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Plans (129) r RECEIVED NOV 2 0 2017 Note: • , CITY OF TIGARD 1 - Use 2500 psi 28 day strength concrete 44 e 2 Use Grade 60 rebar 1* "" BUILDING DIVISION 3 - Backfill Toe on wall exterior prior to interior r 0 4- Allow Minimum 21 Day Curing Time Prior to : > Backfill T2D(� •-- "a' •56 . Concrete Wall See Table Tfor Thickness City' of Tigard . and Reinforcement • OA ..v-.. Plans '0 ''s rI2J7 A ' 2 Minimum 12" Free B 'AP • Date t� —,tai l0 L ` L1- ; w Concrete Wall REVISI2.5"Clear `.,,. See Table Tfor Thickness ft r 3 ' and Reinforcement r R M= OFFICE A 1'FICE Co 1tyT g�f ..> .: 4" dia perforated �, ` . v N drain pipe Concrete Footing Fe' i. ` R ' . * "U VALIDITY OF PERMIT #4 longitudinal as "' THE ISSUANCE OFA PERMIT #4shto n `E• ,`— BASED ON CONSTRUCTION • DOCUMENTS AND OTHER • DATA SHALL NOT PREVENT B , A� THE CODE OFFICIAL FROM REQUIRING THE CORRECTION A+B / OF ERRORS.OSSC 105.4 Wall Wall Wall Reinforcement Footing Keyway* Height(H) Thidmess(T) Lower 1/3 Upper 2/3 Horizontal A B C Rebar E F Rebar 8' 8" #5@12"oc #5@16"oc #5@16"oc 2.50' 1.50' 12" #5@12" 8" 18" #4@16" 6' 8" #5@16"oc #5@16"oc #5@16"oc 2.00' 1.00' 14" #5@16" 8" -- #4@16" 4' 8" #5@16"oc #5@16"oc #5@16"oc 1.50' 0.50' 14" #4@16" 8" -- #4@16" *If base of wall is laterally supported by a concrete slab or pavement, keyway is not required ,s $D PROFFS GINFF•s'o fig, 1 `023 1 ' Aiii-,_ Brookside Memory Care -44*°g`�� Northwestr Tigard, Oregon FRT J• $ Basement Retaining Wall Not Supported EXPIRES 06/30/18 550 James Hove Rd Dallas,Oregon Laterally by Floor System (5°3)623-4391 Fax(5°3)623.2434 SCALE N.T.S. I 11/01/17 'SHEET S1 • P Northwest Soil Stabilization Title 4'Wall Page: 1 , Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 (c)1987-2016, Build 11.16.07.15 Licensee:KW-06061786 CantileveredRetaining Wall Code: IBC 2006,ACI 318-05,ACI 530-05 License License To:Robert Slyh Criteria III Soil Data I ",W,. ii*, Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Coulomb Soil Pressure calculation 1 Soil Friction Angle = 30.0 deg Slope Behind Wall = 0.00 Active Pressure:Ka*Gamma= 42.8 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure:Kp*Gar = 330.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf 1� Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.500 ,� ,_ Soil height to ignore for passive pressure = 12.00 in ,11#,Ailf F .:.1 w Surcharge Loads 0 Lateral Load Applied to Stem 0 Adjacent Footing LoadII Surcharge Over Heel = 0.0 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Sum rry o . „J I Stem Construction Bottom - 111'-'4-1"-- % "'�f' Stem OK Wall S bility Rati s "'° Design Height Above Ftg ft= 0.00 OvertC' ning; '1,i#10 7•,,,''' ^*i'.§.4..'O Wall Material Above"Ht" = Concrete Sliding; ,Tc JAT a':: ,4 ,„ s .25 Design Method = LRFD . :t g ,,r,, Thickness = 8.00 Total B ring!Ad, 1,1)'7 Ib Rebar Size = # 5 ...result !if-cbe ;W ✓ t- 5.41 ina Rebar Spacing = 16.00 ', , t•� : 'T Rebar Placed at = Center Soil re4s �u, Tog1,556 psf;;�1 K Design Data Soil Pesstii�- Heft" s'P°OK fb/FB+fa/Fa = 0.124 Allow, OZ r n`° ar 1fr,bbd* sf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,898 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 362.4 Footing Shear @ Toe = 0.9 psi OK Moment.ice.Actual Service Level ft-#= Footing Shear @ Heel = 3.5 psi OK Strength Level ft-#= 483.1 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 3,898.0 Lateral Sliding Force = 377.9 lbs less 100%Passive Force= - 293.3 lbs Service Level psi= less 100%Friction Force = - 558.3 lbs Strength Level psi= 7.