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Plans .-- ji ' t „ .t' --• 11 . - (.9•\ \ 1 ' Q N • k -s" ® zt ckk I li-ct )•_...\ , ..„.,......._-- vi allIkl\G141DrAi . . . i GT ( .... 1 . 1 40,, - 1 r air\ r e G v BOLD , t OX , , ....-- ‘ t N (-: , \ 1 ;' . I , ..----7- ... .., i Conditionally Approved.....,. I .,. See Letter to: Follow................. A. a .... i 1.f • AP A Arr1210111foir c . '.:- r B Is 17:446. D !AP/War:WI . . . . OFFICE COPY t , L t : :,,,.' 4, ..-, - ' " ' ' - • .. . 1 t ` 1 1 . :" ■ ■ r ...... r • - - .... . o '1 :._...._, J. , ■••••• I ,::„...., z ....- , i .... . __E=:.".„ - .- -.-- • , A • 4 (.; , . ,-.; - , • " ' 1 • _ - - CITY OF TIGARD - SITE PLAN REVIEW BUILDING PERMIT NO.: Gtt PLANNING DIVISION A„ sl E ,., , d z 0 Not `�pn "` Required Setb���" "r ,y r Side: - aD Front. . , r, ":1 r� ^prm �d .. Visual CleararG� • - ' �31� Maximum But i• tle; CWS Servic itecei,'ed ENGINEERING EP•ARTIVE I ' Not Approved /b % ZI Approved ❑ N • AP ,roved Actual Slope: — (�- Approved ❑ /o Site Plan: Date: B: Notes: I avaliatiA ,� +Mr1Ma *a*MpaMY �", to CITY OF TIGARD - SITE PLAN REVIEW 0 BUILDING PERMIT NO: C. Ip • 04 G Street Trees: roved ❑ Not Approved .. A pproved ❑ B: o N ot Approved f P/. Date: /0 a3 a Notes: It • —...-g. - i , .. , ...... -- 4 , t 01 -- m\j1S10 r ear t30 IV L .\ ----- , - -- / „.1 ...,,,,,, 1 ■..) , • ,.._, , ‘i 1 1 , 1 -- — ; . 1 1 1 .. y I . .. Y , . . . .. . - I 1 1 1 i 1 t 1 i 1 1 . • , — 8, 0 I I . ■•••-// ‹.-- I ,-. „..... I 1, Ai c . • • , , a-' i „, ; CY :1 . . l • • ,.4 CITY OF TIGARD • � P T�o` AN O REVIEW BUILDING PERMIT NO.: 1• PLANNING DIVISION: ^„ <1 1 S 0 Not Apo�'���r�! Required Setb k Side: _ ._ -- S,:•_ 1 Front. / 17.] Not ;�aE,r� Visual Cleara,,c E��•. 317 V/6 Maximum Bt, .� No CWS Servi�: �tecei e d B : hl ■ =` ENGINEERING EPARTMEN I • Not Approved Actual Slope: .. % .0 Approved ❑ N • Approved (a9-- Approved 0 y B t : Plan :�/ Date: Notes: CITY OF TIGARD - SITE PLAN REVIEW BUILDING PERMIT NO: CilLAP?OOet - C0 - 'X 0 Street Trees: l"J Approved ❑ Not Approved Protected es,: GO Approved ❑ Not Approved B : o,d Pt.. Date: it) 093 a . Notes: RECEIVED SEP 15 2009 CITY OF TIGARD BUILDING DIVISION RETAININCB JNALL ANALYSIS GALGULAT I ONS FOR 12840 SY'I IO7th COURT TIARD, OR c1 SEPTEMBER 1, 2001 BASED ON 2001 0.5.5.G. PROF 6 7 PE 9 01 /NA OREGON t 13 z o ° tiq EL M (Ea IRATION DATE: 12/31/10) BY MIKE PLATZ, F.E. PLATZ S I GN GROUP, LLG PO BOX 565 EAGLE GREEK, OR 11022 (OFFICE): 505 - 502 -6145 (FAX) : 505-210-1515 PAS: 1 OF Z. (MAX.) A B 3 1 -0 2 ' -0 1 -6 4' -0" 2' -II" 2' -5" 5' -0" 3' -10" 3' -4" * RETURN ALL HORI REINFORCING 24" MIN. AT ALL CORNERS AND INTERSECTIONS. 6" X - 1 -- a 1 I • ° BAGKFILL (TO 3" HORIZONTAL BEYOND - \% I DRAIN) SHALL POOR OR WELL GRADED \� /� \� /� � °I SAND OR GRAVEL \\(. I , d 1 2" #4 VERTICAL BARS AT 18" O.G. X ° 4 HORIZONTAL BARS AT 12" O.G I I d I I 4" DRAIN WITH I ° REINFORCING BARS TO MATCH VERTICAL FABRIC WRAP I' BARS IN WALL 4 tt� • ° d POUR JOINT O d ° d • REINFORCING BARS TO MATCH HORIZONTAL ° BARS IN WALL B _ UNDISTURBED GROUND SURFACE 'A' NOTES: CONCRETE: 3000 PSI COMP. STRENGTH @ 23 DAYS, 5" MAX. SLUMP. REINFORCING: ASTM A615, GRADE 60 (MIN. LAP 40 BAR DIAMETERS) ASSUMED SOIL WEIGHT = 110 PGF DESIGN BASED ON EQUIVALENT FLUID PRESSURE OF 30 PCF, AND ALLOWABLE SOIL PRESSURE = 1500 PSF (A RETAINING NALL DETAIL SCALE: NO SCALE z Platt Design Group, LLC. Printed : SEP 9,2009 . PO BOX 563 Eagle Creek,'OR 97022 office: 503- 502 -6743 fax: 503- 210 -7595 Retain Pro 2007, 24 -Jul -2008, (c) 1989 -2008 R Pro Project File Summary # : RP- 1143385 r Filename : 12840 sw 107th ct.rp5 Number of Walls : 3 Directory : \Program Files1RP2007112840 sw 101 - Drive Label : c: Computer Name: MIKESDESKTOP File Size : 13,056 bytes • Wall Details.... Title : 12840 SW 107th Ct 5.50ft high wall retaining 5.00ft of soil Job ID Cantilevered Stem Calc Date : SEP 9,2009 Allow SP= 1,500.0psf , Active Pressure= 30.00psf /ft Retain Ht. : 5.000 ft Passive Press= 250.00psf , Soil Density= 110.0pcf Wall Type : Cantilevered Soil Slope= 0.00:1, Soil Ht over toe = 0.00in Description : CANTILEVERED RETAINING WALL AT Footing: 10.0in thick x 3.83ft wide PROPERTY LINE RETAINING 30 PCF SOIL Title : 12840 SW 107TH CT 4.50ft high wall retaining 4.00ft of soil Job ID Cantilevered Stem Calc Date : SEP 9,2009 Allow SP= 1,500.0psf , Active Pressure= 30.00psf /ft Retain Ht. : 4.000 ft Passive Press= 250.00psf , Soil Density= 110.0pcf Wall Type : Cantilevered Soil Slope= 0.00:1, Soil Ht over toe = 0.00in Description : 4' CANTILEVERED RETAINING WALL AT Footing: 10.0in thick x 2.92ft wide PROPERTY LINE Title : 12840 SW 107TH CT 3.50ft high wall retaining 3.00ft of soil Job ID Cantilevered Stem Calc Date : SEP 9,2009 Allow SP= 1,500.0psf , Active Pressure= 30.00psf /ft Retain Ht. : 3.000 ft Passive Press= 250.00psf , Soil Density= 110.0pcf Wall Type : Cantilevered Soil Slope= 0.00:1, Soil Ht over toe = 0.00in Description : 3' CANTILEVERED RETAINING WALL AT Footing: 10.0in thick x 2.00ft wide PROPERTY LINE 3 Platz Design Group, LLC• Title : 12840 SW 107th Ct Page: - . PO BOX 563 Job # • Dsgnr: mmp Date: SEP 9,2009 Eagle Creek,•OR 97022 Description.... office: 503 - 502 -6743 CANTILEVERED RETAINING WALL AT PROPERTY LINE fax: 503 - 210 -7595 This Wall in File: c:lprogram filestrp2007112840 sw 107th ct Retain Pro 2007 , 24 -Jul -2008, (c) 1989 -2008 www.retainpro.com /support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration # : RP- 1143385 RP2007 -R Criteria I Soil Data I Footing Dimensions & Strengths Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 3.83 Heel Active Pressure = 30.0 psf /ft Total Footing Width = 3.83 ' Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf /ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in Soil Density, Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingilSoil Friction = 0.250 Vertical component of active Soil height to ignore f o t 3, Concrete psi Fy = 60,000 psi p for passive pressure = 0.00 in Footing Concrete Density = 150.00 pcf lateral soil pressure options: Min. As % = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 2.00 in NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 1 Lateral Load Applied to Stem I Adjacent Footing Load 1 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to To = 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 = 0.0 lbs Base Above /Below Soil at Back of Wall __ 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 5.03 OK Wall Material Above "Ht" = Concrete Sliding = 1.50 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 2,725 lbs Rebar Spacing = 18.00 ...resultant ecc. = 5.38 in Rebar Placed at = Edge Design Data - Soil Pressure @ Toe = 1,210 psf OK fb /FB + fa /Fa = 0.405 Soil Pressure © Heel = 212 psf OK Total Force @ Section lbs = 600.0 Allowable = 1,500 psf Moment....Actual ft - #= 1,000.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,452 psf Moment Allowable = 2,471.3 ACI Factored @ Heel = 254 psf Shear Actual psi = 11.8 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi = 82.2 Footing Shear @ Heel = 1.3 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in = 4.