The URL can be used to link to this page

Home My WebLink AboutCT 04-14A; Trails End; Structural Calculations CWE Walls; 2017-09-27STRUCTURAL CALCULATIONS PROJECT: J::AA\l.,.S. l:tvD T'~.P~'( l,~ 'J l!l-<....~ s. DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: MASONRY: GRADE "N" CONCRETE BLOCK F' M = MORTAR: TYPES 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS GRADE 40: GRADE 60: #2 #2 __ 1.SO"°.___D __ PSI __ l'""'Y--=-~-o __ PSI #4 AND LESS (U.0.N.) #SAND LARGER BEAMS AND POSTS STUDS STUD OR BETTER ~HTK STRUCTURAL ENGINEERS, LLP SEISMIC FORCE:----REPORT BY: __ G_E::'_-_0_&_0_1 <..£_,'--ltv_C ________ _ WIND FORCE: DESIGN LOADS: ROOF DEADLOAD SLOPING ROOFING PLYWOOD JOISTS INSUL. & CLG. MISC. TOTAL= ROOF LIVE LOAD SLOPING= FLAT= REPORT NO.: (p~i ,S-l}-'::,c... SOIL FLOOR DEAD LOAD INT. EXT. FLOORING PLYWOOD JOISTS -TOTAL= FLOOR LIVE LOAD INTERIOR 40 PSF BALCONY 60 PSF (U.O.N.) EXIT WALKWAY ~00 PSF PRESSURE: l ~'--vb WALL DEAD LOAD INTERIOR EXTERIOR lOPSF 16PSF These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid If altered In anyway, or not accompanied by a wet stamp and signature of the Engineer of Record. •I ~-;~•N\!!!!111· fI':>• ...... l•~•sig1111ne111d B•y _________ .._.l•D~ .. t[•?.,• 7 1111!11/ l•)-1 S1n Dle11:o • 14288 Danielson Street, Suite If 200, Poway, CA 92064, (8581 679-8989, Fa• (858) 679-8959 Us~· menu item Settings> Printing & TIUG Block to set these five lines of information for your program. Title Site Wall (6' max) Job # : -Dsgnr: .Description .•.. This Wall.in File: \\server01\d\_englneering_files\bs\calculations\retain pro\trails end.rpx Page: 1 Date: 29 SEP 2017 RetalnPro (c} 1987•2016, Bulld 11.16.11.12 License : KW--O&OS6849 Cantilevered Retaining Wall License To : HTK STRUCTURAL ENGINEERS Code: CBC 2010,ACI 318-08,ACI 530-08 I Criteria I j Soil Data • = AIIOV'( Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 38:0 psf/ft Retained Height = 6.00 ft ' Wail height above soil = 0.50 ft Slope Behind Wall = 0.00 HelghtofSoli overToe = 6.00 In Passive Pressure = 250.0 psf/ft Water height over heel = 0.0ft Soil Density, Heel = 110.00 pcf Soil"Oensity, Toe = 0.00 pcf FootinglfSoil Friction = 0.350 Soil height to ignore for passive pressure = 30.00 in .,I s,.u.r""'c•h•ar111g"'e•L•o•a•d•s-----.. R I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = o.o psi NOT Used To Resist Sliding & Overturning Surcharge.Over Toe = o._O psf , NOT Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load = Axial Live Load = Axial Load Eccantriclty = I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = = = = 0.0 lbs o.o lbs 0.0 in • 3.83 OK 1.53 OK 3,639 lbs 5.71 in Soll Pressure@ Toe = 1,393 psi OK Soil Pressure@ Heel = 286 psf OK Allowable . = 1.500 psf Soil Pressure less Than Allowable ACI Factored@Toe = 1,950 psi ACI factored @ Heel = 401 psi Footing Shear@ Toe = 2.7 psi OK Footing Shear@ Heel 1.9 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force = less 67 1% ·Passive Force = - less 100% Friction Force = Added Force Req'd = ••• .for 1.5 Stability = 931.0 lbs 148.9 lbs 1,273.6 lbs 0.0 lbs OK 0.0 lbs OK Lateral Load = ..