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( ): Approved - d/ / 0 . t ... 4 — , It" Z ..-• T . 40 nig thew rk as described in / - I 5 i 1, 1--Tc.....7 - 3 ' III r 4- i - - - -PERMT NO. 7 ...- t • See Letter to: Follow • ( ):t 111 , ri ..-..... ..... ... ...—.-, , I .....___0 ..) I Attach ( ) . . .• , cr 63 . r- I '—'„ Job Add _ ress: ..... 1 - -0 c-‘" r 7- • .d, • . 1 6 - r „ Date . d ... ... le " .. GI ' . r a■w• , • . .... - . . . ., eo. 0 . / 0 i , 4 --. S. ....c r, SI . .... . _ ,„ OCT. 31. 200" 9: 15A NO 301 P.2/4 . . I 4 , •', IQ • : ,t• :, , ,,, ,, ,,,•:,„:::: ., ,,,, , , •■•• , ;" , ' 0; ,, , 1 , ,, •: t t h , Pt' 7V: '/,';,.• • . ' ..1,j,., 40,". 1 . N,...5 , 4•... "!1'4,4y.,,,,, ." ,. ",, 'it, '.ti:;,4 ' V„,'',' ,Vlizi',4tetft t il , "."';'',1:: , ''. - 0:1•14 1 . ' , .; ; , ',', ' ". ,',., ..' ,,,',';' .' ; ',i , ' • ',, 1 .1 ',.', ...t . i t , . I . , ,, „ .,...•.; ',•:.. 4 , 4..,..-.^:. ,_'. ,,,,, .5 r r,.'t '',. 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Notes: • • • PWU Engineering Inc. 6933 NE Willowgrove St., Hillsboro, OR 97124 Fax/ph: 503 648 -7573 Email: wudowling ©netzero.net Retaining Wall Calcs Only Job # 5280 c Date: 10/12/05 RECEIVED Project:Ahumada Site Retaining Wall OCT 18 2005 CITY OF TIGARD BUILDING DIVISION ��� u(S> ." - 4 kp //--' lir \Arr. y22,,9� % NI LI P `I' Expires. b The following calculations are for a site retaining wall only. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. PWU Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. PWU 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 or use, revenue or profit, or for any other incidental or consequential damage. • A - � (2) # 4 CONT. MIN @ T.O.W. Ep P R Opp_ <� ssi \ ' O I I— �� • .. • ; I 1 =1 11=1 1 1—i , , p '.... III — III — III — III —I I 1 411 I� r 4 S- 11 =III =III =III =1 I I= • . V, ;t. 60.7\ *• ' - I— III — III — III —III .°4 )' 22 , .\ ''C5 • Mel om !; •, (_ "T" BARS pN1LIP `4\ ' ►=1 =1 ift I = r • % %-. � � III Expires :fp 0 . 6 • .-' %iI.1l %ii = "H" BARS • 1 -1/2" OLD.: 12" WIDE (MIN) DRAIN ROCK UP TO _ *•:''. !s; ..� Y . . 12" FROM T.O.W. DRAIN PIPE AT BOTTOM "V" BAR DOWELS 1 _ ° ' I % ► � 1 ' F�� BARS = z .. ; - i I ,41P � � = J = J I � I. ��X" BARS 0 -1 J ..:• 1 :- ►=.=.- . ►I � iP CLR TYP. ' .' i` ► iii+ COMPACTED GRAVEL #4 CONT. TYP B I C W Cantilevered Retaining Wall Schedule Generic Retaining Wall For Unrestrained Toe H(Ft) W A B C D "V "Bars "H "Bars "F "Bars "X "Bars "T'Bars Lap length L Cows! Height CH 5'-0" 4' -2" 6" l'-O" 2' -8" 10" #4 01 s° oc #4 a 1 a° oc #4 0 19" oc #4 0 15° oC 6' -0" 4'-11" 6" 1 3' -5" 10" #4 0214" oc #4 @ 1 a" oc #4 ai 1 g' oc #4 <(A 15 oc Notes: L — - — — - 1. Design Values as shown below. Designed vid50psf vehide surcharge load. 2. Allowable soil bearing = 1,500 psf, Passive = 250psf/R, ignore top 12", fiction = .35 3. Footing and Wall F'c = 2,500psf at 28 days, Fy = 60ksi i 4. Geotech to verify by site observation and sign off on retaining wall design assumptions prior to concrete pour as per soils report and, or jurisdictional requirements. Geotech site visit reports to be copied to PWU Engineering. 5. If no "T' bars are shown and no dimension Is shown in the table above for Dowel Heigtd DH, extend the 'V" bar dowel from the footing to the top of the wall. ( CANTILEVERED RETAINING WALL 7 �--2 SCALE: N.T.S. • • To specify your own Title : Ahumada site wall Page: . special title block here, Job # • Dsgnr: Philip Wt Date: OCT 13,2005 use the "Settings" screen Description..,. and enter your title block Renaissance Pointe 2 information. This Wall in File: A:15FOOT.RP5 Retain Pro 2005 , 7 -April -2005, (c) 1989 -2005 www.retainpro.com /support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration # : RP- 1143665 2005001 Criteria 1 Soil Data I Footing Dimensions & Strengths I Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 3.17 Heel Active Pressure - 35.0 psf /ft Total Footing Width = 4.17 Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 35.0 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 = 110.00 