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 Load Factors Short Term Factor = BuildEquiv.Solid Thick. = !ft' o� PRo �S Deadl Loadng 1.200 IBC 2001.20001 Masonry Block Type = Medium Weight G I>v E4,„ �sf°y Live Load 1.600 Masonry Design Method = ASD ir�� 11023 ♦ r Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 1, 4. ,,r Seismic,E 1.000 Fy psi= 60,000.0 a 4e SN'4.4 0 `J SN' EXPIRES 06/30/18 Northwest Soil Stabilization Title 4'Wall Page: 2 Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-03922017-09-1 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06061786 Cantilevered Retaining Wall Code: IBC 2006,ACI 318-05,ACI 530-05 License To: Robert Slyh Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment) : 0.0292 in2/ft (4/3)*As: 0.0389 in2/ft Min Stem T&S Reinf Area 0.768 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4© 12.50 in #4@ 25.00 in Provided Area: 0.2325 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths I L Footing Design Results Toe Width = 0.50 ft 122 liell Heel Width = 1.50 Factored Pressure = 1,898 0 psf Total Footing Width = 2.00 Mu': Upward = 213 21 ft-# Footing Thickness = 14.00 in Mu':Downward = 35 256 ft-# KeyWidth = Mu: Design = 179 235 ft-# KeDepth = 12.00 in Actual 1-Way Shear = 0.89 3.49 psi Y P 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #4 @ 18.00 in f = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 2.00 @ Btm.= 3.00 in Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39 Heel:Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Key: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 0.60 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in 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 = 377.9 1.72 650.7 Soil Over Heel = 366.7 1.58 580.6 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 0.25 Surcharge Over Toe = Total 377.9 O.T.M. 650.7 Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions= Footing Weight = 350.0 1.00 350.0 Resisting/Overturning Ratio = 1.94 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 1,116.7 lbs Vert.Component = Total= 1,116.7 lbs R.M.= 263.9 *Axial live load NOT included in total displayed,or used • g er'e resistance,but is included for soil pressure calculation.,01 es Vertical component of active lateral soil pressure IS NOT considered in a��a �4O i. the calculation of Sliding Resistance. rf�" 1,oa3 F9Vertical component of active lateral soil pressure IS NOT considered in 1 .. , L the calculation of Overturning Resistance. J a 6f�T J♦ - EXPIRES 06/30118 Northwest Soil Stabilization Title 4'Wall Page: 3 , Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 n (c)1987-2016, Build 11.16.07.15 License :KW-06061786 CantileveredRetaining Wall Code: IBC 2006,ACI 318-05,ACI 530-05 Lice License To:Robert Slyh L Tilt I Horizontal Deflection at TOD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.075 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the Wall would then tend to rotate into the retained$9.11„ �t•I PROF ESS G INE 'a Iv 1;„ 4, 9 ,± \ ± rl �Alit— a No 'N ' l�4e J. g`' EXPIRES 06/30/18 ' Northwest Soil Stabilization Title 4'Wail Page: 4 Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-03922017-09-1 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06061786 Cantilevered RetainingWall License To:Robert Slyh Code: IBC 2006,ACI 318-05,ACI 530-05 Rebar Lap& Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment= 23.40 in Development length for#5 bar specified in this stem design segment= Hooked embedment length into footing for#5 bar specified in this stem design segment= 18.00 in 10.50 in As Provided= As Required= 0.2325 in2/ft 0.1728 in2/ft Kt,sco PRop$,s 0 I N ffi S`D 3 023 � T.,$'i .41, , L Q N a O ,4N e19' ', FRT J. - EXPIRES 06/30/18 Northwest Soil Stabilization Title 4'Wall Page: 5 Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 License (c)1987-2016, Build 11.16.07.15 Cantilevered Retaining Wall Code: IBC 2006,ACI 318 05,ACI 530 05 License:KW-06061786 License To: RobertSiyh 5 ,. +#t, o* 4.