Specifications (4) frt ST?-c71Lf— W2-/s—
1
?3 760. Pro.- GA frvc.cc /k
X11
-malM' Delson Engineering, Inc. 1204 NE 146TH AVE
VANCOUVER,WA. 98684
PHONE: (360)944-7094
Structural Calculations
For RECEIVE')
BENCHVIEW—ESTATES-RESIDENCE
13376 SW BENCHVIEW TERRACE
TIGARD, OR 97233 DEC 4 2014
(JOB# : A14-6-51)
CITY(IFTIUAIt
-t
BUILDING DIVISION
DESIGN CRITERIA: IBC 2009
SNOW 25 PSF
Table of Contents:
GRAVITY LOAD ANALYSIS FR-1 to FR-16
LATERAL LOAD ANALYSIS LL-1 to LL-12
RETAINING WALLS ANALYSIS RW-1 to RW-11
PLANS COPY CP-1 to CP-5,
GENERAL SCHEDULES&DETAILS G-1
416k..",.4/6 ler
1,44,4„T GON• 'H \9
J. DE\-S
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.
II.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.
r r
DELSON ENGINEERING INC Project Title: BENCHVIEW
,1204 NE 146 AVE Engineer: Project ID: A14-6-51
' VANCOUVER WA 98684 Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
360-911-7094
john@delsonengineering.com '
Printed.28 JUN 2014,9:33PM
Wood Beam Fide=e:1A14,10BSiA14-04-11A1EE9E-1W146--1.EC6
ENERCALC INC.<<1983-2014,;Build:6:14,118,Ver.614128
Lic.#:KW-06002311 Licensee:JOHN DELSON
- Description: UFB-1
CODE REFERENCES
Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,650.0 psi E:Modulus of Elasticity
Load Combination ASCE7-05 Fb-Compr 2,650.0 psi Ebend-xx 1,800.0 ksi
Fc-Prll 1,600.0 psi Eminbend-xx 1,800.0 ksi
Wood Species : Louisiana Pacific Fc-Perp 900.0 psi
Wood Grade :GangLam 1.8E W 2650 Fv 290.0 psi
Ft 1,000.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
0(4.9)
i D(0.1275)L(0.34)
6.707-,,,77.F, :,:77,,,,,-,--it,„-,,-.7 „ - . 3 .
A A
3.500x11.875
Span=5.Oft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=8.50 ft,(FLOOR)
Point Load: D=4.90 k aA 4.0 ft
DESIGN_SUMMARY. ........_......_._..._..-.._........................................................_. _. Design OK
Maximum Bending Stress Ratio = 0.267. 1 Maximum Shear Stress Ratio = 0.576 : 1 I
Section used for this span 3.500x11.875 Section used for this span 3.500x11.875
fb:Actual = 708.10 psi fv:Actual 167.03 psi
FB:Allowable = 2,650.00 psi Fv:Allowable 290.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 3.996ft Location of maximum on span = 4.015 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
i
Maximum Deflection
Max Downward L+Lr+S Deflection 0.005 in Ratio= 10968
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.022 in Ratio= 2724
' Max Upward Total Deflection 0.000 in Ratio= 0<240
Overall Maximum Deflections-Unfactored Loads '
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L 1 0.0220 2.719 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.149 5.089
Overall MINimum 0.850 0.850
D Only 1.299 4.239
L Only 0.850 0.850
D+L 2.149 5.089
I
DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
•1204 NE 1'46 AVE Engineer: Project ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094
john@delsonengineenng.com rc 2"
Printed:28 JUN 2014,7:33PM
WOOCI BL'aCYI File=e:1A14-JOB51A14-CA-1iA1FE9E 11A14-6-�1,ED6
ENERCALC INC,''#983-2014,:Butld6:14.1.28,Ver£.14128
Lica#:KW-06002311 Licensee:JOHN DELSON
Description: UFB-2
CODE REFERENCES
Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2650 psi E:Modulus of Elasticity
Load Combination ASCE7-05 Fb-Compr 2650 psi Ebend-xx 1800 ksi
Fc-Prll 1600 psi Eminbend-xx 1800 ksi
Wood Species : Louisiana Pacific Fc-Perp 900 psi
Wood Grade :GangLam 1.8E W 2650 Fv 290 psi
Ft 1000 psi Density 32.21 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(2.1) + D(0.01995)L(0.0532) i
3.500x11.250 A
Span=19.0 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)
Point Load: D=2.10k(a)2.0ft
DESIGN SUMMARY..............................._....:...........:.........................._:....._........_ Design OK
:Maximum Bending Stress Ratio = 0.352 1 Maximum Shear Stress Ratio = 0.329 : 1
Section used for this span 3.500x11.250 Section used for this span 3.500x11.250
fb:Actual = 932.14psi fv:Actual = 95.54 psi
FB:Allowable = 2,650.00 psi Fv:Allowable = 290.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 6.449ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.210 in Ratio= 1086
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.508 in Ratio= 448
Max Upward Total Deflection 0.000 in Ratio= 0<240
.......................................................................................................................
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L 1 0.5084 8.945 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.574 0.916
Overall MINimum 0.505 0.411
D Only 2.068 0.411
L Only 0.505 0.505
D+L 2.574 0.916
DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
,1204 NE t46 AVE Engineer: Project ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094 l 1R,,, ..3
john@delsonengineering.com
Printed:28 JUN 2014,7:40PM
Fie=e:1A14JO SSA14f 11A1FE9E-4 A14-6.-1 EC6
Wood Beam ENERCALC.INC 1983-2814 8w1d6.14128,Veco.14.128
Lic.#:KW-06002311 Licensee :JOHN DELSON
- Description: UFB-3
CODE REFERENCES
Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 3100 psi E:Modulus of Elasticity
Load Combination ASCE7-05 Fb-Compr 3100 psi Ebend-xx 2000 ksi
Fc-PrIl 1600 psi Eminbend-xx 2000 ksi
Wood Species : Louisiana Pacific Fc-Perp 1020 psi
Wood Grade :GangLam 2.0E S 3100 Fv 290 si 1
Ft 1000 psi Density 32.21 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(0.048)
V i i i
i 0(5.1) + D(0.015)L(0.04) D(2.5) * 0(3.35)
iv
i D(0.391 iS(0.575)
_ � .r. a J' :kms' +'^s��r , :�,�a ��< `
5.250x18.000 A
Span=19.0 ft •
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=23.0 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=5.10 k A 2.0 ft
Point Load: D=2.50k aA11.0ft
Point Load: D=3.350 k(x,16.50 ft
DESIGN SUMMARY..._............ Design OK
Maximum Bending Stress Ratio = 0.903 1 Maximum Shear Stress Ratio = 0.785 : 1
Section used for this span 5.250x18.000 Section used for this span 5.250x18.000
fb:Actual = 2,800.65 psi N:Actual = 227.52 psi
FB:Allowable 3,100.00 psi Fv:Allowable = 290.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 10.401 ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.355 in Ratio= 641
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.875 in Ratio= 260
Max Upward Total Deflection 0.000 in Ratio= 0<240
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
D*L*S 1 0.8754 9.569 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 16.212 15.049
Overall MINimum 0.380 0.380
D Only 10.370 9.206
L Only 0.380 0.380
DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
•1204 NE 146 AVE Engineer: Project ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE CAMAS WA 98607
360-911-7094 rte._ _fit'
john@delsonengineering.com "7
Printed:28 JUN 2014,7:44PM
Wood Beam
File=e:1A14JOSS\A14-Cf-11AlfE9E-1VO4-6--1.ECfi
ENERCALC.INC 1983-2014:3uild:6:14.1:28,Ver£.14.1.28
Lic.#:KW-06002311 Licensee :JOHN DELSON
- Description: UFB-4
CODE REFERENCES
Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 3,100.0 psi E:Modulus of Elasticity
Load Combination ASCE7-05 Fb-Compr 3,100.0 psi Ebend-xx 2,000.0 ksi
Fc-PrIl 1,600.0 psi Eminbend-xx 2,000.0 ksi
Wood Species : Louisiana Pacific Fc-Perp 1,020.0 psi
Wood Grade :GangLam 2.0E S 3100 Fv 290.0 psi
Ft 1,000.0 psi Density 32.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
+ $ D{081* + 1
+ + (0 92) D(0.135)L(0.36) + D(1.1)
+ *
D(0.102'S(0.15) _ + 1
II t,`
� ,,.'42.:-'..:-Y::' .: ' '�'I1 `k �"es� ', +-ka
4
*'�� ' s as s.4
• 5.250x18.000 A l
Span=16.0 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—>>8.0 ft, Tributary Width=6.0 ft,(ROOF)
Uniform Load: D=0.0150, L=0.040 ksf,Extent=0.0—>>8.0 ft, Tributary Width=9.0 ft,(FLOOR)
Uniform Load: D=0.0480 k/ft,Extent=0.0—»8.0 ft, Tributary Width=1.0 ft,(WALL)
Point Load: D=0.920 k ria,2.50 ft
Point Load: D=15.10 k A 8.0 ft
DESIGN SUMMARY _. Design OK
Maximum Bending Stress Ratio = 0.986 1 Maximum Shear Stress Ratio = 0.622 : 1
Section used for this span 5.250x18.000 Section used for this span 5.250x18.000
fb:Actual = 3,057.35 psi fv:Actual = 180.27 psi
FB:Allowable = 3,100.00 psi Fv:Allowable = 290.00 psi
Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H
Location of maximum on span = 8.000ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.075 in Ratio= 2567
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
- Max Downward Total Deflection 0.567 in Ratio= 338
Max Upward Total Deflection 0.000 in Ratio= 0 <240
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+'Defl Location in Span
D,L+3 1 0.5667 7.883 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 13.096 9.284
Overall MINimum 0.900 0.300
D Only 10.036 8.264
L Only 2.160 0.720
, DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
1204 NE 146 AVE Engineer: Project ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094 r-4
john@delsonengineering.com
Printed'28 JUN 2014,7:46PM
File=e.4114-30'HStA't4-CA-1tA3fE9E 1A14-6--1 EC6
Wood Beam ENERCALC,INC.1983-2014 Sunld.614.1;28Vee61.41.28
Lica#:KW-06002311 Licensee:JOHN DELSON
- Description: UFB-5
CODE REFERENCES
Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-PrII 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(9.3)
,
-
•
• A
3.5x12
Span=3.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Point Load: D=9.30kA 1.0 ft
DESIGN SUMMARY �— ---...._. Design OK
Maximum Bending Stress Ratio = 0.394 1 Maximum Shear Stress Ratio = 0.895 : 1
Section used for this span 3.5x12 Section used for this span 3.5x12
fb:Actual = 945.52 psi fv:Actual = 237.24 psi
FB:Allowable = 2,400.00psi Fv:Allowable = 265.00 psi
Load Combination D Only Load Combination D Only
Location of maximum on span = 1.009ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 1
Max Downward Total Deflection 0.012 in Ratio= 3405
Max Upward Total Deflection 0.000 in Ratio= 0 <240
.........................................................................................................
` Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span
D Only 1 0.0123 1.571 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 6.643 2.657
Overall MINimum 6.643 2.657
D Only 6.643 2.657
DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
1204 NE 146 AVE Engineer: Project ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094 ! * -
john@delsonengineering.com
Panted:28 JUN 2014,7:48PM
File=8*14-doBStA19-CA ltkiFE9E A14-& 4106
Wood Beam .EN1 RCALC,•IgG,"ft363;x414.Bilid614128,Ver:614.128
Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: UFB-6
CODE REFERENCES
• Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE7-05 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 1,600.0ksi
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(0.195)L(0.52) i
•
n
+ Y ' i . , --te',,1-:i.•;'-,•/:- 4,..
7 -
._... .,. rzm +..., »gi -- ,-,' .�-`�-� s6�.:..,;...,:-.! '"mz:...-..o;_ ':- -, ,....a-...».. ..---.. _.•-«.:
5 •
5.250x11.875
Span=12.50 ft •
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=13.0 ft,(FLOOR)
DESIGN SUMMARY �._ Design OK
Maximum Bending Stress Ratio = 0.566 1 Maximum Shear Stress Ratio = 0.344 : 1
Section used for this span 5.250x11.875 Section used for this span 5.250x11.875
fb:Actual 1,358.13psi fv:Actual = 91.04 psi
FB:Allowable 2,400.00 psi Fv:Allowable = 265.00 psi
Load Combination +D+L+H Load Combination +D+L+H •
Location of maximum on span = 6.250ft Location of maximum on span = 11.542 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.218 in Ratio= 688 i
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.300 in Ratio= 500
Max Upward Total Deflection 0.000 in Ratio= 0<240
•
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span
D+L 1 0.2996 6.296 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 4.469 4.469
Overall MINimum 1.219 1.219
D Only 1.219 1.219
L Only 3.250 3.250
D+L 4.469 4.469
DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
1204 NE 146 AVE Engineer: Project ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094 re, .7
john@delsonengineering.com
Painted:28 JUN 2014,7:58PM
File=e lA14-JOBS\Aj4-CA--11A1ffE9E 11At4-6-71. C6
Wood Beam ENERCALC INC.1983.2014 Build$14:1.28 Verfi.f4:128
Lic.#:KW-06002311 Licensee:JOHN DELSON
• Description: UFB-7
CODE REFERENCES
" Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2950 psi E:Modulus of Elasticity
Load Combination ASCE7-05 Fb-Compr 2950 psi Ebend-xx 2000 ksi
Fc-PrIl 1600 psi Eminbend-xx 2000 ksi
Wood Species : Louisiana Pacific Fc-Perp 1020 psi
Wood Grade :GangLam 2.0E W 2950 Fv 290 psi
Ft 1000 psi Density 32.21 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
+ i D(oi4e) i i $ D(0.048) * i
D(0.0375)L(0.1) ♦ + D(0.015)L(0.04)
D(0,144D5() ))
S 0.2125) D(0.1445)S(0.2125)
i i ♦ i i i i• •
EJr1gIprnipLgs:!v!! r�`��-�.�. -'i..L�m.�W.,.�ir�a..,.1.2� ...�-s.�'. Qs�R.�T�_, ,.a«.,u��� x,�.<.,.�«3,:
AA
5.250x11.875 5.250x11.875 A
Span=16.Oft Span=4.Oft
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, Tributary Width=8.50 ft,(ROOF)
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=2.50 ft,(FLOOR)
Uniform Load: D=0.0480, Tributary Width=1.0 ft,(WALL)
Point Load: D=1.50ka8.0ft
Load for Span Number 2
Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=8,50 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)
DESIGN SUMMARY- —..__�_ __.�--_..... • Design OK
;Maximum Bending Stress Ratio = 0.516 1 Maximum Shear Stress Ratio = 0.414 : 1
Section used for this span 5.250x11.875 Section used for this span 5.250x11.875
fb:Actual = 1,521.70 psi fv:Actual = 119.97 psi
FB:Allowable = 2,950.00 psi Fv:Allowable = 290.00 psi
• Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H
Location of maximum on span = 16.000ft Location of maximum on span = 15.017 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.166 in Ratio= 1155
• Max Upward L+Lr+S Deflection -0.009 in Ratio= 5345
Max Downward Total Deflection 0.373 in Ratio= 515
Max Upward Total Deflection -0.020 in Ratio= 2407
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
D+1+S 1 0.3727 7.240 0.0000 0.000
2 0.0000 7.240 D+L+S -0.0199 1.676
DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
1204 NE 146 AVE Engineer: Project ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094 6
john@delsonengineering.com
Printed:28 JUN 2014,7:58PM
ne=e v04JQBS1A14,cA�11AlFE9E-11A146-�1.Ec6
Wood Beam INC.-1983-2014,Build:614.1.28,Ver,6.14.1.28
Lic.#:KW-06002311 - Licensee:JOHN DELSON
Description: UFB-7
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
• Load Combination Support 1 Support 2 Support 3
Overall MAXimum 3.986 11.532 -3.498
Overall MINimum 0.639 1.685 -0.564
D Only 1.992 5.996 -1.978
L Only 0.639 1.685 -0.564
S Only 1.355 3.852 -0.956
L+S 1.994 5.537 -1.520
D+L 2.631 7.681 -2.542
D+S 3.347 9.847 -2.934
D+L+S 3.986 11.532 -3.498
DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
` 1204 NE 146 AVE Engineer: Protect ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094 l i -I
john@delsonengineering.com
Printed:28 JUN 2014,8:33PM
File=e:1P 14-JOBSSA14-CA-1WaFE9E-tU114-6--1,EC6
Wood Beam ENERCALC,INC.1902014,Buird6.14.1:26,Ver&.14128
Lic.#:KW-06002311 Licensee :JOHN DELSON
Description: UFB-8
CODE REFERENCES
Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,950.0 psi E:Modulus of Elasticity
Load Combination ASCE7-05 Fb-Compr 2,950.0 psi Ebend-xx 2,000.0 ksi
Fc-Prll 1,600.0 psi Eminbend-xx 2,000.0ksi
Wood Species : Louisiana Pacific Fc-Perp 1,020.0 psi
Wood Grade :GangLam 2.0E W 2950 Fv 290.0 psi
Ft 1,000.0 psi Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(0.048) D(0.048)
i i i i i i i i i
D(0.015)L(0.04) D(0.015 L(0.04)
' ) 'V + 'V * 'i D(4.5) i i
D0.1445) (0212 ' D(0.1445))S(0.2125)S ,iWIIIIIIJ11IUIE1, ' w n1, bm ..,L �ms.
5.250x16.000 A 5.250x16.000 A
Span=5.0 ft Span=17.0 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, Tributary Width=8.50 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=4.0 k an,0.0 ft,(ROOF)
Load for Span Number 2
Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=8.50 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=4.50 k(a)7.0 ft,(ROOF)
DESIGN SUMMARY _...................._............_........__.._... Design OK
Maximum Bending Stress Ratio = 0.459 1 Maximum Shear Stress Ratio = 0.440 : 1
Section used for this span 5.250x16.000 Section used for this span 5.250x16.000
fb:Actual = 1,352.68 psi fv:Actual = 127.57 psi
FB:Allowable = 2,950.00 psi Fv:Allowable = 290.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 5.000ft Location of maximum on span = 5.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.106 in Ratio= 1927
Max Upward L+Lr+S Deflection -0.072 in Ratio= 1666
Max Downward Total Deflection 0.232 in Ratio= 881
Max Upward Total Deflection -0.061 in Ratio= 1980
Overall Maximum Deflections-Unfactored Loads
I Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
D Only 1 0.0938 0.000 L+S -0.0477 1.760
D+L+S 2 0.2315 9.117 0.0000 1.760
DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
1204 NE 146 AVE Engineer: Project ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094 fit . 10
john@delsoneng ineeri ng,com
Panted 28 JUN 2014,8:33PM
File=e:1A14,lOBSiA14-CA-11A1FE9E-1%14-6-1.EC6
Wood Beam ENERCALC,INC. 9832014,Si aId:614.1:28,Ver,6.14128
I'I Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: UFB-8
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
• Load Combination Support 1 Support 2 Support 3
Overall MAXimum 14.372 4.248
Overall MINimum 0.569 0.311
D Only 10.777 2.288
L Only 0.569 0.311
S Only 3.025 1.650
L+S 3.594 1.961
D+L 11.347 2.598
D+S 13.802 3.938
D+L+S 14.372 4.248
DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
1204 NE 146 AVE Engineer: Project ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094 Ft - i,
john@delsonengineering.com
Printed'28 JUN 2014,8:12PM
File=e:1014-JOBS1 14-CA-CA -1,W14 1, C6
Wood Beam ENERCALC,INC.19837014 Bald.,fi.14.9.28,Ver.6:14.128
Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: UFB-9
CODE REFERENCES
Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2950 psi E:Modulus of Elasticity
Load Combination ASCE7-05 Fb-Compr 2950 psi Ebend-xx 2000ksi
Fc-PM 1600 psi Eminbend-xx 2000 ksi
Wood Species : Louisiana Pacific Fc-Perp 1020 psi
Wood Grade :GangLam 2.0E W 2950 Fv 290 psi
Ft 1000 psi Density 32.21 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(16.2)
•
i
i
i
ti
,.-.`. ° ,T '! 'sem k F Z: e ex
a : ..
