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Specifications 5►rz©o� -- 060 w'3 (p DO Sv✓ 11 Av PA RAT I 20085 NW Tanasbourne Drive REVISION Hillsboro, OR 97124 P 503.858.4242 !' 1►JJ- F 503.645.5500 www.paraticompany.com STRUCTURAL CALCULATIONS OFFICE COPY PREPARED FOR CLARK COUNTY DISTRICT #9 FOR WOODSPRING APTS RETAINING WALL TIGARD, OR SPA - INSPECTION RE�, - -R EQ PROJECT NUMBER: P10225 State of Ore • on Structural S • ec►att Code DATE: October 18, 2006 K Concrete and Reinforcing Steel STRUCTURA PROJECT MANAGER: Kweku Graham, P.E., S.E. • ❑ Bolts installed in Concrete Concrete Frame ❑ Special Moment-Resisting steel Tendons Steel E. Prestressing y gu c T uR © Reinforcing _' A EU P Oily of Tit ar d ❑ Structural Welding `' ' `�� v 1 N F fJ �13i'r't PnS lb �� a� ❑ High - Strength Bolting �' „1 441 r By O Structural Masonry Gypsum Concrete OREGON CI Reinforced Gyp .. racrete Fill ` � y 14, 2 �� � . Q� � ❑ Insulating Co 1 KWEO Cti ❑ Spray Applied Fire - Resistive Materials ❑ Pilings, Drilled Piers and Caissons ❑ Shotcrete ❑ Special Grading, Excavation and Filling ❑ Smoke- Control Systems - -- --• Parati Company was retained in a limited capacity for this project. Design is based upon information provided by the Client, who is solely responsible for accuracy of the same. No responsibility and / or liability is assumed by, or is to be assigned to Parati Company for items beyond what is shown within the attached calculations. • Gregory M. Mines, EIT r < Title : Job # P ARATI ( AT Ia1at i C ompany Dsgnr: Date: 2:11 PM, 18 OCT 06 Description 20085 NW Tanasbourne Drive Hillsboro, OR 97124 Scope : 503 - 858 - 4242 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 User: KW-0606320, Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design Page 1 (c)1983 -2003 ENERCALC Engineering Software RETAINING WALL.ECW:Calculations Description 6ft, unrestrained, 1500psf, efp 40 Criteria I Soil Data I Footing Strengths & Dimensions I Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf ft = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 40.0 Toe Width = 1.00 ft Slope Behind Wall = 2.00: 1 Toe Active Pressure = 0.0 Heel Width = 2.25 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 Total Footing Width = 3.25 Soil Density = 120.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.350 Key Width = 8.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 10.00 in for passive pressure = 0.00 in Key Distance from Toe = 1.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary Stem Construction I Top Stem Stem OK Total Bearing Load = 3,530 lbs Design height ft = 0.00 ...resultant ecc. = 2.46 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 1,497 psf OK Thickness = 8.04 # 0 Soil Pressure © Heel = 676 psf OK Rebar Size 1,500 psf Rebar Spacing = 18.00 Allowable = Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,482 psf fb /FB + fa /Fa - 0.670 ACI Factored @ Heel = 669 psf Total Force @ Section lbs = 1,224.0 Footing Shear @ Toe = 3.3 psi OK Moment....Actual ft-#= 2,448.0 Footing Shear @ Heel = 37.2 psi OK Moment Allowable = 3,655.6 Allowable = 85.0 psi Shear Actual psi = 16.3 Wall Overturning Ratios = 2.59 OK Shear Allowable psi = 85.0 Sliding = 1.58 (Vertical Co Bar Develop ABOVE Ht. in = 18.72 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 1,214.2 lbs Wall Weight = 100.0 less 100% Passive Force= - 680.6 lbs Rebar Depth 'd' in = 6.25 less 100% Friction Force= - 1,235.4 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi = ....for 1.5 : 1 Stability = 0.0 lbs OK S psi = Solid Grouting Footing Design Results Special Inspection Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 1,482 669 psf Equiv. Solid Thick. = Mu' : Upward = 699 0 ft-# Masonry Block Type = Mu' : Downward = 147 4,420 ft-# Concrete Data Mu: Design = 552 4,420 ft-# fc psi = 2,500.0 Actual 1 -Way Shear = 3.29 37.17 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = # 4 @ 13.75 in Heel: Key Reinforcing = None Spec'd Key: 1 Gregory M. Mines, EIT Title : Job # PARATI arati Company Di Date: 2:11PM, 18 OCT 06 20085 NW Tanasbourne Drive Description Hillsboro, OR 97124 Scope : 503 - 858 - 4242 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 e 2 Page User KW- 0606320, Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design RETAINING WALL.ECW P alulations (c)1983 -2003 ENERCALC Engineering Software Description 6ft, unrestrained, 1500psf, efp 40 Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,214.2 2.60 3,153.6 Soil Over Heel = 1,140.0 2.46 2,802.5 Toe Active Pressure = Sloped Soil Over Heel = 75.2 2.72 204.7 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 60.0 0.50 30.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 650.0 1.33 866.7 Total = 1,214.2 O.T.M. = 3,153.6 Earth @ Stem Transitions= Resisting /Overturning Ratio = 2.59 Footing Weight = 487.5 1.63 792.2 Vertical Loads used for Soil Pressure = 3,529.7 lbs Key Weight = 83.3 1.33 111.1 Vert. Component = 1,033.7 3.25 3,359.4 Vertical component of active pressure used for soil pressure Total = 3,529.7 lbs R.M.= 8,166.6 • Gregory M. Mines, EIT ‘ Title : Job # PARATI arati Company Dsgnr: Date: 2:11PM, 18 OCT 06 20085 NW Tanasbourne Drive Description : Hillsboro, OR 97124 Scope : ./ 503 858 - 4242 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 User: KW-0606320, Ver 5.8.0, 1- Dec -2003 Cantilevered Retaining Wall Design age (c)1983 -2003 ENERCALC Engineering Software Description 6ft, unrestrained, 1500psf, efp 40 Criteria I Soil Data I Footing Strengths & Dimensions I Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf fc = 2,500 psi Fy = 60,000 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 40.0 Toe Width = 1.00 ft Slope Behind Wall = 2.00:1 Toe Active Pressure = 0.0 _ Heel Width = 4.50 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 Total Footing Width = 5.50 Soil Density = 120.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingilSoil Friction = 0.350 Key Width = 8.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 1.75 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary II Stem Construction ` Top Stem i Stem OK Total Bearing Load = 6,090 lbs Design height ft = 0.00 ...resultant ecc. = 1.75 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 931 psf OK Thickness = 8.04 # 0 Soil Pressure @ Heel = 1,284 psf OK Rebar Size 1,500 psf Rebar Spacing = 18.00 Allowable = Rebar Placed at = Edge Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 1,013 psf fb /FB + fa/Fa = 0.670 ACI Factored @ Heel = 1,398 psf Total Force @ Section lbs = 1,224.0 Footing Shear @ Toe = 2.1 psi OK Moment....Actual ft-#= 2,448.0 Footing Shear @ Heel = 74.4 psi OK Moment Allowable = 3,655.6 Allowable = 85.0 psi Shear Actual psi = 16.3 Wall Stability Ratios Shear Allowable si = 85.0 Overturning = 4.73 OK p Sliding = 1.52 (Vertical Co Bar Develop ABOVE Ht. in = 18.72 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 1,590.1 lbs Wall Weight = 100.0 less 100% Passive Force= - 281.3 lbs Rebar Depth 'd' in = 6.25 less 100% Friction Force= - 2,131.