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Home My WebLink AboutPD 15-13; GIBRALTAR VIEWS; HYDROLOGY STUDY UPDATE SLOPE REPAIR; 2015-04-06r ECORD COPY ., DEBERRY ENGINEERING ASSOC/A TES, IN ~-~~• 't,,•1~ •J The Clock Tower Plaza 16466 Bernardo Center Dr. Ste 136, San Diego, GA-9-21-ztt------- April 6, 2016, 2015 RECEIVED SUBJECT: Hydrology Study Update Slope Repair MAY 2 3 2016 PROJECT: Gilbraltar Townhomes HOA LAND DEVELOPMENT ENGINEERING DeBerry Engineering Associates has conducted a hydrology study for the drainage conditions at the above project. The purpose of this study is to determine the storm water run- off characteristics on the site. The project is located in the City of Carlsbad on 0.35-acres . The site is zoned RD-M. A four unit attached housing project is located on the site. The drainage from the front of the site and the drains on the rear patios was calculated by Masson and Associates, Inc. dated 7115102. That report indicated that there will be surface flow of the front 0.17 acres into Gibraltar Street at the southerly driveway of 0.53 cfs during the 100 year storm event. The storm drain from the rear patios will discharge 0.64 cfs onto Gibraltar Street. This study is to determine the flow from the drains behind the walls into the energy dissipater on the slope. This surface run-off calculation for the rear of the property is provided as a conservative approach to estimating the sub-drain discharge, by considering that the run-off will enter the drains behind the wall. The study was conducted utilizing the Modified Rational Method, (MRM) formula for the calculation of the maximum run-off rate from a given rainfall for intersecting sub basins. It has particular application in urban storm drainage, where it is used to estimate peak run-off rates from small urban and rural watersheds for the design of storm drains and small drainage structures. Data for this report is obtained from the San Diego County Hydrology Manual. This study is conducted to determine the peak run-off based upon the 100 year rainfall event for 6 and 24 hours. The 100 year rainfall peak run-off determination is considered the "worst case scenario". Respectfully Submitted, DeBerry Engineering Asso~iates W~/~ William J. DeBerry, R.C.E. #34545 Office: 858.451.0713 Cell : 858.472.2783 Email: dianed3@cox.net, wjdeberry@cox.net www.deberryeng.com Page 2 DeBerry Engineering Associates 16466 Bernardo Center Drive, Suite 136 Project: Gibraltar Townhomes HOA Job#: ________ By: _w~jd __ San Diego, California 92128 Phone (858) 451-0713 Date: November 24 , 2015 Page: 1 of 1 April 5, 2016 update Project: Client Subject: Calculated By: HYDROLOGY STUDY Gibraltar Townhomes HOA La Costa, California Gibraltar Townhomes HOA Drainage Calculations William DeBerry C 34545 DESIGN CRITERIA Land use Residential Soils Group D Run-off Coefficient C = 0.58 100 year event P6= P24= P6/P24= Tc= I=7.44P6D**-0.645 Drainage Area A1 Q=CIA Dissipator 1 2.70 " 4.70 " 0.57 5.00 min 7.1138 in/hr CALCULATIONS Q=CIA sf 1570.00 C A (acre) 0.036 I A 0.58 7.11 0.036 CATCH BASIN FLOW CALCULATIONS FLOW FROM A1 TOTAL Q100 0.15 CF/Sec Flow velocity is less than 1.8 fps. Use a SORO D 40 Riprap energy dissipator 3' wide, 4' long , 1 foot thick with No. 2 Backing Q100 0.15 V100 0.90 Cu. Ft per sec Ft per Sec Page 3 Exh ibit A San Diego County Hydraulic Data Sau Diego Cotu1ty Hydrology Manual Date: J1me 2003 Table 3-1 Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C'" Soil Type NRCS Elements Coun Elements %IMPER. A B Undisnu·bed Naniral Terrain (Nan1ral) Pennanent Open Space o• 0.20 0.25 Low Density Residential (LDR) Residential. 