��
�:V",
• 5.250x14.000
Span=9.50 ft
..............
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Point Load: D=16.20 k(a 1.50 ft,(ROOF)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.484 1 Maximum Shear Stress Ratio = 0.960 : 1
Section used for this span 5.250x14.000 Section used for this span 5.250x14.000
fb:Actual = 1,427.25 psi fv:Actual = 278.41 psi
FB:Allowable = 2,950.00psi Fv:Allowable = 290.00 psi
Load Combination D Only Load Combination D Only
Location of maximum on span = 1.526ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.098 in Ratio= 1160
Max Upward Total Deflection 0.000 in Ratio= 0 <240 1
i
' Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
D Only 1 0.0982 4.091 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 13.642 2.558
Overall MINimum 13.642 2.558
D Only 13.642 2.558
DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
1204 NE 146 AVE Engineer: Project ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094 Fk 42
john@delsonengineering.com
Printed:28 JUN 2014,8:15PM
File=e.1A144OBSV414-CA-11A1FE9E^ tAt�t.EC6
Wood Beam ENERCALCINC.1983-20t4,Bultk8.141.28,Veil14.128
Lic.#:KW-06002311 Licensee:JOHN DELSON
" Description: RDB-1
CODE REFERENCES
' Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.Oksi
Fc-Fri! 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(2.21)
1 D(0.1445)S(0.2125)
i $ i $ i
x ?m
a. '•_. '��, u�� s.°' Yb,..,,.a,ao...m>. ,.a`ei'`x...n�...e.,'bkTa` .F-,�.�,.,.�..,.,
•A •
5.5x15 A
Span=21.0ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=8.50 ft,(ROOF)
Point Load: D=2.210 k(a"8.0 ft,(ROOF)
DESIGNSUMMARY.................._..._.._...................._............................................................._....._.............................................................................................................................................................._. Design OK
Maximum Bending Stress Ratio = 0.737. 1 Maximum Shear Stress Ratio = 0.321 : 1
Section used for this span 5.5x1 5 Section used for this span 5.5x1 5
fb:Actual = 1,717.08 psi fv:Actual = 85.07 psi
FB:Allowable = 2,330.52 psi Fv:Allowable = 265.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 8.124ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.336 in Ratio= 750
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.810 in Ratio= 311
Max Upward Total Deflection 0.000 in Ratio= 0<240
Overall Maximum Deflections-Unfactored Loads
Load Combination Span . Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span
D+S 1 0.8102 10.347 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAX:mum 5.117 4.590
Overall MINimum 2.231 2.231
D Only 2.885 2.359
S Only 2.231 2.231
D+S 5.117 4.590
,
DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
' 1204 NE 146 AVE Engineer: Project ID: E13-9-65
• VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094 k. —./3
john@delsonengineering.com
Printed:28 JUN 2014,8:19PM
File=e:1A14•JOSSIfti14-CA 11A1FE9E-1 f4-6-1.EC6
Wood;Beam ENERCALC,INC.:1°•32At4,Build:6.14.1.28,Ver:6.14128
Lic.#:KW-06002311 Licensee:JOHN DELSON
• Description: DB-1
CODE REFERENCES
Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 675 psi E:Modulus of Elasticity
Load Combination ASCE7-05 Fb-Compr 675 psi Ebend-xx 1100ksi
Fc-Pr!! 475 psi Eminbend-xx 400 ksi
Wood Species : Hem Fir(north) Fc-Perp 405 psi
Wood Grade : No.2 Fv 135 psi
Ft 325 psi Density 29.64pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(0.075 L(0.2)
i i i i
; y ? „,,,,-.„,,,,,:q,m� x "� ,r77-7'-------;-=-7:77
so-
' y l' - , : ” a k ,t- .,,r.v w. ,?�:. xJ i ._J d• ?maw,.. .. .e-., i" .. ,,,.
6x12 •
Span=13.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=5.0 ft,(FLOOR)
DESIGN SUMMARY — — — _. Design OK
Maximum Bending Stress Ratio = 0.852 1 Maximum Shear Stress Ratio = 0.268 : 1
Section used for this span 6x12 Section used for this span 6x12
fb:Actual = 575.05psi fv:Actual = 36.20 psi
FB:Allowable = 675.O0psi Fv:Allowable = 135.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 6.500ft Location of maximum on span = 12.051 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.169 in Ratio= 925
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.232 in Ratio= 672
Max Upward Total Deflection 0.000 in Ratio= 0 <240
- Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Deft Location in Span
D+L 1 0.2318 6.547 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.788 1.788
Overall MiNimum 0.488 0.488
D Only 0.488 0.488
L Only 1.300 1.300
D+L 1.788 1.788
, DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
1204 NE 146 AVE Engineer: Project ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094 let
john@delsonengineering.com
Printed'28 JUN 2014,8:34PM
File=e:1A14,10.13 014-G4-11AIFE9E.,1U114-6�-1.EC6
Wood Beam , ENERCALC,INC.1831014.8wrt 614.1:28,Ven6.141.28
Lic.#:KW-06002311 Licensee:JOHN DELSON
- Description: LRB-1
CODE REFERENCES
Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE7-05 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0ksi
Fc-Pill 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(0.102)S(0.15)
3.5x12 A
•
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=6.0 ft,(ROOF)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.51Q 1 Maximum Shear Stress Ratio = 0.247 : 1
Section used for this span 3.5x12 Section used for this span 3.5x12
fb:Actual = 1,225.13psi fv:Actual = 65.58 psi
FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 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 L+Lr+S Deflection 0.277 in Ratio= 713
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.466 in Ratio= 424
Max Upward Total Deflection 0.000 in Ratio= 0<240
I
- Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max.°-"Defl Location in Span Load Combination Max."+"Defl Location in Span
D+S 1 0.4660 8.310 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.079 2.079
Overall MINimum 0.842 0.842
D Only 0.842 0.842
S Only 1.238 1.238
D+S 2.079 2.079
, DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
1204 NE 146 AVE Engineer: Project ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094 ;fir 1--f
john@delsonengineering.com �""
Printed'28 JUN 2014,8:35PM
Fie e;1A14Jf)8SiA14-CA-M1FE9E-1A146--.1EC6
Wood Beam ENERCALC,INC.':1983.2014,Builtti6.t4.1:28,Ver614.1.28
Lic.#:KW-06002311 Licensee:JOHN DELSON
- Description: LRB-2
CODE REFERENCES
- Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE7-05 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(2.3)
D(0.104S(0.15)
•
A A
3.5x12
Span=8.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations,
Uniform Load: D=0.0170, S=0.0250 ksf, Tributary Width=6.0 ft,(ROOF)
Point Load: D=2.30 k 6.50 ft,(ROOF)
DESIGN SUMMARY_......_.._......_..._._ Design OK
Maximum Bending Stress Ratio = 0.30? 1 Maximum Shear Stress Ratio = 0.348 : 1
Section used for this span 3.5x12 Section used for this span 3.5x12
fb:Actual = 736.71 psi fv:Actual = 92.13 psi
FB:Allowable = 2,400.00 psi Fv:Allowable = 265.00 psi
Load Combination +D+S+H Load Combination +D+S+H
Location of maximum on span = 6.391 ft Location of maximum on span = 7.507 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.020 in Ratio= 5221
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.070 in Ratio= 1457
Max Upward Total Deflection 0.000 in Ratio= 0<240
Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
D+S 1 0.0700 4.529 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.612 2.830
Overall MINimum 0.638 0.638
D Only 0.975 2.192
S Only 0.638 0.638
D+S 1.612 2.830
. DELSON ENGINEERING INC Project Title: BENCHVIEW
• '1204 NE 146 AVE Engineer: Project ID: A14-6-51
VANCOUVER WA 98684 Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
360-911-7094 4—i G
john@delsonengineering.com
Printed:29 JUN 2014.3:08PM
Fre=e.1814,fOBSiA14-CA1U11FE9E:1kA14-6- EC6
Wood Beam ENERCALCC INC.1983-2014,Build.614.1.2a Ver.6141.28
Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: FB-1
CODE REFERENCES
- Calculations per NDS 2005, IBC 2009,CBC 2010,ASCE 7-10
Load Combination Set:ASCE7-05
Material Properties
Analysis Method: Allowable Stress Design Fb-Tension 875.0 psi E:Modulus of Elasticity
Load Combination ASCE7-05 Fb-Compr 875.0 psi Ebend-xx 1,300.0 ksi
Fc-PrIl 600.0 psi Eminbend-xx 470.0 ksi
Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade : No.2 Fv 170.0 psi
Ft 425.0 psi Density 32.210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
D(0.1425)L(0 de)
'`fi1iIt ±&L; :
s• "str..
• •
A A
4x12
Span=8.750 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.50 ft,(FLOOR)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.844 1 Maximum Shear Stress Ratio = 0.404 : 1
Section used for this span 4x12 Section used for this span 4x12
fb:Actual = 812.78 psi fit:Actual = 68.65 psi
FB:Allowable = 962.50 psi Fv:Allowable = 170.00 psi
Load Combination +D+L+H Load Combination +D+4-+H
I Location of maximum on span = 4.375ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward L+Lr+S Deflection 0.093 in Ratio= 1124
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.128 in Ratio= 817
Max Upward Total Deflection 0.000 in Ratio= 0<240
" Overall Maximum Deflections-Unfactored Loads
Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span
D+L 1 0.1284 4.407 0.0000 0.000
Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.286 2.286
Overall MINimum 0.623 0.623
D Only 0.623 0.623
L Only 1.663 1.663
D+4- 2.286 2.286
-ISM DELSON ENGINEERING INC. s r No 14- j cF
• D 11 me4 NE mem.; cr
�: VANCOUVER,WA 98684 CALCULATED BY: J..-0. DATE: C128/14
1.11 (360)944-1094 SCALE: N/A
t t
LATERAL L.0 AL 51e
133.7C L (7 C ✓iAf 7g ,
LOCATIONi:
1.j'WIND ANALYSIS — PER .2004I IBC, /6"' fi .EXPOSURE 13i 71211:' .
r 1
ck? ,e, /41 • j1t.9 I° .ti __)I6:6 1,2 'folfr
777. �p( C )
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_
.. . Ate/ FRONT:: .— .. ...
olio
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� i
on*. . . . :
--
Io 1'Pj
DELSON ENGINEERING INC Project Title: HELEN CHEN RESIDENCE-EVALUATION
. .1204 NE 146 AVE Engineer: Project ID: E13-9-65
VANCOUVER WA 98684 Project Descr: 3730 NW 12 AVE,CAMAS WA 98607
360-911-7094 1-1---Z-
,
john@delsonengineering.com
Riled'28 JUN 2014,9:27PM
IBC 2009 1609.6 Alternate All-Heights Wind File Ae:lAINJOBSWI414,B 3FE9E-1W1ec 44EC6
9 _ ENERCALC,INC:198�2614,Sutkt,&,14:1128,Vec5.14:1.28
Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: FRONT
Analytical Values Calculations per IBC 2009 1609.6
• User verified these IBC 2009 All-Heights Wind Method Limitations: Analytical Values...