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi = ....for 1.5 : 1 Stability = 0.0 lbs OK S psi = Solid Grouting - Footing Design Results I Special Inspection = Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 1,013 1,398 psf Equiv. Solid Thick. = Mu' : Upward = 518 0 ft-# Masonry Block Type = Mu' : Downward = 147 19,348 ft-# Concrete Data Mu: Design = 371 19,348 ft-# fc psi = 2,500.0 Actual 1 -Way Shear = 2.09 74.39 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 85.00 85.00 psi Other Acceptable Sizes 8 Spacings Toe Reinforcing = None Spec'd Toe: Heel Reinforcing = # 4 @ 13.75 in Heel: Key Reinforcing = None Spec'd Key: Gregory M. Mines, EIT Title : Job # ( atiamin..........,_ A ( ATI arati Company Dsgnr: Date: 2:11 PM, 18 OCT 06 20085 NW Tanasbourne Drive Description : Hillsboro, OR 97124 Scope : 503 - 858 -4242 Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 User: KW-06 Page 2 1 9 3- 23ENE CA 5.8.0, 1-Dec-2003 Cantilevered Retaining Wall Design g (c)1983 -2003 ENERCALC Engineering Software RETAINING WALL ECW:Calculations Description 6ft, unrestrained, 1500psf, efp 40 Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft- # lbs ft ft-# Heel Active Pressure = 1,590.1 2.97 4,726.2 Soil Over Heel = 2,760.0 3.58 9,890.0 Toe Active Pressure = Sloped Soil Over Heel = 440.8 4.22 1,861.3 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 60.0 0.50 30.0 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 650.0 1.33 866.7 Total = 1,590.1 O.T.M. = 4,726.2 Earth @ Stem Transitions= Resisting /Overturning Ratio = 4.73 Footing Weight = 825.0 2.75 2,268.7 Vertical Loads used for Soil Pressure = 6,089.5 lbs Key Weight = 2.08 Vert. Component = 1,353.7 5.50 7,445.3 Vertical component of active pressure used for soil pressure Total = 6,089.5 lbs R.M.= 22,362.0 O ( E' o U 2 0 a 2 CLR. ii c., _1 .E. IF c.) . \ • . <r) cs \ 15(17 ii I .., = II A1 _ iti-ftft. . c ., ,e - jelf foto a, .7( #4 BARS 0 12" 0.C.—' - GRANULAR man. CONT. HORIZ. REINF. .,,.., • 0 0 ./".- ID #4 BARS 0 18" O.C. DRAIN. SET IN 7- g VERT. WALL REINF. 4" DIA. PERF. FDN. ID GRAVEL FILL cc < 0 (2) #4 CONT. #4 BARS 0 18" 0.C. g BARS .,,H Hrx > D \\-,) >`' - =c,, • ., • • . , .rc \ • - #4 BARS 0 18" 0.C. \ \ \ , 3'' 0 0 ..r.' ). ( -1 ;1/ C ' R ' . LR. i .-- 12" 8" 3'-10" ‘c 3 / / / i D 5'-6" / ct 0 0C _., 0 0 e- (-) DESIGN CRITERIA: SOIL BRG. PRESS. = 1500 psf fc = 3000 psi 0 28 days COEF. OF FRICTION = 0.35 -0- PASSIVE PRESSURE = 250 psf fy = 60,000 psi EFP = 40 psf/ft in OPTION 1 . SD SCALE: N.T.S a_ g ,7) o n 1--- WOODSPR1\G Date: 10-18-06 -0 O -09 PAIRATI Li AP TS RIT. WALL By: GM ---D - 0 5 1 O Page of 0 J CY 0 0— _ E t 0 U 0 O U O O a x 2 1 /2" 2 /L , I N d 1 CLR. 1 _ U �lI U 1 iffil J a, %I.., A-` j #4 BARS 0 12 0.C. GRANULAR MATL ° CONT. HORIZ. REINF. 0 U ° o #4 BARS 0 18" 0.C. < VERT. WALL REINF. DRAIN. SET IN o .. 4 DIA. PERF. FDN. GRAVEL FILL 1) #4 CONT. . ., (2) #4 CONT. #4 BARS 0 1$" O.C. BARS CO \ -' r #4 BARS 018" O.C. , - cc J . , w`; N \ • #4 BARS 018 "O.C. \ \ \. , 3,,, `� 3 „ E "' c // \CLR. I / / CLR. ( 3„ 12" 8 " 1 ,_ 7 „ ce / / / 0 3'— 3„ / 0 o 0 DESIGN CRITERIA: o SOIL BRG. PRESS. = 1500 psf f'c = 3000 psi ® 28 days COEF. OF FRICTION = 0.35 PASSIVE PRESSURE = 250 psf fy = 60,000 psi EFP = 40 psf /ft 0 a OPTION 2 - D SCALE: NTS. n E 0 c"5 c 0 a , m 0 U ° J WOODSPRI \G Date: 10 -18 -06 0 U APTS PET. WALL g GM PARATI H y � rt O Page of 3 CC 0 0 3