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 17.09 Lateral Sliding Force = 510.4 lbs LAP SPLICE IF BELOW in = less 100% Passive Force = - 86.8 lbs HOOK EMBED INTO FTG in = 7.67 less 100% Friction Force = - 681.2 lbs Masonry Data - fm psi = Added Force Req'd = 0.0 lbs OK Fs psi = ....for 1.5 : 1 Stability = 0.0 lbs OK Solid Grouting = ' Load Factors - Building Code IBC 2006 Modular Ration' = Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv. Solid Thick. = Earth, H 1.600 Masonry Block Type = Medium Weight Wind, W 1.600 Masonry Design Method = ASD Seismic, E 1.000 Concrete Data fc psi = 3,000.0 Fy psi = 60,000.0 4- Platz Design Group, LLC Title : 12840 SW 107th Ct Page: ' PO BOX 563 Job # • Dsgnr: mmp Date: SEP 9,2009 Eagle Creek, OR 97022 Description.... office: 503 - 502 -6743 CANTILEVERED RETAINING WALL AT PROPERTY LINE fax: 503-210-7595 This Wall in File: c :\program filestrp2007112840 sw 107th ct Retain Pro 2007 , 24 -Jul -2008, (c) 1989 -2008 www.retainpro.com /support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration # : RP- 1143385 RP2007 -R - _ Footing Design Results Toe Heel Factored Pressure = 1,452 254 psf • Mu' : Upward = 0 0 ft-# Mu' : Downward = 0 0 ft-# Mu: Design = 0 1,000 ft-# Actual 1 -Way Shear = 0.00 1.30 psi Allow 1 -Way Shear = 0.00 82.16 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 510.4 1.94 992.5 Soil Over Heel = 1,833.2 2.17 3,971.5 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = 0.28 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load - * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 412.5 0.25 103.1 Earth @ Stem Transitions= Total = 510.4 O.T.M. = 992.5 Footing Weight = 479.1 1.92 918.2 Resisting /Overturning Ratio = 5.03 Key Weight = Vertical Loads used for Soil Pressure = 2,724.8 lbs Vert. Component = 3.83 Vertical component of active pressure used for soil pressure Total = 2,724.8 lbs R.M.= 4,992.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 6.in Conc w/ #4 @ 18.in o/c • .o...•. -.- roov.- o.- -- - - oo.v.- ... - It 1 3/4" il 5' -0" 5' -6" 1 4 da 2" :,, ,, -j 10" Designer select #0 0.in 3' -10" @ all horiz. reinf. • op @ Heel See Appendix A 3' -10" Co platz Desigra Group, LLC Title : 12840 SW 107TH CT Page: PO BOX 563 Job # : Dsgnr: MMP Date: SEP 9,2009 Eagle Creek, OR 97022 Description.... office: 503 - 502 -6743 4' CANTILEVERED RETAINING WALL AT PROPERTY LINE fax: 503-210-7595 This Wall in File: c:lprogram files1rp2007112840 sw 107th ct Retain Pro 2007 , 24 -Jul -2008, (c) 1989 -2008 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration # : RP- 1143385 RP2007 -R Criteria I Soil Data I Footing Dimensions & Strengths I Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 2,92 Heel Active Pressure = 30.0 psf /ft Total Footing Width = 2.92 • Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf /ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Key Width = 0.00 in Soil Density, Toe 0.00 pcf Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingilSoil Friction = 0.250 Vertical component of active Soil height to ignore fc = 3,000 psi Fy = 60,000 psi lateral soil pressure options: for passive pressure = 0.00 in Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 2.00 in NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 0 L Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to To = 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 = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 4.31 OK Wall Material Above "Ht" = Concrete Sliding = 1.51 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,765 lbs Rebar Spacing = 18.00 ...resultant ecc. = 4.80 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,104 psf OK fb /FB + fa /Fa = 0.207 Soil Pressure @ Heel = 107 psf OK Total Force @ Section lbs = 384.0 Allowable = 1,500 psf Moment....Actual ft- #= 512.