1609.6(1):Total Height<=75 ft with(Height/Least Width)<=4 Exposure Category per ASCE 7-05 Sect 6.5.6.3 Exposure B
-or- Fundamental frequency>= 1 hertz Mean Roof Height 29.0 ft
1609.6(2):Not sensitive to dynamic effects Topographic Factor per ASCE 7-05 Sec 6.5.7.2
1609.6(3):Site not affected by channeling/buffeting from upwind items K1 = 0.250 K2 = 1.0 K3 = 1.0
1609.6(4):Simple diaphragm building per ASCE 7-05 Sec 6.2 Force Kzt to 1.0 per ASCE 6.5.7.2 Yes
1609.6(5):Aware of ASCE 7 provisions for open buildings,multispan gable Topographic Factor Kzt = (1+K1 K2`K3)^2 = 1.000
roofs,stepped roofs,sawtooth roofs,domed roofs,roofs with V:Basic Wind Speed per ASCE 7095 Sec 6.5.4&Figure 1 95.0 mph
slopes>45 deg,solid free standing walls&signs. qs,resulting pressure per IBC Table 1609.6.2(1) 23.15 psf
1609.6.4.1 Aware of need to check torsion per ASCE 7 Fig.6-9
Occupancy per ASCE 7-05 Table 1-1
All Buildings and other structures except
those listed as Category I,Ill,and IV
Building is in Hurricane Prone Region No
I,Importance Factor per ASCE 7-07 Sec 6.5.5,&Tbl 6-1 1.00
Velocity Exposure Coefficients - ASCE7-05 Table 6-3
For MWFRS use Case 1
For Components&Cladding use Case 1
MWFRS Table per IBC 2009 1609.6.2(2), Section 1
Design Pressure net Cnet Kz qs I Kzt psf
WINDWARD WALLS&PARAPETS WALLS ---PARAPETS
Kz based on IBC 2009 1609.6.4.2(1)for each height Enclosed Partially Enclosed
Height Kz +Internal -Internal +Internal -Internal Enclosed Partially Enclosed
0-15' 0.700 6.97 11.83 1.78 17.02 20.74 20.74
20' 0.700 6.97 11.83 1.78 17.02 20.74 20.74
25' 0.700 6.97 11.83 1.78 17.02 20.74 20.74
30' 0.700 6.97 11.83 1.78 17.02 20.74 20.74
Tabular Values for 40' 0.760 7.57 12.84 1.94 18.47 22.52 22.52
Various Heights 50' 0.810 8.06 13.69 2.06 19.69 24.00 24.00
per ASCE 7-05 Table 6-3
60' 0.850 8.46 14.36 2.16 20.66 25.19 25.19
70' 0.890 8.86 15.04 2.27 21.63 26.37 26.37
80' 0.930 9.26 15.72 2.37 22.61 27.56 27.56
90' 0.960 9.56 16.22 2.44 23.34 28.45 28.45
100' 0.990 9.85 16.73 2.52 24.06 29.34 29.34
Enclosed Partially Enclosed
LEEWARD&SIDEWALLS +Internal -Internal +Internal -Internal
Kz based on IBC 2009 1609.6.4.2(2) 0.700
Leeward Wall -8.26 -3.40 -13.45 1.78
Side Wall -10.70 -5.67 -15.72 0.65
Parapet Wall:Leeward Both Directions -13.77 Both Directions -13.77
.am DELSON ENGINEERING INC. T No. l :¢ _
O II 1204 t•E 146114 GT CALCULATED SY: lop DATE: altgidt
'� VANCOUVER WA 98684 1.11 SCAB E: wA
(360)944-1034
LATERAL . LOAD ANALYSIS (CONT)
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• DELSON ENGINEERING INC Project Title: BENCHVIEW
VANCOUVEREngineer: Project ID: 1
WA 98684 AVE Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97 33
360-911-7094
GI'
john@delsonengineering.com
Printed:28 JUN 2014,9:37PM
Fiie;=e1A14-JOBSA14-CPr1L11FE9E-11A14-6--1 EC6
ASCE Seismic Base Shear ENERCALC,Its1C.1983-2014.Btaltk6,14:1.28,ver.6.14:1.28
Lic.#:KW-06002311 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,I0,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 = 45.513 deg North
1,001 g,0.2 sec response Longitude = 122.500 deg West
S g =
S 1 = 0.4121 g,1.0 sec response Location:
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 = 1.10 ASCE 7-10 Table 11.4-1&11.4-2
(using straight-line interpolation from table values) Fv = 1.59
Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1.101 ASCE 7-10 Eq.11,4-1
S M1 =Fv"S1 = 0.654 ASCE 7-10 Eq.11.4-2
Design Spectral Acceleration SDS S MS 213 = 0.734 ASCE 7-10 Eq.11.4-3
SD1 S M1"213 = 0.436 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 = 29.0 ft
"x`value = 0.75
"Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct"(hn^x) = 0.250 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 = 0.250 sec
"Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1
S DS Short Period Design Spectral Response = 0.734 From Eq.12.8-2, Preliminary Cs = 0.113
"R":Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.269
"I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.032
Cs:Seismic Response Coefficient = = 0.1129
DELSON ENGINEERING INC Project Title: BENCHVIEW
• .1204 NE 146 AVE Engineer: Project ID: A14-6-51
VANCOUVER WA 98684 Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
• 360-911-7094 L'L 6
john@delsonengineering.com
Punted:28 JUN 2014,9:37PM
ASCE Seismic Base Shear Fde=e'.1A14,i°ss1A'a-A-11A1FE9E-1A1'l t' es
ENERCALC,INC..1 2014„Build:8.141.28,VerS.141.28
Lic.#:KW-06002311 Licensee:JOHN DELSON
Seismic Base Shear ASCE 7-10 Section 12.8.1
• Cs = 0.1129 from 12.8.1.1 W(see Sum Wi below) = 3.06 k
Seismic Base Shear V= Cs*W = 0.35 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
3 0.66 29.00 19.14 0.35 0.12 0.12 0.00
2 1.20 20.00 24.00 0.44 0.15 0.27 1.08
1 1.20 10.00 12.00 0.22 0.08 0.35 3.78
Sum Wi= 3.06 k Sum Wi*Hi = 55.14 k-ft Total Base Shear= 0.35 k
Base Moment= 7.2 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
3 0.66 0.12 0.12 0.66 0.12
2 1.20 0.15 0.27 1.86 0.18
1 1.20 0.08 0.35 3.06 0.18
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*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: BENCHVIEW
• 1204 NE 146 AVE Engineer: Project ID: A14-6-51
VANCOUVER WA 98684 Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
360-911-7094 W.--.7
john@delsonengineering.com
Printed.28 JUN 2014,9.38PM
Re=e1A14-J( iSW14-CA-3W1FE9E-11A14-&-1.EC6
ASCE SeiSin is Base Shear ENERCALG INC:1983-201k 8 Td.,6141'28 Versa 28
Lic.#: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,III,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 = 45.513 deg North
SS = 1.001 g,0.2 sec response Longitude = 122.500 deg West
S 1 = 0.4121 g,1.0 sec response Location:
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 = 1.10 ASCE 7-10 Table 11.4-1&11.4-2
(using straight-line interpolation from table values) Fv = 1.59
Maximum Considered Earthquake Acceleration S MS=Fa*Ss = 1.101 ASCE 7-10 Eq.11.4-1
S M1=Fv*S1 = 0.654 ASCE 7-10 Eq.11,4-2
Design Spectral Acceleration S DS S MS 213 = 0.734 ASCE 7-10 Eq.11.4-3
S Dt S M1*213 = 0.436 ASCE 7-10 Eq.11.4-4
Seismic Design Category = D OSCE 7-10 Table 11.6-1&-2
Resisting stem ASCE 7-10 Table 12.2-1
Basic Seismic Force Resisting System... Bearing Wall Systems
Light-framed walls sheathed wiwood 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 = 29.0 ft
'x'value = 0.75
"Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn^x) = 0.250 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 = 0.250 sec
"Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1
S Ds:Short Period Design Spectral Response = 0.734 From Eq.12.8-2, Preliminary Cs = 0,113
"R":Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.269
"I":Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.032
Cs:Seismic Response Coefficient = = 0.1129
• DELSON ENGINEERING INC Project Title: BENCHVIEW
1 AVE Engineer: Project ID:Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
VANCOUVER WA 98684 1
360-911-7094 t -S
john@delsonengineering.com
Printed.28 JUN 2014,9:38PM
Fite=a:1A14JOBS1A14-CA--:11A1EE9E-1Wt4 6--1 EC6
ASCE Seismic �1Se Shear ENERCALC,INC.1S93-213111,Build:6.14:1:28,Ver.6:14128
Lic.#:KW-06002311 Licensee:JOHN DELSON
Seismic Base Shear ASCE 7-10 Section 12.8.1
• Cs = 0.1129 from 12.8.1.1 W(see Sum Wi below) = 2.94 k
Seismic Base Shear V= Cs*W = 0.33 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
