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Specifications FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT III ■ Transmittal Letter r,,;,'.l: 1, 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Pow. DATE EC V DEPT: BUILDING DIVISION �' � � FEB 11 2015 FROM CITY OF FIGARO COMPANY: V p coy 4-0 /14' ( 6 ti s BUILDING DIVISION PHONE: 6 0 -- 2 / 6 c( ci 'i By: RE: / •3 3 -7 C w IF3 e-/t) 1 v'e l eil' PAY-raw y-11)71-1 s- (Site Address) (Permit Number) / A) Ce�/I /�f ' (Project name or subdivision e ant numbery ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: I Description: Additional set(s)of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: FOR OFFICE USE ONLY Routed to Permit Technician: Date: Initials: Fees Due: ❑ Yes ❑No Fee Description: Amount Due: $ $ $ $ Special Instructions: _ Reprint Permit(per PE): ❑ Yes ❑No ❑ Done Applicant Notified: Date: Initials: I:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012 RECEIVED Field Report FEB 1 1 2015 CITY OF TIGARD Project: 13376 SW Benchview Terrace BUILDqII9N Location: Tigard, OR Weather: 52, sunny Developer: VP Custom Construction Mia Mahedy-Sexton, PE G Permit No. MSTA2014-00215 Rapid Soil Solutions(RSS) was on site today to review the foundation excavation for 0 above new house. RSS used a ''/2"carbon fiber probe to check the excavation. RSS four the excavation hard and non- ieldin_. GOOD to form and .our. See below 'hoto. !d r„ 1 4 ,43 C 1Mt T , . -. s '', 4 �,,, °f ++.. N i _ ilk i ° k , ,,, = ,„,„. „ , a., ,, `s. . , '. ..,'eft-.p.- °y' T . If you have any questions with this field report please contact me at the below numbers `" 19244 •�T ,„, -- /'7// ---- - ,&c.I IC- j t -"--;:\c' k* 44HED`�S�'t- Ex 7s iZ r>1- 2_4 . Rapid 1 Transaction Totals by Date Report Page 20 of 26 153.9-MALIGNANT NEOP... 196.2-SEC&UNSPEC MAL... (Match Pmt)1947 1008-INSURANCE DIRECT PAYMENT 10/22/2014 0.00 (Match Adj)1952 3010-CAPITATION INSUR CR ADJUSTMENT 10/22/2014 46.80 (Match Adj)1953 3023-CONTRACTUAL INSUR CR ADJUSTMENT 10/22/2014 11.70 1929 96367-IV INFUSION THER... V58.11-ENCOUNTER FOR... Santillan,Gandhi, RN[258... 10/14/2014 77.00 153.9-MALIGNANT NEOP... 196.2-SEC&UNSPEC MAL... (Match Pmt)1954 1008-INSURANCE DIRECT PAYMENT 10/22/2014 0.00 (Match Adj)1955 3010-CAPITATION INSUR CR ADJUSTMENT 10/22/2014 63.00 (Match Adj)1956 3023-CONTRACTUAL INSUR CR ADJUSTMENT 10/22/2014 14.00 1930 96409-CHEMOTX ADMN I... V58.11-ENCOUNTER FOR... Santillan,Gandhi,RN[258... 10/14/2014 280.00 153.9-MALIGNANT NEOP... 196.2-SEC&UNSPEC MAL... (Match Pmt)1919 1003-POS MEMBER COPAY GUAR PAYMENT 10/14/2014 20.00 (Match Pmt)1954 1008-INSURANCE DIRECT PAYMENT 10/22/2014 0.00 (Match Adj)1957 3010-CAPITATION INSUR CR ADJUSTMENT 10/22/2014 190.00 (Match Adj)1958 3023-CONTRACTUAL INSUR CR ADJUSTMENT 10/22/2014 60.00 1931 96416-CHEMOTX ADMN T...V58.11-ENCOUNTER FOR... Santillan,Gandhi,RN[258... 10/14/2014 357.00 153.9-MALIGNANT NEOP... 196.2-SEC&UNSPEC MAL... (Match Pmt)1954 1008-INSURANCE DIRECT PAYMENT 10/22/2014 0.00 (Match Adj)1959 3010-CAPITATION INSUR CR ADJUSTMENT 10/22/2014 280.00 (Match Adj)1960 3023-CONTRACTUAL INSUR CR ADJUSTMENT 10/22/2014 77.00 1932 81001-URNLS DIP STICK/... 196.2-SEC&UNSPEC MAL... Nixon.Brigitte Kate,MD[2... 10/14/2014 14.00 (Match Pmt)1961 1008-INSURANCE DIRECT PAYMENT 10/23/2014 0.00 (Match Adj)1962 3023-CONTRACTUAL INSUR CR ADJUSTMENT 10/23/2014 5.00 1934 96409-CHEMOTX ADMN I... V58.11-ENCOUNTER FOR... Santillan,Gandhi, RN[258... 