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HomeMy WebLinkAboutCT 02-28; LA COSTA CONDOMINIUMS; STRUCTURAL CALCULATIONS;DESIGN ASSUMPTIONS: . . CONCRETE STR'ENGTH AT.TW~NTY EIGHT DAYs: 1-500 PSI MASONRY: . GRADE "N" CONCRETE-BLOCK F' M = IS-OO' PSI MORTAR: TYPE'S 1,800 PSI· GROVT: 2000 P$'I REINFORCING STEEL: A~615 STRUCTURAL STEEL:' A·36 . . '. . . . LUMBER:' DOUGLAS FIR-LARCH .. JOISTS· . . BEAMS AND POSTS . STubS 'S~ISMIC .FO'RC~::..... _. __ ,..- .. WIND,FORGE:' _. __ _ 'DESIGN LOADS: . . . ROOF DEAD LOAD . . TOTAL = / ROOF2rtGAD- .SLO~r G' F~ GRADE 40: " GRADE 60: ." #2 .' ~ #~ #4 AND LESS (U.O.N.) #5 AND LARGER STUD OR BETTER .~EPORT BY;' '. AMe:IA.U.4t~· SOIL PRESSURE: 1..,00(;. FLOOR DEAD LOAD EXT,' '-.' TOTAL = 40 PSF. . .60. P. (U.O.N.) 1 PSF. The~ cpiculations are limited only t9 th? :ltenis included herein" seleeted by the clierit and do 'not imply approval of any other portion ofthe structure by this office. 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Page 1 e:\enercalc\ec\la. costa townhomes 1.ecw,Calcu Description Wall "A alternate" at La Costa AVfq, east of Sitio Del Mar @rlt:ri~ ... =;:I.';~~:,u=.""" .. '. :.:"0' -. --:; :",.", :ll.r;~.3 Retained Height 6.50 ft Wall height above soil 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Lateral Load Applied to Stem hi ~~~..w~~~Pi7 ~~~~:.T"!rx="'_'A&''k~@>:J Total Bearing Load = 4,7831bs ... resultant ecc. 10.81 in Soil Pressure @ Toe 1,994 psf OK Soil Pressure @ Heel 0 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,724 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 8.1 psi OK Footing Shear @ Heel 29.5 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning 2.31 OK Sliding = 1.70 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 2,153.9 Ibs less 100% Passive Force= -1,950.7 Ibs less 100% Friction Force = -1,913.2Ibs Added Force Req'd = O.Olbs OK .... for 1.5 : 1 Stability 0.0 Ibs OK Q=~~,~~!~~;~~-=~=-j~ -IQL ~ Soil Data ."' ~ .... ;. ~"'~-!:~:~:f.::~fit;;:·.~\Jr'<" .:..;., ~,' ,'J.~"'t~ '::l,'t~ .. "rlJl'Z'''',;.·U:'G.~;~~:~~ :.f;\ Allow Soil Bearing = 2,000.0 psf E:quivalent Fluid Pressure Method Heel Active Pressure = 75.0 Toe Active Pressure 75.0 Passive Pressure 200.0 Water height over heel = 0.0 ft FootingliSoil Frictior = 0.400 Soil height to ignore for passive pressure 0.00 in Lateral Load = 2.3 #Ift I ,~~~~~~~~,~!!;!!,ii::J Top Stem Design height ft = Wall Material Above "Ht" = Thickness' = Rebar Size = Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment.. .. Actual Moment. .... Allowable Shear ..... Actual Shear ..... Allowable = Ibs= ft-#= ft-#= psi = psi= Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf = Rebar Depth 'd' in = Masonry Data Stem OK 3.33 Masonry 8.00 # 4 16.00 Edge 0.344 385.4 413.9 1,204.2 6.7 25.8 '24.00 24.00 7M 5.25 fm psi = 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' 125.78 Short Term Factor = 1.330 Factored Pressure Mu': Upward 2,724 0 psf Equiv. Solid Thick. in = '7.60 726 0 ft-# Mu' : Downward 95 0 ft-# 631 5,931 ft-# 8.12 29.48 psi 85.00 85.00 psi = # 5 @ 22.50 in Masonry Block Type = Medium Weight Concrete Data fc Fy psi = psi= Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Footing Strengths & Dimensions ,',: .... ~l.?:i::t-.... -", •• "!",~, ... , ... ' ~-«~,::: '. ;,':;.,...,:,.~;n"i.irv) _ '}IO:J,:t:'r':l.':'tl;t"~ ..... ~,""" .. J;f' ... -'~·;P fc = 2,500 psi Min. As % Toe Width Heel Width Total F-ooting Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover@ Top =2.00 in ... Height to Top ... Heigbt to Bottom 2nd Stem OK 0.00 Masonry 12,00 # 6 1.6.00 Edge 0:901 1,591 :4 3,488.6 3,872.5 16.5 25.8 36.00 8.30 124.0 9.00 1,500 24,000 Yes No 25.78 1.330 11.62 Fy = 60,000 psi 0.0012 = = = = = = = 0.50 ft 4.50 5.00 15.00 in 15.00 in 32.00 in 3.75 ft @ Btm.= 3.00 in 7.()0 ft 0.00 ft Mu: Design Actual1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing None Spec'd # 5@21.75in Heel: #4@ 13.50 in, #5@ 20.75 in, #6@ 29,50 in, #'7@40.25 in, #8@48.25 in, #9@4 Key: #4@ 14.00 in, #5@21.75 in, #6@ 30. ; . Title: Dsgnr: Description: ·e Job# Date: =, ------------------~--. Scope: Cantilevered Retaining Wall Design e:lenercalc\eclla costa townhomes 1:e~;~al;u ... .lY;. i ,:" l ~ -. ¥.. ,)"" ",-.. ,",. Description Wall "A alternate" at La Costa Ave, east of Sitio Del Mar l~~.m--m-a-ry---O-f-.O-.v-"!-"-r:-.I;I-.E-..n.-L-".-~-,~-._-.""R-m'_-~-~-i~-t-t-~-.~-!-. -~-~E-}-",~""",,-~-~-,.,.-,~-,.-0-•. -.T-"e-",-~.-t;;-",,-,,-------t-" '-''<--'''-'''-'1''-''-¥-''''''-' ,-,-,.-, "-,,,,',-..• -_-,,,-,,,-. ~-."-,._-._.-,,,,-_ "_-••• -.,,-,",,-.• -,,-.. -•.. ,-.,-•. -,,~; Item Heel·Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = = = L¢ad @ Stem Above Soil = SeismicLoad Total = Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment Ibs ft ft-# -------- 2,252.3 2.58 5,818,6 -114.8 0.58 -67.0 16.4 4.75 2,153.9 O.T.M. = = 77.8 5,829.4 2.31 Vertical Loads used for Soil Pressure = 4,782.9 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over' Heel = Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = ..... RESISTING ..... Force Distance Moment Ibs ft ft-# 2,502.5 27.5 699.2 116.2 937.5 500.0 3.25 0.00 0.25 0.93 1.33 2.50 4 .. 38 8,133.1 6:9 651.5 155.0 2,343.7 2,187.5 -----.,-----Total = 4,782.9 Ibs R.M.= 13,477.7 I J Title: Job# Dsgnr: Date: Description: Scope: 10 ------------_ .. _----------_._----,---, \', ~ ..... ," .. " .... , ,'-". '-.:.. .... Cantilevered Retaining Wall Design e:\enercalc\ec\la.costa townhomes 1:e~;~cal~u Description Wall"B alternare" East of Sitio Del Mar L~,,~~';!i~~.~~,: ~-" " ,". ;., _ '.'.:' Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = 6.50 ft 0.50 ft 0.00: 1 6.00in Soil Data , , ~:1'J"r ; ... .-. ". ~i~"'t1'{~-r.''''~'',·'-' ~ 1 ..... ,' ~:t' :;c"';-""<:'t .~~l ~ .1' ...... ~:,. -,~ ....... .t Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 Toe Active Pressure 40.0 Passive Pressure = 200.0 Footing Strengths & Dimensions ?: ,,~;;.~! '" ::~";;;;""~~~·:;;:"~":''':~$I''·.';;jJ;Jrfrv''' :"'. .• _~.." ... .;:,;~,: .. ~ .. ~......-.'J' ... !-... ,/ fc = 2,500 psi Fy = 60,odo psi Min. As % = 0.0012 Toe Width 0.50 ft Heel Width = 3.00 Soil Density 110.00 pcf Total Footing Width 3.5tf Footing Thickness 1-2.00 in Water height over heel = 0.0 ft Wind on Stem 0.0 psf Lateral Load Applied to Stem ~~ ~~~~';W"'~~~ I ~g:~~rraJ"w;=.~===l Totall,3earing Load = 2,973 Ibs ... resultant eec. = B.98 in Soil Pressure @Toe = 1,979 pst OK Soil Pressure @ Heel = 0 psf OK Allowable 2,000 pst Soil Pressure Less Than Allowable ACI Factored @ Toe 2,662 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe Footing Shear @ Heel = 10.6 psi OK 21.2 psi OK 85.0 psi Allowable = Wall Stability Ratios Overturning 2.04 OK Sliding 1.67 OK Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force 1,095.2 Ibs less 100% Passive Force= -711.1 Ibs less 100% Friction Force = -1,189.2 Ibs Added Force Req'd 0.0 Ibs OK ... .for 1.5 : 1 Stability 0.0 Ibs OK lf~.!~~!~.~~t Factored Pressure Mu': Upward Mu' : Downward Mu: Design = = Actual1-Way Shear = Allow 1-Way Shear = Toe Reinforcing Heel Reinforcing Key Reinforcing ~ Heel 2,662 0 psf 686 0 ft-# 81 3,065 ft-# 606 3,065 ft-# 10.56 21.25 psi 85.00 85.00 psi None Spec'd None Spec'd None Spec'd FootingliSoil Frictior Soil height to ignore for passive pressure Lateral Load = = 0.400 Key Width = 12.00 in 0.00 in Key Depth = 14.00 in- Key Distance from Toe = 2.50 ft Cover @ Top = 2.00 in @ Btm.:; 3.00 in 2.3 #Ift ... Height to Top = 6.50 ft ... Height to Bottom 0.00 ft I Stem Construction~ _T-'-'o::..!p=-S=.:t:::.e:.::m:..,--=2::.:n.:::.d _______ -,..