1.0 DU/A or less 10 0.27 0.32 Low Density Residential (LDR) Residential. 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LDR) Residential. 2.9 DU/A or less 25 0.38 0.41 Medimu Density Residential (MDR) Residential. 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential. 7.3 DU/A or less 40 0.48 0.51 Medi1un Density Residential (MDR) Residential. 10.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential. 14.5 DU/A or less so 0.55 0.58 High Density Residemial (HDR) Residential. 24.0 DU/A or less 65 0.66 0.67 High Density Residential (HDR) Residential. 43.0 DU/A or less 80 0.76 0.77 Commercial/hldustrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Indusnial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Coll\lllercial/Indusnial (Limited I.) Limited Industrial 90 0.83 0.84 Coll\lllercial/Iudustrial (General I.) General Industrial 95 0.87 0.87 3 6 of26 C D 0.30 0.35 0.36 0.41 0.42 0.46 0.45 0.49 0.48 0.52 0.54 0.57 0.57 0.60 0.60 0.63 0.69 0.71 0.78 0.79 0.78 0.79 0.81 0.82 0.84 0.85 0.84 0.85 0.87 0.87 •Tue values associated with 0% impervious may be used for direct calculation of the muoff coefficient as described in Section 3.1 .2 (representing the pervious nmoff coefficient. C:p. for the soil type). or for areas that will remain undisn1rbed in petpeniity. Justification must be given that the area will remain naniral forever (e.g .. the area is located in CleYeland National Forest). DU/ A = dwelling units per acre NRCS = National Resomces Conservation Service Page 4 10.0 9.0 8.0 1.0 6.0 5.0 4.0 l.0 2.0 0,5 0.4 0.3 0.2 0.1 N r-,.'"' ......... I I '-1 I',, ..... x ........ I',, ' r-,., ........ "]'I',,"" ... • .J' ' ~ .... I ·-..1 , .... ti i 1, °' .... I ' N--J ~ ['.I i-.. I• 3.2 lnlhr ~ -"" .... , I --~ ""'-, . '"r-,. ' ', 1, I I --~, ~ I I I I I I ' ~ I ' -I ' 5 6 7 8 9 10 15 I I I I I I ~ I I I I I I ~ I r I t I I I I I I I 'c-20min ■ 111111111 20 30 40 50 1 Minutes Duration !1111111111 1 I I 1111111 111111111111 ' I II 1111 )1111111111 I I 111111 EQUATION I = 7.44 Pa o•0.645 I = Intensity (in/hr) P5 = 6-Hour Precipitation (in) 0 = Duration (min) I I I I I I ~ I 1 "R-~ I "I', ' l i' I", ,...,... ' I• ' ~, r--' ....... ,...,... ~~ . r-... no I "'-x ,I r-rJ. I ~ ' "I ~ ~ I ,...l',J ' 2 I',. 1' I j. 3 Hours I I I I I If 5 6 i l. 8.0, 5.5 5.0 Us 0 4.o l 3.5 ~ 3.0 2.5 2.0 1.5 1.0 lntenslty.Ouratlon Design Chart • Example Oll'Ktlona for Appllcatlon: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are Included In the County Hydrology Manual (10, 50, and 100 yr maps induded in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necet;Sary) so that it is within lhe range of 45% to 65% of the 24 hr precipitation (not appMcaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point paraUel to the plotted lines. (5) This line Is the intensity-duration curve for the location being analyzed . Application Form: (a) Selected frequency __2Q___ year (b) P5 = _3_ in .. p24 = ~ .~ z ~ %(2) 24 (c) Adjusted P6121 = _3_ in. (d) tx = ~ min. (e) I = ___lg__ in./hr. Note: This chart replaces the lntenslty-Ouratlon-Frequency curves used since 1965. , 2 6. I .◄ I . I I ◄.◄ .II 3.18 424 5.30 8.36 7.42 1.48 9.84 10.IIO 11.Ge 12.72 2,5313 31 421 505 s.90 574 1.se e.q 'g-21 '10.11 l.95259 324 3.$94.545.l9 5.'4 6.49 7.13 778 20 1 OB 1.62 2.15 2.611 3.23 3.n ◄.31 4.'5 5.311 5.113 • 1.48 2S 0.93 1.40 1 1.BT 2.33 2.80 327 3.73 4.20 ◄.SJ 5.13 5.80 30 0.B3 1.24 1.Ge 2 01 2,49 2.90 3.32 3.73 4, 15 ◄.158 4,98 40 089 1.03 138 172 207 2.41 2'NS 3.10 3.45 3 79 413 50 O.BO 0.90 I 19 1.49 1.19 2.09 2.39 2.89 2.118 l 29 3.58 BO 0.53 0.80 LOS 1.33 1.511 1,86 2.12 2,311 2.115 2.112 3.18 90 041 0.81 0112 I 02 123 1.43 1113 l.'4 2.04 2:1, 245 120 034 'o.s1 o SB o as 1 02 119 1 36 1.53 1.10 1 87 2.0◄ 1IO 0.29 o_« 0 59 0 73 0.811 1 03 1 18 1 l2 1.47 1 82 1 78 IIO 0.260.