• Height to To~ = ... Height to Bottom = 0.0#/ft 0.00 ft 0.00 ft _Adjac~nt Footing load Footing Width Eccentricity Load Type Wall lo Ftg CL Dist Footing Type = Wlnd(W) Wind on Exposed Stem = (Service Level) Service level Strength Level Shear ..... Allowabie Anet (Masonry) Rebar Depth 'd' (Service Level) Base AbOve/Below Soil O;O psf at Back of Wall Poisson's Ratio • 2nd Stem OK ft= 2.00 = Masonry = = = = = psi= psi= psi= in2 = In= ASD 8.00 # 4 24.00 Edga 0.502 0.955 304.0 684.0 405.3 1,368.0 808.1 1,431.8 3.3 7.5 44.7 45.2 91.50 91.50 5.2.5 5.25 LRFD = = = = = = o.o lbs 0.00 ft 0.00 in 0.00ft Line Load 0.0ft 0.300 • MasonryOata ------------------------ Vertical component of active lateral solt·pressure IS NOT considered in the calculation of soil bearing Load Factors~· -----------~ BuUding Code Dead Load Uva load Earth,H Wind, W Seismic, E CBC 201 O,ACI 1.200 1.600 1.600 1.000 1.000 rm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method 1,500 1,500 psi= psi= 20,000 24,000 = Yes = 21.48 psi= 78.0 1.000 In= 7.60 = Medium Weight = ASD Yes 21.48 78.0 1.000 7.60 Concrete Data ------------------------re Fy psi= psi= Use·menu Item Settings > Printing & Title Block to set these five llneS·of Information Title Site \'fall (6' max) Job # : Dsgnr. Page: 2 Dale: 29 SEP 2017 for your program. Description .... This Wall In FRe: \\server01\d\englneerlng files\bs\calculations\retaln pro\tralls end.rpx RetalnPro (c) 1987-2016, ·Build 11.16.11.12 License: KW,06056849 Cantilevered Retaining Wall License To: HTK STRUCTURAL ENGINEERS Code: CBC 2010,ACl-318-08,ACI 530-08 I Footing Dimensions & Strengths Toe Width = 0.17 fl Heel Width = 4.17 Total Footlng Width = 4.33 Fooling Thickness = 12.00 In Key Width = 12.00 In Key Depth = 16.00 in Key Distance from Toe = 3.33 fl fc = 2,500 psi Fy = Footing Concrete Densit)I = 60,000 psi 145.00pcf Min.As% = 0.0018 Cover@Top 2.00 @Btm.= 3.00 in Summa • Footing Design Results I !2! !!!!m Factored Pressure = 1,950 401 psi Mu': Upward = 27 5,010 ft-# Mu': Downward = 10 6,481 ft-# Mu: Design = 17 1,471 ft-# Actual 1-Way Shear = 2.72 1.86 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5@ 16.00 In Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Olher Acceptable Sizes & Spacings Toe: Not req'd: Mu< phi•s•1ambda•sqrt(fc)•sm Heel: Not req'd: Mu < ph1"5"1ambda"sqrt(fc)"Sm Key: #4@9.26 In, #5@ 14.35 in, #6@ 18 In, #7@ 18 in, #8@ 18 Min footing T&S reinf Area Min footing T&S rein! Area per foot If one layer of horizontal bars: #4@ 9.261n #5@ 14.35 .in #6@20.37in Forces & Moments 1.12 ln2 0.26 ln2 1ft If two layers of horizontal bars: #4@18.52 in #5@28.701n #6@40.741n ..... OVERTURNING ••.•• • ••.. RESISTING ..... Force Distance Moment Force Distance Moment Item lbs fl ft-# Heel Active Pressure = 931.0 2.33 2,172.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = = Total 931.0 O.T.M. 2,172.3 = = Resisting/Overturning Ratio Vertical Loads used for .Soll Pressure = = 3.83 3,639.0 lbs lbs ft ft-# Soil Over Heel = 2,310.2 2.58 5,969.2 Sloped Soil Over Heel = Surcharge Over.Heel = Adjacent Footing load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soll Over Toe = 0.08 Surcharge Over Toe = Siem Welghl(s) = 507.0 0.50 253.7 Earth @· Stem Transitions= Footing Weight = 628.4 2.17 1,361.8 Key Weight = 193.3 3.83 740,5 Vert. Component = Total= 3,639.0 lbs R.M.