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Plans Ho 23e 5-44 " 74 4y /£'C' 40 c QG 65 RECEIVED APR -'1 2009 STRUCTURAL CALCULATIONS CITY OFTIGARD BUILDING DIVISION FOR PANDA EXPRESS TENANT IMPROVEMENT TIGARD, OR MARCH 17, 2009 DESIGN & PARAMETERS ROOF LIVE LOAD 25 psf ROOF DEAD LOAD 17 psf WIND 80 Mph EXP B SEISMIC Use Group 1 (2003 IBC) Site Class D SEG = 0.764 SOIL CAPACITY 2000 psf T8512PE OREGON KYLE FYI": 6/ .O/1 TM RIPPEY B JW Date: 3/17/09 Consulting Engineers PANDA EXPRESS Chk: Date: 7650 SW Beveland St., Suite 100 • Tigard, Oregon 97223 TENANT IMPROVEMENT Job #: 6181 .04 Phone: (503) 443 -3900 Sheet: Of: NEL.) wIn O?FJJ 'JG - 1.1E4--) waveo, LFNc — (E) CMSTIa. 5 TrcAP A crL q S 1 aG = T4ZL•T V EJt -Sly .15 5-TfLAP 5TZLr WofZ1c5 1 LilaOL.r IA SIAJG 4 Paa Ar G '.D a As St E.1 .wALL. PEA Pat l� u S CAL( s V / U.� ` 1 315 o v-: 1315 %59 : 0a3pif TA,A Cr�n ` ( aa3 Do +'j 3 JO s•)= 9 3c.e. 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KW -0602562, Ver 580, 1- Dec -2003 General Timber Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software 6181 ecw Calculations s:.:....wws+:r....- -..n. • ..... • 1-......-_., ,....�. ,∎,.s, ..m....,-....r _ ... - .s=: :: - -.."°.. ,. _ ,..�. , ■ Description Storefront beam at new window opening (grid A) General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x12 Center Span 10.50 ft . Lu 4.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,700.0 ksi Full Length Uniform Loads Center DL 469.00 #/ft LL 733.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/fl Summary 1 Beam Design OK Span= 10.50ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.597 : 1 Maximum Moment 16.8 k -ft Maximum Shear * 1.5 7 8 k Allowable 28.1 k -ft Allowable 17.0 k Max. Positive Moment 16.77 k -ft at 5.250 ft Shear. @ Left 6.39 k Max. Negative Moment 0.00 k -ft at 10.500 ft @ Right 6.39 k Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max © Right Support 0.00 k -ft @ Center 0.158 in Max. M allow 28.10 @ Right 0.000 in Reactions... fb 1,636.20 psi fv 127.16 psi Left DL 2.54 k Max 6.39k Fb 2,741.38 psi Fv 276.00 psi Right DL 2.54 k Max 6.39 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.105 in -0.265 in Deflection 0.000 in 0.000 in ...Location 5.250 ft 5.250 ft ...Length /Deft 0.0 0.0 ...Length /Defl 1,194.4 474.98 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.158 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs -- Bending Analysis Ck 20.128 Le 8.237 ft Sxx 123.000 in3 Area 61.500 in2 Cv 1.000 Rb 6.721 CI 0.993 Max Moment Sxx Read Allowable fb @ Center 16.77 k -ft 73.41 in3 2,741.38 psi @ Left Support 0.00 k -ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.82 k 7.82 k Area Required 28.334 in2 28.334 in2 Fv: Allowable 276.00 psi 276.00 psi Bearing @ Supports Max. Left Reaction 6.39 k Bearing Length Req'd 1.918 in Max. 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Title : Panda TI Page: Job # : 6181.04 Dsgnr: JW Date: MAR 10,2009 Des c • 3'-0" retaining wall at new door) This Wall in File: f:lprojects -eng12006 projects16181 tigard t RetainPro Version 6.0 Cantilevered Retaining Wall Design Build . Build Date : 10 -SEP -2001, (c) 1989-2001 g g Criteria. Soil Data 11 Footing Dimensions & Strengths Retained Height = 3.00 ft Allow Soil Bearing = 2,000.0 psf Toe Width = 1.00 ft Wall height above soil = 0.25 ft Equivalent Fluid Pressure Method Heel Width = 0.75 - Heel Active Pressure = 35.0 psf /ft Total Footing Widtt = 1.75 Slope Behind Wal = 2.00: 1 Toe Active Pressure = 30.0 psf/ft Footing Thickness = 12.