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Home My WebLink AboutCT 2018-0005; VILLAGE WALK; SHORING DESIGN CALCULATIONS; 2019-05-30Shoring Design Calculations Village Walk Townhomes 341 -347 Oak Avenue Carlsbad, California CT 2018-0005 GR 2018-0034 DWG NO. 513-7A Prepared For: TMS Oak Investments 8, LLC 29250 Paseo Sedano San Juan Capistrano, CA 92675 951.801.0888 Prepared By: Surender Dewan, P.E. DMS Consultants, Inc. 12371 Lewis Street, Suite 203 Garden Grove, California 92840 714.740.8840 Revised May 30, 2019 February 21 , 2019 OMS CONSULTANTS, INC. CIVIL ENGINEERS --~-·--- Project: V 1i..l~E W,kl,(c... 7ow"-)~r-\~ John Labib + Associates Job No.: ____ S t r u c t u r a I E n g i n e e r s Date: '.2,-1 4 -1 q Sheet #: \ -~-- DESIGN CRITERIA 5'" C, I l .S ft \::l'O ~ T ::- s r~ A-TA --rc'-c. 1-+ , , N c.-. ( \A/. 0 . 1.,f 4-0l g ) Rtfo ~ 0 ~ c0 I { I '6 ( 1.,0 I 8 ~ fta>flicf>r\1:.Lf- C tl c f M.,. ~. ::::==:::l ~ -· ~-=-.... t: ::r:- Q C> wz J: 0:: II~ J: V, • 0 I r(\ w (PSF) 'l,O (PSF) CANTILEVER · CONDITION EARTH PRESSURE DISTRIBUTION = 11L1A-'1'..J6-vLA--{2...____ MAX. LAGGING PRESSURE DISTRIBUTION = ~olL + Su~C~"l,( M•~G . SURCHARGE = WA-LL l,o/rO PASSIVE VALUE (BELOW LEVEL OF EXCAV.) = 300 fSf /fr ( o\J MAXIMUM PASSIVE PRESSURE = 3iooD ~f' Proposed Retaining Wall H I· D ACTIVE PRESSURE "I He H = 7 ft He= 3.4 ft § = 59.2 o F.S. = 1.25 - Free Body Diagram PA PA Yjom= 120 pcf = 0.12 kcf C = 11 0 psf = 0.11 ksf X' = 34 ° ~ = 45° + ><"m I 2 W = a + b Cm= CI F.S. = 0.09 ksf ><'m = tan-1 ( tan ><' I F.S. ) 28.35 degrees D = ( H -He) tan ( 90° -§ ) = 2.15 ft L = ( ( H -He ) 2 + 0 2 ) 112 = 4.19 ft W = A \'}:>m = 0.5 D ( H + He ) \'}:> 1.34 kips/LF a= Cm L sin ( 90° + ><'m) / sin ( § -><'m) = 0.65 kips/LF b = W -a = 0.69 kips/LF PA= b tan ( § -><'m) = 0.41 kips/LF Design EFP = 2 PAI H 2 = 16.7 pct Geotechnical Engineering Investigation 342-34 7 Oak Avenue Carlsbad, California \)<,of" Use 17 pcf -'2.,,D f c.F Work Order 284018 Plate No. STRATA -TECH, INC. Project: job No.: Date: '2 -14-t 1 Sheet#:_.....c7 __ 11 John Labib + Associates Structural Engineers -$ oL(), t::1L t3rt s @.. f::, '_ o' · o , c. - -T'l\.kfrfG/f<l<1 ~ C, 'S \J "--C~)~ (, re" (7 7?... I I 11 ::= 1,,o £__ v c,. +-t n • y s 1 x &. ]. -:::c 1..-'94o + J<g~ #-''-~ 474D ~ 4,74 <:. • .:.... ~ t i ; '2. °t 4-( t) -\-\ ' "b ( 1 ~.!.:_~ J 4 .74 ~ b ,J"b+9,'1 _ r 4.14 -bil _l.i\,.A-,( r 4 , 14 \ ':,<:3 -t S:} .=, 4 0,4 I -I<._ ~ , -I '2 11.\ :> ~l:'lt 1'.) ----- FG =17-(4-e,,4-) ~o 3 -;. l l,, '2..-IN 'v-S t W I 1.. '¥-'Z. G:::, ( ~"' $~. 4 IN? ( z.o {0 c ,~ c. 5u.--h·fTV\ l Bo]. 3. '2.. ( f-.1 t,Vl -u, vi sfv-a ,11.,ed ) ,A ~ ~ ( l -t-V1 H. ~lo h~ A -;;:. 2 .~4-~ -$1 6 --~-~ > f ,7A-)_ ~ 4 , t -; f l-S)\ l,S) . cl ;c ~ c \i" ~ , + 4-~°3,f>?JJ ~ 4-.i 7 '5 -;. 7.t:;( /) I 3 o. CD b :: l,':. I f , , \J.(~ 10 --,:::-, M.rJ s~!!~l:'\.J, t1n ow f,u("(. 0 f fr G Project: Job No.: s-22--Ii Sheet#: _ ....... z_A_ Date: g~ \} "- ~ J/ ~ (,,; ~ '- ! 