--__ ~_ m:t.m"'";MG\''''=~~i;;:;;;t:\~\i! Stem OK Stem·OK DeSign height ft= 3.33 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size # 4 # 5 Rebar Spacing = 24.00 24.00 Rebar Placed at Edge Edge DeSign Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment. .... Allowable Shear ..... Actual = Ibs= ft-#= ft-#= psi= 0.217 208.4 224.1 1,032.3 3.6 0.645 855.2 1,879.4 2,915.8 8.6 Shear ..... Allowable psi = 25.8 25.8 Bar Develop ABOVE HI. in = 24.00 30,00 Bar Lap/Hook BELOW Ht. in = 24.00 7.68 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in = 5.25 9.00 Masonry Data ----------------- fm psi = 1,500 1,500 Fs psi = 24,000 24,000 Solid Grouting = Yes Yes Special Inspection - . No No Modular Ratio 'n' 25.78 25.78 Short Term Factor = 1..330 1.330 Equiv. Solid Thick. in = 7.60 11.62 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi= Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: #4@ 17.75 in, #5@ 27.25 in, #6@ 38.75 in, #7@48.25 in, #8@48.25 in, #9@4 Key: Not req'd, Mu < S • Fr j' Title: Job# Dsgnr: Date: Description: Scope: ---------------, ~_I I' ~ •• 1 •• _I~ t.... ; Cantilevered Retaining Wall Design Page 2 e:\enercafcleclla costa townhomes 1_ecw:Calcu Description Wall liB alternare" East of Sitio Del Mar L~W.!!:l,~~r)r of -overturn.j~~-"~,_~~~.~!ti,!:!~Lf~r.~_'!l~,,,~!Y!.2T.~'!t~ . ..... OVERTURNING ..... Force Distance Moment Item Ibs ft ft-# Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = SeismicLoad 1,125.0 -45.0 15.2 2.50 2,812.5 0.50 -22.5 4.25 64.6 Total 1,095.2 O.T.M. = 2,854.6 Resisting/Overturning Ratio = 2.04 Vertical Loads used for Soil Pressure = 2,972.9 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load·on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = .. ... RESISTING ..... Force Distance Ibs ft 1,430.0 2.50 0.00 27,5 0.25 699.2 0.93 1'16.2 1.33 ·525.0 1.75 175.0 3.00 2,972.9 Ibs R.M.= Moment ft-# 3,575.0 6.9 651.5 155.0 918.7 525.0 . 5,832.~ " .' .' Title: Job# Dsgnr: Date: Description: Scope: ._----.-------------------, [ 1 • ~ .:-• -•• t .. ,·~ ,',. ,~,~,-,,1.. Cantilevered Retaining Wall Design Page 1. . e:\enercalc\ec\la costa townhomes 1.ecw:Calcu Description Wall "e alternare" East of Sitio Del Mar [Criteria :,,' l"''t1.~;~:''tt,J.~.''''~;~ .-;"ro!:'-.,~ t· (jl :."'; "'': • "'",-"1 ' ~' Soil Data I Footing Strengths & Dimensions 11: ............ :~f >::<;)' ~."l~""" .... s....~s!u.~>'1!~,"'4."'.;." ';"'\'~ ",~~~"'~!!t:"~, <'.~ .;; •• ' .. "'~'~~'l.' ~:!<,·~,f'r'rj·~·,·· '-:;s Retained Height Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method fc = 2,500 psi· Fy = 60,000 psi Min. As % -0.0012 Heel Active Pressure = 40.0 = 0.50 ft Wall height above soil Slope Behind Wall 4.25 ft 0.50 ft 0.00: 1 6.00 in Toe Active Pressure = 40.0 Toe Width Heel Width = 2.00 Height of Soil over Toe = Soil Density = Wind on Stem 110.00 pcf 0.0 psf LEli~!!':,Z=m"'''1.i,J;;;M"",*,''''''''J;;4~ Total Bearing Load = 1,434 Ibs ... resultant ecc. 6.57 in Soil Pressure @ Toe = 1,361 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,906 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.8 psi OK Footing Shear @ Heel 10.1 psi OK Allowable 85.0 psi Wall Stability Ratios Overturning 2.03 OK Sliding 1.73 OK Sliding Cales (V~rtical Component NOT Used) Lateral Sliding Force 516.21bs less 100% Passive Force= -400.01bs less 100% Friction Force = -573.51bs Added Force Req'd 0.0 Ibs OK .... for 1.5 : 1 Stability 0.0 Ibs OK [ Footing Design Results I~ L;r~~~..:r~:~ . .:.,.':2.~ .. ~ .J.Q.L ~ Factored Pressure 1,906 o psf Mu': Upward 379 o ft-# Mu': Downward = 64 o ft-# Mu: Design 315 905 ft-# Actual1-Way Shear = 6.83 10.11 psi Allow 1-Way Shear 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing None Spec'd Key Reinforcing None Spec'd Passive Pressure = 200.0 Water height over heel 0.0 ft FootingliSoil Frictior = 00400 Soil height to ignore for passive pressure = 0.00 in Total Footing Width = ----z.su- Footing Thickness 12.00 in Key Width = 6.00 in Key Depth 6.00 in Key Distance from Toe 1.17ft Cover@Top = 2.00 in @Btm.= 3.00 in Lateral Load = 2.3 #/ft ... Height to Top = 4.25 ft ... Height to Bottom = 0.00 ft I ~~~~~!~~Ke~~~~T~OPLS~=~:~~~K7'--------~----------- Design height ft= 0.00 Wall Material Above "Ht" = Masonry Thickness 8.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa Total Force @ Section Moment. ... Actual Moment. .... Allowable Shear ..... Actual Shear ..... Allowable Ibs= ft-#= = psi = psi = 0.515 366.2 532.1 1,032.3 6.3 25.8 Bar Develop ABOVE Ht. in = 24.00 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 78.0 Rebar Depth 'd' in = 5.25 Masonry Data fm psi = 1,500 Fs psi = 24,000 Solid Grouting Yes Special Inspection No ModOlar Ratio 'n' 25.78 Short Term Factor 1.330 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi= Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Key: #4@ 48.25 in, #5@ 48.25 in, #6@ 48. 1 ( Title: Job# Dsgnr: Date: Description: Scope: ---_._-----_ .. _----_._-----------------'--' 1 I~ ,,'']. :.~ ,·l'.,'.'.';_'" .~ .. -,." .... ,~. :', '" .,.~ ,.-;.~..., ,,: Cantilevered Retaining Wall Design' Page 2 e:\enercalc\ec\la costa townhomes 1.ecw:Calcu Description Wall He alternare" East of Sitio Del Mar L.~,~~.~.~",'J'",?,! .ov~rtu ~niD~~.!;~~,!~t!!!~L~~rf.;;!"'~,.~<~m~,..I)~~. ----_._----------, ..... OVERTURNING ..... Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 551.3 1.75 964.7 Toe Active Pressure -45.0 0.50 -22.5 Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = 9.9 3.13 31.1 Load @ Stem Above Soil = SeismicLoad = Total 516.2 O.T.M. 973.3 Resisting/Overturning Ratio = 2.03 Vertical Loads used for Soil Pressure = 1,433.8 Ibs Vertical component of active pressure NOT used for soil pressure ~ ~" .. ,.~' •• ~-._ ..... ~.,~ ... "'-17~{'1 ," .~., " .. ~:",.:1~ ..... _ .. \'"<::-(,1"'11 .. ~·~ .... ~,'1.~·." '<."<I,J • ·,:4_" Soil Over Heel Sloped Soil Over Heel .- Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component Total = ..... RESISTING ..... Force Distance Moment Ibs ft ft-# 623.3 1.83 0.00 27.5 0.25 370.5 0.83 375.0 1.25 37,5 1.42 1,433.8 Ibs R.M.= 1,142.8 6.9 308.8 468.7 53:1 1,980.2 ..1' REPORTS AND STUDIES OOOL 1111111111111111 S310n.lS NOV S.1HOd3H .- . . . ~ , . ,>,i .' . Control #\f7 .'. . . .' . -... ',' '0 Title: Job# Dsgnr: Date: Description: Scope: "-,-, ------, Cantilevered Retaining Wall Design Page 1 " e:\enercalc\ec\la costa townhomes 1.ecw:Calcu • I~' " ",' ' .. , .. 0', ......... :_.- Description Wall "0.1 alternate" at La Costa Ave West of Sitio Del Mar ~!~~~!;"~,-" .. ~".,,,.~; .~. Retained Height Wall height above soil Slope Behind Wall = Height of Soil over Toe = Soil Density = 5.00 ft 0.50 ft 0.00: 1 6.00 in 110.00 pcf Wind on Stem 0.0 pst ~!!:~~!p~~~J I Design Summary t~ :d".!iit~~&ih.it!li~,J~~~~m4QiEit%ti,~@~.~ Total 'Bearing Load 1,665 Ibs ... resultant ecc. 8.25 in Soil Pressure @ Toe 1,974 psf OK Soil Pressure @ Heel = 0 pst OK Allowable 2,000 psf Soil Pressure Less Than Allowable A91 Factored @Toe 2,764 pst ACI Factored @ Heel 0 psf Footing S~ear @ Toe 10.1 psi OK Footing Shear @ Heel 11.5 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning 1.64 OK Sliding' 1.76 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 686.71bs less 100% Passive Force= 625.01bs less 100% Friction Force = -665.91bs Added Force Req'd = 0.0 Ibs OK ... .for 1.5 : 1 Stability = 0.0 Ibs OK Qi~~P~~J'~~=,J Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual i-Way Shear Allow i-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing ~ Heel 2,764 0 psf 533 0 ft-# 64 1,103 ft-# 470 1,103 ft-# 10.13 11.46 psi 85.00 85.00 psi None Spec'd None Spec'd None Spec'd Soil Data FOQting Strengths & Dimensions s: .'~ Y'fr:-.t:~'l\ ''''i'::}'o:"r'!;:~';;.;.,t'~''"':;·~¥~-' . ""''', '$-':J.~'·t: ~ "'¢ ;;r-r:,4 fc = 2,500 psi Fy ';" 60,000 psi '"':'"-; '-"~I!.;-:,;':it"'~""'.~'~.~ ,~.,": ·~'·~''<~.J'!.'~~t''..:..o.k.,'''' ~:..:;\.~-: Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Min. As % = 0.0012 Toe Width = 0.50 ft Heel Width = 2.00 Total Footing Width 2.50 Heel Active Pressure 40.0 Toe Active Pressure = 40.0 Passive Pressure 200.0 Water height over heel = 0.0 ft FootingllSoil Frictior = DADO Soil height to ignore for passive pressure = 0.00 in Footing Thickness = 12.00 in Key Width = 8.00 in Key Depth = 12.00 in Key Distance from Toe = 1.83 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Lateral Load = 2.3 #/ft ... Height to Top = 5.00 ft ... Height to Bottom = 0.00 ft I ~~~~~ ~T.=.OP'::-s-"'t!C:C::":~:-:K~-~~-------~----- Design height ft= -0.00 Wall Material Above "Ht" = -Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa Total Force@ Section Moment.. .. Actual Moment. .... Allowable = Ibs= ft-#= = Shear ..... Actual psi = Shear ..... Allowable t psi = Bar Develop ABOVE Ht.' in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data 0.716 506.7 861.8 1,204.2 8.9 25.8 24.00 6.00 78.0 5.25 fm psi = 1,500 Fs psi = 24,000 Solid Grouting Yes Special Inspection No Modular Ratio 'n' 25.78 Short Term Factor = 1.330 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data --------'.