10/14/2014 280.00 153.9-MALIGNANT NEOP... 196.2-SEC&UNSPEC MAL... (Match Pmt)1995 1008-INSURANCE DIRECT PAYMENT 11/05/2014 0.00 (Match Adj)1998 3010-CAPITATION INSUR CR ADJUSTMENT 11/05/2014 220.00 (Match Adj)1999 3023-CONTRACTUAL INSUR CR ADJUSTMENT 11/05/2014 60.00 1935 96367-IV INFUSION THER... V58.11-ENCOUNTER FOR... Santillan,Gandhi, RN[258... 10/14/2014 77.00 153.9-MALIGNANT NEOP... 196.2-SEC&UNSPEC MAL... (Match Pmt)1995 1008-INSURANCE DIRECT PAYMENT 11/05/2014 0.00 (Match Adj)2000 3010-CAPITATION INSUR CR ADJUSTMENT 11/05/2014 63.00 (Match Adj)2001 3023-CONTRACTUAL INSUR CR ADJUSTMENT 11/05/2014 14.00 1936 96416-CHEMOTX ADMN T...V58.11-ENCOUNTER FOR... Santillan,Gandhi,RN[258... 10/14/2014 357.00 153.9-MALIGNANT NEOP... 196.2-SEC&UNSPEC MAL... (Match Pmt)1995 1008-INSURANCE DIRECT PAYMENT 11/05/2014 0.00 (Match Adj)2002 3010-CAPITATION INSUR CR ADJUSTMENT 11/05/2014 280.00 (Match Adj)2003 3023-CONTRACTUAL INSUR CR ADJUSTMENT 11/05/2014 77.00 1933 99211-OFFICE OUTPATIE... V58.81-FITTING AND ADJ... Steffen,Erin,RN[420294] 10/16/2014 45.00 (Match Pmt)1925 1003-POS MEMBER COPAY GUAR PAYMENT 10/16/2014 30.00 (Match Pmt)1995 1008-INSURANCE DIRECT PAYMENT 11/05/2014 0.00 (Match Adj)1996 3010-CAPITATION INSUR CR ADJUSTMENT 11/05/2014 9.00 (Match Adj)1997 3023-CONTRACTUAL INSUR CR ADJUSTMENT 11/05/2014 6.00 1966 82947-GLUCOSE QUANTI... 153.9-MALIGNANT NEOP... Mehren,Laura Sue,MD[1... 10/25/2014 17.00 (Match Pmt)1979 1008-INSURANCE DIRECT PAYMENT 11/03/2014 0.00 (Match Adj)1980 3023-CONTRACTUAL INSUR CR ADJUSTMENT 11/03/2014 6.00 Professional Billing 12/20/2014 8:11:11 AM . _s DELSON ENGINEERING INC. JOB. !�" ;s1 5�lEET NO. ---SP-2:1 CF II 1 1204 NE I46T1-1 CT CALCULATED 3Y:_ .t DTE: ' VANCOUVER WA 98684 SCALE: N/A —-- .. - (360)944-1094 4"CQI1/4-1C . Zei le D5L. a TOP .. - ....___\\, o . V?'- Co�'f.1'lst=c-�btf' F,.c<y L'd ' 133 76 5,4r A70-Nlw v.4.v- 'ro cE 77af+12D / OR 9/.L33 QX GRAVEL NOTE: - CONCRETE STRENGTH E FREE DRAIN - F'c = 2500 PSI BACKFILL - REBAR GRADE Fyy = 60 KSI E SPLICE REBAR 48c1-MIN. CLRI"2" 0 - SOIL 0560 PSF ALLOW. BRNG -- Q • 2x4 KEY © e c • • • V { I 3I CLR :/gr— POUR TOE AGAINST • - -- -_._ , aii'�r 40. UNDISTURBED SOIL :`.�:.:.' _�- (-r _i -1=o=u= D ISTURBED SOIL-::::F;7: .d• w PI "8� v _ __ . IN GEOTEXTILE FABRIC - _ rt4 4VEL rrP • RETAINING WALL SECTION �E�ED PROFFS. RETAINING WALL SCHEDULE F� /02 . 3 A BC T E o 0 0 ® o j , 9r G •CO 4'-0" 2'-�� 8" 45 12" •4>C2 • 18" 0/C •4 • 18" 64 • 18" •4. 18" 14•18" N. ,. 12" Ike'? H 9, e -,Lt. ^ r. �N J. DEL ' 6'-0" 4-0" 8" I'-6" 12" •4X``t `•iZ 0/C 4. 18" •4 • 18" •4e 18" •4®18" 11_>z I EXPIRES: 12-31/r k @ - 8'-0" S'-O 8" a ' 12" �X' 1 " • 9" 0/C 5 • 12" "✓ • 18" 5,m 18" •509" " Cam! / R , a ' _. //�� / Z 10'-0 -6 8" 3 W 15" 5X`t _ . 6" 0/C 5. 6. •4 • 16" • • 18" 5.6" 12'-0" /712? 10" 3 4 { 18"'&>11-I " • 6",O/C •6® 8" •4 . 16" 5e 12" 64 I 1 I 12 5 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. R2 TYPICAL RETAININ WALL SCALE: NTS Iill DELSON ENGINEERING INC. Project Title: BENCHVIEW ' 1204 VANCOUVER O VE WA Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233 1 VANCOUVER WA 98684 1 0. 360-944-7094 C. 360-281-8353 JOHN a,DELSONENGINEERING.COM Printed.11 FEB 2015,4-00P51 Cantilevered Retaining Wall File=E:V A14-JOBS1A14-CA-11A1FE9E-1\A14-6•-1.EC6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 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 = 0.