-04' y. '' I6; . *Heel 5��,�p PRO GINEe 4OF 1,023 �' Y 4411i i L 1 n ."oIa94> ,� -eRT J �\ EXPIRES 06/30/18 Northwest Soil Stabilization Title 4'Wail Page: 6 Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06061786 Cantilevered Retaining Wall Code: IBC 2006,ACI 318-05,ACI 530-05 License To:Robert Slyh •" Ute##4�Ib'rr�r-+It "r'�- iffli yt t Pp= 293 33# ..h PPIIIV F to CLA OD pyy in el..' c,Iyt0 PRO p4,4, i'k p I IV f e `/fly r 1 023 T. 1 ,'t- \� L , n O N �. 6e � ... T J qe� EXPIRES 06/30/18 Northwest Soil Stabilization Title 6'Wall Page: 1 , Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06061786 Cantilevered Retaining Wall Code: IBC 2006,ACI 318-05,ACI 530-05 License To: Robert Slyh Criteria 0 Soil Data9 = 1,500.0psf �' Allow Soil Bearin i Retained Height = 6.00 ft Wall height above soil = 0.00 ft Coulomb Soil Pressure calculation Soil Friction Angle = 30.0 deg Slope Behind Wall = 0.00 Active Pressure:Ka*Gamma= 42.8 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure:Kp*Gar = 330.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingitSoil Friction = 0.500 t Soil height to ignore NONE for passive pressure = 6.00 in 3 , ; Surcharge Loads 0 Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 0.0 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I L Stem Construction 0 Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.82 OK Wall Material Above"Ht" = Concrete Sliding = 2.24 OK Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 2,425 lbs Rebar Size = # 5 ...resultant ecc. = 2.34 in Rebar Spacing = 16.00 Soil Pressure Toe = 1,124 psf OK Rebar Placed at = Center p Design Data Soil Pressure @ Heel = 492 psf OK fb/FB+fa/Fa = 0.418 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,301 psf Service Level lbs= ACI Factored @ Heel = 570 psf Strength Level lbs= 815.3 Footing Shear @ Toe = 1.0 psi OK Moment....Actual Service Level ft-ft=Footing Shear @ Heel = 7.5 psi OK Allowable = 75.0 psi Strength Level ft-#= 1,630.6 Sliding Calcs Moment Allowable = 3,898.0 Lateral Sliding Force = 727.0 lbs less 100%Passive Force= - 417.1 lbs Service Level psi= less 100%Friction Force = - 1,212.4 lbs Strength Level psi= 17.0 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code IBC 2006,ACI Equiv.Solid Thick. = ..‘tR u PRopS, Dead Load 1.200 Masonry Block Type = Medium Weight G IN+•Pq /0y Live Load 1.600 Masonry Design Method = ASD f 1`023 f 7 Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,500.0 illtiAll+ .,.-- Seismic,E 1.000 Fy psi= 60,000.0 0. , aey" �4 0.1T .1• EXPIRES 06/30/18 Northwest Soil Stabilization Title 6'Wall Page: 2 applicable),mailing address,phone number and FAX number or e-mail address. Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06061786 Cantilevered Retaining Wall Code: IBC 2006,ACI 318-05,ACI 530-05 License To:Robert Slyh Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0984 in2/ft (4/3)*As: 0.1312 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2325 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths I ! Footing Design Results Toe Width = 1.00 ft LOA JAS! Heel Width = 2.00 Factored Pressure = 1,301 570 psf Total Footing Width = 3.00 Mu': Upward = 610 603 ft-# Footing Thickness = 14.00 in Mu': Downward = 138 1,786 ft-# Key Width = 12.00 in Mu: Design = 472 1,183 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.98 7.47 psi Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #5 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39 Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 0.91 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6© 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 727.0 2.39 1,736.7 Soil Over Heel = 880.0 2.33 Surcharge over Heel = 2,053.