-----~----------------fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not re'q'd, Mu < S· Fr Heel: Not req'd, Mu < S • Fr Key: #4@ 33.50 in, #5@ 48,25 in, #6@ 48. · . " Title: Job# Dsgnr: Date: Description: Scope: ----, •• !:: Cantilevered Retaining Wall Design Page 2 e:\enercalc\ec\la costa townhomes 1.ecw:Calcu Description Wall "D.1 alternate" at La Costa Ave West of Sitio Del Mar r-.-----. L~~!E,~':X'.~!.9-~ert~rn.!f,'J~,~'3~.;i~ti,~~tE.or~~~"'~ ,!YI:~m<:~t~"", ' ..... OVERTURNING ..... Force Distance Moment Item Ibs ft ft-# ------ Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = = Load @ Stem Above Soil = SeismicLoad 720.0 -45.0 11.7 2.00 0.50 3.50 Total 686.7 O.T.M. Resisting/Overturning Ratio = 1,440.0 -22.5 41.0 1,458.5 1.64 Vertical Loads used for Soil Pressure = 1,664.8 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = ..... RESISTING ..... Force Distance ,Moment Ibs ,ft ft-# 733.3 1.83 1,344.4 27.5 429.0 375.0 100.0 0.00 0.25 0.83 1.25 2.17 6.9 357.5 468.7 216.7 ----,.-:- Total = 1,664.8 Ibs R.M.= 2,394.3 .' .. - ( Title: Job# Dsgnr: Date: Description: Scope: \C, L. _________ ..-II"-_-.~~~~C~~.~_t.il.e.~.e.r.e.d.-.·-R. -.e.t.~.i.nllli.n.g_W_a.I.I.D.e_S • .ig_nllliie:.\eiiinei!riicaiiiiIC~\e~Ciiii\-la~C~Oiis-tiia-.. -to~w~niiih-o~m~eiiS-.. -1·ii~aii~ii~iiaiiiil~ii~1III Description Wall "0.2" at La Costa Ave. East of Sitio Del Mar. Upper wall I Criteria -----~---- , -,>'-f't.,,~-:?.;(~,~:.;";'", "'::'<4 • '; I. -• '~'t' .~ Retained Height 4.00 ft Wall height above soil 0.50 ft Slope Behind Wall 0.00: 1 Height of Soil over Toe 6.00in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf ~~~~~Bm~~ I ~~~~L£W'MU'!i\'~MlA.t~mrl Total Bearing Load = 2,030 Ibs ... resultant ece. = 7.56 in Soil Pressure @Toe 1,209 psf OK Soil Pressure @ Heel 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @Toe 1,692 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe = 6.3 psi OK Footing Shear @ Heel 16.9 psi OK Allowable 85.0 psi Wall Stability Ratios Overturning = 2.47 OK Sliding ~ 1.52 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 862.5 Ibs less 100% Passive Force= -625.01bs less 100% Friction Force= -812.11bs Added Force Req'd = 0.0 Ibs OK .... for 1.5 : 1 Stability 0.0 Ibs OK [f~~~z~~~=.",,:~_-:a.~ ~ Heel =' 1,692 0 pSf Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 75.0 Toe Active Pressure = 75.0 Passive Pressure 200.0 Water height over heel 0.0 ft FootingliSoil Frictior = 0.400 Soil height to ignore for passive pressure = 0.00 in Lateral Load = 2.3·#/ft I .~~,~!i'~~';~~W~~~it.~!,.~w~.~~_:~.:,~?'~~J' .fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0012 Toe Width = 0.50 ft He~1 Width = 3.00 Total Footing Width = 3.50 Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 2.00 in ... Height to Top ... Height to Bottom = = = = 12.00 in 8.00 in 12.00 in 1.75 ft @ Btm.=' 3.00 in 4.00 ft 0.00 ft I !~~!~i~~,~~~=~,ru:J -,-T-,-OL.~-=t!-=~':":~-"K----------------- Design height ft = 0.00 Wall Material Above "Ht" = Masonry Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment. ... Actual Moment. .... Allowable = = = Ibs= ft-#= = Shear ..... Actual psi = Shear. .... Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight Rebar Depth 'd' Masonry Data in= 8.00 # 4 16.00 Edge 0.679 600.0 817.2 1,204.2 10.5 25.8 24.00 6.00 78.0 5.25 fm psi = 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection No Modular Ratio 'n' = 25.78 • Short Term Factor = 1.330 Equiv. Solid Thick. in = 7.60 ' Factored Pressure Mu': Upward 351 0 ft-# Masonry Block Type = Medium Weight Mu' : Downward Mu: Design = Actual i-Way Shear = Allow i-Way Shear = Toe Reinforcing Heel Reinforcing Key Reinforcing 64 0 ft-# 287 1,389 ft-# 6.27 16.91 psi 85.00 85.00 psi None Spec'd None Spec'd None Spec'd Concrete Data fc psi = Fy psi= Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 33.50 in, #5@ 48.25 in •. #6@ 48. Title: Job# Dsgnr: Date: Description: Scope: 1/ Cantilevered Retaining Wall Design. Page 2 e:\enercalc\ec\la costa townhomes 1.ecw:Calcu Description Wall "D.2" at La Costa Ave. East of Sitio Del Mar. Upper wall @~!".'!'~!}'.of g~~.~~rnir~~_,~.;"~t~~!:!flJo~~.~,,,~ ~~~~~~~ _ .. , ----, to, .. ",,,,--•• _ ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# ------~-~ Heel Active Pressure = 937.5 1.67 1,562.5 Toe Active Pressure -84.4 0.50 -42.2 Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = 9.4 3.00 28.1 Load @ Stem Above Soil = SeismicLoad = Total 862.5 O.T.M. = 1,548.4 Resisting/Overturning Ratio = 2.47 Vertical Loads used for Soil Pressure = 2,030.2 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component Total = 1,026.7 2.33 0.00 27.5 0.25 351.0 0.83 525.0 1.75 100.0 2.08 2,030.2 Ibs· R.M.= 2,395.6 6.9 292.5 918.7 208.3 3,822.0- Title: Job# Dsgnr: Date: Description: Scope: L~, '::-:';;'?'L-' Ca~til~~~-re-d-R-e--t-a-in-i-ng Wall Design ... ---.---. '~p-ag-e-1--' ~ .. ~ .... -...... ~ .. ~~ ...... ~ ..................................... e.:\e.n.e.~.al.m.ec.\.la.c.os.ta.t.ow.n.h.o.m.e.s.1,.ec.w.:c.a.lc.uBa Description Wall "0.2" at La Costa Ave, east of Sitio Del Mar. Lower wall Retained Height 10.50 ft Wall height above soil 0.50 ft Slope Behind Wall 0.00: 1 Height of Soil over Toe 24.00 in Soil Density = 94.00 pcf Wind on Stem = 0.0 psf If!~~~~~=t~ I Design Summary \~ ;r~~-"JI{m~&ii.it."\.WO'I]f.l1i ... i2:2k,"~(~l!ia~ Total Bearing Load = 11,359 Ibs ... resultant ecc. 14.79 in Soil Pressure @ Toe 1,976 psf OK Soil Pressure @ Heel = 296 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,690 psf ACI Factored @ Heel 403 psf Footing Shear @ Toe = 21.6 psi OK Footing Shear @ Heel 60.8 psi OK Allowable 85.0 psi Wall Stability Ratios Overturning = 3.01 OK Sliding 1.54 OK Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force 4,96604 Ibs less 100% Passive Force= 3,802.8 Ibs less 100% Friction Force= 4,543.7Ibs Added Force Req'd 0.0 Ibs OK ... .for 1.5 : 1 Stability 0.0 Ibs OK L~!~J!.g!;~~~~=~) -I2L Heel Factored Pressure = 2,690 403 psf ~-~,!.I"'f~~\o;'~ll\:~~""""""" " ,., "". y. "':i'~~-;;l>'''''_''~ r-FOOtingStfengths & Dimensions t~ M~t="y.'-.(&...!;.,,~t...1(~j;f~.;:it,Q-'·-:'1·n;' • -~,;:;,'-'-.,;''f)g,,'f, :t. .. Mt~;J:~S\.'t.>.~i''''''''''S'I\~i.' Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 75.0 Toe Active Pressure = 75.0 Passive Pressure = 200.0 Water height over heel = 0.0 ft FootingliSoil Frictior = 00400 Soil height to ignore for passive pressure Lateral Load = = 0.00 in 2.3 #Ift fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0012 Toe Width = 2.00 ft Heel Width 8.00 Total Footing Width = 10.00 Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 2.00 in ... Height to Top ... Height to Bottom = = = = = 18.00 in 15.00 in 32.00 in 7.75 ft @ Btm.= 3.00 in 11.00ft 0.00 ft I Stem Construction ~ _T..:...' o=...p=,-S.::..t:=e.:.:n1-=-_=2n.:.:d=-".._---::3.::..:r..=d-::-:-:--______ _ jh%t£hu~t<MW~i;~.w'*'.re.'1J.M.'.,.\u;:~<~;,.~ Stem OK Stem OK . StemOK Design height ft =' 7.00 Wall Material Above "Ht" = Masonry Thickness 8.00 Rebar Size = # 4 Rebar Spacing = ,32.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment. .... Allowable = Ibs= ft-#= ft-#= Shear. .... Actual psi = Shear. .... Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf = Rebar Depth 'd' in = Masonry Data 0_602 468.7 554.7 920.8 8.0 25.8 24.00 24.00 78.0 5:25 fm psi = 1,500 Fs psi = 24,000 Solid Grouting Yes Special Inspection No Modular Ratio 'n' 25.78 Short Term Factor = 1.330 Equiv. Solid Thick. in = 7.60 4:00 Masonry 12.00 # 6 16.00 Edge 0.901 1,600:8 3,490.1 3,872.5 16.5 25.8 36.00 36.00 124.0 9.00 1,500 24,000 Yes No 25.78 ~ 1.330 11.62 0.00 ,Masonry 16.00 # 6 8.00 Edge 0.803 4,010.1 14,511.9 18,067.2 29.2 51.5 36.00 6.00 164.0 13.00 1,500 24,000 Yes Yes 25.78 1.330 15.62 Mu': Upward 6,838 o ft-# Masonry Block Type = Medium Weight Mu' : Downward 1,574 Mu: Design = 5,264 Actual 1-Way Shear = 21.64 Allow 1-Way Shear = 85.00 Toe Reinforcing None Spec'd Heel Reinforcing None Spec'd Key Reinforcing None Spec'd o ft-# 24,670 ft-# 60.82 psi 85.00 psi Concrete Data ------.