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Specifications RECEiv Mq ED CI T y0 2 ?409 BUILDI ION STRUCTURAL CALCULATIONS for L AYTON RETAINING WALL 6770 SW Taylor's Ferry Road Tigard, Oregon 97223 for Dave Layton 6770 SW Taylor's Ferry Road Tigard, Oregon 97223 ?R a e es. o s 8482PE . OREGON � v, - 6. J � I FS E . KIP EXPIRES T 1 CITY OF TIGARD - Prepared By: Jim Knauu !>'�1 Conditionally Approved [ I March, 2008 See Letter to: Follow [ I Attached [ I Permit Number: t 4 9 9 - a7 t4 y Address: t kY RP By: , /A A v Date: G LAYTON RETAINING WALL DESIGN CRITERIA & GENERAL NOTES Code 2007 Oregon State Structural Specialty Code Analysis Method Equivalent Fluid Pressure Allowable Soil Pressure 2000 PSF Design Loading 35 PCF E.F.P. plus 40 PSF Surcharge Concrete Design Strength 3000 PSI Compressive strength at 28 days Reinforcing ASTM 615 Gr. 60 Comply with ACI 318 for preparing, forming, and placing concrete and reinforcing. Verify exact finish grades with owner. :InterMap Page 1 of 2 , E I nt St 0 TTGC ` Navigation: I GIS Home I New Search I Navigator I Help Parcel Report for Taxlot: 1S125DA01601 Site Address: 6770 SW TAYLORS FERRY RD. TIGARD OR, 97223 Active Tool: Zoom In Overview Map Zoom In — ', H —'a { _ I. li_t_. I— .;!.3i j ei: , ; , -.:n:: — Oa • - ;- - 11-5 i 1 I to =Overview Taxlot iew Location SW TAYLORS FERRY RD rn .— .Ovry ______ Zoom Maps: ) - 04 , -, -:_, L . , ,; C > out Zoning -. - ._ - 4..,�:li I ( � 1 .. . 7.n a Pan & Contour_Lines ir..; ..4 32 tif) Q e S Recenter 2006 Air Photo � ,a Igo USGS Quads < co / - 9 ::.2 1:0 U) =i- 3ti 54► Select y y ?. '33 New _l_____ _r View Legend __r; _ Taxlot 0 . ` ' I ts2ft ` 5 _ I I I I , Zoom To Selected Taxlot Additional Information for Taxiot 1S125DA01601 Sub Reports: Parcel Summary Districts Overlay Informatio; Assessment & Taxation_Information Scanned Tax Maps Permits & Projects © 2000 - 2008 Washington County. All rights reserved. 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I % g F .,....,,,,,, i . ... : N , fA • I .. •\) /D ) i .....- • ,-:-.'• , -.- 7 ;„ 1 ' ' - - , _ . ..-- . . I 1 1 '?'" ' • 1 C- , -, 7 7 -,--- -1- ..-- ,,,..--_, I ..,..:, c_.•. Ls i I 0 Ikil - l', F6-7207/ N6 --7 .t -- 255'77 . • . • : Job # VLMK Consulting Engineers TRIe Ttle Date: • • 3933 SW Kelly Avenue Description : Portland, Oregon 97201 Scope 503222.4453 / 503.248.9263 fax Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Page 1 Rev 580014 Cantilevered Retaining Wait Design User KW -0602728, Ver 5 8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Layton Retaining Wall Soil Data I Footing Strengths & Dimensions r C riteria 11 : >e_,_:�; . , : .t..... Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy 60,000 ps Equivalent Fluid Pressure Method Retained Height ' .00 ` Min. As % = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf /ft Toe Width = 0.33 ft Slope Behind Wall = 30.00: 1 Toe Active Pressure = 0.0 psf /ft Heel Width = 1.67 0.50 in Passive Pressure 250.0 psf /ft Total Footing Width 2.00 Height of Soil over Toe = Soil Density = 110.00 pcf Water height over heel = 0.0 ft = Footing Thickness = 12.00 in FootingllSoil Friction 0.350 Key Width = - 12.00 in 0.0 Soil height to ignore Key Depth = 0.00 in Wind on Stem psf So for ssive pressure = 0.00 in = 1.00 ft pa Key Distance from Toe Cover @ Top = 3.00 in @ Btm.