~0.52 -0 65 -0.780 91-[0◄ I, 18 1.31 ~1,44 1.57 240 0 22 0-3:l 0 43 0 54 065 0 76 0.87 098 1.01 119 1 30 JOO 0.19 ~028 0.38_0.47_0.56_0.68_ 0.76 . 0.'6 0.94 1.03 1.13 • 0.11 o.25033 0•2 o.soo.ss 051 0,15 0 . ..-0 1121 00 Page 5 Average Annual Inches of Rainfall 10 3 D ~' Unincorporated Area 3 Page 6 ' j .. ,-d' ' ' .-. ~:r, -•• • l .• _. "' _: _____ ---~ . "' "' L -• 't; ._ -- ~ --' ' H-H-< ■: .. ~-'' --· J • ' ........ I - ,,Jr " ' ) I . ' _, I I - - \ . ' .,. .,. County of S=o Hydrology ........... l.Yll!._...,.1.'1111-1111111 I ... --I ogi S1iGIS ~~~':'r:-' ... ~ ..... ·'-I·'·"'.....: i -r=w•'""'" ..,. ... T ---.. , .... !!!liil!!!!!!!! ~of~o H)'drology ... __ _ Page 7 Page 8 DRAINAGE AREAS ,,----TOTAL Q100 =0.15 cfs V= 0.9 FPS SDRD D 40 RIP RAP ENERGY DISSIPATOR I I PIL I I DRAINAGEAREA A1 ™ Gibraltar Townhomes Carlsbad, California Diagram not to scale April 6, 2016 UNIT4 UNIT3 UNIT2 UNIT 1 7 \ \ P/L FRONT OF PROPERTY SHEET FLOWS T~ GIBRALTAR STREET \ \ P/1. --~~--~----~~ P/L Drainage Area DeBEUY EN6INIIUN6 IISOalTES The ClockTower 16466 Bernardo Ctr Dr Suite 136 San Diego, California 92128 (858) 451-0713 10.0 9.0 8.0 7.[J 6.0 ""' " , .. 5.0 I 4;0 ' ... " .... "'-" ' " .... r.... ... , ... , .... r,,.." I,.. I .. ' ""'~ I',' ' ' ' ..... ... r,.. ... ,"'." ....... ~ ~- I',"" • I', "'"" ~~ ~ ~ ... ~;.. ... I', ~ I" "'"' ~ ~~ • ... ,.... ,... "'~i.. ~ 1-,. "' ~~ ... I', ' ' .... ~ t = 3.2 in/hr ~ .. "' ~ I 3.0 ·2.0 I -.::-i g1.0 ~0.9 ·lo,s .s .50-.7 0;6 0.5 ; ' 0.4 0.3 ( 0.2 : 0 . ~ ' ' ... ~ r,,.., N .. " .... ~ , .... .. . 5 6 7 8 9 10 - r,.,I'-"' ~ "' ~i.. . :-. ~ ~ .. ~" ~ ... , ~,.. ~ I"" ~ ~ t0 -20mln I I I I I I 111 11 1111 111 15 20 30 Minutes ~ ~~ ~ ~~ I ~~ ~ ~~ ~~ ~h ~~h I 40 50 . 1 Duration I 11'1 EQUATION I = 7.44 P5 D--0.645 l I = Intensity {in/hr) I Ps· = 6-Hour Precipitation (in) D = Duration (min) r II II I I I II I l li I',:,.. .... I ....... ""'~i"' ~ I .... : .. ~ I ... t-..., I· I I -~ i-,.I' "'"' ~t ""~ 1· ~ I ~ l•i,. "~ t'-i,;. ~ t-,.,1', "'i-. 1~, l" "~ u~ ' .... " ~ .i I ' I ... ,.... j "'" i I" 7 . ~ ' I ! '.J. .. ~ I 't ! I l ~ ~" I "' I ~ I 1-. ' ~ I I', . .I ~ I " I', ~ ... I ~ I I ' ' I l I ! I I l I I I I I I I l i I I li 2 3 4 5 6 Hours ~ X 0 ~ ~ a ul ul ~g u~ n ~~ ue 10 25 2.0 1.5 1.0 lntenslty..Ouratlon Design Chart -Example Directions for Application: {1) From precipitation maps determine e hr and.24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10, 50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within . the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel to the plotted lines. (5) This line ls the Intensity-duration curve for the location bei"ng analyzed. Application Form: (a} Selected frequency _2Q__ year (b} P-6 = 3 in. p24 = 5.5 !§. = 54.5 %(2) --• --'P24 -- (c) Adjusted p6(2) = _3_._ in. (d) t,c = ~ min. (e) I= -21._ in./hr. Note: This chart replac-es the Intensity-Duration-Frequency . curves used since 1965. -:;~rallonh=l-\~.l ~ • 1 2~ • ~ !\s 1~1:w '--~ I 5i5 I -~ 3.95 6.27 . 6.59 7.9019.22 10.541 tt.66 13.17 14A9' 1"5.8'1 . 1 .1 :i.1a 4.z4 ~.30 e..3s 1.42 a.◄a 9.$4 10.so 11.ee 12.12 10 1.68 2.53 3.37 4.21 5.05 5.90! 6.74 7.58 . 8.42 19.27 10.11 rs laoT--:ss 2.s9 s.2,1s.as 4.54ls.1s s.84 I s.49 I1.1s 1.1a _ -1.0, .J;Q.( 1,~ _2.ts 2.6913.23 3.77 4.:u 4.85 s.39 s;sa 5;-1.s. 211 0.93 1A 1.87 2.33 I 2.!I.Q~?I 3,7;3_ -4.2(! •1:67 5.13 I 5.60 I-1.66 2.077 2.49 2.9013.32 3.73 ..i,_!5 ! 4.55 4~ • 1.38 f.72 2.071~41 2.76 .3.10 3.45 3,.79 4.13 ~....c..,.;:..+,:.:.;;.;+-1"'.' t~l 1.49 b. 7912:o·sn.as -2.69 2.98 328 3'.58. so 0.53 1,1.so11.06 1,ss 1.S91.!:.86 [ 2.121-:[39 u5l 2. I S.18 __ !!