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 350.0 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 = 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 Axial Dead Load = 1,500.0 lbs Base Back ofWl Wall Soil = 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 = 5.23 OK Wall Material Above"Ht" = Concrete Concrete Concrete Sliding = 3.50 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. = 0.30 in Rebar Placed at = Edge Edge Edge Design Data Soil Pressure @ Toe = 1,095 psf OK fb/FB+fa/Fa = o.000 0.002 0.213 Soil Pressure @ Heel = 981 psf OK Total Force @ Section lbs= 0.0 28.2 541.3 Allowable = 1,500 psf Moment....Actual ft-I= 0.0 8.0 784.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,314 psf Moment Allowable ft-I= 3,682.6 3,682.6 3,682.6 ACI Factored @ Heel = 1,177 psf Shear Actual psi= 0.0 0.4 7.2 Footing Shear @ Toe = 4.9 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 510.4 lbs Lap splice if below in= 15.82 15.82 5.04 less 100%Passive Force = - 646.5 lbs Hook embed into footing in= 15.82 15.82 5.04 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 VANCOUVER O VE WA Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233 1 VANCOUVER WA 98684 1 0. 360-944-7094 C. 360-281-8353 JOHN @DELSONENGINEERING.COM Punted:11 FEB 2015,4 00PA1 Cantilevered Retaining Wall File=E:w14-JOBSA14-CA-11A1FE9E-1W14-6--1.EC6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 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 = 1,314 1,177 psf Total Footing Width = 2.75 Mu':Upward = 1,010 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 253 290 ft-lb Mu: Design = 757 290 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 4.93 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 ft = 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 = 0.67 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 = 510.4 O.T.M. = 911,5 Footing Weight = 412.5 1.38 567.2 ResistinglOverturning Ratio = 5.23 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 VANCOUVER O VE AVE W Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233 1 VANCOUVER WA 98684 i 0. 360-944-7094 C. 360-281-8353 JOHN@DELSONENGINEERING.COM Printed.11 FEB 2015,159PM Cantilevered Retaining Wall File=E:1A14JOBS1A14CA-11A1FE9E-1W146-1.EC6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 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 = 1,663 796 psf Total Footing Width = 4.00 Mu':Upward = 2,353 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 496 1,509 ft-lb Mu: Design = 1,857 1,509ft-lb Key Width = 0.00 in Actual 1-Way Shear = 12.03 16.72 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 f c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @5a 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 = 0.67 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 = 1,061.7 O.T.M. = 2,715.4 Footing Weight = 600.0 2.00 1,200.0 Resisting/Overturning Ratio = 3.66 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. DELSON ENGINEERING INC. Project Title: BENCHVIEW • 1204 VANCOUVER O VE WA P Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233 1 VANCOUVER WA 98684 1 0. 360-944-7094 C. 360-281-8353 JOHN@DELSONENGINEERING.COM Printed.11 FEB 2015,3 59P Cantilevered Retaining Wall File=E:1A14-JOBS1A14-CA-11A1FE9E-1\1146--1.EC6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 Lic.#: KW-06002311 Licensee:JOHN DELSON Description: RW-1- 6 FT HT 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 = 0.