-.------.---------- fc psi= Fy psi= Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: #4@ 5.00 in, #5@ 7.75 in, #6@ 11.00 in, #7@ 15.00 in, #8@ 19.75 In, #9@ 25. Key: #4@ 14.00 in, #5@21.75 in, #6@30. · , Title: Dsgnr: !Jes~ription : Scope: Job# Date: L n_. ____ n ..... Cantilevered Retaining Wall Design Page 2 '.-..................... ~ ...... ~ .............. ~ .. ~ .................. e.:\e.n.e.~.al.~.ec.\I.a.c.os.ta~t.ow .. nh.o.m.es .. 1 .• ec.w.:c.a.lc.u~ Description Wall "0.2" at La Costa Ave, east of Sitio Del Mar. Lower wall [~~irii~;:i?f Ov~rt:~~~lm~.~}3~~~tJ!I,"q!~!ii~~,N!~~i~~ .. ,. ~-. ,".,,,,:,,,,"> ... -•. , ,~'-,w"., . ", .•• ,.,.~{ .. ,~""~,_"_, .. ,.",,, ~ ., •• _, "" .• "c~~".::J!; Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = Load @ Stem Above Soil = SeismicLoad Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment Ibs ft ft-# 5,400.0 4.00 21,600.0 -459.4 1.17 -535.9 25.7 7.00 4,966.4 O.T.M. = = 180.2 21,244.2 3.01 Vertical Loads used for Soil Pressure = 11,359.3 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = = Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component Total = ..... RESISTING ..... Force Distance Ibs ft 6,580.0 6.67 0.00 376.0 1.00 1,340.0 2.54 313.3 3.05 2,250.0 5.00 500,0 8.38 11,359.3 Ibs R.M.= Moment ft-# 43,866.7 376.0 3,401.3 955.7 11,249.9 4,187.5 64,043.1 , . Title: Job# Dsgnr: Date: Description: Scope: {O;-::~ ";:~~:--::::~~. ~ .. Cantilevered Retaining Wall Design e:lenercalcleclla costa.townhomes /:~;~cal~u Description WaIl I D.3" at La Costa Ave. East of Sitio Del Mar. Upper wall Retained Height 4.00 ft Wail height above soil = 0.50 ft Slope Behind Wall 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density 110.00 pcf Wind on Stem 0.0 psf L~!~t!~~~~~~=~ ~~'l""""'''''''&<'''i'I£.t''=-''lY'''''''~ Total Bearing Load 2,0301bs ... resultant ecc. = 7.56 in Soil Pressure @ Toe = 1,209 psf OK Soil Pressure@ Heel 0 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,692 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.3 psi OK Footing Shear@ Heel = 16.9 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2.47 OK Sliding 1.52 OK Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force 862.5 Ibs less 100% Passive Force= -625.01bs less 100% Friction Force = -812.11bs Added Force Req'd = 0.0 Ibs OK ... .for 1.5 : 1 Stability 0.0 Ibs OK L~~~!,1J!B!~~~~ ~.~:~~!:~,=~l~ ....IQL Heel = 1,692 0 psf Soil Data r Footing Strengths & Dimensions ~~ Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 75.0 Toe Active Pressure = 75.0 Passive Pressure = 200.0 Water height over heel = 0.0 ft FootingliSoil Frictior Soil height to ignore for passive pressure Lateral Load = = 0.400 0.00 in 2.3 #Ift ,...... .....-, ::t.~ ...... :r b.'~,,:?~t;:;O"'l.U~;>:,--F.\~" ... :~":;:·:~!"~· "t:~-l~~ ..... ~~t ... ~,~t:""::':::';"ll'; fc = 2,500 psi Min.As% ToeWidth Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe' Cover @ Top = 2.00 in ... Heightto Top ... H.eight to Bottom Fy = = = = = = 60,000 psi 0.0012 0.50 ft 3.00 3.50 12.00in B.OOin 12.00 in 1.15·ft @Btm.= 3.00 in 4.00 ft 0.00 ft I .~~~~~~~~~~I~TO~P~St~!~:~~~K-------------------------------- Design height ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Design Data fb/FB + fa/Fa Total Force @Section Moment.. .. Actual Moment. .... Allowable = Ibs= ft-#= Shear ..... Actual psi = Shear ..... Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight Rebar Depth 'd' in= Edge. 0.679 600,0 817.2 1,204.2 10.5 25.8 24.00 6.00 78.0 5.25 ~ Masonry Data ----------------------~~-- fm psi = 1,500 Fs psi = 24,000 Solid Grouting Yes Special Inspection = No "Modular Ratio 'n' 25.78 Short Term Factor = 1.330 'Equiv. Solid Thick. in = 7.60 Factored Pressure Mu': Upward = 351 0 ft-# Masonry Block Type = Medium Weight Mu' : Downward Mu: Design = = Actual i-Way Shear = Allow i-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 64 0 ft-# 287 1,389 ft-# 6.27 16.91 psi 85.00 85.00 psi None Spec'd None Spec'd None Spec'd Concrete Data ---.... -.-... ------.--- fc psi= Fy psi= Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S· Fr Heel: Not req'd, Mu < S • Fr Key: #4@ 33.50 in, #5@ 48.25 in, #6@ 48. I' Title: Job# Dsgnr: Date: Description: Scope: Cantilevered Retaining Wall Design Page 2 I _ e:\enercalc\ec\la costa townhomes 1.ecw:Calcu· Description Wall "D.3" at La Costa Ave. East of Sitio Del Mar. Upper wall ,SummarY ~f O~~rturning "& Re~i~ting Forces & Moments . --------.------.! -'n:."":jI;\'I{''l'>1t~k~,tO< !}ttt::'\"~tt~1m.;~')-"'_~"., '1 ;''''~'' .'.,>{K'<i!:;;~'-.~l'""~~';:~~",,~~'":1"';,:,'''''' -·tt .. ·1"1.!i'(t"·~.1.· }>'f'''' .......... ;t-,'<-...... q'-1''t.~'''1' ...... '.! ft,V'r.' ~ r~ .......... ·lro;'l"!~'N .. ~" \~.~ ';{""""';~,;~~~~ """l;~~~;:""~f.:::N;.'?'!o~:~ .. \';,. ", -:. ,,'-'!,.~:$~u';~,'i~"; .... ~ ... • Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = Load @ Stem Above Soil = SeismicLoad Total = Resisting/Overturning Ratio ..... OVERTURNING..... . ..... RESISTING ..... Force Distance Moment Force Distance Moment Ibs ft ft-# Ibs ft ft-# 937.5 1.67 1,562.5 Soil Over Heel 1,026.7 2.33 -84.4 0.50 -42.2 Sloped Soil Over Heel = 9.4 3.00 28.1 862.5 O.T.M. = 1,548.4 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight 0.00 27.5 0.25 351.0 0.83 525.0 1.75 2,395.6 6.9 292.5 Vertical Loads used for Soil Pressure = 2.47 2,030.2 Ibs Key Weight Vert. Component 100.0 2.08 918.7 208.3 = Vertical component of active pressure NOT used for soil pressure Total = 2,030.2 Ibs R.M.= 3,822.0 .... · . Title: Job# Dsgnr: Date: Descr~ptio.n : Scope: '2..1 ,0 •• ____ ._. __ • __ ._ • _____ ----, 1:-- Cantilevered Retaining Wall Design e:lenercalcleclla costa townhomes 1:e~~~cal~u Description Wall "0.3 alternate" at La Costa Ave, east of Sitio Del Mar. Lower wall Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = Soil Density Wind on Stem 7.00 ft 0.50 ft 0.00: 1 6.00 in ~4.00 pcf 0.0 psf l~~;~m~! I Design Summary ~t t::qd&til~-s;;;.4.~RJJ!&; •• ;~j~tl.,."\.tWiW'JJa~t?"hWJ~~ Total Bearing Load 5,463 Ibs ... resultant ecc. 13.82 in Soil Pressure @Toe 1,971 pst OK Soil Pressure @ Heel = 0 pst OK Allowable = 2,000 pst Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,701 pst ACI Factored @ Heel = 0 pst Footing Shear @ Toe 8.2 psi OK Footing Shear @ Heel = 35.5 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning Sliding 2.43 OK 1.61 OK' Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,455.1 Ibs less 100% Passive Force= -1,950.7Ibs less 100% Friction Force = -2,185.1Ibs Added Force Req'd = 0.0 Ibs OK ... .for 1.5 : 1 Stability 0.0 Ibs OK L~~~~c;.~!!l!~...,=j · Toe Heel Soil Data I Footing Strengths & DimenSions' -~"""'. \ •• ,\' .... ~. ;:., '\-·v ~.;-,~~,>-~:-... ": "~":".~-,'f. l· , •. : ........ , ,'-. -~,'"\'. '~, .... ..;:~.".~,: ... : ~ I~·,...·h-·"',..';·,'.r • ...,-.;T .~r' .... ~ ".:;:":'-:.''''' I ::::"'<' Allow Soil Bearing = 2,000.0 psf Equivale.nt Fluid Pressure Method Heel Active Pressure = 75.0 Toe Active Pressure = 75.0 Passive Pressure = 200.0 Water height over heel 0.0 ft FootingliSoil Frictior 0.400 Soil height to ignore for passive pressure = 0.00 in Lateral Load = 2.3 #Ift fc = 2,500 psi Min: As % Toe Width Heel Width Total Footing Width Footing Thickness KeyWidtfi Key Depth Key Distance from Toe Cover @ Top = 2.00 in ... Height to Top ... Height to Bottom Fy = 60,000 psi 0.0012 = 0.50.ft = 5.50 = -o--:mr = = = 15.00 in 15.00 in 32.00 in 3.00 ft @ Btm.= 3.00 in 7.50 ft 0.00 ft I !~~~~ )9.~E~:!t::~~.~~ -T_OP'-St-!-~-~-K--:-~-:-O-K~----------- Design height ft = 3.33 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness 8.00 12.00 Rebar Size = # 4 # 6 Rebar Spacing = 16.00 8.