/_ 0.4, m~ 1.02,1.23_:J ~~[J.63 .J.c¥-. 2.45 __ ~ o.34 o.s .as11.02+1,.1si 1.36 , 1.s3 g,__<>1 . ~!! 0.29 0. -?.310,88+1:.031 1.18 1.32. 1.76 : 180 0.26 .2:.,. .GGJ9.1s10.§i 1.04 1.18 ..1£, 240 022 lO. .54 0.65,0.76 0.87 j 0.98 1.30_ 300 0.19 10.23 0.38 0.47 0,56)0.66 0.75 I 0.85 t.13-. 360 O.t7 10.25 0.33! 0.42 !0.50iM8_ 0.67 i 0.1$ _ _1.llO• FI G ·U If E I ~• I 0 C"') 0 ,..._ .... .... 3303 , Orange . . ---, County .·• ,fli •. ~ io .... 0 ,..._ .... .... 0 0 0 ,..._ .... .... ., ...... ··-,:) ·. ' ... · ,•·',, / / ·. ?>/ • .~/ . •( Riverside County If . : .-·· / _., ........ ·· .. ·· ... -.. . -······-·· .~ ··-·· ,• : .• ,• . ··. ·· .. !J•~ • • • • ' • -• 'V•••----•••• .' ,•• G.• •• ~ . . "':(}- #,,,' d ~:..1 ,.. .. .. .... .. ......................... - io ..,. 0 co ... .... 0 C"') 0 <O .... .... io .... 0 <O .... .... --',---'~•.... .... --+------.. ... "' "; .. .. .. '.. .. ' .......... .. .. \ ..... .. ...... 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Miles DeBerry Engineering Associates 16466 Bernardo Center Dr, Suite 136 San Diego, California 92128 Phone(858)451-0713 Project: Gibraltar Townhomes HOA Job#:----,-.----By: _WJ..._·d __ _ Date: 4/21/2016 Page: I of 15 8-8-16 update STRUCTURAL CALCULA nONS Project: Client Subject: Calculated By: Governing Code: Wood: Steel: Concrete Epoxy Adhesive: Gibraltar Townhomes HOA 7 495 -7501 Gibraltar Street Carlsbad, CA Gibraltar Town homes HOA Retaining Wall Calculations Updated per Geotechnical Plan Check William DeBerry C 34545 DESIGN CRITERIA 2013 California Building Code Douglas Fir Larch No.1 for Beams, Headers and Joists ASTMA-36 fc = 2500 psi Simpson SET, ICC-ES ESR #1772 RECE IVED AUG 10 2016 LAND DEVELOPMENT EI\GINEERING DeBerry Engl.-rtng Associates, Inc. 16466 Bernardo Cenl8r Drive Suite 13e San Diego, CA 92128 858 451 0713 Blll@DeBerryEng.com Title 7495-7591 Gibraltar AWi Job # : Dsgnr: DeBerry Description .... Retaining Wall Design for Slope Stability This Wall in FIie: E:\Gibraltar\gibraltar retaining wall cak:uations for slide.RPX Page:.2__ Date: 8 AUG 2016 RetalnPro 10 (c) 1987-2014, BuHd 10.14.12.11 ~-ro'ffl!IRv ENGINEERING Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11 ,ACI 530-1 1 I Criteria I I Soil Data I Retained Height = 8.00 ft AJ4ow Soil Bearing = 1,500.0 psf Wall height above soil 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 psf/fl Slope Behind Wall 0.00 : 1 = Height of Soil over Toe 40.00 in Passive Pressure = 600.0 psf/fl Water height over heel = 0.0 ft Soil Density, Heel 126.50 pcf Soil Density, Toe = 126.50 pcf FootingUSoil Friction 0.400 Soil height to ignore for passive pressure = 12.00 in I Surcharge Loads I I Lateral Load Applied to Stem I Surcharge Over Heel = 40.0 psf lateral Load = 0.011ft Used To Resist Sliding & Overturning ... Height to Top = 7.25 ft Surcharge Over Toe 0.0 psf ... Height to Bottom = 6.65 ft Used for Sliding & Overturning The above lateral load I Axial Load Applied to Stem I has been inaeased 1.00 by a factor of Axial Dead Load = 0.0lbs Wind on Exposed Stem = 0.0 psf Axial Live Load 0.0lbs Axial Load Eccentricity 0.0in I Adjacent Footing Load o.olbs I Adjacent Footing Load = Footing Width = 0.00 ft Eccentricity = 0.00 in WaH to Ftg CL Dist 0.00 ft Fooling Type Line Load Base Above/Below Soil 0.0 ft at Back of Wall = Poisson's Ratio 0.300 I Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.405 Des~n Kh D.300 g Ka for static earth pressure = 0.205 Difference: Kae -Ka = 0.200 Using Mononobe-Okabe / Seed-Whitman procedure Added seismic base force 885.9 lbs DeBerry Engineering Associates, Inc. 16416 Bernardo Cenl9r Drive Suite 136 San Diego, CA 92128 858 451 0713 Blll@DeBerryEng.com Trtle 74~7591 Gibraltar Ave Job , : Dsgnr: DeBeny Desaiption .... Retaining Wall Design for Slope Stability This Wall in File: E:\Gibralta~ibraltar retaining waU calcuations for slide.RPX Page: / Date: 8A~ RetalnPro 10 (c) 1987-2014, BuHd 10.14.12.11 l:.