3 0.44 29.00 12.76 0.25 0.08 0.08 0.00
2 1.25 20.00 25.00 0.50 0.17 0.25 0.76
1 1.25 10.00 12.50 0.25 0.08 0.33 3.25
Sum Wi= 2.94 k Sum Wi*Hi = 50.26 k-ft Total Base Shear= 0.33 k
Base Moment= 6.6 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
3 0.44 0.08 0.08 0.44 0.08
2 1.25 0.17 0.25 1.69 0.18
1 1.25 0.08 0.33 2.94 0.18
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*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: BENCH VIEW
, '1204 NE 146 AVE Engineer: Project ID: A14-6-51
VANCOUVER WA 98684 Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
360-911-7094 Q
john@delsonengineering.com 1'L l
Painted:28 JUN 2014,9•41PM
Fde=e1A14-J0SSVr14-CAS-1PA1FE9E--itA144-1 EC6
ASCE Seismic Base Shear ENERCALC,INC.198320t4 Bwkt614.1;28,Ver6.14128
Lic.#:KW-06002311 Licensee:JOHN DELSON
SIDE AT GRID-3
• 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,18,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 = 45.513 deg North
SS = 1.001 g.0.2 sec response Longitude = 122.500 deg West
S 1 = 0.4121 g,1.0 sec response Location: Portland,OR 97233
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 = 1.10 ASCE 7-10 Table 11.4-1&11.4-2
(using straight-line interpolation from table values) Fv = 1.59
Maximum Considered Earthquake Acceleration SMS=Fa*Ss = 1.101 ASCE 7-10 Eq,11.4-1
S M1=Fv*S1 = 0.654 ASCE 7-10 Eq.11.4-2
Design Spectral Acceleration S DS S MS 2l3 = 0.734 ASCE 7-10 Eq.11.4-3
S al=S M1*2l3 = 0.436 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
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 = 10.0 ft
"x"value = 0.75
"Ta"Approximate fundemental period using Eq.12.8-7 : Ta=Ct*(hn A x) = 0.112 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 = 0.112 sec
"Cs"Response Coefficient ASCE 7-10 Section 12.8.1.1
S DS Short Period Design Spectral Response = 0.734 From Eq.12.8-2, Preliminary Cs = 0.113
"R":Response Modification Factor = 6.50 From Eq.12.8-3&12.8-4,Cs need not exceed = 0.597
"I':Seismic Importance Factor = 1 From Eq.12.8-5&12.8-6, Cs not be less than = 0.032
Cs:Seismic Response Coefficient = = 0.1129
DELSON ENGINEERING INC Project Title: BENCHVIEW
•
VANCOUVER
R WA 98684 A14-6-51En9ineer: Project ID:
AVE Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97 33
360-911-7094
john@delsonengineering.com ),L — O
Pnnted:28 JUN 2014,9:41PM
ASCE Seismic Base Shear File= ��a,lo»svla ca ,a1xsEraaala e1;>cs
ENERCALC,INC.1983-2014;8'u1i46,1ta.1,28.Vers.14 t28
Lic.#:KW-06002311 Licensee:JOHN DELSON
Seismic Base Shear ASCE 7-10 Section 12.8.1
Cs = 0.1129 from 12.8.1.1 W(see Sum Wi below) = 1.00 k
Seismic Base Shear V= Cs*W = 0.11 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
1 1.00 10.00 10.00 1.00 0.11 0.11 0.00
Sum Wi= 1.00 k Sum WI*Hi = 10.00 k-ft Total Base Shear= 0.11 k
Base Moment= 1.1 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
1 1.00 0.11 0.11 1.00 0.15
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 ENGPIEERIING INC. LL- I!
0.0:NIB tsbTh Cr
....001111116 yr oc7c,.'VER los mss.:
1111 lstoor;44-10%4
LATERAL SHEAR CALCULATIONS
Due to Wind and Seismic Loads:
Date: 6/28/2014 Per 2009 IBC _ 1
Job: 7 MAIN BLDG 3-STORY
Seismic Wind Seismic Wind Line Total Total Total Full- Seismic Seismic
Critical Wind Max Shear
Shear Wall Line Line Line Shear Shear Seismic Wind Line Wall Pier Height Shear p p max Shear Shear Shear Wall
Shear Shear Above Above Line Shear Shear Wall Pier Before After
_ Length
(lbs) (lbs) (lbs) (lbs) (lbs) (lbs) Length(ft) Length(ft) (pif) (Of) (Plf) (plf) Type
A8 1800
Upper Floor
Front-to-Back
B 1320 1254 1320 1254 12.0 12.00 110 1.00 1.00 110 105 110 D
C 1320 1254 1320 1254 17.0 17.00 78 1.00 1.00 78 74 78 D
Main Floor
Front-to-Back
A 825 996 1 1 826 997 19.0 19.00 43 1.00 1.00 43 52 52 D
B 2175 2625 1320 1254 _ 3495 3879 5.0 13.00 269 _1.00, 1.00 269 298 298 E
C 3000 3620 _ 1320 1254 4320 4874 12.0 25.00 173 1.00 1.00 173 195 195 D
D 2025 2444 1 1 2026 2445 16.0 33.00 61 1.00 1.00 61 74 74 D
Lower Floor
Front-to-Back
B 1160 2755 3495 3879 4655 6634 5.0 21.00 222 1.00 1.00 222 316 316 E
C 1600 3800 4320 4874 5920 8674 9.0 28.00 211 1.00 1.00 211 310 310 E
D 1080 2565 2026 2445 3106 5010 58.0 58.00 _ 54 1.00 1.00 _ - 54 86 86 D
Upper Floor
Left-to-Right
1 1280 1824 1280 1824 17.0 17.00 75 1.00 1.00 75 107 107 D
2 1280 1824 1280 1824 16.0 16.00 80 1.00 1.00 80 114 114 D
Main Floor
Left-to-Right
1 2890 3077 1280 1824 4170 _ 4901 3.0 17.00 245 1.00 1.00 245 288 288 G
2 4590 4887 1280 1824 5870 6711 11.0 44.00 133 1.00 1.00 133 153 153 D
3 2040 2172 1 1 2041 2173 2.5 15.50 132 1.00 1.00 132 140 140 D
Lower Floor
Left-to-Right
1 1360 3230 4170 4170 5530 7400 3.0 29.50 187 1.00 1.00 187 251 251 D
2 2160 2430 5870 6711 8030 9141 9.0 36.00 223 1.00 1.00 223 254 254 D
-- ----- - ------
-__ Calculation of p:
Wall Line Shear 10 20
• - p-
____ Story Shear Total Wall Length ri*AB1° -
20
6/29/2014
DELSON ENGINEERING INC. LL- 12._
Cha NE 146Tri CT
•
vpNC.Wv9R u.14,9S•8a4
1IN1, ,3e.0)e4.-1Pe4
Job# '::.",ir,f11;;;'--Ni UPLIFT CALCULATIONS
0
Mark: A OR 138 Horizontal Shear
0 A Wind Seismic
Upper Shear Shear Length of
Floor Front- (1)10
(plf) wall peir(ft)
to-Back
1 0 1 1 1
•
OR 'v Dead Load
• 1 Length Height
9 of or Trib. Area Dead Load
surface width Weight (psf) (lb)
(ft) (ft)
Wall: 1 9 12 108
Roof: 1 2 15 30
0 I Floor: 1 0 10 0
NONE Dead Load @ end of wall(lbs) 0
Upper floor uplift @ end of wall( 0
Wind Uplift(lbs) -37
Seismic Uplift(lb: -53
4 4 Holdown Require NONE
Wind Seismic
Wind Seismic Uplift Uplift
Length Height Holdown Wind Seismic Shear-
UnitMark Unit of Wall of Wall End Dist Dead Load Information From From Uplift Uplift Holdown wall
Shear Shear er Req'd
(ft) (ft) (in) (lam) (lbs) Nailing
peirPierUpper Upp
(plf) (plf) Floor Floor
(lbs) (lbs)
Roof Floor TotalEnd
Trib. Trib. Wall Dead
Length Length Dead Load
Load —
Upper Floor
Front-to-Back
B 105 _ 110 12 9 0 2 1656 388 245 NONE D
C _ 74 78 17 9 0 9 4131 _ -714 , -1160 NONE D
Main Floor
Front-to-Back _
A 290 43 19 10 0 2 2660 -37 -53 1976 -815 4 D
B 298 _ 269 5 _ 10 0 2 700 388 0 3138 2373 6 E _
C 195 173 12 10 0 2 1680 -714 -1160 676 -188 2 D
D 74 61 16 10 0 2 2240 -37 -53 -43 -447 , NONE D
Lower Floor '
Front-to-Back _
B 316 222 5 9 0 2 640 - 3138 2373 5768 4080 17 E
C 310 211 9 9 0 3 , 1242 676 -188 3049 1156 12 E -
D 86 54 58 9 0 2 7424 -43 -447 -1742 -3306 NONE D
Upper Floor
Left-to-Right _
1 107 75 17.0 9 0 2 2346 183 -378 NONE D
2 114 80 16.0 9 0 2 _ 2208 _ 290 -274 NONE D
Main Floor Left-
to-Right
1 288 245 3 10 0 2 420 183 -378 2926 1886 6 G
2 153 133 11.0 10 0 12 2640 290 -274 934 -128 2 D
3 140 132 3 10 0 2 350 -37 -53 1248 1106 3
_ ..- D
Lower Floor
Left-to-Right _
1 251 187 3 9 0 2 384 _ 2926 1886 5056 3400 15 D
2 254 223 9 9 0 2 1152 934 -128 2835 1362 12 D
6/29/2014
DELSON ENGINEERING INC. 'JO8' / -S/
SHEET NO. '�� 1 OF
1204 NE 146T14 CT CALCULATED BY: J'•D DATE: 4p1M
lEimin 111 VANCOUVER,wA 98684 SCALE: N/A
(360)944-1094
4NCOAJC • 4 0 DSL. e TOP
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A O - 5 V 1'- Co it Gr'b' -BUNCH Vit o
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E -Tiff+/22 , OR 9'`12 33
X GRAVEL NH
NOTE= - CONCRETE STRENGT
X
1 FREE DRAIN - F'c = 2500 PSI
r BACKFILL - REBAR GRADE Fy = 60 KSI
- SPLICE REBAR 48d-MIN.