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CANTILEVER DESIGN SOLDIER BEAM NO. ***INPUT VALUES*** HEIGHT OF RETAINED EARTH= 8.00 ft ADDITIONAL HEIGHT FOR SURCHARGE = 0.00 ft SOLDIER BEAM SPACING= 6.00 ft EQUIVALENT FLUID PRESSURE= 20.00 pct TRAFFIC SURCHARGE= 100.0 psf DEPTH OF SURCHARGE= 3.00 ft FOOTING SURCHARGE RESULTANT FORCE (R) = 0.000 k/ft DEPTH OF (R) FORCE BELOW EXIST. GRADE = 0.00 ft SEISMIC SURCHARGE = 0.00 H PT. OF FIXITY BELOW SUBGRADE (FT) = 5.00 STRESS INCREASE = 1.00 YIELD STRESS: Fy = 5000 ksi ••• LOAD ANALYSIS .... SOIL LOAD; P1 = 3.84 ~ips SOIL SURCHARGE; P2 = 0.00 kips TRAFFIC LOAD; P3 = 1.80 kips ' ADJACENT FOOTING LOAD; P4 = 0.00 kips SEISMIC LOAD; P5 = 0.00 kips TOTAL LATERAL LOAD= 5.64 kips MAX. MOMENT= 50.14 ft-k ALLOWABLE BENDING STRESS: Fb = 30.00 ksi SECTION MODULUS: Sx = 20.06 in.A3 ••• CONCRETE EMBEDMENT •••• TRY d = 8.00 ft PASSIVE PRESSURE AT SUBGRADE = 0.00 PASSIVE BEARING PRESS.; B1 = 600.00 pcf MAX. PASSIVE PRESS. = 6000.0 psf S1 = d/3 X B1 = 1600.00 psf SHAFT DIAMETER (FEET): b = 1.5 ft , A=2.34(P1+P2+P3+P4)/S1b = 5.50 MIN. CALC. DEPTH OF EMBEDMENT d = 8.31 ft ADDITIONAL DEPTH = 0.00 MIN. PER OFFICE STANDARD= 8.0 ft CONCRETE EMBEDMENT =,-I9-.0-F_E_E_T_-. Cantilever Design with EFP Loading PAGE S 6:> ••• BEAM SELECTION ••• BEAM SIZE (MIN)= W12X26 COMPACT= NO MOMENT OF INERTIA= 204.00 in."4 SECTION MODULUS = 33.40 in. A3 AREA = 7.65 in.A2 BEAM DEPTH= 12.22 in FLANGE WIDTH = 6.49 in CONCRETE COVER= 2.00 In MINIMUM SHAFT DIAMETER= 17.84 in. •••DEFLECTION*** DUE TO SOIL::: 0.131 in. DUE TO SOILSURCHARGE = 0.000 in. DUE TO TRAFFIC= 0.160 in. DUE TO BUILDING = 0.000 in. DUE TO SEISMIC= 0.000 in. TOTAL DEFLECTION = 0.291 in. ALLOWABLE DEFLECTION= 1.000 in. ALLOWABLE DEFL > CALC'ED DEFL = Okay Printed: 5/22/2019 Project: John Labib + Associates Job No.: Structural Engineers Date: 1 ~ 1 4-1 1 Sheet#: _....,7'---_ pf~ ..._'v-I -r. L; -'5oLt?,ert.. 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SURCHARGE LOADING Page SOLDIER BEAM No. = TOE PRESSURE = 1000 psf HEAL PRESSURE = 1000 psf FOOTING WIDTH = 1 00 Feet SOLDIER BEAM SPACING = 6.00 Feet MAX CALCULATED FOOTING LOAD P = 6.000 Kips DEPTH OF FOOTING BELOW GRADE= 1.00 Feet h= 7.00 Feet x = 1.00 Feet d=x[((x"2/h"2)+ 1 )(T AN-1 h/x)-(h/x)]: d = 1. 32 Feet R = 0.3Ph"2/(X"2 + h"2): R = 0.294 K/FT I 7 = SOIL PRESSURE AT TOE OF FOOTING OR MAX SOIL PRESSURE FROM SOILS REPORT = SOIL PRESSURE AT HEEL OF FOOTING OR MAX SOIL PRESSURE FROM SOILS REPORT = FROM FIELD INVESTIGATION OR DRAWINGS = FOOTING LENGTH OR SOLDIER BEAM SPACING p = VERTICAL LOAD FROM ADJACENT FOOTING h = DISTANCE FROM BOTTOM OF ADJACENT FOOTING TO SUBGRADE OR SHORED HEIGHT x = DISTANCE FROM CENTERLINE OF CONCENTRIC FOOTING OR RESULTANT FORCE OF ECCENTRIC FOOTING TO BACK FLANGE OF SOLDIER BEAM d = DEPTH OF RESULTANT FROM BOTTOM OF EXISTING FOOTING R = RESULT ANT LATERAL FORCE Project: V1LL~E: Wkl/<... TowtJ /tt>H..'e:,> John Labib + Associates Job No.: Structural Eng i neers Date: '2. -1 q.. • I j Sheet#: __ 4:1 __ C ~ClC.... ~ C>\...01\::'l'l. ~~ DefL ~c7i 1'.J _- 'S' ol l. = ( e Tor bf 15cA-1~1) IN t'L ~ 1-b : ... ' \C>,S ;; b I'" W4 1...i4- e:, ~,o~l<SI • I IC. w = 2-o )C 7 = 4-1 0 ~ (p ;:. '2 . '14- c.... ,R -;' (1 +-,;;'),:. A :=c '2., "4 (1 44-)3 tS'(~t>G1>)(1.-o4-J =--D-to 4. ~ p ~ 1. (1:, }. -b ) (ET. II p -= ( ~ )(. b1 '(-. s =-( ' 'i> t.. b ~ l O . ~ ' ~ I 2 ::. ! 2.-G:, ,, Q ~ 1-Z.1 'f.-1\... ._ 14--q. ~---c.,,,. i. A-:._!· ~(t'2C.l -(3,(14-+-")-ll.(o) ~ ( ~ ()(;C>) (1.04-) " ~ 0 . 0 o o<l;> I ( 3 ° 6) ::.-0 . 