\~~\W:ffl!LveNGINEERING Cantilevered Retaining Wall Design ::ode: CBC 2013,ACI 31f>r11.ACI 530-11 I Design Summary • I Stem Construction • 2nd Bottom Stem OK Stem OK Pier Foundation Design Height Above Ftg ft= 3.00 0.00 Restrained at top WaN Material Above "Ht" = Masorvy Masonry Spacing = 9.50 ft Design Method = LRFD LRFD LRFD Diameter = 24.00 in Thickness = 8.00 12.00 Pier Reinforcing = 11 -#6 Rebar Size , 6 # 6 Embedment = 18.00 ft Rebar Spacing = 16.00 16.00 fc = 3,000 psi Rebar Placed at = Edge Edge fy = 60,000 psi Design Data Added Lat. at pier top = 0.0 lbs fb/FB + fa/Fa = 0.321 0.692 End soil bearing allow. = 1,500 psf Total Force@ Section Skin friction 750.0 psf Service Level lbs= Allow. passive press. = 600 pcf Strength Level lbs= 992.3 2,467.4 Mu = 73,983 ft-lbs Moment .. .Actual <phi>Mn =161,150 ft~bs Service Level ft-#= Vu = 25.19 psi Strength Level ft-#= 2,138.9 8,469.5 <phi>Vn 82.16 psi phiMn or Mallowable ft-#= 6,661.9 12,230.6 Total Vertical Load = 29,232 lbs Shear .... .Actual Vertical Capacity 89,532 lbs Service Level Total Lateral Force to psi= Pier Lateral Restraint = 2,480.8 Strength Level psi= 15.8 22.8 Sliding Stability Vallowable/(bd) psi= 69.7 69.7 Factor of Safety applied to reduce Wall Weight psf= 78.0 124.0 Allow. Passive Press = 1.0 Rebar Depth 'd' in= 5.25 9.00 Load Fac:ton Masonry Data Building Code CBC 2013,ACI rm psi= 1,500 1,500 Dead Load 1.200 Fy psi= 60,000 60,000 Live Load 1.600 Solid Grouting = Yes Yes Earth,H 1.600 Modular Ratio 'n' = 21.48 21.48 ll'v'ind, w 1.000 Seismic, E 1.000 Equiv. Solid Thick. in= 7.60 11.60 Masonry Block Type = Medit.m Weight Masonry Design Method = LRFD Concrete Data re psi= Fy psi= I Footing & Pier Data I Footing Design Results • Toe Width 2.50 ft _!{IL -1iuL Heelll'v'idth = 1.00 Factored Pressure = 0 O psf Total Footing Width = 3.50 Mu': Upward 0 0 ft-# Footing Thickness = 24.00 in Mu' : Downward 2,165 0 ft-# Pier Diameter 24.00 in Mu: Design -2,165 0 ft-# Pier Embedment = 216.00 in Actual 1-Way Shear 10.51 0.00 psi Toe to Edge Pier 0.00 ft Allow 1-Way Shear 75.00 0.00 psi Toe Reinforcing = #6@18.00in re= 2,500 psi Fy = 60,000 psi Heel Reinforcing = 16@18.00in Footing Concrete Density = 150.00pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes & Spacings Cover@Top 2.00 @Btm.= 3.00 in Toe: Not req'd, Mu< S * Fr Heel: Not req'd, Mu < S * Fr Key: Footing Design Results Pier I Footing Torsion, Tu = 51,251.00 ft4bs Footing AN<Yw. Torsion, phi Tu = 26,350.43 ft~bs Footing Is designed for torsion DeBeny EngiMeting Assoclatn, Inc. 16466 Bernardo Cenl9r DriV9 Suite 136 San Diego, CA 92128 858 451 0713 Blll@DeBenyEng.com Title 7496-7591 Gibraltar Ave Job , i Dsgnr: DeBeny Page:~ Date: 8 AUG 2016 Description .... Retaining WaH Design for Slope Stability This Wall in File: E:\Gibraltar\gibraltar retaining wan cak:uations for slide.RPX RetalnPro 10 (c) 1987-2014, BuUd 10.14.12.11 tl~~-\Wffl!LveNGINEERING Cantilevered Retaining Wall Design :;ode: CBC 2013,ACI 318-11 ,ACI 530-11 Summa of Overtumin & Resistin Forces & Moments lt8m Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Total ..... OVERTURNING ..... Force Distance Moment lbs ft ft-I 1,500.0 3.33 5,000.0 94.9 5.00 474.3 885.9 6.00 5,315.4 2,480.8 O.T.M. 10,789.7 Soil Over Heel = Sloped SoU Over Heel = Surcharge Over Heel Adjacent Fooling Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth@ Stem Transitions= Fooling Weight = Key Weight = . .... RESISTING ..... Force Distance Moment lbs ft ft-I 1,054.2 762.0 210.8 1,050.0 3.50 3.50 1.25 2.91 3.33 1.75 1,317.7 2,221 .0 702.8 1,837.5 Pier foundation used. Forces and moments displayed are applied at top of pier. Vert. Component _= ____ _ I Tilt I Total• 3,on.o lbs R.M.