to highest level = 19.0 ft "x"value = 0.75 "Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn^x) = 0.182 sec "TL":Long-period transition period per ASCE 7-10 Maps 22-12->22-16 8.000 sec Building Period"Ta"Calculated from Approximate Method selected = 0.182 sec "Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS:Short Period Design Spectral Response = 0.709 From Eq.12.8-2, Preliminary Cs = 0.109 "R":Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.373 "1":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.031 • Cs:Seismic Response Coefficient = = 0.1091 , DELSON ENGINEERING INC. Project Title: VP CUSTOM MCDONALD ' 1204 NE 146 AVE Engineer: Project ID: B15-2-23 VANCOUVER WA 98684 Project Descr: 9680 SW McDONALD ST TIGARD 97224 0. 360-944-7094 L- 6 C. 360-281-8353 - JOHNRDELSONENGINEERING.COM Prnted:10FEB 2015.1 01,4,1 File=e:1B15-JOBS1B15-CA-2181 F697-11815-2---1.EC6 ASCE Seismic Base Shear ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver..6.15.1.19 Lic. :KW-06002311 Licensee:JOHN DELSON Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1091 from 12.8.1.1 W(see Sum Wi below) = 2.21 k Seismic Base Shear V= Cs*W = 0.24 k Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 "k":hx exponent based on Ta= 1.00 Table of building Weights by Floor Level... Level# Wi:Weight Hi:Height (WI*Hi)Ak Cvx Fx=Cvx*V Sum Story Shear Sum Story Moment 2 0.98 19.00 18.62 0.6032 0.15 0.15 0.00 1 1.23 10.00 12.25 0.3968 0.10 0.24 1.31 Sum Wi= 2.21 k Sum Wi*Hi = 30.87 k-ft Total Base Shear= 0.24 k Base Moment= 3,7 k-ft Diaphragm Forces:Seismic Design Category"B"to"F" ASCE 7-10 12.10.1.1 Level# Wi Fi Sum Fi Sum Wi Fpx 2 0.98 0.15 0.15 0.98 0.15 1 1.23 0.10 0.24 2.21 0,17 Wpx Weight at level of diaphragm and other structure elements attached to it. Fi Design Lateral Force applied at the level. Sum Fi Sum of"Lat.Force"of current level plus all levels above • MIN Req'd Force @ Level 0.20*SDS *I*Wpx MAX Req'd Force @ Level 0.40*SOS *I*Wpx Fpx:Design Force @ Level Wpx*SUM(x->n)Fi / SUM(x->n)wi, x=Current level,n=Top Level 7 ..3 •1 DELSON ENGINEERING INC. LL- ..��-.., 4.J 'k 1,,, . TI v4w ..i3.iG.,4 LATERAL SHEAR CALCULATIONS Due to Wind and Seismic Loads: Date: 2/26/2015 Per 2012 IBC ! 1 I Job: A1440 Seismic Wind Seismic I Wind Line Total Total Critical 'I Total Full- Seismic �Seismic Wind i Max Shear Shear Wall Line Line Line Shear, Shear I Seismic Wind LineI Wall Pier 1 Height � Shear p max Shear Shear Shears Wall Shear Shear 1 Above Above Line Shears Shear 1 Length Wall Pier Before AfterII (plf) (pit) Type (lbs) (lbs) (lbs) alas) (lbs) (lbs) (ft) I Lenath(ftl i (olf) (olfl AB 2200 I - �_ I t Upper Floor Front-to-Back i A 1 2624 1 2624 9.00 22.00 0 1.00 1.00 0 119 119 D C 1 2624 1 2624 6.00 26.00 0 1.001.00 0 101 101 D D 1 1968 1 1968 15.00 15.00 0 1.00 + 1.00 0 131 131 D E 1 1968 1 1968 14.00 _ 14.00 15 1.50 1.00 15 _ 141 141 D sum 5 _ , Main Floor Front-to-Back A 1 1358 1 2624 _ 2 3982 4.00 23.00 0 1.00_ 1.00 0 173 173 D B 1 2896 1 1 2 2897 7.00 33.00 0 1.00 1.00 0 88 88 D C 1 2172 1 2624 2 4796 9.00 35.00 0 1.00 1.00 0 _ 137 137 D D 1 2172 1 , 1968 2 4140 9.50 9.50 0 1.00 1.00 0 436 436 F E 1 2172 1 1968 2 4140 18.00 18.00 0 1.00_ 1.00 0 230 230 D Upper Floor Left-to-Right _ 1 1 _ 2190 1 2190 _ 6.00 25.00 0 1.00_ 1.00 0 88 88 D 2 1 29451 2945 3.00 42.00 0 1.00 1.00 0 70 _ 70 D 3 1 1812 1 1812 2.50 16.00 0 1.00 1.00 0 113 113 D Main Floor Left-to-Right 1 1 3620 1 2190 2 5810 3.00 15.00 0 1.00 1.00 0 387 387 F 2 1 3439 _ 1 2945 2 6384 5.00 37.00 0 1.00 1.00 0 173 173 D 3 1 1810 1 1812 2 3622 l 11.00 11.00 _ 0 1.00 1.00 0 329 329 E 4 1 1448 1 1 2 1449 3.50 : 16.50 0 1.00 1.00 0 _ 88 88 D l I I i 1 l- , I l 2/26/2015 1DELSON ENGINEERING INC. LL- g . a:;'ELd:e - Job# I .A14-10- I UPLIFT CALCULATIONS 0 Mark: A OR 1242 Horizontal Shear - 0 A Wind Seismic Upper Shear Shear Length of Floor Front. (p� (p� wall peir(ft) to-Back 1073 0 119 0 9 ►• • OR Dead Load 0 Length Height 9 of or Trib. Area Dead Load surface width Weight (psf) (Ib) (ft) (ft) Wall: 9 9 12 972 Roof: 9 2 15 270 0 I Floor: 9 0 10 0 2 Dead Load @ end of wall(lbs) 0 Upper floor uplift @ end of wall I 0 Wind Uplift(lbs) 659 Seismic Uplift(lb: -558 4 4 Holdown Require 2 Wind Seismic Wind Seismic Uplift Uplift Wind Seismic Shear- Unit Unit Length Height Holdown From From Holdown Mark of Wall of Wall End Dist Dead Load Information Uplift Upliftwall Shear Shear Upper Upper Req'd (plf) (plf) Peir(ft) Pier(ft) (in) Floor Floor (lbs) (lbs) Nailing fibs) (Ibs) Roof Floor TORI End Trib. Trib. wall Dead Length Length Dead Load Load Upper Floor Front-to-Back _ A 119 0 9 9 0 2 1242 659 -558 2 D - C _ 101 0 6 9 0 a 2 828 _ 632 -372 2 D D 131 0 15 9 0 2 2070 490 -931 NONE D E 141 15 14 _ 9 0 2 1932 _ 621 -734 _ 2 D Main Floor Front-to-Back - - A 173 0 4 10 0 2 560 659 -558 2204 -810 12 D B 88 0 7 10 0 2 980 -736 -993 -185 -1433 NONE D C 137 0 9 10 0 _ 2 1260 632 -372 1582 -939 12 D D 436 0 10 10 0 2 1330 490 -931 4405 -1527 14 F E 230 0 18 _ 10 0 2 , 2520 0 0 1460 -1133 12 D Upper Floor Left-to-Right _ _ 1 88 0 6 9 0 2 828 512 -372 2 D 2 70 0 3 9 0 _ 2 414 493 -186 NONE D 3 113 0 3 9 0 2345 _ 904 -155 2 D Main Floor Left- to-Right _ 1 387 0 3 10 0 2 420 512 -372 4245 -560 14 F 2 173 0 5 10 0 2 , 700 493 -186 1985 -501 12 D 3 329 0 11 10 0 2 , 1540 904 -155 _ 3683 -846 14 E 4 88 0 4 _ 10 _ 0 2 490 -552 -745 163 _ -964 NONE D • 2/26/2015 .. DELSON ENGINEERING INC. JOB' •31s--2-2� ��� SHEET NO. OF o 1i 1204 NE 146TH CT CALCULATED BY: ..1,9P. DATE: 2/100,-- 1iiiii � VANCOUVER,WA 98684 SCALE: N/A (360)944-1094 NOTE:- CONCRETE STRENGTH • 24" - F'c = 2500 PSI SLICERAyy � KSI 04x�24" - PLIREBAR 48.0MIN CONC. TOPPING - ASSUMED SOIL 1,500 48.0-MIN. ALLOW. BRNG AT 18" OC SLAB PER PLAN CONC. DRIVE- "4x4'-0" DOWEL GARAGE FLOOR FRAMING PER PLAN WAY SLAB AT 18" OC DBL. * TOP E = I 1jr � ,p,T, 2),I2 etto(' I CONT LEDGER PER PLAN X GRAVEL W/ 3/4". ANCHOR BOLTS)X 0` FREE DRAIN EWI 2A" WASHER AT 12" OC Q BACKFILL CLR3t2" 0CONTRACTOR VERIFY Q 2x4 KEY GRADE 12"-MN. 1PRIOR TO BACKFILL 0 r / //// 112"-MIN. ul U 1 3'bLR in r 0 • POUR TOE AGAINST Y:�•: . .:••i`•`":` .•!.., .. UNDISTURBED SOIL ,•.:.�...4'x1;•�'�- �•�.��..:. �•�'i� 4" DRAIN PIP "C"_ "T" 6" COMP. CRUSHED ROCK IN GEOTEXTILE FABR C _ "B" -95% MODIFIED PROCTOR IN GRAVEL-TYP. RETAINING WALL SECTION (NOT REQ'D FOR WALLS 6' OR LESS) RETAINING WALL SCHEDULE A 15CO O ® ® ® J �� r 4•-0" 2'-3" 8" 6" 12""4X 10" • 18"0/C 04•18" nos 18" 04.12" 04.18" ...�� ' Q PR9r.6..7/' ,,,,, ,r, _ ' , l 6'-0" 3'-9" 8" 5" 12" 04X7" •12"0/C 04. 18" 04•18" 04.12" 04.12" 12" Ir r O ; � INV � Nii II / f 0 `� V • f 8.-0" g.-6.. 8.. 12.. 12" 04X`" • 12"0/C 04. 12" 04•16" 04. 18" 04*12.. O �' .cO� 12J. De-- !!? .'-> +j EXPIRES: 12-31- = 1 10'-0" 1.-0' 8" 18" IS" "5>e" 12" • 12"0/C 06.5" 04•16" 04. 12.. ",5",5•12"*12 ... _3 THE OWNER/BUILDER MUST CONFIRM THAT THE SITE SPECIFIC CONDITIONS 4 REQUIREMENTS MEET THE DESIGN PARAMETERS OF THIS RETAINING WALL. NOTIFY ENGINEER OF RECORD OF ANY NON-CONFORMING CONDITIONS PRIOR TO CONSTRUCTION OF THE RETAINING WALL. riSTYPICAL RETAINING W4LL SCALE: NTS