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,325 psf Moment Allowable = 2,471.3 ACI Factored @ Heel = 128 psf Shear Actual psi = 7.5 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi = 82.2 Footing Shear @ Heel = 1.5 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in = 4.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 17.09 Lateral Sliding Force = 350.4 lbs LAP SPLICE IF BELOW in = less 100% Passive Force = - 86.8 lbs HOOK EMBED INTO FTG in = 7.67 less 100% Friction Force = - 441.3 lbs Masonry Data fm psi Added Force Req'd = 0.0 lbs OK Fs psi = ....for 1.5 : 1 Stability = 0.0 lbs OK Solid Grouting = . Load Factors Building Code IBC 2006 Modular Ratio 'n' _ Dead Load 1.200 Short Term Factor = Live Load 1.600 Equiv. Solid Thick. = • Earth, H 1.600 Masonry Block Type = Medium Weight Wind, W 1.600 Masonry Design Method = ASD Seismic, E 1.000 Concrete Data - fc psi 3,000.0 Fy psi = 60,000.0 7 Platz Design Group, LLC Title : 12840 SW 107TH CT Page: PO BOX 563 Job # • Dsgnr: MMP Date: SEP 9,2009 Eagle Creel; OR 97022 Description.... office: 503- 502 -6743 4' CANTILEVERED RETAINING WALL AT PROPERTY LINE fax: 503 - 210 -7595 This Wall in File: c:lprogram files1rp2 00 711 2 840 sw 107th ct Retain Pro 2007 , 24 -Jul -2008, (c) 1989 -2008 www.retainpro.com /support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration # : RP- 1143385 RP2007 -R Footing Design Results M Toe Heel Factored Pressure = 1,325 128 psf Mu' : Upward = 0 0 ft-# Mu' : Downward = 0 0 ft-# Mu: Design = 0 512 ft-# Actual 1 -Way Shear = 0.00 1.46 psi Allow 1 -Way Shear = 0.00 82.16 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 350.4 1.61 564.6 Soil Over Heel = 1,063.0 1.71 1,815.7 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = 0.28 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 337.5 0.25 84.4 Earth @ Stem Transitions= Total = 350.4 O.T.M. = 564.6 Footing Weight = 364.5 1.46 531.4 Resisting /Overturning Ratio = 4.31 Key Weight = Vertical Loads used for Soil Pressure = 1,765.0 lbs Vert. Component = 2.92 Vertical component of active pressure used for soil pressure Total = 1,765.0 lbs R.M.= 2,431.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 0 6.in Conc w/ #4 @ 18 in o/c 6" A ............ 4' -6" 1 3/4" 4'_0" 2" V 10" Designer select #0@0 in 2' -11" #0 °� all horiz. reinf. • Pi- @ Heel See Appendix A 2' -11" 9 Platt Design'Group, LW Title : 12840 SW 107TH CT Page: PO BOX 563 Job # : Dsgnr: MMP Date: SEP 9,2009 Eagle Creek; OR 97022 Description.... office: 503 -502 -6743 3' CANTILEVERED RETAINING WALL AT PROPERTY LINE fax: 503 - 210 -7595 This Wall in File: c:lprogram files1rp2007112840 sw 107th ct Retain Pro 2007 , 24 -Jul -2008, (c) 1989 -2008 www.retainpro.com /support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration # : RP- 1143385 RP2007 -R • Criteria I Soil Data I Footing Dimensions & Strengths Retained Height = 3.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 0.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 2.00 . Heel Active Pressure = 30.0 psf /ft Total Footing Width = 2.00 Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf /ft Footing Thickness = 10.