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 0.50 Surcharge Over Toe = Total 727.0 O.T.M. 1,736.7 Stem Weight(s) = 600.0 1.33 800.0 = Earth @ Stem Transitions= Footing Weight = 525.0 1.50 787.5 Resisting/Overturning Ratio = 2.82 Key Weight = 2.50 Vertical Loads used for Soil Pressure= 2,424.7 lbs Vert.Component = 419.7 3.00 1,259.2 Total= 2,424.7 lbs R.M.= 4 900.0 *Axial live load NOT included in total displayed or used ' per i . resistance,but is included for soil pressure catq�culatior.,�'- `ass Vertical component of active lateral soil pressure IS considered in the 'ate calculation of Sliding Resistance. gr 1t02 1 '�,Vertical component of active lateral soil pressure IS considered in the � 1 calculation of Overturning Resistance. ` +,th L 0 wa t99 -l* V fits g'ttps://osbn.o'egon.goviOSBNVerificationiDetails,as rx?person=967F9885-E 3dc•d ill... �, af03..0021E6000008 E XYtRASf9611<P487 AM Page 2of2 Northwest Soil Stabilization Title 6'Wall Page: 3 Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 Lr (c)1987-2016, Build 11.16.07.15 Licenseicense:KW-06061786 Cantilevered Retaining Wall Code: IBC 2006,ACI 318-05,ACI 530-05 License To: Robert Slyh LTilt ' Horizontal Deflection at Too of Wall due to settlement of soil. (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl t Top of Wall(approximate only) 0.062 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained sol, PROfFss G 'o f. 11023 Rr 9 rL 1 4rOAN 0 of T J . y� EXPIRES 06/30/18 • • Northwest Soil Stabilization Title 6'Wail Page: 4 Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-03922017-09-1 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06061786 Cantilevered Retaining Wall Code: IBC 2006,ACI 318-05,ACI 530-05 License To:Robert Slyh Rebar Lap& Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment= 23.40 in Development length for#5 bar specified in this stem design segment= 18.00 in Hooked embedment length into footing for#5 bar specified in this stem design segment= 10.50 in As Provided= 0.2325 in2/ft As Required= 0.1728 in2/ft .o,G0 PROpSS G I N f F sip y ( 1, oz3 3 � ?., f, ± Ali , f ....n.., r 0' *N a y o iN 149 .``4' eFRr J �� EXPIRES 06/30/18 Northwest Soil Stabilization Title 6'WaII Page: 5 Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06061786 Cantilevered Retaining Wall Code: IBC 2006,ACI 318-05,ACI 530-05 License To: Robert Slyh A ►4,11 car;. „s r; 16-10 T err. 2 Heel ,stO PRO pFSS G INET /O9 gi1 023 p 4,111 ,p of N4„. et1 T J ` EXPIRES 06/30/18 1 Northwest Soil Stabilization Title 6'Wall Page: 6 Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 Re KW (c)1987-2016, Build 11.16.07.15 License:KW-06061786 Cantilevered Retaining Wall Code: IBC 2006,ACI 318 05,ACI 530-05 License To: Robert Slyh .*.- N Ly, „ ; / 2 ` SI eNi ���>4o PR0pFS G INee `fid .,� x,023 9r q , ,, a;y =N ,, O 'ro ti9' .�',` -ekT , S • EXPIRES 06/30/18 Northwest Soil Stabilization Title 8'Wall Page: 1 Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06061786 Cantilevered Retaining Wall Code: IBC 2006,ACI 318-05,ACI 530-05 License To: Robert Slyh Criteria 0 Soil Data I Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Coulomb Soil Pressure calculation Soil Friction Angle = 30.0 deg Slope Behind Wall = 0.00 Active Pressure:Ka*Gamma= 42.8 psf/ft I Height of Soil over Toe = 6.00 in Passive Pressure:Kp*Gar = 330.