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 350.0 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 Back ofWl Wall Soil = 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 = 3.66 OK Wall Material Above"Ht" = Concrete Concrete Concrete Sliding = 2.15 OK Thickness in= 8.00 8.00 8.00 Rebar Size = It 4 # 4 # 4 Total Bearing Load = 4,098 lbs Rebar Spacing in= 12.00 12.00 12.00 ...resultant ecc. = 2.82 in Rebar Placed at = Edge Edge Edge Design Data Soil Pressure Toe = 1,386 psf OK fb/FB+fa/Fa = 0.020 0.064 0.522 Soil Pressure @a Heel = 663 psf OK Total Force @ Section lbs= 156.0 324.2 1,288.0 Allowable = 1,500 psf Moment....Actual ft-I= 108.5 344.0 2,856.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,663 psf Moment Allowable ft-I= 5,448.0 5,359.5 5,473.3 ACI Factored @ Heel = 796 psf Shear Actual psi= 2.1 4.3 17.2 Footing Shear @ Toe = 12.0 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 Lateral Sliding Force = 1,061.7 lbs Lap splice if below in= 17.09 20.93 5.04 less 100%Passive Force = - 646.5 lbs Hook embed into footing in= 17.09 20.93 5.04 less 100%Friction Force = - 1,639.0 lbs Concrete Data Added Force Req'd = 0.0 lbs OK fc psi= 3,000.0 2,000.0 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: A14-6-51 VANCOUVER WA 98684 Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233 0. 360-944-7094 C. 360-281-8353 JOHNADELSONENGINEERING.COM Printed 11 FEB 2015 358PM Cantilevered Retaining Wall File=E:v+1410BS\A14CA-11A1FE9E-VA146--1.EC6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver.6.15.1.19 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 = 0.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 350.0 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 Back of Wall Soil = 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 = 3.04 OK Wall Material Above"Ht" = Concrete Concrete Concrete Sliding = 1.59 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. = 3.71 in Rebar Placed at = Edge Edge Edge Design Data Soil Pressure @ Toe = 1,389 psf OK fb/FB+fa/Fa = 0.093 0.202 0.867 Soil Pressure @ Heel = 638 psf OK Total Force @ Section lbs= 324.2 828.6 2,165.3 Allowable = 1,500 psf Moment....Actual ft-I= 344.0 1,459.5 6,272.0 Soil Pressure Less Than Allowable ACI Factored @ Toe 1,667 psf Moment Allowable ft-I= 3,682.6 7,230.3 7,230.3 ACI Factored @ Heel = 766 psf Shear Actual psi= 4.3 11.0 28.9 Footing Shear @ Toe = 19.9 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 = 1,680.0 lbs Lap splice if below in= 15.82 15.82 5.04 less 100%Passive Force = - 646.5 lbs Hook embed into footing in= 15.82 15.82 5.04 less 100%Friction Force = - 2,020.0 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 VANCOUVER O VE AVE W Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233 1 VANCOUVER WA 98684 ) 0. 360-944-7094 C. 360-281-8353 JOHN @DELSONENGINEERING.COM Pnntetl.11 FEB 2015. 358Ptd Cantilevered Retaining Wall File=E:A14-JOBS\A14CA-1w1FE9E-1\A14-6--1.EC6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 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 = 1,667 766 psf Total Footing Width = 5.00 Mu':Upward = 4,740 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 1,013 2,507 ft-lb Mu: Design = 3,728 2,507 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 19.91 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 @a 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 = 0.67 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 = 1,680.0 O.T.M. = 5,433.8 Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 3.04 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. DELSON ENGINEERING INC. Project Title: BENCHVIEW ' 1204 VANCOUVER O VE WA Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233 1 VANCOUVER WA 98684 1 0. 