• 6,079.o • Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calaiiation. Horizontal Deflection at Top of wan due to settlement of sou (Deflection due to wan bending not considered) Soil Spring Reaction Modulus Horizontal Deft@ Top of Wal (approximate only) 250.0 pd 0.000 in DeBerry Engineering Associates, Inc 16466 Bernardo Center Dr Suite 136 San Diego, CA 92128 Bill@DeBerryEng.com Tltle 7495-7591 Gibraltar Ave Job # • Dsgnr: DeBerry Description .... Retaining Wall Design for Slope Stability Page : 5 Date: 22 MAY 2016 This Wall in File: Y:\Gilbraltar St., 7501\gibraltar retaining wall calculations for slide.RPX RetalnPro (c:) 1987-2015, Build 11.15.1 2.03 Lk:enae : KW--06058109 License To : DEBERRY ENGINEERING Cantilevered Retaining Wall 2768.37# Code: CBC 2013,ACI 318-11,ACI 530-11 0# DeBerry Engineering Associates, Inc 16466 Bernardo Center Dr Suite 136 San Diego, CA 92128 Blll@DeBerryEng.com Tltle 7495-1591 Gibraltar Ave Job # Dsgnr: DeBerry Description .... Retaining Wall Design for Slope Stability Page : 6 Date: 22 MAY 2016 This Wall in File: Y:\Gilbraltar St., 7501\gibraltar retaining wall calculations for slide.RPX RetalnPro (c) 1987-2015, Build 11.15.12.03 License : KW--06058109 License To : DEBERRY ENGINEERING Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11 ,ACI 530-11 Designer to determine bar cutoff locations 660.0 lbs 1,100.0 lbs 1,540.0 lbs 1,980.0 lbs 440.0 lbs 880.0 lbs 1,320.0 lbs 1,760.0 lbs DeBerry Engineering Associates, Inc 16466 Bernardo Center Dr Suite 136 San Diego, CA 92128 Blll@DeBerryEng.com Hie 7495-'?591 Gibraltar Ave Job# Dsgnr: DeBerry Description .... Retaining Wall Design for Slope Stability Page : 7 Date: 22 MAY 2016 This Wall in File: Y:\Gilbraltar St., 7501\gibraltar retaining wall calculations for slide.RPX RetainPro (c) 1987-2016, Build 11.16.12.03 License : KW--06068109 License To : DEBERRY ENGINEERING Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11 ,ACI 530-11 Allowable Moment Line oncrete Masorvy Designer to determine bar cutoff locations 1,360.0 ft-# 4,080.0 ft-# 6,800.0 ft-# 9,520.0 ft-# 12,240.0 ft-# 2,720.0 ft-# 5,440.0 ft-# 8,160.0 ft-# 10,880.0 ft-# Page:_!j_ DeBerry Engineering Associates, Inc. 16466 Bernardo Center Drive Title 7495-7591 Gibraltar Ave Job # : Dsgnr. DeBerry Date: 8 AUG 2016 Suite 136 San Diego, CA 92128 858 451 0713 Blll@DeBerryEng.com Oesaiption .... Retaining Wall Design for Slope Stability This Wall in File: E:\Gibraltar\gibraltar retaining wall calculations for slide.RPX RetalnPro 10 (C) 1987-2014, Build 10.14.12.11 t\i~~rofflilRv ENGINEERING Cantilevered Retaining Wall Design :;ode: CBC 2013,ACI 318-11,ACI 530-11 ._,I c.r.it.e.ria ________ _.. I Soil Data • Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 46.0 psf/ft Retained Height = 5.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 1.50: 1 Height of Soil over Toe 40.00in Passive Pressure = 600. O psf/ft Water height over heel = 0.3 ft Sott Density, Heel = 126.50 pct Soil Density, Toe = 126.50 pct FootingllSoil Friction 0.400 Soil height to ignore for passive pressure = 12.00 in -=::::J I Surcharge Loads I I Lateral Load Applied to Stem I Adjacent Footing Load oot,ng Loa Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning Lateral Load = 0.0 #/ft ... Height to Top = 7.25 ft ... Height to Bottom = 6.65 ft The above lateral load I Axial Load Applied to Stem • has been increased 1.00 by a factor of Axial Dead Load 0.0 lbs Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity 0.0 in I Earth Pressure Seismic Load I Kae for seismic earth pressure = '-:Oe~si11111g .. nll!IKhP ______ l!!l011_3•00.