= 3.00 in I S urcharge Loads Surcharge Over Heel = 40.0 psf Surcharge Over Toe = 0.0 psf { _ L g y `^ }; w„ Used To Resist Sliding & Overturning Used for Sliding & Overturning I Design Summa I Stem Construction , Top Stem il Load Design height Total Bearing Load = - �• 1,185 lbs ht ft = 0.00 9 9 ...resultant ecc. = 2.46 in Wall Material Above "Hr = Concrete Thickness = 8.00 Soil Pressure @@ Toe = 957 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 228 psf OK Rebar Spacing = 16.00 Allowable = 2,000 f at = Edge Soil Pressure Less Than Allowable Desig Data ACI Factored @ Toe = 1,145 psf fb /FB + fa/Fa = 0.089 ACI Factored @ Heel = 273 psf Total Force @ Section lbs = 332. Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-# = 365.1 Footing Shear @ Heel = 10.2 psi OK Moment Allowable = 4,119.2 Allowable = 93.1 psi Shear Actual psi = 4.4 Wall Stability Ratios Shear Allowable psi = 93.1 Overturning = 2.94 OK Sliding = 1.64 (Vertical Co Bar Develop ABOVE Ht. in = 17.09 Bar Lap/Hook BELOW Ht. in = 6.00 Sliding Cates (Vertical Component Used) Wall Weight = 96.7 135.6 lbs Rebar Depth 'd' Lateral Sliding Force = 336.0 lbs in = 6.25 Tess 100% Passive Force = - Masonry Data less 100% Friction Force = - 414.9 lbs fm psi = Added Force Req'd = 0.0 lbs OK F psi = ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Special Inspection = Footin • Desi • n Results Modular Ration' - `" Toe = Heel Short Term Factor Factored Pressure = 1,145 273 psf Equiv. Solid Thick. Normal Weight Mu' : Upward = 60 0 ft-# Masonry Block Type = Mu' :Downward = 12 662 ft4 Concrete Data Mu: : p psi = 3,000.0 Design = 48 662 ft-# F psi = 60,000.0 Actual 1-Way Shear = 0.00 10.18 psi y Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 0.00 in Toe: Not req'd, Mu < S' Fr Spec'd Heel: Not req'd, Mu < S' Fr Heel Reinforcing None f Ke Not req'd, Mu < S ` Fr Key Reinforcing = None Spec'd Y� • • Title Job # VLMK Consulting Engineers Title : Date: • 3933 SW Kelly Avenue Description : Portland, Oregon 97201 Scope 503.222.4453 / 503.248.9263 fax Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Page 2 1 L Rv 5 can tilevered Retaining all Design Use e KW- 0602728, 0,4 Ver5.8.0, 1- Dec -2003 Cantilevered (c)1983 -2003 ENERCALC Engineering Software Description Layton Retaining Wall 1 Summa g_ � of Overturning & Resisting Forces & Moments == STING .....OVERTURNING Force RESISTING Moment Force Distance Moment lbs ft ft -# Item lbs ft ft = 331.1 1.50 496.1 Heel Active Pressure = 336.0 1A5 486.3 Soil Over Heel 1 331.1 1 50 3 . 1 .8 Toe Active Pressure = Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load _ 40.1 1.50 60.1 Adjacent Footing Load = 0 Added Lateral Load = Axial Dead Load on Stem Soil Over Toe 1.5 0.17 0.2 Load @ Stem Above Soil = Surcharge Over Toe = SeismicLoad = Stem Weight(s) = 338.3 0.66 224.4 Total = 336.0 O.T.M. = 486.3 Earth @ Stem Transitions = 2 Footing Weight = 300.0 1.00 300.0 Resisting/Overturning Ratio = Key Weight = 1.50 Vertical Loads used for Sal Pressure = 1,185.3 lbs Vert. Component = 172.4 2.00 344.8 Vertical component of active pressure used for soil pressure Total = 1,185.3 lbs R.M.= 1,428.8 • • Job # : VLIAK Consulting Engineers Title Tdle Date: 3933 SW Kelly Avenue Description : Portland, Oregon 97201 Scope 503.222.4453 / 503.248.9263 fax Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev 580014 ,q� Page 1 User KW -0802728, Ver5,80, 1-Dec-2003 Cantilevered Retaining Wail DesigF (c)1983 -2003 EJERCALC Engineering Software Description Layton Retaining Wall Criteria I Soil Data Footing Strengths & fc F 0 y s 000 psi Dimensions 7. 