360-944-7094 C. 360-281-8353 JOHNDELSONENGINEERING.COM Punted.11 FEB 2015.358PM Cantilevered Retaining Wall File=E:l A14-JOBSW14-CA-11A1FE9E-1\M4-6--1.EC6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 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 = 0.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 350.0 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 = 0.0 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 Back of Wall l Soil = 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of 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 = 3.60 OK Wall Material Above"Ht" = Concrete Concrete Concrete Sliding = 1.50 OK Thickness in= 8.00 8.00 8.00 Rebar Size = # 4 # 4 # 5 Total Bearing Load = 6,350 lbs Rebar Spacing in= 18.00 9.00 6.00 ...resultant ecc. = 0.81 in Rebar Placed at = Edge Edge Edge Design Data Soil Pressure @ Toe = 1,038 psf OK fb/FB+fa/Fa = 0.258 0.383 0.591 Soil Pressure a@ Heel = 916 psf OK Total Force @ Section lbs= 610.6 1,245.7 2,800.0 Allowable 1,500 psf Moment....Actual ft-I= 950.6 2,769.6 9,333.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,245 psf Moment Allowable ft-l= 3,682.6 7,230.3 15,805.2 ACI Factored @ Heel = 1,099 psf Shear Actual psi= 8.1 16.6 37.7 Footing Shear @ Toe = 23.0 psi OK Shear Allowable psi= 88.7 88.7 88.7 Footing Shear @ Heel = 33.2 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= 15.82 15.82 19.78 Lateral Sliding Force = 2,117.5 lbs Lap splice if below in= 15.82 15.82 3.60 less 100%Passive Force = - 646.5 lbs Hook embed into footing in= 15.82 15.82 3.60 less 100%Friction Force = - 2,540.0 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: A14-6-51 VANCOUVER WA 98684 Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233 0. 360-944-7094 C. 360-281-8353 JOHN @DELSONENGINEERING.COM Pnntetl.11 FEB 2015.358PM Cantilevered Retaining Wall File=E:W14J0BS\A14CA-1lA1FE9E-1A14-6--1.EC6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver6.15.1.19 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 = 3.00 Factored Pressure = 1,245 1,099 psf Total Footing Width = 6.50 Mu':Upward = 7,467 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 1,985 4,410 ft-lb Mu: Design = 5,483 4,410 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 23.04 33.16 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 f c = 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@ 12.50 in,#5@ 19.25 in,#6@ 27.25 in,#7@ 37.25 in,#8@ 48.25 in,#9@ 4 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 = 2,800.0 5.33 14,933.3 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = 0.67 Surcharge Over Heel = 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 = 2,117.5 O.T.M. = 7,764.2 Footing Weight = 975.0 3.25 3,168.8 ResistinglOverturning Ratio = 3.60 Key Weight = Vertical Loads used for Soil Pressure= 6,350.0 lbs Vert.Component = Total= 6,350.0 lbs R.M.= 27,972.9 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DELSbN ENGINEERING INC. Project Title: BENCHVIEW • 1204 VANCOUVER O VE WA Project Descr: 13376 SW BENCHVIEW TERRACE,TIGARD OR 97233 1 VANCOUVER WA 98684 1 0. 360-944-7094 C. 360-281-8353 JOHN@DELSONENGINEERING.COM Printed:11 FEB 2015.4 09PM Cantilevered Retaining Wall File=E:W14-JOBSW14-CA--1W1FE9E-1\114-6--1.EC6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 Lic.