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.500 Soil height to ignore for passive pressure = 6.00 in Surcharge Loads rLateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft L Load Type = Wind(W) Footing Type Line Load Axial Load Applied to Stem (Service Level) Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary 0 LStem Construction Bottom Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.96 OK Wall Material Above"Ht" = Concrete Sliding = 2.21 OK Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 3,686 lbs Rebar Size = # 5 ...resultant ecc. = 2.77 in Rebar Spacing = 12.00 Rebar Placed at = Edge Soil Pressure©Toe = 1,346 psf OK Design Data Soil Pressure @ Heel = 620 psf OK fb/FB+fa/Fa = 0.476 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,534 psf Strength Level lbs= 1,449.4 ACI Factored @ Heel = 706 psf Moment....Actual Footing Shear @ Toe = 5.8 psi OK Service Level ft-#= Footing Shear @ Heel = 4.4 psi OK Strength Level ft-#= 3,865.2 Allowable = 75.0 psi Moment Allowable = 8,121.3 Sliding Gales Lateral Sliding Force = 1,189.4 lbs less 100%Passive Force= - 1,132.1 lbs Service Level psi= less 100%Friction Force = - 1,499.8 lbs Strength Level psi= 19.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors Short Term Factor = BuildEquiv.Solid Thick. = tt0 PRO FFs Deadl Load 1.200 IBC 2006,ACI1. 00 Masonry Block Type = Medium Weight fie 61:: � s`Oy Live Load 1.600 Masonry Design Method = ASD 71k023 4 r.1 Earth, H 1.600 Concrete Data Up 1. Wind,W 1.000 fc psi= 2,500.0 4 --" ..... Seismic,E 1.000 Fy psi= 60,000.0 o o 4* J� eta 5 EXPIRES 06/30/18 Northwest Soil Stabilization Title 8'Wall Page: 2 Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06061786 Cantilevered Retaining Wall Code: IBC 2006,ACI 318-05,ACI 530-05 License To:Robert Slyh Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1464 in2/ft (4/3)*As: 0.1951 in2/ft Min Stem T&S Reinf Area 1.536 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1951 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8382 in2/ft #6©27.50 in #6@ 55.00 in Footing Dimensions& Strengths I Footing Design ResultsII Toe Width = 1.50 ft La li9.2l Heel Width = 2.25 Factored Pressure = 1,534 706 psf Total Footing Width = 3.75 Mu':Upward = 1,601 1,031 ft-# Footing Thickness = 14.00 in Mu':Downward = 311 1,587 ft-# KeyWidth Mu: Design = 1,291 556 ft-# = 12.00 in Actual 1-Way Shear = 5.79 4.42 psi Key Depth = 12.00 in Key Distance from Toe = 1.50 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #5 @ 12.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 12.00 in Min.As% = 0.0018 Other Acceptable Sizes&S acin s Cover @ Top 2.00 @ Btm.= 3.00 in P p 9 Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39 Heel: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in, Min footing T&S reinf Area 1.13 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5©24.60 in #6@ 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces& Moments f OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,189.4 3.06 3,634.3 Soil Over Heel = 1,393.3 2.96 4,121.9 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 0.75 Surcharge Over Toe = Total 1,189.4 O.T.M. 3,634.3 Stem Weight(s) = 800.0 1.83 1,466.7 Earth @ Stem Transitions= Footing Weigh' = 656.3 1.88 1,230.5 Resisting/Overturning Ratio = 1.96 Key Weight = 150.0 2.00 300.0 Vertical Loads used for Soil Pressure= 3,686.3 lbs Vert.Component = Total= 2,999.6 lbs R.M.= 119.1 *Axial live load NOT included in total displayed,or used • grr$y . resistance,but is included for soil pressure calculation..eY' F,p Vertical component of active lateral soil pressure IS NOT considered in 61:23 IN a s/o the calculation of Sliding Resistance. 