pcf Key Width 0.00 in FootingSoil Friction = 0.350 Key Depth = 0.00 in Key Distance from Toe 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore fc = 2,500 psi Fy = 60,000 psi for passive pressure = 0.00 in p y p Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads 1 Lateral Load Applied to Stern 1 [Adjacent Footing Load 1 Surcharge Over Heel = 50.0 psf Lateral Load = 0.0 #/ft 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 NOT Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1 Footing Type Line Load Wall -_ Axial Dead Load = 0.0 lbs Base Above/Below Soil at Back of Wall 0.0 ft Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.000 *Design Summary 1 I Stem Construction 1 Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 3.50 0.00 Overturning = 4.28 OK Wall Material Above "Ht" = Concrete Concrete Sliding = 1.51 OK Thickness = 6.00 6.00 Rebar Size = # 4 # 4 Total Bearing Load = 2,498 lbs Rebar Spacing = 18.00 18.00 ...resultant ecc. = 2.58 in Rebar Placed at = Edge Edge Soil Pressure @ Toe = 784 psf OK Design Data fblFB + fa /Fa = 0.024 0.605 Soil Pressure @ Heel = 414 psf OK Total Force @ Section lbs = 101.2 827.3 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft #= 60.1 1,484.8 ACI Factored @Toe = 941 psf Moment Allowable ft- #= 2,455.6 2,455.6 ACI Factored @ Heel = 497 psf Shear Actual psi = 2.0 16.2 Footing Shear @ Toe = 4.5 psi OK Shear Allowable psi = 75.0 75.0 Footing Shear @ Heel = 7.4 psi OK Wall Weight psf = 75.0 75.0 Allowable = 75.0 psi Rebar Depth 'd' in = 4.25 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 18.72 18.72 LAP SPLICE IF BELOW in = 18.72 Lateral Sliding Force = 676.1 lbs HOOK EMBED INTO FTGin= 6.00 less 100% Passive Force = - 86.8 lbs less 100% Friction Force = - 932.5 lbs Masonry Data f m psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5 : 1 Stability = 0.0 lbs OK Solid Grouting = Load Factors Special Inspection = Building Code IBC 2003 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 1.300 Concrete Data fc psi= 2,500.0 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 60,000.0 To specify your own Title : Ahumada site wall Page: special title block here, Job # • Dsgnr: Philip Wt Date: OCT 13,2005 use the "Settings" screen Description.... and enter your title block Renaissance Pointe 2 information. This Wall in File: A: \5FOOT.RP5 Retain Pro 2005 , 7 -April -2005. (c) 1989 -2005 www.retainpro.com /support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration # : RP- 1143665 2005001 Footing Design Results 1 Toe Heel Factored Pressure = 941 497 psf Mu' : Upward = 453 2,108 ft-# Mu' : Downward = 75 3,172 ft-# Mu: Design = 378 1,064ft -# Actual 1 -Way Shear = 4.51 7.45 psi Allow 1 -Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 18.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 5 @ 13.75 in Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined i Summary of Overturning & Resisting Forces & Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft Heel Active Pressure = 688.3 2.08 1,428.6 Soil Over Heel = 1,468.5 2.84 4,163.2 Toe Active Pressure = -12.2 0.28 -3.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 133.5 2.84 378.5 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 375.0 1.25 468.8 Earth @ Stem Transitions Total = 676.1 O.T.M. = 1,425.2 Footing Weight = 521.3 2.09 1,086.8 Resisting /Overturning Ratio = 4.28 Key Weight = Vertical Loads used for Soil Pressure = 2,498.3 lbs Vert. Component = Total = 2,498.3 lbs R.M.