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Key Width = 0.00 in Key Depth = 0.00 in Soil Density, Toe 0.00 pcf Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf FootingllSoil Friction = 0.250 Vertical component of active Soil height to ignore fc = 3,000 psi Fy = 60,000 psi lateral soil pressure options: for passive pressure = 0.00 in Footing Concrete Density = 150.00 pcf p p Min. As % = 0.0018 USED for Soil Pressure. Cover @ Top = 2.00 in @ Btm.= 2.00 in NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads ` Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to To = 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 1 Footing Type Line Load Base Above /Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 3.32 OK Wall Material Above "Ht" = Concrete Sliding = 1.54 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,008 lbs Rebar Spacing = 18.00 ...resultant ecc. = 4.23 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,037 psf OK fb /FB + fa /Fa = 0.087 Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 Total Force @ Section Ibs= 216.0 psf Moment.... Actual ft-# 216.0 Soil Pressure Less Than Allowable Moment Allowable = 2,471.3 ACI Factored @ Toe = 1,244 psf ACI Factored @ Heel = 0 psf Shear Actual psi = 4.2 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi = 82.2 Footing Shear @ Heel = 1.7 psi OK Wall Weight = 75.0 Allowable = 82.2 psi Rebar Depth 'd' in = 4.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 17.09 Lateral Sliding Force = 220.4 lbs LAP SPLICE IF BELOW in = less 100% Passive Force = - 86.8 lbs HOOK EMBED INTO FTG in = 7.67 less 100% Friction Force = - 251.9 lbs Masonry Data fm psi = Added Force Req'd = 0.0 lbs OK Fs psi = ....for 1.5 : 1 Stability = 0.0 lbs OK Solid Grouting = • Load Factors -- • Building Code IBC 2006 Modular Ratio 'n' _ Dead Load 1.200 Short Term Factor = • Live Load 1.600 Equiv. Solid Thick. = Earth, H 1.600 Masonry Block Type = Medium Weight Wind, W 1.600 Masonry Design Method = ASD Seismic, E 1.000 Concrete Data fc psi = 3,000.0 Fy psi = 60,000.0 I 0 Platz Design Group, -LLC Title : 12840 SW 107TH CT Page: ''Po BOX 563 Job # : Dsgnr: MMP Date: SEP 9,2009 Eagle Creek, OR 97022 Description.... office: 503 - 502 -6743 3' CANTILEVERED RETAINING WALL AT PROPERTY LINE fax: 503 - 210 -7595 This Wall in File: c:lprogram files1rp2007112840 sw 107th ct Retain Pro 2007 , 24 -Jul -2008, (c) 1989 -2008 www.retainpro.com /support for latest release Cantilevered Retaining Wall Design Code: IBC 2006 Registration # : RP- 1143385 RP2007 -R [Footing Design Results Toe Heel Factored Pressure = 1,244 0 psf Mu' : Upward = 0 0 ft-# • Mu' : Downward = 0 0 ft-# Mu: Design = 0 216 ft-# Actual 1 -Way Shear = 0.00 1.69 psi Allow 1 -Way Shear = 0.00 82,16 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 220.4 1.28 281.6 Soil Over Heel = 495.0 1.25 618.8 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = 0.28 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 262.5 0.25 65.6 Earth @ Stem Transitions= Total = 220.4 O.T.M. = 281.6 Footing Weight = 250.0 1.00 250.0 Resisting /Overturning Ratio = 3.32 Key Weight = Vertical Loads used for Soil Pressure = 1,007.5 lbs Vert. Component = 2.00 Vertical component of active pressure used for soil pressure Total = 1,007.5 lbs R.M.= 934.4 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 1 f • s • • 6.in Conc w/ #4 @ 18.in o/c 6" 3 3' -6" ' -0 „ 1 3/4" 2" Designer select #0@0.in 2 -0 °� all horiz. reinf. ► @ Heel See Appendix A 2' -0" I 2._