CLR11/2" o t
- SOIL ii500 PSF ALLOW. BRNG
Q 2x4 KEYA,�PR= F 4/G
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TI-IE OWNER/BUILDER MUST CONFIRM TWAT TI-4E SITE SPECIFIC CONDITIONS 4
REQUIREMENTS MEET Tl-IE DESIGN PARAMETERS OF TWIG RETAINING WALL. NOTIFY
ENGINEER OF RECORD OF ANY NON-CONFORMING CONDITIONS PRIOR TO
CONSTRUCTION OF TWE RETAINING WALL.
I – TYPICAL RETAINING WALL
SCALE: NTS
•
DELSON ENGINEERING INC Project Title: BENCHVIEW
' 1204 NE 446 AVE Engineer: Project ID: A14-6-51
• VANCOUVER WA 98684 Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
360-911-7094
john@delsonengineering.com t-!J-2.-
Printed'
ZPrinted:29 JUN 2014,2:37PM
Cantilevered Retainin Wall File e.W14,lOBSUl14CA M1fE9E;IkA14 6.1 EC6
g ENERCALC,INC.1983-2014,.kaki:6.14. 128,V .34 7.28
Lic.#:KW-06002311
Licensee:JOHN DELSON
- Description: RW-1- 4 FT HT •
Criteria Soil Data Calculations per ACI 318-08, ACI 530-08,IBC 2009,
- Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf CBC 2010,ASCE 7-10
Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method
Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft
Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft
Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft
Vertical component of active Soil Density,Heel = 120.00 pcf
Lateral soil pressure options: Soil Density,Toe = 0.00 pcf
NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400
NOT USED for Sliding Resistance. Soil height to ignore
NOT USED for Overturning Resistance. for passive pressure = 12.00 in
Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 50.0 psf Lateral Load = 0.0 plf =Adjacent Footing Load - 0.0 lbs
Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem Footing Type Line Load
Base Above/Below Soil
Axial Dead Load = 1,500.0 lbs = 0.0 ft
Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall
Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300
Design Summary Stem Construction Top Stem 2nd 3rd
Stem OK Stem OK Stem OK
Wall Stability Ratios Design Height Above Ftg ft= 5.33 3.33 0.00
Overturning = 5.47 OK Wall Material Above"Ht" = Concrete Concrete Concrete
Sliding = 4.13 OK Thickness in= 8.00 8.00 8.00
Rebar Size = # 4 # 4 # 4
Total Bearing Load = 2,854 lbs Rebar Spacing in= 18.00 18.00 18.00
.,.resultant ecc. = 0.13 in Rebar Placed at = Edge Edge Edge
Soil Pressure @ Toe = 1,063 psf OK Design Data
Soil Pressure @ Heel = 1,013 psf OK �/FB+fa/Fa _ 0.000 0.002 0.211
Total Force @ Section lbs= 0.0 28.2 517.3
Allowable = 1,500 psf
Soil Pressure Less Than Allowable Moment....Actual ft-I= 0.0 8.0 776.0
ACI Factored @ Toe = 1,275 psf Moment Allowable ft-I= 3,682.6 3,682.6 3,682.6
ACI Factored @ Heel = 1,215 psf Shear Actual psi= 0.0 0.4 6.9
Footing Shear @ Toe = 4.8 psi OK Shear Allowable psi= 88.7 88.7 88.7
Footing Shear @ Heel = 6.1 psi OK Wall Weight psf= 100.0 100.0 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 6.25 6.25
Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 15.82 15.82 15.82
Lateral Sliding Force = 450.4 lbs Lap splice if below in= 15.82 15.82 3.02
• less 100%Passive Force = - 718.6 lbs Hook embed into footing in= 15.82 15.82 3.02
less 100%Friction Force = - 1,140.0 lbs Concrete Data
Added Force Req'd = 0.0 lbs OK fc psi= 3,500.0 3,500.0 3,500.0
for 1.5:1 Stability = 0.0 lbs OK Fy psi= 60,000.0 60,000.0 60,000.0
Load Factors
Dead Load 1.200
Live Load 1.600
Earth,H 1.600
Wind,W 1.600
Seismic,E 1.000
DELSON ENGINEERING INC Project Title: BENCHVIEW
.1204 NE 146 AVE Engineer: Project ID: 1
• Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
VANCOUVER WA 98684
360-911-7094
john@delsonengineering.com fl-LJ -3
Pnntet 29 JUN 2014,2:37PM
Cantilevered Retainin Wall File=ec1PQ +24.4-11A3F691uz46-1 E.s
ENERCALC;INCA":3=2014,�13dd 614.1,28,Ver,6.141.28
Lic.#:KW-06002311 Licensee:JOHN DELSON
• Description: RW-1- 4 FT HT
Footing Dimensions&Strengths Footing Design Results
' Toe Width = 1.25 ft Toe Heel
Heel Width = 1.50 Factored Pressure = 1,275 1,215 psf
Total Footing Width = 2.75 Mu':Upward = 989 0 ft-lb
Footing Thickness = 12.00 in Mu':Downward = 253 290 ft-lb
Mu: Design = 736 290 ft-lb
Key Width = 0.00 in Actual 1-Way Shear = 4.77 6.11 psi
Key Depth = 2.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 12.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 12.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% = 0.0018 Other Acceptable Sizes&Spacings
Cover @ Top 2.00 @ Btm.= 3.00 in
Toe: Not req'd,Mu<S*Fr
Heel: Not req'd,Mu<S*Fr
Key: Not req'd,Mu<S*Fr
Summary of Overturning&Resisting Forces&Moments
-
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft-lb lbs ft ft-lb
Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 400.0 2.33 933.3
Surcharge over Heel = 72.9 2.50 182.3 Sloped Soil Over Heel =
Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = 41.7 2.33 97.2
Surcharge Over Toe = Adjacent Footing Load =
Adjacent Footing Load = Axial Dead Load on Stem = 1,500.0 1.58 2,375.0
Added Lateral Load = *Axial Live Load on Stem =
Load @ Stem Above Soil = Soil Over Toe = 0.63
Surcharge Over Toe =
Stem Weight(s) = 500.0 1.58 791.7
Earth @ Stem Transitions =
Total = 450.4 O.T.M. = 871.5 Footing Weight = 412.5 1.38 567.2
Resisting/Overturning Ratio = 5.47 Key Weight =
Vertical Loads used for Soil Pressure= 2,854.2 lbs Vert.Component =
Total= 2,854.2 lbs R.M.= 4,764.4
*Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DELSON ENGINEERING INC Project Title: BENCHVIEW
•1204 NE AVE A14-6-51
Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
• VANCOUVER WA 98684
360-911-7094 g
john@delsonengineering.com Of.14
Printed'29 JUN 2014,2:39PM
Fde-e 1A14,iC?BSWI4CA-11A1FE91=-M14-6-1.EC6
Cantilevered'Retaining Wall ENERCALCINc 4988201481d:614128,V 814128
Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: RW-1- 6 FT HT
j Criteria Soil Data Calculations per ACI 318-08, ACI 530-08,IBC 2009,
- Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf CBC 2010,ASCE 7-10
Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method
Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft
Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft
Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft
Vertical component of active Soil Density,Heel = 120.00 pcf
Lateral soil pressure options: Soil Density,Toe = 0.00 pcf
NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400
NOT USED for Sliding Resistance. Soil height to ignore
NOT USED for Overturning Resistance. for passive pressure = 12.00 in
Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 100.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs
Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem Footing Type lane Load
Base Above/Below Soil
Axial Dead Load = 1,500.0 lbs = 0.0 ft
Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall
Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300
Design Summary Stem Construction Top Stem 2nd 3rd
Stem OK Stem OK Stem OK
Wall Stability Ratios Design Height Above Ftg ft= 4.33 3.33 0.00
Overturning = 3.72 OK Wall Material Above"Ht" = Concrete Concrete Concrete
Sliding = 2.35 OK Thickness in= 8.00 8.00 8.00
Rebar Size = # 4 # 4 # 4
Total Bearing Load = 4,098 lbs Rebar Spacing in= 12.00 12.00 12.00
...resultant ecc. = 2.70 in Rebar Placed at = Edge Edge Edge
Soil Pressure @ Toe = 1,371 psf OK Design Data
Soil Pressure @ Heel = 678 psf OK fb/FB+fa/Fa _ 0.020 0.064 0.520
Total Force @ Section lbs= 156.0 324.2 1,264.0
Allowable = 1,500 psf
Sod Pressure Less Than Allowable Moment....Actual ft-I= 108.5 344.0 2,848.0
ACI Factored @ Toe = 1,645 psf Moment Allowable ft-I= 5,448.0 5,359.5 5,473.3
ACI Factored @ Heel = 814 psf Shear Actual psi= 2.1 4.3 16.9
Footing Shear @ Toe = 11.9 psi OK Shear Allowable psi= 82.2 67.1 88.7
Footing Shear @ Heel = 16.7 psi OK Wall Weight psf= 100.0 100.0 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 6.25 6.25
Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 17.09 20.93 15.82
Lap splice if below in= 17.09 20.93 5.04
Lateral Sliding Force = 1,001.7 lbs
less 100%Passive Force = - 718.6 lbs Hook embed into footing in= 17.09 20.93 5.04
less 100%Friction Force = - 1,639.0 lbs Concrete Data
Pc psi= 3,000.0 2,000.0 3,500.0
Added Force Req'd = 0.0 lbs OK
for 1.5:1 Stability = 0.0 lbs OK Fy psi= 60,000.0 60,000.0 60,000.0