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa Total Force @Section Moment... .Actual Moment .... Allowable = Ibs= ft-#= ft-#= Shear ..... Actual psi = Shear ..... Allowable psi = Bar Develop ABOVE Ht in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf = Rebar Depth 'd' in = 0.530 514.8 638.2 1,204.2 9.0 25.8 24.00 24.00 78.0 5.25 0.894 1,845.7 4,351.8 4,867.6 19.8 25.8 36.00 6.00 124.0 9,00 ~ Masonry Data fm ---------------------------psi = 1,500 1,500 Fs psi = 24,000 24,000 Solid Grouting = Yes Yes No 25.78 Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.330 1.330 Factored Pressure Mu': Upward 2,701 '0 psf Equiv. Solid Thick. in = 7.60 11.62 .' Mu': Downward Mu: Design Actual i-Way Shear Allow i-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = = 725 0 ft-# 92 0 ft-# 633 7,398 ft-# 8.16 35.51 psi 85.00 85.00 psi None Spec'd None Spec'd None Spec'd Masonry Block Type = Medium Weight Concrete Data fc Fy psi= psi= Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 13.50 in" #5@ 20.75 in, #6@29.50 in, #7@40.25 in, #8@48.25 in, #9@4 Key: #4@ 14.00 in, #5@ 21.75 in, #6@ 30. Title: Dsgnr: Description: Scope: Description L~~!n.,~~ry}?f .9y:~l;I,~~~~~.~,.~;.;,!;:!!.~~.,~,?r.~":~ .. l! ,~~r!!;~}~,,,,, ..... OVERTURNING ..... Force· Distance Moment Item Ibs ft ft-# Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 2,552.3 -114.8 17.6 2.75 7,018.9 0.58 -67.0 5.00 87.8 Total 2,455.1 O.T.M. = 7,039.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.43 5,462.7 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Fooling Weight = Key Weight = Vert. Component = Total = Job# Date: ..... RESISTING ..... . Force· Distance Ibs ft 2,961.0 3.75 0.00 23.5 0.25 738.2 0.93 115.0 1.33 1,125.0 3.00 500.0 3.63 5,462.7 Ibs R.M.= Moment ft-# 11,103.8 5.9 684.0 153.3 3,375.0 1,812.5 17,134.4 " .. Title: Job# Dsgnr: Date: . Description: Scope: , --------------------------. I i Cantilevered Retaining Wall Design Page 1 I ,. e:\enercalc\ec\la costa townhomes :l.ecw:Calcu Description Wall "D.S" at La Costa Ave, east of Sitio Del Mar ~!!~eria ._---_._-----, '~.' "'-'.::-< .. ::~!'~ .. \'t~c;'.,S:'I:1;~!J;.d~ Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = 6.50 ft 0.50 ft 0.00: 1 6.00 in Soil Density 110.00 pcf Wind on Stem 0.0 psf Lateral Load Applied to Stem ~ -"'~~~~~..;w..rzJ-~ I Design Summary ~ w.c,.'t&tkt.$~~ifAt'q,!UfuHIJMi}r.iit&'.4'<,ii~'±"Jt...t.:.At~&::~w:~,~ Total Bearing Load = 5,1871bs ... resultant ecc. = 11.59 in Soil Pressure @ Toe = 1,938 psf OK .Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,653 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe 7.9 psi OK Footing Shear @ Heel = 33.7 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning Sliding \ 2.59 OK 1.68 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 2,152.7 Ibs less 100% Passive Force:" 1,736.1 Ibs less 100% Friction Force = " 2,074.9Ibs Added Force Req'd = 0.0 Ibs OK ... .for 1.5 : 1 Stability 0.0 Ibs OK Lt~~~~~~~~"S.,~J~ --I.Q.EL Heel Soil Data I Footing Strengths & Dimensions " ~ ... , .'1--',!:"~1"":r:,."'..z,."..~I}'I"!;)'\·"'!"1'~/' ~ :rr?':::'.~·t·~"X,f';),f..'!i~·~~,,:~1'i," '<: ~~'';;',.;y; _~z.#" _ ~ .. _t .. t."' ....... ,..~;-·.·u"':'~t.<l~-;.,.::.,'t~~;;~--·.t'!,~ ~,.':;;l,,:'\'i·...,:n.J· Allow Soil Bearing = 2,000.0 psf Equivalent. Fluid Pressure Method Heel Active Pressure = 75.0 Toe Active Pressure 75.0 Passive Pressure = 200.0 Water height over heel = 0.0 ft FootingliSoil Frictior 0.400 Soil height to ignore for passive pressure Lateral Load = 0.00 in 2.3 #/ft fc = 2,500 psi Min.As% ToeWidth Heel VVidth Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 2.00 in ... Height to Top ... Height to Bottom Fy = 60,000 psi = 0.0012 = 0.50ft = 5.00 = 5.50 = 15.00 in = 15.00 in = 29.00.in = 2.50·ft @·Btm.= 3.00 iti = 6.50 ft = ·0.00 ft '~~~~~T~OP~St~:~~~~~K~-~;~:=:~O~K~---------------------- Design height ft = 3.33 0:00 Wall Material Above "Ht" = Masonry Masonry Thickness 8.00 12.00 Rebar Size # 4 # 6 Rebar Spacing = 16.00 16.00 Rebar Placed at Edge Edge Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment. .... Allowable Ibs= ft-#= ft-#= Shear ..... Actual psi = 0.340 384.3 409.9 1,204.2 6.7 0.899 1,590.2 3,480.7 3,872.5 16.4 Shear. .... Allowable psl = 25.8 25.8 Bar Develop ABOVE Ht. in = 24.00 36.00 Bar Lap/Hook BELOW Ht. in = 24.00 8.48 Wall Weight psf= 78.0 124.0' Rebar Depth 'd' in = 5.25 9.00 Masonry Data -------------------.------ fm psi = 1,500 1,500 Fs psi = 24,000 24,000 Solid Grouting = Yes Yes Special Inspection = No No Modular Ratio 'n' 1 = 25.78 25.78 Short Term Factor = 1.330 1.330 F actored'l'>ressure Mu': Upward 2,653 0 psf Equiv. Solid Thick. lh = 7.60 11.62 Mu': Downward Mu: Design Actual1-Way Shear = Allow 1-Way Shear 711 0 ft-# 95 0 ft-# 616 5,917 ft-# 7.93 33.69 psi 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing Key Reinforcing = #5@20.75in #5@21.75in Masonry Block Type = Medium Weight Concrete Data fc Fy psi= psi= Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: #4@ 13.50 in, #5@ 20.75 in, #6@ 29.50 in, #7@ 40.25 in. #8@ 48.25 in,#9@ 4 Key: #4@ 14.00 in, #5@ 21.75 in, #6@ 30. , Title: Job# Dsgnr: Date: Description: Scope: ~ ----------------"'--------, L' Cantilevered Retaining Wall Design -Page 2 .................................................. ~ .. ~ .............. e:.~.n.er.ca.lc.~.c.\I.a.co.s.ta.t.ow.n.h.o.m.e.s.1 .• e.cw.:.Ca.lc~u .. - Description Wall "0.5" at La Costa Ave, east of Sitio Del Mar [~~~,m.~!X.2f,-9:!;~J;lJ!ll~~t~",~~~,!:~,'!~"~;~t~.~~~~~.2m~,~~\. " ." ,". "~*'~'~i~"""""'" ... ..... OVERTURNING ..... Force Distance Moment Item Ibs ft ft-# ------ Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = = Load @ Stem Above Soil = SeismicLoad = Total = Resisting/Overturning Ratio 2,252.3 2.58 5,818.6 -114.8 0.58 -67.0 15.2 4.50 2,152.7 O.T.M. = 68.4 5,820.0 2.59 Vertical Loads used for Soil Pressure = 5,187.3 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = .. ... RESISTING ..... Force Distance' Moment Ibs ft ft'-# 2,860.0 3.50 0.00 27.5 0.25 699.2 0.93 116.2 1.33 1,031.2 2.75 453.1 3.13 5,187.3 Ibs R.M.= 10,010.0 6.9 651.5 155.0 2,835.9 1,416.0 15,075.2 ~ . Title: Job# Dsgnr: Date: Description: Scope: ~ Cantilevered Retaining Wall Design e:lenercalcleclla-costa townhomes 1:e~~~cal~u Description Wall "E" East of Sitio Del Mar [Criteria -t. .?:t.o!.{Ii\{~ ... !'f.~~_,,:,,!~'.\\~.r:'-,,~r..,~:"-' ", ";7;;;"·~71..~'~e..~l·-:t~~~.:":, Soil Data ;f i Footing Strengths & Dimensions ::. .. ';::,--"~'O:l,~.;~!.... ·~$.:;:'~~~It.~"'C'C.yi44d' ~'i'; '$ .... '?,-;'~:r.~:..... .. i~.:;FH~' ~ r. 'U' ~~~'''''. '~~>i::..~.:..w-"a"_ ;~ . .: ..... ~ ':\ t;~-4.~.t'r~~::.:>"' .. ,"'1.\"'::""t;}.~"" Retained Height = 3.50ft Wall height above soil 0.50 ft Slope Behind Wall = 0.00: 1 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 75.0 Toe Active Pressure 75.0 Height of Soil over Toe 6.00 in Passive Pressure = 200.0 Soil Density = 110.00 pcf Water height over heel 0.0 ft FootingliSoil Frictior = 0.400 Wind on Stem = 0.0 psf Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem ~ 10 ., .. ,t;~:~~~..m:lr~u..~~ Lateral Load 2.3 #/ft I P=~.~~!:l=.:~~&"=ru:J I ~!;~~~~~=~ Top Stem stem OK Total Bearing Load 1,595 Ibs Design height ft= 0.00 ... resultant ecc. = 6.31 in Wall Material Above "Ht" = Masonry Soil Pressure @ Toe 1,092 psf OK Soil Pressure @ Heel 0 pst OK Allowable = 2,000 pst Soil Pressure Less Than Allowable ACI Factored @Toe = 1,529 pst ACI Factored @ Heel = 0 pst Footing Shear @ Toe = 5.4 psi OK Footing Shear @ Heel = 12.0 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2.38 OK Sliding = 1.64 OK Thickness = 8.00 Rebar Size = # 4 Rebar Spacing 2,4.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa 0.536 Total Force @ Section Ibs= 459.4 Moment....Actual ft~= ·553.1 MomenL ... Allowable = 1,032.3 Shear. .... Actual psi= 7.9 Sh~ar ..... Allowable psi= 25.8 Ba} Develop ABOVE Ht. in= 24.00 Sliding Cales (Vertical Component NOT Used) Bar Lap/Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 684.4 Ibs Wall Weight 78.0 less 100% Passive Force= 625.01bs Rebar Depth 'd' in= 5.25 less 100% Friction Force = 638.1 Ibs Added Force Req'd 0.0 Ibs OK ... .for 1.5: 1 Stability = 0.0 Ibs OK Masonry Data fm psi = 1,500 Fs psi= 24,000 Solid Grouting Yes LE~~~~~:~J Special Inspection No M6dular Ratio 'n' 25.78 ---I2.L Heel Short Term Factor 1.330 Factored Pressure Mu': Upward 1,529 0 psf E~uiv. Solid Thick. in= 7.60 Mu' : Downward Mu: Design = = = = 314 0 ft~ 64 0 ft~ 250 940 ft~ 5.44 12.05 psi 85.00 85.00 psi None Spec'd None Spec'd Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi= Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr fc = 2,500 psi Fy = 50,000 psi Min. As % 0.0012 Toe Width = 0.50ft Heel Width· 2.50 Total Footing Width =3.00 Footing Thickness = 12.00 in Key Width = 8.00 in Key Depth = 12.00 in Key Distance from Toe = 2.33 ft Cover@Top = 2.00 in @ 8tm.