= 8,325.2 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Slidin'g Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overtumi~g Resistance. I Tilt I • Axial live load NOT Included in total _displayedi or used for overturning resistance, ·but is included for soil pressure ca culation. Horizontal Deflection at Top of Wall due to settlement of soil (DeHectlon due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defi.@ Top of Wall (approximate only) 250.0 pc! 0.058 In The above calculallon 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 soil. Use menu Item Settings > Printing & Title Block to set these five lines Of Information for your program. Title Site Wall (6' max) PL 2:1 Job#: Ds!iw'= • Description •••• This Wall in File: \\server01\d\engineering_flles\bs\calculations\retaln pro\trails ~nd.rpx RetalnPro(c) 1987·2016, Build 11.16,11.12 Page: 1 Date: 29 SEP 2017 ucense: KW-060S6849 Cantilevered Retaining Wall License To: HTK STRUCTURAL ENGINEERS Code: CBC 2010,ACI 316-0B;ACI 530-06 J Criteria • I Soil Data • Allow Soll Bearing = 1,500.0 psi Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psi/ft Retained Height = 6.00ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 = Height of Soll over Toe = 6.001n Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil P~nsity, Heel = 110.00 pcf Soil Density, To·e = 0.00 pcl FootingUSoil Friction = 0.350 Soil height to ignore for passive pressure = 30;00 In .,J S!!'u·rc-ha.r~g!"e•L'!'!oa.d'!'s ______ ,.I I Lateral Load Applied·to Stem ' I I Adjacent Footing Load Surcharge Over Heel = 0.0 psi • NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial. Load Applied to Stem I Axial Dead Load = Axial UVe Load = Axial Load Eccentricity = I ·Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ••• resultant eec. = = = = O.Olbs 0.0 lbs 0.0 In 3.64 OK 1.52 OK 4;285 lbs 6.74 in • Soil Pressure·@Toe = 1,434 psf OK Soil Pressure @ Heel = 279 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable AC! Factored @Toe = 2,008 psf ACI Factored @Heel = 391 psi Fooling Shear@ Toe = 2.8 psi OK Footing Shear @ Heer 3.6 psi OK , Allowable = 75.0 psi • Sliding Cales Lateral Sliding Force :;; less 67 % Passive Force = • less 100% Friction Force = • Added Force Req'd = .... for 1.5 Stability = 1,347.5 lbs 551.9 lbs 1,499.6 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active,lateral soil.pressure JS NOT considered in the calculStion of Soll bearln9 Lateral Load = 0.0#/ft ... Height to To~ = 0.00 ft ... Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem= (Service Level) I Stem Construction Design Height Above Ft£ Wall Material Above ·Ht" Design Method Thickness. Rebar Size R~bar Spacing Rebar Placed at 0.0 psi • 2nd Stem OK ft= 2.00 = Masonry = ASD = 8.00 = # 4 = 24.00 = Adjacent Footing Load Footing Width Eccentricity Wall lo Ftg CL Dist Footing Type Base Above/Below So.II at Back of Wall Poisson's Ratio Bottom Stem OK 0.00 Masonry ASD 8.00 # 4 8.00 LRFO = = = = = 0.0 lbs 0.00 ft O.OO!n 0.00 ft une L~ad 0.0ft 0.300 Edge Edge Design Data -------------~, ------------ fb/FB + la/Fa = 0.726 0.715 Total Force @ Section Service Level lbs ;: Strength Level lbs= Moment.· .•• ActuaJ Service Level ft-#::: Strength Level ft-#= Moment •.•. Allowable ft-#= Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' psi= psi= psi= in2= in= 440.0 990.0 586.7 1,980.0 808.1 2,770.5 ' 4.8 10.8 44.7 45.2 91.50 91.50 5.25 5.25 MasonryData -------------------------rm Fs Solid Grouting Moclular RatiO 'n' Wall Weight psi= psi= = = 1,500 20,000 Yes 21.48 psi= 78.0 1,500 24,000 Yes 21.48 Load Factors------------Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = 1.000 78.0 1.000 7'.60 Building Code Dead Load Uve Load Earth, H Wind,W Seismic,E CBC 2010,ACI 1.200 1.600 1.600 1.000 1.000 in= 7.60 = Medium Weight = ASD ConcreteData ----~~------------------re Fy psi= psi= 'Use menu item Settings > Printing & Title Block to Set these five lines of Information Title Site Wall (6' max) PL 2:1 1 Page: 2 Job # : Dsgnr: Date: 29 SEP 2017 fOr your program. Description •••• This Wall in File: \\server01\d\englneering ftles\bs\calculations\retain pro\trails end.rpx RetalnPro (c) 1987°2016, Build 11,16.11,12 License : KW.06056849 License To : HTK STRUCTURAL ENGINEERS Cantilevered Retaining Wall Code: CBC 201~,ACI 318-08,ACI 530-08 I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width = = = 0.17 ft 4.83 5.00 Footing Thickness = 12.00 In Key Width = 12.00 in Key Depth = 25.00 in Key Distance from Toe = 4.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 145.00 pct Min. As% = 0.0018 Cover @Top 2.00 @ Btm.; 3.00 In • Footing Design Results Toe Factored Pressure = 2,008 Mu' : Upward = 28 Mu' : Downward = 10 Mu: Design = 18 Actual 1-Way Shear = 2.81 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 4 @ 8.00 In Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 8.00 in Other Acceptable Sizes & Spacings • Heel 391 psi 7,294 ft-# 9,059 ft-# 1,765 ft-# 3.61 psi 75.00 psi Toe: Not req'd: Mu< phl"S"lambda"sqrt(fc)'Sm Heel: Not req'd: Mu < phr5*1ambda*sqrt(fc)*Sm Key: #4@9.26 In, #5@14.35 in, #6@ 18 in, #7@ 18 In, #8@ 18 Min footing T&S rein! Area 1.30 ln2 Min footing T&S rein! Area per foot 0.26 ln2 1ft If one layer of horizontal bars: If two layers of hcirizontal bars: #4@ 9.26 In #4@ 18.52 in #5@14.35 In #5@28.70 In #6@20.37 In #6@40.74 in I Summary of Overturning & Resisting Forces & Moments • ..... OVERTURNING..... .. ... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,347.5 2.33 3,144.2 Soil Over Heel = 2,750.4 2.92 8,024.0 Surcharg·e over Heel = Sloped Soll Over Heel = Surcharge Over Toe = su·rcharge Over Heel = Adjacent Footing Load . = Adjacent ·Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soll = • Axial Live Load on Stem = ;;:: Soil Over Toe = 0.08 Total 1,347.5 O.T.M. 3,144.2 = Resisting/Overturning Ratio VerticarLoads used fOr Soll Pressure= = = 3.64 4,284.7 lbs Surcharge Over Toe ;: Stem Weight(s) = Earth @ Stem Transitions= Footing Weight = Key Weight = 507.0 725.1 302.1 Vert. Component -=---~- 0.50 2.50 4.50 253.7 1,813.2 1,359.4 Total = 4,284.7 lbs R.M.= 11,450.2 Vertical component of active lateral soil pres_sµre IS NOT consid~r~ in the calculatlon of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I Tilt I • Axial live load NOT included in total displayed1 or used for overturning resistance, but is included for soil pressure ca1culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Ho.rizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.052 In The above calculation Is not val\d·if,the heel soil·bearing pressure exceeds that of the toe, because the wall.would then tend to rotate into the retained soil.