Load Factors
Dead Load 1.200
Live Load 1.600
Earth,H 1.600
Wind,W 1.600
Seismic,E 1.000
DELSON ENGINEERING INC Project Title: BENCHVIEW
• .1204 NE 146 AVE Engineer: Project ID: A14-6-51
' VANCOUVER WA 98684 Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
360-911-7094
john@delsonengineering.com //J -5
Printed 29 JUN 2014,2:39PM
Cantilevered RetainingWall FGe=e:1A14J4&SS1A14CA-IW3FE9E1Wi4Fr-1•EC6
ENERCALC,INC 1983-2014,Suild:6:14.1.28,Ver.6.141.28
Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: RW-1- 6 FT HT
Footing Dimensions&Strengths Footing Design Results
Toe Width = 1.75 ft Toe Heel
Heel Width = 2.25 Factored Pressure = 1,645 814 psf
Total Footing Width = 4.00 Mu':Upward = 2,333 0 ft Ib
Footing Thickness = 12.00 in Mu':Downward = 496 1,509 ft-lb
Mu: Design = 1,837 1,509 ft-lb
KeyWidth = 0.00 in
Actual 1-WaShear = 11.90 16.72 psi
KeyDepth =
p = 2.00 in Allow 1-Way Shear = 75.00 75.00 psi
KeyDistance from Toe 0.00 ft
Toe Reinforcing = #4 @ 12.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 12.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% = 0.0018 Other Acceptable Sizes&Spacings
Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr
Heel: Not req'd,Mu<S*Fr
Key: Not req'd,Mu<S*Fr
Summary of Overturning&Resisting Forces&Moments
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft-lb lbs ft ft-lb
Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 1,140.0 3.21 3,657.5
Surcharge over Heel = 204.2 3.50 714.6 Sloped Soil Over Heel =
Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = 158.3 3.21 508.0
Surcharge Over Toe = Adjacent Footing Load =
Adjacent Footing Load = Axial Dead Load on Stem = 1,500.0 2.08 3,125.0
Added Lateral Load = *Axial Live Load on Stem =
Load @ Stem Above Soil = Soil Over Toe = 0.88
Surcharge Over Toe =
Stem Weight(s) = 700.0 2.08 1,458.3
Earth @ Stem Transitions =
Total = 1,001.7 O.T.M. = 2,675.4 Footing Weight = 600.0 2.00 1,200.0
Resisting/Overturning Ratio = 3.72 Key Weight =
Vertical Loads used for Soil Pressure= 4,098.3 lbs Vert.Component =
Total= 4,098.3 lbs R.M.= 9,948.8
*Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
•
L
T
, DELSON ENGINEERING INC Project Title: BENCHVIEW
•1204 NE 146 AVE Engineer: Project ID: A14-6-51
VANCOUVER WA 98684 Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
360-911-7094
john@delsonengineering.com -C
Printed.29 JUN 2014,2.41PM
Cantilevered Refiaittin Wall Fde=.eala•.1osswla-CA- 1FE9E-11A14-€--1EC6
g ENERCALC MC.19832014,Build:6.14.128,Uec6:141.28
Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: RW-1- 8 FT HT
Criteria Soil Data Calculations per ACI 318-08, ACI 530-08,IBC 2009,
- Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf CBC 2010,ASCE 7-10
Wall height above soil = 0.75 ft Equivalent Fluid Pressure Method
Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft
Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft
Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft
Vertical component of active Soil Density,Heel = 120.00 pcf
Lateral soil pressure options: Soil Density,Toe = 0.00 pcf
NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400
NOT USED for Sliding Resistance. Soil height to ignore
NOT USED for Overturning Resistance. for passive pressure = 12.00 in
Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 100.0 psf Lateral Load = 0.0 plf =Adjacent Footing Load - 0.0 lbs
Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem Footing Type Line Load
Base Above/Below Soil
Axial Dead Load = 1,500.0 lbs = 0.0 ft
Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall
Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300
Design Summary Stem Construction Top Stem 2nd 3rd
Stem OK Stem OK Stem OK
Wall Stability Ratios Design Height Above Ftg ft= 5.33 3.33 0.00
Overturning = 3.07 OK Wall Material Above"Ht" = Concrete Concrete Concrete
Sliding = 1.70 OK Thickness in= 8.00 8.00 8.00
Rebar Size = # 4 # 4 # 4
Total Bearing Load = 5,068 lbs Rebar Spacing in= 18.00 9.00 9.00
...resultant ecc. = 3.61 in Rebar Placed at = Edge Edge Edge
Soil Pressure @ Toe = 1,380 psf OK Design Data
fbIFB+fa/Fa = 0.093 0.202 0.866
Soil Pressure@ Heel = 648 psf OK
Allowable = 1,500 psf Total Force @ Section lbs= 324.2 828.6 2,141.3
Moment....Actual ft-I= 4
Soil Pressure Than34 .0 1 459. 6,264.0
essu a Less Allowable 5
ACI Factored @ Toe = 1,656 psf Moment Allowable ft-I= 3,682.6 7,230.3 7,230.3
ACI Factored @ Heel = 777 psf Shear Actual psi= 4.3 11.0 28.6
Footing Shear @ Toe = 19.8 psi OK Shear Allowable psi= 88.7 88.7 88.7
Footing Shear @ Heel = 24.0 psi OK Wall Weight psf= 100.0 100.0 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 6.25 6.25
Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 15.82 15.82 15.82
Lateral Sliding Force 1,620.0 lbs Lap splice if below in= 15.82 15.82 5.04
less 100%Passive Force = - 718.6 lbs Hook embed into footing in= 15.82 15.82 5.04
less 100%Friction Force = - 2,020.0 lbs Concrete Data
f c psi= 3,500.0 3,500.0 3,500.0
Added Force Req'd = 0.0 lbs OK
•
for 1.5:1 Stability = 0.0 lbs OK Fy psi= 60,000.0 60,000.0 60,000,0
Load Factors
Dead Load 1.200
Live Load 1.600
Earth,H 1.600
Wind,W 1.600
Seismic,E 1.000
• DELSON ENGINEERING INC Project Title: BENCHVIEW
VANCOUVERA14-6-51Engineer: Project ID:
WA 98684 AVE Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97 33
360-911-7094 /,,, 7
john@delsonengineering.com �J
Printed:29 JUN 2014,2:41PM
Cantilevered Retaining.Wall File=e:1A14�QBSIAI4 CA-CA -w14s-11A1
ENERCALC,INC.19834014,W10.14.1,28,Ver,6.14128
Lic.#:KW-06002311 Licensee:JOHN DELSON
' Description: RW-1- 8 FT HT
Footing Dimensions&Strengths Footing Design Results
• Toe Width = 2.50 ft Toe Heel
Heel Width = 2.50 Factored Pressure = 1,656 777 psf
Total Footing Width = 5.00 Mu':Upward = 4,716 0 ft-lb
Footing Thickness = 12.00 in Mu':Downward = 1,013 2,507 ft-lb
Mu: Design = 3,704 2,507 ft-lb
Key Width = 0.00 in Actual 1-Way Shear = 19.78 23.99 psi
Key Depth = 2.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 12.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 12.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% = 0.0018 Other Acceptable Sizes&Spacings
Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 13.25 in,#5@ 20.50 in,#6@ 29.00 in,#7@ 39.25 in,#8@ 48.25 in,#9@ 4
Heel: Not req'd,Mu<S*Fr
Key: Not req'd,Mu<S"Fr
Summary of Overturning&Resisting Forces&Moments
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft-lb lbs ft ft-lb
Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 1,760.0 4.08 7,186.7
Surcharge over Heel = 262.5 4.50 1,181.3 Sloped Soil Over Heel =
Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = 183.3 4.08 748.6
Surcharge Over Toe . = Adjacent Footing Load =
Adjacent Footing Load = Axial Dead Load on Stem = 1,500.0 2.83 4,250.0
Added Lateral Load = *Axial Live Load on Stem =
Load @ Stem Above Soil = Soil Over Toe = 1.25
Surcharge Over Toe =
Stem Weight(s) = 875.0 2.83 2,479.2
Earth @ Stem Transitions =
Total = 1,620.0 O.T.M. = 5,393.8 Footing Weight = 750.0 2.50 1,875.0
Resisting/Overturning Ratio = 3.07 Key Weight =
Vertical Loads used for Soil Pressure= 5,068.3 lbs Vert.Component =
Total= 5,068.3 lbs R.M.= 16,539.4
"Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
T
DELSON ENGINEERING INC Project Title: BENCHVIEW
•1204 NE'146 AVE Engineer: Project ID: A14-6-51
VANCOUVER WA 98684 Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
360-911-7094 y
john@delsonengineering.com N�
Printed:29 JUN 2914,2:43PM
Cantilevered Retainin WailFile
''e�� a +1 1�aa4�ia -1. 96
ENERCALC 1NC.`1983-2014.89110:f4,128,Ver.8.14128
Lic.#:KW-06002311 Licensee:JOHN DELSON
• Description: RW-1- 10 FT HT
Criteria Soil Data Calculations per ACI 318.08, ACI 530-08,IBC 2009,
- Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf CBC 2010,ASCE 7-10
Wall height above soil = 0.75 ft Equivalent Fluid Pressure Method
Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft
Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft
Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft
Vertical component of active Soil Density,Heel = 120.00 pcf
Lateral soil pressure options: Soil Density,Toe = 0.00 pcf
NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400
NOT USED for Sliding Resistance.