1,oz3 E� v Vertical component of active lateral soil pressure IS NOT considered in $ , t Air (,.h., the calculation of Overturning Resistance. o .N O "a1a'° y�2` e'Pr J 6,... EXPIRES 06/30/18 Northwest Soil Stabilization Title 8'Wall Page: 3 . Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 (c)1987-2016, Build 11.16.07.15 Licensee:KW-06061786 Cantilevered Retaining Wall Code: IBC 2006,ACI 318-05,ACI 530-05 License License To: Robert Slyh Tilt I Horizontal Deflection at ToD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.080 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to r tate into the retained soil. ..ess) P R pFss 9 114 ' ± \o' .4a , L N � {N t99a 'l� 0 of RT J y. EXPIRES 06/30/18 , Northwest Soil Stabilization Title 8'Wall Page: 4 Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06061786 Cantilevered Retaining Wali Code: IBC 2006,ACI 318-05,ACI 530-05 License To: Robert Slyh Rebar Lap&Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment= 23.40 in Development length for#5 bar specified in this stem design segment= 18.00 in Hooked embedment length into footing for#5 bar specified in this stem design segment= 10.50 in As Provided= 0.3100 in2/ft As Required= 0.1951 in2/ft 54yc0 PRopFs G NEF. s Vi023 .A /.% 44 i L t, O. .N o 'H e :ga ' - fg� Pr, J EXPIRES 06/30/18 Northwest Soil Stabilization Title 8'Wall Page: 5 Job#Description.... : Dsgnr: Date: 1 NOV 2017 This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 Licen e: (c)1987-2016, Build 11.16.07.15 Cantilevered Retainin Wall Code: IBC 2006,ACI 318 05,ACI 530 05 License:KW-06061786 g License To: Robert Slyh ir 40 I rJa T 1F T f -. _- # rq v; � �� T:, lai Toe Cater On Ked < ' Het �� ,�` '� `' ` 4- ��1,EO PROfi, ffirt,t.,01 N E e� 10 4... /per 1 23,0 3 / �L 1 O '"OoNye° 4....,„,, .9 ,J• \ EXPIRES 06/30/18 • • • Northwest Soil Stabilization Title 8'Wall Page: 6 Job#: Dsgnr: Date: 1 NOV 2017 Description.... This Wall in File:\\server-pc\server folders\00_bidding projects\bids current\bid_17-039_(2017-09-1 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06061786 Cantilevered Retaining Wall Code: IBC 2006,ACI 318-05,ACI 530-05 License To:Robert Slyh � r 4F: r , - �. � �iP,• .^%..: i., may; �,.. '... ' 3 , , NNW to 91 . ' .. I 4 I tfex_0 PRO4Fs G INE s./a fr , 1 023 FSI Z� ..,,, , L o• ro , 0 k EXPIRES 06/30/18 FOR OFFICE USE ONLY-SITE ADDRESS: //0....q_5 cSGt) 6 ti(A This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT :I _ " Transmittal Letter c n k D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: )f9.7 DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: i3 v Al L/ D4M'11t) NOV 2 U 2017 CITY OF FICiARD COMPANY: BUILDING DIVISION 5-03 — q 9?--1/eN .11011r1 RE: //0a5—__c10 1*,L EL VD //~ao/7 -0000s` (Site Address) / /� M�� (Permit Number) ,i( eCi0eS`iD C�. W roject name or subdivision name andlot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: _Descri tion.. 1 Cop; . 1 De •pti _: ----------1 - -copes.1-�csCi!'�p�ron Additional set(s)of plans. ) Revisions: /2C'7? -,,liAi 6. C.J#-t___ Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other(explain): REMARKS: /A/ C'2- -c Zil.1--1-c - /-71/476-64-7— D/1"/ y ` Ta I / /ic/ o/ E J f.��7D.&1 — M° -e71'/L .C. -iv2Xt''V= 71 Aly ids- G-o P 4-77 a.ci /s Ov 1s-7-7,c .. /L4-, ,, FOR FFIcE USE ONLY Routed to Permit Technicia �ate: I( .. ('7 Initials: Fees Due: ❑ Yes IP o V Fee Description: Amo t ue: $ I $ $ Special $ Instructions: Reprint Permit(per PE): ❑ Yes P11 o ❑ Done Applicant Notified: VA__ Date: // tki i 2 Initials: A I:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012