= 6,097.2 Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: 4 • 6.in Conc w/ #4 © 18.in o/c 1 3/4" 5' -0" 5' -0" 2" • a; 10" #4 @18.in ©Toe Designer select 13.75in 3' -2" #5 @ all horiz. reinf. • @ Heel See Appendix A 4' -2" • 50.psf • Pp= 86.806# 688.29# 413.87psf 784.33psf • To specify your own Title : Ahumada site wall Page: • _ special title' block here, Job # • Dsgnr: Philip Wt Date: OCT 13,2005 use the "Settings" screen Description.... and enter your title block Renaissance Pointe 2 information. This Wall in File: A: \5FOOT.RP5 Retain Pro 2005 , 7 -April -2005, (c) 1989 -2005 www.retainpro.com /support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration # : RP- 1143665 2005001 Criteria A Soil Data 1 Footing Dimensions & Strengths I Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Toe Width = 1.00 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width = 3.92 Heel Active Pressure = 35.0 psf /ft Total Footing Width = 4.92 Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 35.0 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 = 110.00 pcf Key Width 0.00 in Key Depth = 0.00 in Footingl[Soil Friction = 0.350 Key Distance from Toe = 0.00 ft Wind on Stem = 0.0 psf Soil height to ignore psi fc = 2,500 Fy = 60,000 psi for passive pressure = 0.00 in p y Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads 1 Lateral Load Applied to Stem 1 [Adjacent Footing Load 1 Surcharge Over Heel = 50.0 psf Lateral Load = 0.0 #/ft 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 NOT 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 = 0.000 Axial Load Eccentricity = 0.0 in *Design Summary 1 [ Stem Construction - 1 Top Stem 2nd Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 3.50 0.00 Overturning = 4.43 OK Wall Material Above "Ht" = Concrete Concrete Sliding = 1.52 OK Thickness = 6.00 6.00 Rebar Size = # 4 # 4 Total Bearing Load = 3,493 lbs Rebar Spacing = 18.00 14.00 ...resultant ecc. = 3.27 in Rebar Placed at = Edge Edge Design Data Soil Pressure © Toe = 946 psf OK fb /FB + fa /Fa = 0.092 0.792 Soil Pressure @ Heel = 474 psf OK Total Force @ Section lbs = 238.6 1,160.7 Allowable = 1,500 psf Moment....Actual ft-#= 225.4 2,474.2 Soil Pressure Less Than Allowable ACI Factored @Toe = 1,135 psf Moment Allowable ft - #= 2,455.6 3,122.5 ACI Factored @ Heel = 569 psf Shear Actual psi = 4.7 22.8 Footing Shear @ Toe = 5.6 psi OK Shear Allowable psi = 75.0 75.0 Footing Shear @ Heel = 9.7 psi OK Wall Weight psf= 75.0 75.0 Allowable = 75.0 psi Rebar Depth 'd' in = 4.25 4.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in = 18.72 18.72 Lateral Sliding Force = 913.7 lbs LAP SPLICE IF BELOW in= 18.72 less 100% Passive Force = - 86.8 lbs HOOK EMBED INTO FTG in = 6.58 less 100% Friction Force = - 1,302.3 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 Special Inspection = Building Code IBC 2003 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 1.300 Concrete Data fc psi = 2,500.0 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 60,000.0 • To specify ydur own Title : Ahumada site wall Page: • special title block here, Job # • Dsgnr: Philip WA Date: OCT 13,2005 use the "Settings" screen Description.... and enter your title block Renaissance Pointe 2 Information. This Wall in File: A :\5FOOT.RP5 Retain Pro 2005 , 7 -April -2005, (c) 1989 -2005 www.retainpro.com /support for latest release Cantilevered Retaining Wall Design Code: IBC 2003 Registration # : RP- 1143665 2005001 �oting Design Results Toe Heel Factored Pressure = 1,135 569 psf Mu' : Upward = 548 4,093 ft-# Mu' : Downward = 75 5,977 ft-# Mu: Design = 473 1,883 ft-# Actual 1 -Way Shear = 5.64 9.74 psi Allow 1 -Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 18.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 5 @ 13.75 in Heel: #4© 15.00 in, #5@ 23.00 in, #6@ 32.75 in, #7@ 44.50 in, #8@ 48.25 in, #9@ 4 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 = 925.9 2.41 2,232.7 Soil Over Heel = 2,257.2 3.21 7,245.6 Toe Active Pressure = -12.2 0.28 -3.4 Sloped Soil Over Heei = Surcharge Over Toe = Surcharge Over Heel = 171.0 3.21 548.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 450.0 1.25 562.5 Earth @ Stem Transitions = Total = 913.7 O.T.M. = 2,229.3 Footing Weigh' = 615.0 2.46 1,512.9 Resisting /Overturning Ratio = 4.43 Key Weight = Vertical Loads used for Soil Pressure = 3,493.2 lbs Vert Component = Total = 3,493.2 lbs R.M.= 9,869.9 Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: • d . 6.in Conc w/ #4 @ 18.in o/c w 7-6 6.in Conc w/ #4 @ 14.in o/c -* I '*- 1 3/4" V 1 6' -0" 6 -0" • 3'-6" AI. 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