NOT USED for Overturning Resistance. Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 100.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs
Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem Footing Type Line Load
Axial Dead Load = 1,500.0 lbs Base Above/Below Soil at 0.0 ft
Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall
Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300
Design Summary Stem Construction Top Stem 2nd 3rd
Stem OK Stem OK Stem OK
Wall Stability Ratios Design Height Above Ftg ft= 5.33 3.33 0.00
Overturning = 2.60 OK Wall Material Above"Ht" = Concrete Concrete Concrete
Sliding = 1.29 Ratio<1.5! Thickness in= 8.00 8.00 8.00
Rebar Size = # 4 # 4 # 5
Total Bearing Load = 5,858 lbs Rebar Spacing in= 18.00 9.00 6.00
...resultant ecc. = 4.87 in Rebar Placed at = Edge Edge Edge
Soil Pressure @ Toe = 1,373 psf OK Design Data
Soil Pressure @Heel = 580 psf OK �/FB+fa/Fa = 0.396 0.527 0.738 1
Total Force @ Section lbs= 828.6 1,557.0 3,242.7
Allowable = 1,500 psf Moment....Actual ft-I= 1,459.5 3,807.7 11 658.7
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,647 psf Moment Allowable ft-I= 3,682.6 7,230.3 15,805.2
ACI Factored @ Heel = 696 psf Shear Actual psi= 11.0 20.8 43.7
Footing Shear @ Toe = 28.8 psi OK Shear Allowable psi= 88.7 88.7 88.7
Footing Shear @ Heel = 28.6 psi OK Wall Weight psf= 100.0 100.0 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 6.25 6.19
Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.00 12.00 14.59
Lateral Sliding Force 2,378.3 lbs Lap splice if below in= 12.00 12.00 7.55
less 100%Passive Force = •• 718.6 lbs Hook embed into footing in= 12.00 12.00 7.55
less 100%Friction Force = - 2,340.0 lbs Concrete Data
fc psi= 3,500.0 3,500.0 3,500.0
Added Force Req'd = 0.0 lbs OK
- ....for 1.5:1 Stability = 505.6 lbs NG Fy psi= 60,000.0 60,000.0 60,000,0
Load Factors
Dead Load 1.200
Live Load 1.600
Earth,H 1.600
Wind,W 1.600
Seismic,E 1.000
, DELSON ENGINEERING INC Project Title: BENCHVIEW
•1204 ? A14-6-51
46 AVE Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
- VANCOUVER WA 98684
360-911-7094
john@delsonengineering.com -q
Printed 29 JUN 2014.2.43. 1
Cantilevered RetaiWaII File=e:1A14-JOB W14-CR-1kAlFE9E-11A14vA14-6- .Ecs
'ling ENERCALC.INC.1983-201d,Build:6:4.1.28,Ver,&:14:1.28
Lic.#:KW-06002311 Licensee:JOHN DELSON
- Description: RW-1- 10 FT HT
Footing Dimensions&Strengths Footing Design Results
Toe Width = 3.50 ft Toe Heel
Heel Width = 2.50 Factored Pressure = 1,647 696 psf
Total Footing Width = 6.00 Mu':Upward = 8,956 0 ft-lb
Footing Thickness = 12.00 in Mu':Downward = 1,985 2,991 ft-lb
Mu: Design = 6,972 2,991 ft-lb
Key Width = 0.00 in Actual 1-Way Shear = 28.85 28.63 psi
Key Depth = 2.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 12.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 12.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% = 0.0018 Other Acceptable Sizes&Spacings
Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.75 in,#5@ 15.00 in,#6@ 21.25 in,#7@ 29.00 in,#8@ 38.25 in,#9@ 48
Heel: #4@ 11.75 in,#5@ 18.25 in,#6@ 25.75 in,#7@ 35.25 in,#8@ 46.25 in,#9@ 4
Key: Not req'd,Mu<S*Fr
Summary of Overturning&Resisting Forces&Moments
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft-lb lbs ft ft-lb
Heel Active Pressure = 2,117.5 3.67 7,764.2 Soil Over Heel = 2,200.0 5.08 11,183.3
Surcharge over Heel = 320.8 5.50 1,764.6 Sloped Soil Over Heel =
Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = 183.3 5.08 931.9
Surcharge Over Toe = Adjacent Footing Load =
Adjacent Footing Load = Axial Dead Load on Stem = 1,500.0 3.83 5,750.0
Added Lateral Load = *Axial Live Load on Stem =
Load @ Stem Above Soil = Soil Over Toe = 1.75
Surcharge Over Toe =
Stem Weight(s) = 1,075.0 3.83 4,120.8
Earth @ Stem Transitions =
Total = 2,378.3 O.T.M. = 9,488.8 Footing Weight = 900.0 3.00 2,700.0
Resisting/Overturning Ratio = 2.60 Key Weight =
Vertical Loads used for Soil Pressure= 5,858.3 lbs Vert.Component =
Total= 5,858.3 lbs R.M.= 24,686.1
'Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
T
DELSON ENGINEERING INC Project Title: BENCH VIEW
'1204 NE 146 AVE Engineer: Project ID: A14-6-51
VANCOUVER WA 98684 Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233
360-911-7094
john@delsonengineering.com P4) -10
Printed 29 JUN 2014,2:48PM
Cantilevered Retainin Wall FBe=e:V�14JOBSWI4CA-11A19E�1W14fr-1.EC6
g ENERCALC,INC.1983-2014,Build 6.14:1.28,Ver6.141.28
Lic.#:KW-06002311 Licensee:JOHN DELSON
Description: RW-1- 12 FT HT
Criteria Soil Data Calculations per ACI 318.08, ACI 530-08,IBC 2009,
" Retained Height = 12.00 ft Allow Soil Bearing = 1,500.0 psf CBC 2010,ASCE 7-10
Wall height above soil = 0.75 ft Equivalent Fluid Pressure Method
Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psflft
Height of Soil over Toe = 12.00 in Toe Active Pressure = 30.0 psf/ft
Water height over heel = 0.0 ft Passive Pressure = 389.0 psf/ft
Vertical component of active Soil Density,Heel = 120.00 pcf
Lateral soil pressure options: Soil Density,Toe = 0.00 pcf
NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400
NOT USED for Sliding Resistance. Soil height to ignore
NOT USED for Overturning Resistance. for passive pressure = 12.00 in
Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 100.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs
Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem Footing Type Line Load
Axial Dead Load = 1,500.0 lbs Base Above/Below Soil at 0.0 ft
Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall
Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300
Design Summary Stem Construction Top Stem 2nd 3rd
Stem OK Stem OK Stem OK
Wall Stability Ratios Design Height Above Ftg ft= 5.33 3.33 0.00
Overturning = 2.26 OK Wall Material Above"Ht" = Concrete Concrete Concrete
Sliding = 1.03 Ratio<1.5! Thickness in= 8.00 8.00 10.00
Rebar Size = # 5 # 5 # 6
Total Bearing Load = 6,648 lbs Rebar Spacing in= 12.00 6.00 6.00
...resultant ecc. = 7.44 in Rebar Placed at = Edge Edge Edge
Soil Pressure ° 1,454 Design Data
�Toe = psf OK fb/FB+falFa = 0.461 0.496 0.715
Soil Pressure @ Heel = 445 psf OK Total Force @ Section lbs= 1,557.0 2,509.3 4,568.0
Allowable = 1,500 psf Moment....Actual ft-I= 3,807.7 7,836.6 19,480.0
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,700 psf Moment Allowable ft-I= 8,267.1 15,805.2 27,257.8
ACI Factored @ Heel = 520 psf Shear Actual psi= 21.0 33.8 49.9
Footing Shear @ Toe = 37.5 psi OK Shear Allowable psi= 88.7 88.7 88.7
Footing Shear @ Heel = 30.2 psi OK Wall Weight psf= 100.0 100.0 125.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 6.19 7.63
Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 12.00 12.00 16.96
Lateral Sliding Force = 3,276.7 lbs Lap splice if below in= 12.00 12.00 5.23
• less 100%Passive Force = - 718.6 lbs Hook embed into footing in= 12.00 12.00 5.23
less 100%Friction Force = - 2,659.0 lbs Concrete Data
fc psi= 3,500.0 3,500.0 3,500.0
Added Force Req'd = 0.0 lbs OK
for 1.5:1 Stability = 1,537.1 lbs NG Fy psi= 60,000.0 60,000.0 60,000.0
Load Factors
Dead Load 1.200
Live Load 1.600
Earth,H 1.600
Wind,W 1.600
Seismic,E 1.000
DELSON ENGINEERING INC Project Title: BENCHVIEW
• VANC1E146OUVER
AVEWEngineer:Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233 1
VANCOUVER WA 98684 1
360-911-7094 �j
john@delsonengineering.com 1 A1' 1 f
Printed'29 JUN 2914,248PM
Cantilevered Retainin Wall' Fle=e: '4�°as�'acA-"�1FESE-flA146-1.Ecs
g ENERCALC,1NC:a983-2014,Build6.14.1.28,_Ver6.14.1.28
Lic.#:KW-06002311 Licensee:JOHN DELSON
• Description: RW-1- 12 FT HT
Footing Dimensions&Strengths Footing Design Results
Toe Width = 4.50 ft Toe Heel
Heel Width = 2.50 Factored Pressure = 1,700 520 psf
Total Footing Width = 7.00 Mu':Upward = 14,651 0 ft-lb
Footing Thickness = 12.00 in Mu':Downward = 3,281 2,872 ft-lb
Mu: Design = 11,371 2,872 ft-lb
Key Width = 0.00 in Actual 1-Way Shear = 37.48 30.23 psi
Key Depth = 2.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 12.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 12.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing • = None Spec'd 1
Min.As% = 0.0018 Other Acceptable Sizes&Spacings
Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 7.25 in,#5@ 11.00 in,#6@ 15.75 in,#7@ 21.25 in,#8@ 28.00 in,#9@ 35
Heel: #4@ 11.75 in,#5@ 18.25 in,#6@ 25.75 in,#7@ 35.25 in,#8@ 46.25 in,#9@ 4
Key: Not req'd,Mu<S*Fr
Summary of Overturning&Resisting Forces&Moments
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft-lb lbs ft ft-lb
Heel Active Pressure = 2,957.5 4,33 12,815.8 Soil Over Heel = 2,400.0 6.17 14,800.0
Surcharge over Heel = 379.2 6.50 2,464.6 Sloped Soil Over Heel =
Toe Active Pressure = -60,0 0.67 -40.0 Surcharge Over Heel = 166.7 6.17 1,027.8
Surcharge Over Toe = Adjacent Footing Load =
Adjacent Footing Load = Axial Dead Load on Stem = 1,500.0 4.92 7,375.0
Added Lateral Load = *Axial Live Load on Stem =
Load @ Stem Above Soil = Soil Over Toe = 2.25
Surcharge Over Toe =
Stem Weight(s) = 1,358.3 4.86 6,599.6
Earth @ Stem Transitions = 173.4 5.25 910.4
Total = 3,276.7 O.T.M. = 15,240.4 Footing Weight = 1,050.0 3.50 3,675.0
ResistinglOvertuming Ratio = 2.26 Key Weight =
Vertical Loads used for Soil Pressure= 6,648.3 lbs Vert.Component =
Total= 6,648.3 lbs R.M.= 34,387.7
Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.