= 3.00 in ... Height to Top 4.00 ft ... Height to Bottom = 0.00 ft ~ ., Actual i-Way Shear Allow i-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing None Spec'd Key: #4@ 33.50 in, #5@ 48.25 in, #6@ 48. '< • Title: Job # Dsgnr: Date: Description : Scope: Cantilevered Retaining Wall Desig' n Page 2 e:\enercalc\ec\la costa town homes 1.ecw:Calcu Description WaIlIE" East of Sitio Del Mar -.i' L~':I~~i~L£Y;~~~~.~l.~~.~;<~~,~~.!>~i,~,~~~~,!..~~.~~I)!~.·"~'C:""·""" "'.N ~""t'>;":st •• ' .. " ........ ~#'JII,.' • .,.~~"'1:~~ ;:o~'a',..~~~~~"'C~~I,: .... - ..... OVERTURNING ..... Force Distance Moment Item Ibs ft ft-# ----... _._---.. _-- Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = = Load @Stem Above Soil = SeismicLoad = Total = Resisting/Overturning Ratio 759.4 1.50 -84.4 0.50 9.4 3.00 1,139.1 -42.2 28.1 684.4 O.T.M. = 1,125.0 = 2.38 Vertical Loads used for Soil Pressure = 1,595.3 Ibs Vertical component of active pr~ssure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight Key Weight = Vert. Component = Total = ..... RESISTING ..... Force Distance· Ibs ft 705.8 2.08 27.5 312.0 450.0 100.0 0.00 0.25 0.83 1.50 2.67 1,595.3 Ibs R.M.= Moment ft-# 1,470.5 6.9 260.0 675.0 266.6 2,679.0 of Title: Job# Dsgnr: Date: Description: Scope: Cantilevered Retaining Wall Design Page 1 e:lenercalcleclla costa town homes 1.ecw:Calcu Description Wall "F" North of Sitio Del Mar L Criteria l1·~'.~~t : .. ~, •.• I .. ~~~::..t·!.:·r ~t:f'~ .~. ' .• :.' " .·t·~::"..,....,:,-,;,r.)..~~;;.·,· t Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem = = = = 5.00 ft 0.50 ft 0.00: 1 6.00 in 110.00 pcf 0.0 psf Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingliSoil Frictior Soil height to ignore for passive pressure Lateral Load = = = = = 40.0 40.0 200.0 0.0 ft 0.400 0.00 in 2.3 #/ft Footing Strengths & Dimensions , .::.4iJ.'j;-.'i;, ...... ,~;;:":.,,:~'--.. \',,~~, ...... ~'·' ... ,..-_;:;.;.!"~~,~ .. ·1J;j':""~ ... ~,· -:-;::: ~ ,,;" .. - fc = 2,500 .psi Fy = 60,000 psi Min. As % = 0.0012 Toe Width = 2.00ft Heel Width = 1.17 Total Footing Width = 3.17- Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 2.00 in ... Height to Top ... Height to Bottom = ~ = = = = 12.00 in 12.00 in 12.00 in 1.ob ft @ Btm.= 3.00 in 5.50 ft 0.00 ft ~~!~~~~~ 1·~~~~YZ=lt¥.~~~~Jt [ Stem Construction m -.:..To::.op:...S::.:t:=.em=::.::-:-_____________ _ ~ .... '".i.wt.I.~;:;;mi,Uw.:u.!.~ .. ~$,i!lI!I\hU*'~ Stem OK Total Bearing Load = 1,439 Ibs ... resultant ecc. = 7.13 in Soil Pressure @ Toe = 970 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 pst , Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,357 psf ACI Factored @ Heel 0 pst Footing Shear@ Toe = 12.0 psi OK Footfng Shear @ Heel = 4.3 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning Slidtng = = 1.97 OK 1.64 OK Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 687.9 Ibs less 100% Passive Force= -625.0 Ibs less 100% Friction Force = -575.4lbs Added Force Req'd = 0.0 Ibs OK ... .for 1.5 : 1 Stability = 0.0 Ibs OK [Fqoting Design Results ~~ ~~~JZ.:...~~~~:;.~P' Faclored Pressure Mu': Upward Mu' : Downward Mu: Design = -I2.!L Heel 1,357 0 psf o 0 ft-# o 217 ft-# 1,475 217 ft-# Actual 1-Way Shear = Allow 1-Way Shear 12.02 4.29 psi 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Design height ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing 24.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa Total Force @ Section Moment... .Actual Moment. .... Allowable Shear. .... Actual Shear ..... Allowable Ibs= ft-#= = psi = psi= Bar Develop ABOVE ~t. in = Bar Lap/Hook BELOW HI. in = Wall Weight Rebar Depth 'd' in= 0.712 507.9 867.9 1,218.8 8.9 25.8 30.00 6.22 78.0 5.25 Mason~Data -------------------------------------------------- fm psi = 1,500. Fs psi = 24,000 Solid Grouting Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.330 Equiv. Solid Thick." in = 7.60 Masonry Block Type = Medium Weight Concrete Data fc Fy psi= psi= Other Acceptable Sizes & SpaCings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Key: Not req'd, Mu < S • Fr .. , Title: Job# Dsgnr: Date: Description: Scope: Cantilevered Retaining Wall Design e:\enercalc\ec\la costa townhomes /:~~~cal~ Description WaIlIF" North of Sitio Del Mar @~"~'J!~!¥'jt2~~"rJ;t~~!!11l!~~~,,~,i .. s~.,~f!.E~~~,~~.,~, M~~;~t~~-- Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = Load @ Stem Above Soil = SeismicLoad Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment Ibs ft ft-# 720.0 2.00 1,440.0 -45.0 0.50 -22.5 12.9 3.75 48.3 687.9 O.T.M. = 1,465.8 Vertical Loads used for Soil Pressure = 1.97 1,438.5 Ibs Vertical component of active pressure NOT used ~or soil pressure . .;, Soil Over Heel = Sloped Soil Over Heel = = Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total'= ..... RESISTING, .... Force Distance Ibs ft 274.6 110.0 429.0 474.9 150.0 2.92 0.00 1.00 2.33 , 1.58 1.50 1,438.5 Ibs R;M.= Moment ft-# 800.9 110.0 1,001.0 .751.8 225.0 2,888.7 Title: Job# Dsgnr: Date: Description: Scope: .. _---_.----. Cantilevered Retaining Wall Design e:lenercalcleclla costa townhomes/:~;~cal~u Description Wall "G alternate" North of Sitio Del Mar ~~;~r.i~,; Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = Soil Density Wind on Stem 3.00 ft 0.50 ft 0.00: 1 6.00 in 110.00 pcf 0.0 psf ~~~~.f!!e.~t:=rj [1gi.~~'~~'IM~=,~==-j Total Bearing Load 755 Ibs ... resultant ecc. = 5.37 in Soil Pressure @Toe = 1,178 psf OK Soil Pressure @ Heel 0 psf OK Allowable = 2,000 psf Soil Pressure Less. Than Allowable ACI Factored @ Toe = 1,649 psf ACI Factored @ Heel = 0 psf . Footing Shear @ Toe = 5.1 psi OK Footing Shear @ Heel 3.4 psi OK Allowable 8~.0 psi Wall Stability Ratios ~ Overturning 1.77 OK Sliding \= 1.61 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 282.0 Ibs less 100% Passive Force= -225.01bs less 100% Friction Force = -302.21bs Added Force Req'd 0.0 Ibs OK .... for 1.5 : 1 Stability 0.0 Ibs OK L~~~~~~;~~~~=~JJ Toe ~ Factored Pressure = .;, 1,649 o psf Soil Data i Footing Strengths & Dimensions r' ... : ~-,,~~,::..p-:!!eiJ:',*" •• "::-"";.' -"';" .... ~'i.~ ~~ .... ~ .• ...., -~':" ~.;",.:;;-;::.:.\";",\",;-';>,.'I'.~-• ,"<"3 ~i·~" ~,;";,,,r~1;'-,;--'~'~ '-',l~~·~:":tJ.:::A.'.:Y,'. ~~ , .... Allow Soil Bearing = 2,000.0 psf fc = .2,500 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min. As % = 0.0012 Toe Width, = 0.50 ft Heel Width .... 1.25 Total Footing Width = --l70' Footing Thickness = 12.00 in Key Width b.oo in Heel Active Pressure = 40.0 Toe Active Pressure = 40.0 Passive Pressure 200.0 Water height over heel = 0.0 ft FootingliSoil Frictior 0.400 -Key Depth = 0.00 in Soil height to ignore for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 2.00 in @ Btm.= 3,00 in Lateral Load = 2.3 #Ift ... Height to Top = 3.00 ft ... Height t<? Bottom = 0.00 ft· ~~~~~~T~O~~~=~:~~~K~----__ ~~ ____________________ __ Design height ft = 0.00 Wall Material Above "Ht" = Masonry Thickness 8.00 Rebar Size # 4 Rebar Spacing 24.00 Rebar Placed at . Edge Design Data fb/FB + fa/Fa Total Force@ Section Moment... .Actual Moment. .... Allowable Shear ..... Actual Shear ..... Allowable = Ibs= ft-#= = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm psi= Fs psi = 0.184 182.0 189.7 1,032.3 3.1 25.8 24.00 6.00 78.0 5.25 1,500 24,000 Solid Grouting Yes Special Inspection No Modular Ratio 'n' = 25.78 ' Short Term Factor 1.330 Equiv. Solid Thick. in = 7.60 ... Mu': Upward 303 o ft-# Masonry Block Type = Medium Weight Mu' : Downward = Mu: Design Actual1-Way Shear = Allow 1-Way Shear Toe Reinforcing = Heel Reinforcing = Key Reinforcing = 64 239 5.10 85.00 None Spec'd None Spec'd None Spec'd 189 ft-# 189 ft-# 3.44 psi 85.00 psi Concrete Data -------------.. fc psi = Fy psi= Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined " , Title: Job# Dsgnr: Date: Description: Scope: [--_. . ~. -Cantilevered Retaining Wall Design Page 2 J • _ e:\enercalc\ec\la·costa townhomes 1.ecw:Calcu _~MM' Description Wall"G alternate" North of Sitio Del Mar L ~'!'!l .. ~rY ~f.overtu-~,}!D,~.,~,5.~~L~,~.Rfo.r~~;;.~~.M.~!!!.~.n~~ .. Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = SeismicLoad Total = Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment Ibs ft ft-# 320.0 1.33 426.7 -45.0 0.50 -22.5 7.0 2.50 17.6 282.0 O.T.M. = 421.7 = 1.77 Vertical Loads used for Soil Pressure = 755.5 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Total = ._-----, .~ "'<'~ 't".\I;lr~" •• "j_. '.~ • ~'.' ,-..• "',;~~ • .}.~"" ~ •• ,"' ... f'."· ..... RESISTING ..... Force Distance Moment Ibs ft ft-# 192.5 1.46 280.7 27.5 273.0 262.5 0.00 0.25 0.83 0.88 755.5 Ibs R.M.= 6.9 227.5 229.7 744.8 . . • Title: Job# Dsgnr: Date: Description: Scope: ,----------------------,-,--,-,---- r 1 '. Cantilevered Retaining Wall Design ' Page 1 e:\enercalc\ec\la costa town homes 1,ecw:Caicu Description Wall "H alternate" south of building 12 [Criteria ~:':1.'~~;;;~~i1 Retained Height Wall height above soil Slope Behind Wall = , Height of Soil over Toe = Soil Density Wind on Stem ." .. ' ... ' ~ .r:':; , .. ,:.~" ';! .. 4.50 ft 0.50 ft 0.00: 1 6.00 in 110.00 pcf 0.0 psf , Lateral Load Applied to Stem ~ ~w~~~~~~w Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 75.0 Toe Active Pressure 75.0 Passive Pressure = 200.0 Water height oVElr heel 0.0 ft FootingliSoil Frictior = 0.400 Soil height to ignore for passive pressure Lateral Load = 0.00 in 2.3 #/ft I ,~,~,~~i,~!t"~~~~~~,~~~,:: ~P!~:'~'~i!!',~~~Jt fc = 2,500 psi Fy =' 60,000 psi Min. As % = 0.0012 Toe Width = 0.50 ft Heel-Width = 2.50 Total Footing Width = 3.00 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth = 20.00 in Key-Distance from Toe = 2.00 ft Cover @ Top = 2.00 in @Btm.= 3.00 in ... Height to Top = 5.00 ft ... Height to Bottom = 0.00 ft I ~~'!!!a!!..~~rx~""~~'7"'''$1;~~ I :!:\~.2.~~!!;~~~ ~T.::::O'=~.:::.t::=:~:::~:-:K-:--------~--------- Total Bearing Load = 2,025 Ibs ... resultant ecce = 9.44 in Soil Pressure @ Toe 1,893 psf OK Soil Pressure @ Heel 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,650 psf ACI Factored @ Heel = a psf FootingShear@Toe 10.1 psi OK Footing Shear@ Heel = 14.5 psi OK Allowable 85.0 psi Wall Stability Ratios Overturning Sliding = 1.69 OK 1.58 OK Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 1,061.7 Ibs less 100% Passive Force: 1,002.8 Ibs less 100% Friction Force= -810.01bs Added Force Req'd = 0.0 Ibs OK .... for 1.5 : 1 Stability 0.0 Ibs OK ~~~~~~~~!!!~~~=.J~: Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing = Toe Heel 2,650 a p~f 528 0 ft-# 64 1,806 ft-# 464 1,806 ft-# 10.07 14.52 psi 85.00 85.00 psi #4@ 18,00 in None Spec'd #4@18.75in Design height ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.. .. Actual' ft-# = Moment. .... Allowable Shear ..... Actual psi = Shear ..... Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data Edge 0.829 761.7 1,166.8 1,40.7.1 13.6 25 .. 8 30.00 6.00 78.0. 5.25 fm psi = 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection No Modular Ratio 'n' = 25.78 Short Term Factor 1.330 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 18.75 in, #5@ 28,75 in, #6@ 40. " .. , Title: Job# Dsgnr: Date: Description: Scope: ------------------, L Cantilevered Retaining Wall Design Page 2 __________ e:lenercalcleclla costa. townhomes 1.ecw:Calcu nWfliiitl'''8'Wl'~, _________________________ iiiiiiiiiiiiiiii __ iiiiiiiii _____ idI Description Wall "H alternate" south of building 12 , ,~~~~~,'X.Ri overturni~g'~H~"~,~·i~~·~}~r~:~~_"M~,"T~!!~;,, .• ;. "."~.'. ..... OVERTURNING ..... Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 1,134.4 Toe Active Pressure -84.4 Surcharge Over Toe Adjacent Footing Load Added Lateral Load = 11.7 Load @ Stem Above Soil = SeismicLoad ------- Total 1,061.7 Resisting/Overturning Ratio 1.83 0.50 3.50 O.T.M. = 1.69 2,079.7 -42.2 41.0 2,078.5 Vertical Loads used for Soil Pressure = 2,025.0 Ibs Vertical component Qf active pressure NOT used for soil pressure Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe Stem Weight(s) = . Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = . •... RESISTING ....• Force . Distance Moment Ibs ft ft-# 907.5 27.5 390.0 450.0 250.0 2.08 0.00 0.25 0.83 1.50 2.50 1,890.6 6.9 325.0 675.0 625.0 ---.,..-::-:-·Total = 2,025.0 Ibs R.M.= 3,522.5 .. .. .;. Title: Dsgnr: ·e Job# Date: Description: Scope: Cantilevered Retaining Wall Design Page 1 e:\enercalc\ec\la costa townhomes 1.ecw:Calcu Description Wall "J alternate" south of building 12 L~:!~;~~'!,~.~,,_. ~~'",." '1-:' '~~"'=-----'~) Retained Height 3.00 ft Wall height above soil = 0.50 ft Slope Behind Wall 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density 110.00 pcf Wind on Stem 0.0 psf Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 75.0 Toe Active Pressure = 75.0 Passive Pressure 200.0 Water height over heel = 0.0 ft FootingliSoil Frictior Soil height to ignore for passive pressure Lateral Load = 0.400 0.00 in 2.3 #Ift I ~:~~,!.~~.~*~~~~~~~:~~,.~,R,~~~:.~~i~J: fc = . 2,500 psi Fy = 60,000 psi Min. As % = 0.0012 Toe Width 0.50 ft Heel Width ~ 2.00 Total Footing Width --l.'5O Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 2.00 in ... Height to Top ... Height to Bottoll) = = = = = = 12.06 in 6.00 in 8.00 in 2.00 ft @ Btm.= 3.00 in 3.50 ft 0.00 ft lL~~~~~i~J L§.cii~~~:!X."~'w._tj Stem Construction ; -=-:To::Jpt:-,S::.t:::e:=:=m:-:-______________ _ ~ &:i&.~.c~~wz~-m~ ~ Stem OK Total Bearing Load 1,165 Ibs ... resultant ece. = 6.33 in Soil pressure @ Toe 1,076 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,506 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe 5.1 psi OK Footing Shear @ Heel 7.9 psi OK Allowable 85.0 psi Wall Stability Ratios Overturning Sliding = 2.08 OK 1.54 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 523.8 Ibs less 100% Passive Force= 469.4lbs less 100% Friction Force = " 466.21bs Added Force Req'd 0.0 Ibs OK ... .for 1.5: 1 Stability O.Olbs OK I ~.ooting Design Resu~ts ~ ,., •.• ~ ~~~~~~.".,,~>i""!~.d -.IQL ~ Factored Pressure = 1,506 o psf Mu': Upward 300 o ft-# Mu'· : Downward = 64 o ft-# Mu: Design 237 595 ft-# Actual1-Way Shear 5.12 7.86 psi Allow 1-Way Shear = 85.00 85.00 psi Toe Reinforcing #4@ 18.00 in Heel Reinforcing None Spec'd Key Reinforcing = #4@18.75in Design height ft= 0.00 Wall Material Above "Ht" Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment....Actual ft-# = Moment. .... Allowable Shear ..... Actual psi = Shear ..... AII6wable psi = Bar Develop' ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data Edge 0.339 336.3 350.3 1,032.3 5.8 25.8 24.00 6.00 78.0 5.25 fm psi = 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ra1io 'n' 25.78 Short Term,Factor = 1.330 Equiv. Solia-Thick. in = 7.60 Masonry Block Type·: Medium Weight Concrete Data .-------- fc Fy psi = psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 48.25 in, #5@ 48.25 in, #6@ 48. ~ ,.. .. ,J ,'1('\ Title: Job# Dsgnr: Date: Description: Scope: 1:. --_._--.----------, Cantilevered Retaining Wall Design e:\enercalc\ec\la costatownhomes 1:~~~cal~ Description Wall "J alternate" south of building 12 L~'11,~?'Y, ~f.g~ert~-~~,~~,-g ... ~~~~Ih~,~·orc~.~,~ ~.~,~~~~~~, ... " " ------~. ..... OVERTURNING ..... Force Distance Moment· Item Ibs ft ft-# ---- Heel Active Pressure 600.0 1.33 800.0 Toe Active Pressure -84.4 0.50 -42.2 Surcharge Over Toe Adjacent Footing Load Added Lateral Load = 8.2 2.75 22.5 Load @ Stem Above Soil = SeismicLoad = Total 523.8 O.T.M. = 780.3 Resisting/Overturning Ratio = 2.08 Vertical Loads used for Soil Pressure = 1,165.5 Ibs Vertical component of active pressure NO_T used for soil pressure t. Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = ..... RESISTING ...•. .Force ·Distance Ibs ft 440.0 27.5 273.0 375.0 50.0 1.83 0.00 0.25 0.83 1.25 2.25 ------Total = 1,165.5-Ibs R.M.= Moment ft-# 806.7 6.9 227.5 468.7 112.5 1,622.3 Title: Job# Dsgnr: Date: Description: Scope: Cantilevered Retaining Wall Design Page 1 e:\enercalcleclla costa townhomes 1.ecw:Calcu Description Wall "K alternate" southeast of building 8 Retained Height 6.50 ft Wall height above soil 0.50 ft Slope Behind Wall 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density 110.00 pcf Wind on Stem 0.0 psf . Surcharge Loads ~~~~~-~~~~~~~~,~~ Surcharge Oyer 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 ~ v;t;Z~~~~,M Axial Dead Load = 0.0 Ibs Axial Live Load 0.0 Ibs Axial Load Ecc~ntricity = 0.0 in ~~~~~~!r.