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Plans iC ®li Engineering Inc PO Box 23784 Tigard, Oregon 97281 e Phone: (503) 620 -2086 • Fax: (503) 684 -3636 STRUCTURAL CALCULATIONS & DRAWINGS NGS PROJECT ANALYSIS OF AN EXISTING SUPER BLOCK RETAINING WALL 7190 SW SHADY LANE TIGARD, OREGON 97223 CLIENT JAN GASPAR & TOM JOHNSON 7190 SW SHADY LANE TIGARD, OREGON 97223 ic P ROF Fss \ C ��G INE /�� 16507PE r LIABILITY The City of Tigard and its Approved plans 9R - N. KEG employees shall not be r"hr�4 be on j S it s , responsible for discrepancies I EXPIRES : 6 / 30 / 09 I which may appear herein. This permit does not authorize the violation of any CITY OF TIGARD rights of holders of private easements. The ap- plicant is urged to contact any such parties and Approved 1 60: Conditional) provgd secure thier approval before commencing work. For only the. k lrs described PERMIT NO. P - See Letter to: Follow • ( ): Attach.... _ 4 JOB NO.: 08 -0306 Job Ad ss: - � ate: � ` �� By: -- — PREPARED BY: ENK CHECKED BY: JA DATE: 3 -25 -08 OFFICE COP' i. AGE 1 OF • N icoIi Proj � � Page: Client: ect: �.� EJ g ENGINEERING, INC. Job No.: C:)* • t7 Date: * SiDS ti D b‘.l 4/4 g (-1 ` 7 C C/Za Cifrel) 1 UI4Lt. &"1 otS Oc7 17 � K A(i /i9 Pt C-, - r(7 C7L1 G�ALG i ►n�� TI C S WA LA- )'WW TNT Gk/t 714.5 AZT, 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620-2086 • Fax: (503) 684 -3636 I. Project: %1 Pt � t5Lt. - '� pS �► Page: • % NNicoll Client: G? '� ..- t By: ENGINEERING, INC. Job No.: (.7) 1 57 • e:2 9 4, Date: 3/ 7.S /9g .t.N t-1-4p.-( cAki.E I expir F (7157 x 1.3 do c ....,/ — I „.z:licl :,:,',, „ , ..> 47 .. , . . . 9'` (or RI 6 , 04 . i PAR 1 5 1 --c 74 krLL- ri ?\■A NI 1 V tiCAL6 9025 SW Center Street - PO Box 23784 Tigard, Oregon 97281 • Phone: (503) 620-2086 • Fax: (503) 684 -3636 GAS PAR - JOHNSON Title : Job # SUPER BLOCK RETAINING WALL Dsgnr: Date: - 4:48PM, 24 MAR 08 10 Description : 6' HIGH Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 User: K -20036 70, Ver5.8.0, l eering 03 Software ( Cantilevered Retaining Wall Design Page 1 c)1983 -2003 ENERCALC Engineering g g Description Criteria 0 Soil Data J Fo oting ll Strengths 8 Dimensions Retained Height = 5.75 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 0.25 ft Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 28.0 psf /ft Toe Width = 0.00 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 0.0 psf /ft = Heel Width 2.00 Height of Soil over Toe = 12.00 in Passive Pressure = 150.0 psf /ft Total Footing Width = 2.00 Soil Density = 130.00 pcf Water height over heel = 0.0 ft Footing Thickness = 3.00 in FootingliSoil Friction = 0.300 Wind on Stem = 0.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover © Top = 3.00 in © Btm.= 3.00 in Design Summary 0 Stem Construction Top Stem Bar Lap /Emb Total Bearing Load = 2,241 lbs Design height ft= 0.00 ...resultant ecc. = 3.12 in Wall Material Above "I-It" = Concrete Soil Pressure @ Toe = 1,993 psf OK Thickness = 24.00 Rebar Size = # 3 Soil Pressure @ Heel = 248 psf OK Rebar Spacing = 16.00 Allowable = 2,000 psf Soil Pressure Less Than Allowable Rebar Placed at = Edge ACI Factored @ Toe = 2,260 psf Design Data fb /FB + fa /Fa = - 0.183 ACI Factored @ Heel = 281 psf Total Force © Section lbs = 786.9 Footing Shear @ Toe = 0.0 psi OK Moment Actual ft-# = 1,508.2 Footing Shear @ Heel = 0.0 psi OK Moment Allowable = 8,253.4 Allowable = 93.1 psi Shear Actual psi = 2.9 Wall Stability Ratios Overturning = 2.65 OK p Shear Allowable si = 93.1 Sliding = 1.57 (Vertical Co Bar Develop ABOVE Ht. in = 12.82 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 504.0 lbs Wall Weight = 290.0 less 100% Passive Force= - 117.2 lbs Rebar Depth 'd' in = 22.31 less 100% Friction Force= - 672.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi = Fs psi = ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footin Desi Results Special Inspection = Modular Ratio 'n' = Toe Heel Short Term Factor = Factored Pressure = 2,260 281 psf Equiv. Solid Thick. = Mu' : Upward = 0 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 0 0 ft-# Concrete Data Mu: Design = 0 0 ft-# fc psi = 3,000.0 Actual 1 -Way Shear = 0.00 0.00 psi Fy psi = 60,000.0 Allow 1 -Way Shear = 0.00 0.00 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 GASPAR - JOHNSON Title : Job # SUPER BLOCK RETAINING WALL Dsgnr: Date: 4:48PM, 24 MAR 08 Description • 6' HIGH Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580014 (c)193-20,Ver5.8.0, g Dec -2003 Cantilevered Retaining Wall Design Page 2 (c)1983 -2003 003 EN ENERCALC Engineering Software g C1 Description Summa of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# • lbs ft ft-# Heel Active Pressure = 504.0 2.00 1,008.0 Soil Over Heel = 2.00 Toe Active Pressure = Sloped Soil Over Heel = 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 = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 1,740.0 1.00 1,740.0 Total = 504.0 O.T.M. = 1,008.0 'Earth @:Stem Transitions= Resisting /Overturning Ratio = 2.65 Footing:Weight = 75.0 1.00 75.0 t, Vertical Loads used for Soil Pressure = 2,241.0 lbs Key Weight = • Vert. Component = 426.0 2.00 852.1 Vertical component of active pressure used for soil pressure Total = 2,241.0 lbs R.M.= 2,667.1 • • • • • • • •