0 0 Allow Sal Bearing = 2,000.0 psf 41 _ 3,000 psi Retained Hei gh Equivalent Fluid Pressure Method Min. As % = 0.0014 Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Toe Width = 0.33 ft Slope Behind Wall = 30.0 : 1 Toe Active Pressure = 0.0 psf/ft Heel Width = 2.33 Height of Soil over Toe = 0.50 in Passive Pressure = 250.0 psf /ft Total Footing Width = 2.66 Pc Soil Density = 110.00 f Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingiiSoil Friction = 0.350 Key Width = 12.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 6.00 in for passive pressure = 0.00 in Key Distance from Toe = 1.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Loads T. Surcharge Over Heel = 40.0 psf Surcharge Over Toe = 0.0 psf Jam , , z _ - .� Used To Resist Sliding & Overturning Used for Sliding & Overturning I „� _ I Stem Construction pi Top Stern Design Summary 11 _.. _,� Stemol< Total Bearing - Load µ = 2,382 lbs Design height ft = 0.00 ...resultant ecc. = 4.34 in Wall Material Above "lit" = Concrete Thickness = 8.00 Soil Pressure @ Toe = 1,627 psf OK Rebar Size = # 4 Soil Pressure @ Heel = 164 psf OK Rebar Spacing = 16.00 Allowable = 2,000 psf Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,9 psf fb /FB + fa/Fa = 0.367 ACI Factored @ Heel = 193 psf Total Force @ Section lbs = 851.9 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-# = 1,510.0 Footing Shear @ Heel = 23.6 psi OK Moment Allowable = 4,119.2 Allowable = 93.1 psi Shear Actual psi = 11.4 Wall Stability Ratios Shear Allowable psi = 93.1 Overturning = 2.51 OK Sliding = 1 (Vertical Co Bar Develop ABOVE Ht. in = 17.09 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Wall Weight 96.7 Latral Sling Force = Passive Force = - 297.1 lbs Rebar Depth 'd' in = 6.25 les 1% Masonry Data less 100% Friction Force = 833.8 lbs fm psi = Added Force Req'd = 0.0 lbs OK Fs P = ....for 1.5 : 1 Stability = 0.0 lbs OK Solid Grouting = l Special Inspection Footi Desi Results = M odular Ration' Toe Heel Short Term Factor = Factored Pressure = 1,906 193 psf Equiv. Solid Thick. = Mu' : Upward = 100 0 ft- # Masonry Block Type = Normal Weight Mu' : Downward = 12 2,540 ft-# Concrete Data 8 2 ,540 ft-ft fc psi = 3,000.0 Mu: Design = F psi = 60,000.0 Actual 1 -Way Shear = 0.00 23.64 psi y Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 0.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: #4@ 17.00 in, #5@ 26.25 in, #6@ 37.00 in, #7@ 48.25 in, #8© 48.25 in, #9@ 4 Key Reinforcing = None Spec'd Key: Not req'd, Mu < S * Fr VLIVIK Consulting Engineers Title : Job #. Dsgnr. Date: 3933 SW Kelly Avenue Description : Portland, Oregon 97201 503.222.4453 / 503.248.9263 fax Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev 580014 pf Wall F, Page 2 II User KVV-0602728, Ver5.8O. 1- Dec -2003 Cantilevered Retaining € ��call ries wr (c)1983 -2003 ENERCALC Engineering Software Description Layton Retaining Wall Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft Heel Active Pressure = 718.8 2.13 1,528.6 Soil Over Heel = 914.8 1.83 1,672.6 Toe Active Pressure = Sloped Soil Over Heel = 5.1 2.11 10.7 Surcharge Over Toe = Surcharge Over Heel = 66.5 1.83 121.6 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 1.5 0.17 0.2 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 531.7 0.66 352.7 Total = 718.8 O.T.M. = 1,528.6 Earth © Stem Transitions = Resisting/Overturning Ratio = 2.51 Footing Weight = 399.0 1.33 530.7 Key Weight = 75.0 1.50 112.5 Vertical Loads used for Soil Pressure = 2,382.2 lbs Vert. Component = 388.6 2.66 1,033.8 Vertical component of active pressure used for soil pressure Total = 2,382.2 lbs R.M. = 3,834.8