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf /ft • Soil Density = 110.00 pcf Water height over heel = 0.0 ft Key Width = 0.00 in FootingllSoil Frictior = 0.400 Key Depth = 0.00 in Wind on Stem = 0.0 psf Key Distance from Toe = 0.00 ft P Soil height to ignore for passive pressure = 12.00 in fc = - - 2,500 psi Fy = 6 0,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Design Summary ` Stem Construction I Top Stem • Stem OK Total Bearing Load = 645 lbs Design height ft = 0.00 ...resultant ecc. = 4.81 in Wall Material Above "Ht" = Concrete Soil Pressure @ Toe = 907 psf OK Thickness = 6.00 Soil Pressure @Heel = 0•psf OK Rebar Size = # 4 Allowable = 2,000 Rebar Spacing = 16.00 psf Rebar Placed at ' = Center Soil Pressure Less Than Allowable Design Data • ACI Factored @ Toe = 1,270 psf • fb /FB + fa /Fa = 0.140 ACI Factored @ Heel = 0 psf Footing Shear © Toe = 2.4 psi OK Total Force @ Section lbs,= 261.4 • Footing Shear @ Heel = . 1.5 psi OK Moment....Actual ft-# = 266.7 = P Moment Allowable = 1,905.5 • Allowable = 85:0 psi Wall Stability Ratios Shear Actual psi = 7.3 Overturning = 1.78 OK Shear Allowable psi = 85.0 Sliding = 1.57 OK Lap Splice if Above in = 31.20 Sliding Calcs (Vertical Component NOT Used) Lap Splice if Below in = 8.40 Lateral Sliding Force = 264.0 lbs Wall Weight = 75.0 less 100% Passive Force= - 156.3 lbs Rebar Depth 'd' in = - 3.00 less 100% Friction Force= - 258.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK fm psi = ....for 1.5:1 Stability = 0.0 Ibs OK S psi = Solid Grouting - Footing Design Results . II Special Inspection = • Modular Ratio 'n' Toe Heel Short Term Factor = Factored Pressure = 1,270 0 psf Equiv. Solid Thick. = Mu' : Upward = 0 0 ft-# Masonry Block Type = Medium Weight Mu' : Downward = 0 21 ft-# Concrete Data Mu: Design = 267 21 ft-# fc psi = 2,500.0 • Actual 1 -Way Shear = 2.44 1.49 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: 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 • • • <a /7 . • Title • Panda TI Page: • Job # : 6181.04 Dsgnr: JW Date: MAR 10,2009 Descri tion.... 1 3' -0" retaining wall at new door This Wall in File: f:lprojects- eng12006 projects \6181 tigard t RetainPro Version 6.0 Cantilevered Retaining Wall Design Build Date : 10 -SEP -2001, (c) 1989 -2001 9 9 Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 297.8 1.38 409.4 Soil Over Heel = 82.5 1.63 134.1 Toe Active Pressure = -33.8 0.50 -16.9 Sloped Soil Over Heel = 1.7 1.67 2.9 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 = 55.0 0.50 27.5 Surcharge Over Toe _ Stem Weight(s) 243.8 1.25 304.7 Total = 264.0 O.T.M. = 392 Earth @ S tem Transitions_ Resisting /Overturning Ratio = 1.78 Footing Weight = 262.5 0.88 229.7 Vertical Loads used for Soil Pressure = 645.5 lbs Key Weight = Vert. Component Vertical component of active pressure NOT used for soil pressure Total = 645.5 lbs R.M.= 698.8 7 / 7