~~~~=~ Total Bearing Load 4,406 Ibs ... resultant ecc. 7.78 in Soil Pressure @ Toe 1,986 psf OK Soil Pressure @ Heel 87 psf OK Allowable \ 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,803 psf ACI Factored @ Heel 123 psf Footing Shear @ Toe = 11.6 psi OK Footing Shear @ Heel 29.2 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning 2.58 OK Sliding = 1.97 OK Sliding Cales <V:ertical Component NOT Used) Lateral Sliding Fdrce = 1,355.2 Ibs less 100% Passive Force= -1,002.8Ibs less 100% Friction Force = -1,762.5Ibs Added Force Req'd = 0.0 Ibs OK ... .for 1.5 : 1 Stability O.O.lbs OK [f~~~l~~~.~~;~Q,~. ~~~~!~~ .. 1': ~~ Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40.0 Toe Active Pressure = 40.0 Passive Pressure = 200.0 Water height over heel 0.0 ft FootingliSoil Frictior Soil height to ignore for passive pressure = 00400 = 0.00 in [Lateral Load Applied to Stem I ===--"='-~'~"'lr.l.T~'ii Lateral Load 2.3 #Ift ... Height to Top 7.00 ft ... Height to Bottom = 0.00 ft !Footing Strengths ~ Dimensions ~'.\, " ~ •• "tn.}~W-:"':;:'~';"·W!7 .. '.r·-"<,;;;\H.l;l:'I,'1.1:-.~"\,~";: -'i:;;,"",1 1'1."",.:;:",·;> •• ..-~~" fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0012 Toe Width -0.50 ft Heel Width = 3.75 Total Footing Width = 4.25 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth = 20.00 in Key Distance· from Toe = 2.50 ft Cover @ Top = 2.00 in @ Btm;= 3.00 in ~~,~~~~:::J Adjacent Footing Load' = 2,000:0 Ibs Footing Width = 1.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist = 3.50 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft ~~~~~~~~~==~--~~----------~-----------Top Stem 2nd Stem OK Stem OK Design height ft = Wall Material Above "Ht" Thickness Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment... .Actual ft-# = Moment... .. Allowable ft-# = Shear ..... Actual psi = Shear ..... Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf = Rebar Depth 'd' in = Masonry Data 3.33 Masonry 8.00 ~# 4 32.00 'Edge 0.478 394.3 439.9 920.8 6.7 25.8 .24.00 . 24.00 .;. 78.0 5.25 rm psi = 1,500 Fs psi = 24,000 Solid Grouting Yes Special Inspection No Modular Ratio 'n' 25.78 Short Term Factor 1.330 0.00 Masonry 12.00 # 5 16.00 Edge 0.842 1,110.5 2,870.1 3,408.8 11.3 25.8 30.00 7.95 124.0 9.00 1,500 24,000 Yes 2,803 123 psf Equiv. Solid Thick. in = 7.60 No 25.78 1.330 11.62 Factored Pressure Mu': Upward = 744 0 ft-# Masonry Block Type = Medium Weight Mu' : Downward Mu: Design = Actual i-Way Shear = Allow i-Way Shear 81 0 ft-# 663 4,879 ft-# 11.56 29.21 psi 85.00 85.00 psi Toe Reinforcing = # 5 @ 22.25 in Heel Reinforcing None Spec'd Key Reinforcing = #4@18.75in Concrete Data ---.. ----------.-----------.. --.-----.. -------.-.--- rc psi= Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: #4@ 15.75 in, #5@24.25in,#6@34.50 in, #7@47.00 in, #8@48.25 in, #9@4 Key: #4@ 18.75 in, #5@28.75in,#6@40. Cantilevered Retaining Wall Design . Page 2 e:\enercalc\ec\la costa' town homes 1.ecw:Calcu Description Wall"K alternate" southeast of building 8 [~m~~~,.,~!.9.~~'1!!.mJL'Jlct"~.,.~;.,~.~~",~!.~.~",E,O;:~~!!< ~~~!\e.r't~, " ----,-.. -,-, .. -... -,,-.,-., .. ------.~-.,,,,-.-rt>-'" .,,~, '''', "'~"''''''''''i''''''.« Item Heel·Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = Load @ Stem Above Soil = SeismicLoad = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment Ibs ft ft-# 1,125.0 2.50 2,812.5 -45.0 0.50 -22.5 258.8 16.4 4.80 4.50 1,355.2 O.T.M. = 2.58 1,242.1 73.7 4,105.8 Vertical Loads used for Soil Pressure = 4,406.3 Ibs Vertical component of active pressure NOT used for soil pressure • Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component Total = ..... RESISTlNG ..... Force Distance Ibs ft 1,966.3 2,88 709.7 2.88 0.00 27.5 0.25 699.2 0.93 116.2 1.33 637.5 2,13 250.0 3;00 4,406.3 Ibs R;M.= Moment ft-# 5,653.0 2,040.3 6.9 651.5 155.0 1,354.7 750.0 10,6-11.3 Title: Job# Dsgnr: Date: Description: Scope: ,.',. t., Cantilevered Retaining Wall Design ' Page 1 e:\enercalc\edla costa townhomes 1,ecw:Calcu Description Wall"L alternate" southeast of building 8 :;; I Footing Strengths & Dimensions ~~~ .... .,':'.~tt..~~~~":f'.!.~ 'itl';(,*·il;";"':'~~~~~;'>~,ts§'>~"1;.q,:,!-'lI....:~~~~l,.~ .... ~.~t'!..-.'~~~:-.;;;.w. -~4.~~U>.,.~~\ol~"WC:~''''~~,"'~.;';:' Soil Data Retained Height = 4.50 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe 6,00 in fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0012 Toe Width = 0.50 ft Heel Width = 2.75 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 Toe Active Pressure = 40.0 Passive Pressure = 200.0 Soil Density = 110.00 pcf , Total Footing Width 3.25 Footing Thickness 12.00 in Water height over heel 0.0 ft Wind on Stem = 0.0 psf ~~=!;~~~-~ Surcharge Over Heel 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge OVer Toe = 0.0 psf NOT Used for Sliding & Overturning ~~!~~~ Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in 12i~!Jl!!~~~~~==; Total Bearing Load = 2,506 Ibs ... resultant ecc. 5.48 in Soil Pressure @ Toe = 1,421 psf OK Soil Pressure @ Heel 121 psf OK Allowable \ = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 2,065 psf ACI Factored @ Heel 176 psf Footing Shear @ Toe = 8.0 psi OK Footing Shear@ Heel = 16.5 psi OK Allowable 85.0 psi Wall Stability Ratios Overturning Sliding = 2.57 OK 1.88 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding'Force = 818.31bs less 100% Passive Force= -625.0 Ibs less 100% Friction Force = 1,002.3 Ibs Added Force Req'd = 0.0 Ibs OK ... .for 1.5 : 1 Stability 0.0 Ibs OK L~~:~ti_~_~~';~!.~~.~;,~~.~!;,. ", . ~-J Factored Pressure Mu': Upward Mu' : Downward Mu: Design = = Actual 1-Way Shear = Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing ~ Heel 2,065 176 psf 430 0 ft-# 64 0 ft-# 366 1,920 ft-# 8.00 16.50 psi 85.00 85.00 psi #4@ 18.00 in None Spec'd #4@ 18.75 in FootingliSoil Frictior = 0.400 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem "'~~~~~~~""#'~~""'~ Lateral Load ' ... Height to Top ... Height to Bottom = 2.3 #/ft 5.00 ft 0.00 ft Key Width 10.00 in Key Depth = 12.00 in Key Distance from Toe = 1.50ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load A~~i~9t;~d~~=~~2~,~0~00~~lb~S~ Footing Width = 1.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 3.50 ft Foofing Type Base Above/Below Soil at Back of Wall = Line Load 0.0 ft ~~~~~::::I~T~OP~St-!~:~~~K----------~----------~-------- DeSign height ft = 0.00 Wall Material Above "Ht" = Masonry Thickness Rebar Size Rebar Spacing Rebar Placed at DeSign Data fb/FB + fa/Fa Total Force @ Section Moment... .Actual Moment. .... Allowable Shear. .... Actual Shear ..... Allowable = = = Ibs= ft-#= = psi = psi= Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight Rebar Depth 'd' Masonry Data in= 8.00 # 5 16.00 \ Edge, 0.803 642.9 1,129.2 1,407.1 11.5 25.8 30.00 6.00 78.0 5.25 fm psi = 1,5QO Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor 1.330 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data -----~--------.---------------------.---fc psi= Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Key: Not req'd, Mu < S • Fr • Title: Dsgnr: Job# Date: Description: Scope: Cantilevered Retaining Wall Design . Page 2 e:lenercalcleclla costa townhomes 1.ecw:Calcu Description Wall ilL alternate" southeast of building 8 [~.~~.~~ ':¥~t2,~!,,!;!!~~,~.,,,,~,,,,,~;.,~t~;1,~~,~,,~"f,<~r~2~~!!~T..; ~!.~<".~ "''''' _,,~ , .. =~ .. , .. ",,, "'".'"' . , .. "",,.:<~. 'r""_t""''''''''--;''''''''''''''_''' __ .,,,·<&,,,,~.,, ! Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = = Load @ Stem Above Soil = SeismicLoad = Total Resisting/Overturning Ratio ..... OVERTURNING..... . .... RESISTING ..... Force Distance Moment Force Distance Moment Ibs ft ft-# Ibs ft ft-# 605.0 1.83 1,109.2 Soil Over Heel = 1,031.3 2.21 -45.0 0.50 -22.5 Sloped Soil Over Heel = 246.6 2.97 11.7 3.50 818.3 O.T.M. = 2.57 733.5 41.0 1,861.1 Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = 444.4 2.58 0.00. 27.5 0.25 390.0 0.83 487.5 1.63 2,277.3 1,148.1 6.9 325.0 Key Weight Vert. Component Vertical Loads used for Soil Pressure = 2,505.7 Ibs = 125.0 1.92 792.2 239.6 = Vertical component of active pressure NOT used for soil pressure Total = 2,505.7 Ibs R.M.= 4,789.1