-g-_. Ka for static earth pressure = 1.032 0.321 0.710 Difference: Kae -Ka Using Mononobe-Okabe / Seed-\Nhitman procedure iacent = Footing Width = Eccentricity = Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall = Poisson's Ratio = Added seismic base force O.Olbs 0.00 ft O.OOin 0.00 ft Line Load 0.0 ft 0.300 1,540.9 lbs DeBeny EnglMering Associates, Inc. 16466 Bernardo Center Drive Suite 136 San Diego, CA 92128 858 451 0713 Blll@DeBenyEng.com Title 749~7591 Gibraltar Ave Job # : Dsgnr. DeBeny Oesaiption .... Retaining Wall Design for Slope Stability This Wall in File: E:\Gibraltar\gibraltar retaining wall calculations for slide.RPX Page:.liL__ Date: 8 AUG 2016 RetalnPro 10 (c) 1987-2014, Build 10.14.12.11 Cantilevered Retaining Wall Design t\~~ -ro'ffl!WRv ENGINEERING :ode: CBC 2013,ACI 318--1 1,ACI 530-11 I Design Summary • I Stem Construction • 2nd Bottom Stem OK Stem OK Pier Foundation Design Height Above Ftg ft= 3.00 0.00 Restrained at top Wall Material Above "Ht" = Masonry Masonry Spacing = 9.50 ft Design Method = LRFD LRFD LRFD LRFD Diameter = 24.00 in Thickness 8.00 12.00 Pier Reinforcing 6-16 Rebar Size = # 6 # 6 Embedment = 12.00 ft Rebar Spacing = 16.00 16.00 fc = 3,000 psi Rebar Placed at = Edge Edge fy = 60,000 psi Design Data Added Lat. at pier top 0.0 lbs fb/FB + fa/Fa = 0.047 0.401 End soil bearing allow. = 1,500 psf Total Force@Sectlon Skin friction 750.0 psf Service Level lbs= Allow. passive press. = 600 pcf Strength Level lbs= 326.9 2,045.1 Mu = 65,539 ft-lbs Moment. .. .Actual <phi>Mn 91,167 ft-lbs Service Level ft-#= Vu = 32.13 psi Strength Level ft-#= 313.8 4,902.7 <phi>Vn = 82.16 psi phiMn or Mallowable ft-#= 6,661.9 12,230.6 Total Vertical Load 25,807 lbs Sooar .... .Actual Vertical Capacity 42,408 lbs Service Level psi= Total Lateral Force to Pier Lateral Restraint 2,768.4 Strength Level psi= 5.2 18.9 Sliding Stability Vallowable/{bd) psi= 69.7 69.7 Factor of Safety applied to reduce Wall Weight psf= 78.0 124.0 Allow. Passive Press = 1.0 Rebar Depth 'd' in= 5.25 9.00 Load Factors Masonry Data Building Code CBC 2013,ACI rm psi= 1,500 1,500 Dead Load 1.200 Fy psi= 60,000 60,000 Live Load 1.600 Solid Grouting = Yes Yes Earth,H 1.600 Modular Ratio 'n' = 21.48 21.48 Wind, w 1.000 Seismic, E 1.000 Equiv. Solid Thick. in= 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = LRFD Concrete Data re psi= Fy psi= I Footing & Pier Data I Footing Design Results • Toe Width = 2.50 ft .....ISN...... ....linL Heel Width = 1.00 Factored Pressure = 0 O psf Total Footing Width = 3.50 Mu': Upward = 0 0 ft-# Footing Thickness 24.00 in Mu' : Downward = 2,165 0 ft-# Mu: Design = -2,165 0 ft-# Pier Diameter 24.00 in Actual 1-Way Shear 10.51 0.00 psi Pier Embedment = 144.00 in Toe to Edge Pier = 0.00 ft Allow 1-Way Shear 75.00 0.00 psi Toe Reinforcing = #6@16.00in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6@18.00in Footing Conaete Density = 150.00pcf Key Reinforcing = None Spec'd Min.As % = 0.0018 Other Acceptable Sizes & Spacings Cover@Top 2.00 @Btm.