#:KW-06002311 Licensee:JOHN DELSON Description: RW-1- 12 FT HT 1 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 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 0.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 350.0 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 = 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 Axial Dead Load = 1,500.0 lbs Base Back of Wall l Soil = 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.350 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 = 4.07 OK Wall Material Above"Ht" = Concrete Concrete Concrete Sliding = 1.54 OK Thickness in= 8.00 8.00 10.00 Rebar Size = # 5 # 5 # 6 Total Bearing Load = 10,515 lbs Rebar Spacing in= 12.00 6.00 6.00 ...resultant ecc. = 1.86 in Rebar Placed at = Edge Edge Edge Design Data Soil Pressure @ Toe = 1,372 psf OK fb/FB+fa/Fa = 0.398 0.440 0.653 Soil Pressure @ Heel = 1,102 psf OK Total Force @ Section lbs= 1,401.3 2,307.0 4,312.0 Allowable = 1,500 psf Moment....Actual ft-I= 3,288.6 6,959.6 17,808.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,620 psf Moment Allowable ft-I= 8,267.1 15,805.2 27,257.8 ACI Factored a@ Heel = 1,300 psf Shear Actual psi= 18.9 31.1 47.1 Footing Shear @ Toe = 32.7 psi OK Shear Allowable psi= 88.7 88.7 88.7 Footing Shear @ Heel = 72.7 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= 19.78 19.78 23.73 Lateral Sliding Force = 3,147.1 lbs Lap splice if below in= 19.78 19.78 7.91 less 100%Passive Force = - 646.5 lbs Hook embed into footing in= 19.78 19.78 7.91 less 100%Friction Force = - 4,208.0 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 DELS'ON 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 0. 360-944-7094 C. 360-281-8353 JOHNno,DELSONENGINEERING.COM Printed.11 FEB 2015.4 09PM Cantilevered Retaining Wall File=E:W14-JOBSVi14-CA-1V�1FE9E-11A14-6--1.EC6 g ENERCALC,INC.1983-2015,Build:6.15.1.19,Ver:6.15.1.19 Lic.#: KW-06002311 Licensee:JOHN DELSON Description: RW-1- 12 FT HT Footing Dimensions&Strengths Footing Design Results Toe Width = 3.50 ft Toe Heel Heel Width = 5.00 Factored Pressure = 1,620 1,300 psf Total Footing Width = 8.50 Mu':Upward = 9,651 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 1,985 17,257 ft-lb Mu: Design = 7,667 17,257 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 32.71 72.66 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 f c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 a@ 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@ 8.75 in,#5 13.75 in,#6@ 19.25 in #7@ 26.25 in,#8@ 34.75 in,#9@ 43 Heel: #4@ 5.75 in,#5@ 8.75 in,#6@ 12.50 in,#7@ 17.00 in,#8@ 22.25 in,#9@ 28. Key: Not req'd,Mu< *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 = 6,000.0 6.42 38,500.0 Surcharge over Heel = 189.6 6.50 1,232.3 Sloped Soil Over Heel = Toe Active Pressure = 0.67 Surcharge Over Heel = 208.3 6.42 1,336.8 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = 1,500.0 3.92 5,875.0 Added Lateral Load = •Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 1.75 Surcharge Over Toe = Stem Weight(s) = 1,358.3 3.86 5,241.3 Earth @ Stem Transitions = 173.4 4.25 737.0 Total = 3,147.1 O.T.M. = 14,048.1 Footing Weight = 1,275.0 4.25 5,418.8 Resisting/Overturning Ratio = 4.07 Key Weight = Vertical Loads used for Soil Pressure= 10,515.0 lbs Vert.Component = Total= 10,515.0 lbs R.M.= 57,108.8 •Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation.