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Home My WebLink AboutCDP 2016-0005; KLOVANISH RESIDENCE; RETAINING WALL CALCULATIONS; 2019-04-20COFFEY ENGINEERING, INC. Retaining Wall Calculations Klovanish Residence Adams Street Carlsbad, CA 92008 ~ CDP 2016-0005 -....::::::._ ~ GR 2017-0026 ~ DWG503-9A,CCREV 1 RECFl 'ED JUN 1 7 2019 Prepared For: I.AND DE\/[l. ;, t UENT ENG1Ne.~t1INO Steve Klovanish & Crystal Hollins - and The City of Carlsbad RECORD COPY Initial Date April 30, 2019 9666 BUSINESSPARK AVENUE SUITE 201 SAN DIEGO, CA 921 3 1 PHONE: (858) 831-01 1 1 FAX: (858) 831-0179 ~ ..... C COFFEY ENGINEERING, INC. April 30, 2019 Crystal Hollins and Steve Klovanish 12721 Carlsbad Blvd Carlsbad, CA 92008 RE: Retaining Wall Calculations Report 4436 Adams Street, Carlsbad, CA 92008 (Our Job No. 2016-088) Dear Crystal and Steve: In accordance with your request, you will find enclosed our retaining wall calculations for the above- referenced project. Site-specific design criteria and soil characteristics were derived from the soils report "Geotechnical Investigation and Foundation. Recommendations Proposed New Residence to be located at Adams Avenue (APN 206-180-4100) Carlsbad, California 92008, EDG Project No. 165564-1, dated March th 25 , 2016. If, during construction, any of the site conditions vary significantly from those proposed in our calculations and details, this office should be contacted for recommendations, and a revision to the calculations and/or plans may be required. The plans, including the detailed section designs, shall remain a full part of this report. We appreciate this opportunity to be of service to your project. Thank you. Sincerely, Date RCE 76074 Exp. 6-30-20 9666BUSINESSPARKAVENUESUITE201 SANDIEGO,CA 92131 PHONE:(858)831-0111 FA><:(858)831-0179 A-DD<.~$. ~ , ~~ "U>/p. .-\.'DD ~4 100 . ' ... ; ; Jos :Z.O lb -D g~ KloJll l'\.t6 ½ SHEETNO. 58 l L P0.l~Mlf"f-t"CS.0F ---:---l'~- CALCULATED BY_4-:F_;&~----DATE , /3 C? / ~ lj l ~ 1:2.0 pcf AB:)·!:'-. '2.61> 0 p5 f ··. ,rv:.,~~-?~.cl. 1i_;(. ·_vJ.· l -{L • 1 1 v\ . Sot$ M:_ ~-~ t?(1· cM.·:····r, la ;)~ . ~4 ~ 6b fC f 2 ~ \ • . . • . . . , . . . i¥-f r---3'5 u 'Ji. ( 9 /'-. ,, ! ~ ,. ,➔ ,. • s ~., :zi,e. s-~ e L:P (Fr"' LJ .,.,. ..t. ff' ) t'\V\ ~ 0 •'15 ") ~ spisMlc, ·'C ~?i( 1S f\> t' r~vi reiV: ·. .... . .... ·· . 1 D .. )e · •· l oY u.J _.;;;.l l\$ r-.o-t-5v..pC-'ii t+,M. A,--. ---<e_.-'".)'A '/'. +~.1,,t~o .L_ .. 1-,,,c.t,,;,J ,tt ~ j ' V . : bu\ C. B£--I C) ?1.3 .. ~I . .-,; . d I • ,n 7:~\C{f'."I I.P c ...... r 1 t)Wl ... ,,~-r 1 ~ . . . ,./ c;:,</ _;; _,_ . . . . •s lnfe J~ I~ 1-vt ~,:,t\lc!"'.1"-; ~ g ft . . .... 'y~ }S'Oyc.\-ilH) ~ w 11M ~ \1 q'Vt G ~.} k ast ~s 'l< ( t,,G 4 C•"cr) ;!, S>< ~:•=t:i:isl "' \o,43 '."tl"~G~ ff 1r~ut.-"''"' is ~,n,Q ~(f li ed,, Project Name/Number : Klovanish Res Title R.6 : Page : 1 Dsgnr: Coffey Engineering Date: 29 JAN 2019 Description .... 6' high RW-3'-6" ft exposed wall and 2:1 backfill This Wall in File: \\CEISERVER\CoffeyEng\Jobs\2016 Jobs\2016-088 -Klovanish Residence\Reports\Retai RetainPro (c) 1987-2018, Build 11.18.12.04 License: KW-06056682 Cantilevered Retaining Wall License To : COFFEY ENGINEERING, INC. Code: CBC 2019,ACI 318-14,TMS 402-16 I Criteria I I Soil Data I Retained Height Wall height above soil Slope Behind Wall = Height of Soil over Toe Water height over heel 6.00 ft 3.50 ft 2.00 30.00 in 0.0 ft Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingJISoil Friction Soil height to ignore for passive pressure 268. 6 psf/ft 120.00 pcf = 120.00 pcf 0.350 30.00 in 71 s.u.r_c_h_a.rg•e•L•o•a•d•s-----...,.1 [ Lateral Load Applied to Stem I I Adjacent Footing Load Adjacent Footing Load Footing Width Surcharge Over Heel = 0.0 psf 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 Live Load Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in Lateral Load ... Height to To~ ... Height to Bottom Load Type 200.0 #/ft 9.50 ft 8.70 ft = Wind (W) (Service Level) Wind on Exposed Stem = (Service Level) 0.0 psf Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio I Design Summary • [.s.te_m_c_o.n.s.t.ru.c.t.io.n __ ... _____ _ 3rd 2nd Bottom Stem OK Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 3.05 OK 1.56 OK 8,257 lbs 6.82 in Soil Pressure@ Toe 1,937 psf OK Soil Pressure @ Heel 604 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 2,277 psf ACI Factored@ Heel = 710 psf Footing Shear@ Toe 1.6 psi OK Footing Shear@ Heel 16.6 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force = 2,808.0 lbs 1,492.0 lbs 2,889.9 lbs Added Force Req'd ... .for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors ------------- Building Code Dead Load Live Load Earth,H Wind, W Seismic, E CBC 2019,ACI 1.400 1.700 1.700 1.300 1.000 Design Height Above Ftg ft= Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment.. .. Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs lbs= lbs= ft-#= ft-#= ft-#= psi = psi = in2 = in= psi= psi = Solid Grouting = Modular Ratio 'n' Wall Weight psf = Short Term Factor = Equiv. Solid Thick. Masonry Block Type Masonry Design Method = 6.00 3.33 0.00 Fence Masonry Masonry ASD ASD 8.00 12.00 # 5 # 5 16.00 16.00 Center Edge 0.707 0.851 338.2 1,060.0 1,081 .8 3,256.0 1,526.9 3,820.4 7.1 14.5 45.5 46.5 47.54 73.02 3.75 9.00 1,500 1,500 24,000 24,000 No No 21.48 21.48 66.0 103.0 1.000 1.000 5.80 8.50 Normal Weight ASD Concrete Data ----------- fc psi= Fy psi= 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 LRFD • Project Name/Number : Klovanish Res Title R.6 : Page : 2 Dsgnr: Coffey Engineering Date: 29 JAN 2019 Description .... 6' high RW-3'-6" ft exposed wall and 2:1 backfill This Wall in File: \\CEISERVER\CoffeyEng\Jobs\2016 Jobs\2016-088 -Klovanish Residence\Reports\Retai RetainPro (c) 1987-2018, Build 11.18.12.04 License: KW-06056682 Cantilevered Retaining Wall License To : COFFEY ENGINEERING, INC. Code: CBC 2019,ACI 318-14,TMS 402-16 I Footing Dimensions & Strengths • Footing Design Results Toe Width 0.25 ft Heel Width 6.25 Total Footing Width = 6.50 Footing Thickness 20.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 3.00 ft fc = 2,500 psi Fy = 60,000 psi 150.00 pcf Footing Concrete Density Min. As% Cover@ Top 2.00 = 0.0018 @ Btm.= 3.00 in Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear = = = = lli 2,277 71 72 -2 1.61 40.00 Toe Reinforcing None Spec'd Heel Reinforcing = # 6 @ 11 .99 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings J:wtl 71 O psf 15,594 ft-# 36,654 ft-# 21,060 ft-# 16.62 psi 75.00 psi Toe: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Heel: #4@ 5.55 in, #5@ 8.60 in, #6@ 12.21 in, #7@ 16.66 in, #8@ 21 .93 in, #9@ 27. Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in 2.81 in2 0.43 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@24.44 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 2,648.0 3.43 9,084.0 Su rcharge over Heel = Su rcharge Over Toe = Adjacent Footing Load Added Lateral Load = 160.0 10.77 1,722.7 Load @ Stem Above Soil = Total 2,808.0 O.T.M. 10,806.6 Resisting/Overturning Ratio = 3.05 Vertical Loads used for Soil Pressure = 8,256.8 lbs . .... RESISTING ..... Force Distance lbs ft ------ Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weigh1 = Key Weight Vert. Component = 3,780.0 826.9 75.0 519.2 106.8 1,625.0 1,323.9 3.88 4.75 0.13 0.69 1.08 3.25 3.50 6.50 Moment ft-# 14,647.5 3,927.7 9.4 360.0 115.7 5,281.3 8,605.4 Total = 8,256.8 lbs R.M.= 32,946.9 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. [TI[ 7 * Axial live load NOT included in total displayed, or used for overtu rning resistance, but is included for soil pressure calculation. Horizontal Peflectjon at Top of Wall due to settlement of sou (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.079 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 soil Project Name/Number : Klovanish Res Title R.6 : Page : 3 Dsgnr: Coffey Engineering Date: 29 JAN 2019 Description .... 6' high RW-3'-6" ft exposed wall and 2:1 backfill This Wall in File: \\CEISERVER\CoffeyEng\Jobs\2016 Jobs\2016-088 -Klovanish Residence\Reports\Retai RetainPro (c) 1987-2018, Build 11.18.12.04 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 3.33 ft above top of footing Calculated Rebar Stress,fs = 17003.99 Lap Splice length for #5 bar specified in this stem design segment= Lap Splice length for #5 bar extending up into this stem design segment from below = Development length for #5 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below = Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress,fs = 20454.48 Lap Splice length for #5 bar extending down into this stem design segment from above = Lap Splice length for #5 bar specified in this stem design segment= Development length for #5 bar extending down into this stem design segment from above = Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in thi s stem design segment = As Provided = As Required = Code: CBC 2019,ACI 318-14,TMS 402-16 25.00 in 25.00 in 21.25 in 21.25 in 38.35 in 38.35 in 38.35 in 38.35 in 10.50 in 0.2325 in2/ft 0.2031 in2/ft Project Name/Number: Klovanish Res Title R.6 : Page : 4 Dsgnr: Coffey Engineering Date: 29 JAN 2019 Description .... 6' high RW-3'-6" ft exposed wall and 2:1 backfill This Wall in File: \\CEISERVER\CoffeyEng\Jobs\2016 Jobs\2016-088 -Klovanish Residence\Reports\Retai RetainPro (c) 1987-2018, Build 11 .18.12.04 License : KW-06056682 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : COFFEY ENGINEERING, INC. Fence 2 3'-6" 3'-6" 1~ 8" w/#5@ 16" Z-8" 9'-6" 8'-10" 12"w/#5@ 16" 6'-0" 3'-4" T 2" 1'-8" • • r· 6'-3" :I 6'-6" #6@12" @Heel Project Name/Number : Klovanish Res Title R.6 · Page : 5 Dsgnr: Coffey Engineering Date: 29 JAN 2019 Description .... 6' high RW-3'-6" ft exposed wall and 2:1 backfill This Wall in File: \\CEISERVER\CoffeyEng\Jobs\2016 Jobs\2016-088 -Klovanish Residence\Reports\Retai RetainPro (c) 1987-2018, Build 11.18.12.04 License : KW-06056682 License To : COFFEY ENGINEERING, INC. Pp= 149200# 200.00psf (Service-Level) Cantilevered Retaining Wall Code: CBC 201 9,ACI 318-14,TMS 402-16 2808# Project Name/Number : Klovanish Res Title R.6 : Page : 6 Dsgnr: Coffey Engineering Date: 29 JAN 201 9 Description .... 6' high RW-3'-6" ft exposed wall and 2:1 backfill This Wall in File: \\CEISERVER\CoffeyEng\Jobs\2016 Jobs\2016-088-Klovanish Residence\Reports\Retai RetainPro (c) 1987-2018, Build 11.18.12.04 License : KW-06056682 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : COFFEY ENGINEERING, INC. Wall Masonry 120.0 lbs 0.0 lbs 240.0 lbs Designer to determine bar cutoff locations 360.0 lbs 600.0 lbs 840.0 lbs 480.0 lbs 720.0 lbs 1,080.0 lbs 960.0 lbs ' . Project Name/Number : Klovanish Res Title R.6 · Page : 7 Dsgnr: Coffey Engineering Date: 29 JAN 2019 Description .... 6' high RW-3'-6" ft exposed wall and 2:1 backfill This Wall in File: \\CEISERVER\CoffeyEng\Jobs\2016 Jobs\2016-088 -Klovanish Residence\Reports\Retai RetainPro (c) 1987-2018, Build 11.18.12.04 License : KW-06056682 license To : COFFEY ENGINEERING, INC. Wall Masonry 420.0 ft-# 0.0 ft-# 9.50 ft Cantilevered Retaining Wall Code: CBC 2019,ACI 318-1 4,TMS 402-16 Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 1,260.0 ft-# 2,100.0 ft-# 2,940.0 ft-# 3,780.0 ft-# 840.0 ft-# 1,680.0 ft-# 2,520.0 ft-# 3,360.0 ft-#