= 3.00 in Toe: Not req'd, Mu< S • Fr Heel: Not req'd, Mu < S • Fr Key: Footing Design Results Pier I Footing Torsion, Tu = 43,589.00 ft-lbs Footing Allow. Torsion, phi Tu = 26,350.43 ft-lbs Footing designed for torsion. DeBerry EnglMering Associates, Inc. 16466 Bernardo Center Drive Suite 136 San Diego, CA 92128 858 '51 0713 Blll@DeBerryEng.com Trtle 749~7591 Gibraltar Ave Job I : Dsgnr: De8erry Page:_fj__ Date: 8 AUG 2016 Desaiption .... Retaining WaH Design for Slope Stability This Wall in File: E:\Gibraltar\gibraltar retaining wall calculations for slide.RPX RetalnPro 10 (c:) 1987-2014, Build 10.14.12.11 trb4;1.:; romiLv ENGINEERING Cantilevered Retaining Wall Design '.;ode: CBC 2013,ACI 318-11 ,ACI 530-11 Summa of Overtumin & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# •Heel Active Pressure = 1,227.5 2.20 2,705.1 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Total = 1,540.9 4.20 6,471.6 2,768.4 O.T.M. 9,176.6 Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = SoilOverToe = Surcharge Over Toe = Stem Weight(s) = Earth@ Stem Transitions= Footing Weight = Key Weight = . .... RESISTING ..... Force Distance Moment lbs ft ft-# 1,054.2 528.0 84.3 1,050.0 3.50 3.50 1.25 2.95 3.33 1.75 1,317.7 1,558.0 281.1 1,837.5 Pier foundation used. Forces and moments displayed are applied at top of pier. Vert. Component _= ____ _ •1ndudes water table effect I Tilt I Total"' 2,716.5 lbs R.M.• 4,994.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of wan dye to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Dell@ Top of Wall (approximate only) 250.0 pci 0.000 in DeBerry Engineering Associates, Inc 16466 Bernardo Center Dr Suite 136 San Diego, CA 92128 Bill@DeBerryEng.com Title 7495-1591 Gibraltar Ave Job # Dsgnr: DeBerry Description .... Retaining Wall Design for Slope Stability Page : -zr-/l Date: 22 MAY 2016 This Wall in File: Y:\Gilbraltar St., 7501\gibraltar retaining wall calculations for slide.RPX RetainPro (c) 1987-2016, Build 11.16.12.03 License : KW-06058109 License To: DEBERRY ENGINEERING Cantilevered Retaining Wall 3' 8" w/ #6@ 16" Solid Grout f'616.in #6@18" Code: CBC 2013,ACI 318-11,ACI 530-11 DeBerry Engineering Associates, Inc 16466 Bernardo Center Dr Suite 136 San Diego, CA 92128 Bill@DeBerryEng.com Hie 7495-1591 Gibraltar Ave Job # Osgnr: DeBerry Description .... Retaining Wail Design for Slope Stability Page :-s: l J Date: 22 MAY 201~ This Wall in File: Y:\Gilbraltar St., 7501\gibraltar retaining wall calculations for slide.RPX RetalnPro (c) 1987-2016, Build 11.16.12.03 License : KW--06068109 License To : DEBERRY ENGINEERING Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11 ,ACI 530-11 40.00psf ffl. 2211.91# DeBerry Engineering Associates, Inc 16466 Bernardo Center Dr Suite 136 San Diego, CA 92128 Bill@DeBerryEng.com Tltle 7495-1591 Gibraltar Ave Job # Dsgnr: DeBerry Description .... Retaining Wall Design for Slope Stability Page : 1t '<-/ Date: 22 MAY 2016 This Wall in File: Y:\Gilbraltar St., 7501\gibraltar retaining wall calculations for slide.RPX RetalnPro (c) 1987-2016, Build 11.16.12.03 License : KW--06068109 License To : DEBERRY ENGINEERING Masonry 240.0 lbs Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11 ,ACI 530-11 Designer to determine bar cutoff locations 720.0 lbs 1,200.0 lbs 1,680.0 lbs 2,160.0 lbs 960.0 lbs 1,440.0 lbs 1,920.0 lbs DeBerry Engineering Associates, Inc 16466 Bernardo Center Dr Suite 136 San Diego, CA 92128 Blll@DeBerryEng.com Hie 7495-'?591 Gibraltar Ave Job # Dsgnr: DeBerry Description .... Retaining Wall Design for Slope Stability This Wall in File: Y:\Gilbraltar St., 7501\gibraltar retaining wall calculations for slide.RPX Page :-,,,!" Date: 22 MAY 2016 RetalnPro (c) 1987-2016, Build 11.16.12.03 License : KW-06068109 License To : DEBERRY ENGINEERING Cantilevered Retaining Wall Code: CBC 2013,ACI 318-11 ,ACI 530-1 1 Masonry Allowable Moment Li oncrete Masonry Designer to determine bar clAoff locations 1,360.0 ft-# 4,080.0 ft-# 6,800.0 ft-# 9,520.0 ft-# 12.240.0 ft-# 2.720_.0 ft-# 5,440.0 ft-# 8.160.0 ft-# 10,880.0 ft-#