'l.. S A I( I-AT :: a. r -t-tJ. 1. s :::-tJ. ?. ~ --· . ., - BURNETT & Y □uNG CONSULTANTS • ENGINEERS Subject 650 Sierra Madre Villa Ave., Suite 102 Project Pasadena.CA 91107 By Phone: 626-351-3367 Fax: 626-351-3247 Date (CA. C..l 'f'( fotLM 1.LLrlc) p(e.c i-o, 1 -o'B ~ St.J "---CI t-,,h(. c.. -e=- VtlLlr1-tE. \JJ I(\_ I<._ ( f1'J'I tJ Ho ~l:!3" Dyy File No. Page _ 7 Of -_. >< ~ f. + I) ( rA ~t * ) -( ~ ) ] p L X (c) Surcharge. Any superimposed loading, except retained earth, shall be con- sidered as surcharge and provided for in the design_ Unifonnly distributed loads may be considered as equivalent added depth of retained earth. Surcharg~ loading due to continuous or isolated footings shall be determined by the following formu- las or by. an equivalent method approved by the superintendent of building. Resultant lateral force: Location of lateral resultant: d = x [ (i + I}(•~~• ~) -w] WHERE: R p X h d = = = = ;;:; resultant lateral force measured in pounds per foot of wall width. resultant surcharge load of continuous or isolated footings measured in pounds per foot of length parallel to the wall. distance of resultant load from back face of wall measured in feeL depth below point of application of surcharge loading to top of wall foot- ing measured in feet. depth oflateral resultant below point of application of surcharge loading measured in feet. ( tan·' ~) = The angle in radians whose tangent _is equal to ( ~) Loads applied within a horizontal distance equal to the wall stem height, mea- sured from the back face of the wall, shall be considered as surcharge. For isolated footings having a width paralle,I to the wal I less than 3 feet, "R" may be reduced to one sixth the calculated value. The resultant lateral force "R" shall be assumed to be uniform for the length of footing parallel to the wall, and to diminish uniformly to zero at the distance "x" beyond the ends of the footing. Vertical pressure due to surcharge applied to the top of the wall footing may be considered to spread uniformly within the limits of the stem and planes making an angle of 45 degrees with the vertical. INFORMATION BULLETIN/ PUBLIC -BUILDING CODE sLA DBS REFERENCE NO.: LABC 1610.1 & 1807.2 Effective: DOCUMENT NO.: P/BC 2011-083 Revised: 01-01-2011 Previously Issued As: 1B P/BC 2008-083 RETAINING WALL DESIGN This information bulletin establishes requirements for the design of retaining walls. L.A.B.C. Sections 1610.1 and 1807 .2 cover the design of retaining walls as follows: 1610.1 General. Basement, foundation and retaining walls shall be designed to resist lateral soil loads. Soil loads specified in Table 1610.1 shall be used as the minimum design lateral soil loads unless specified otherwise in a soil investigation report approved by the building official. Basement walls and other walls in which horizontal movement is restricted at the top shall be designed for at-rest pressure. Retaining walls free to move and rotate at the top are permitted to be designed for active pressure. Design lateral pressure from surcharge loads shall be added to the lateral earth pressure load. Design lateral pressure shall be increased if soils with expansion potential are present at the site. Exception: Basement walls extending not more than 8 feet (2438 mm) below grade and supporting flexible floor systems shall be permitted to be designed for active pressure. 1807 .2 General. Retaining walls shall be designed to ensure stability against overturning, sliding, excessive foundation pressure and water uplift. Retaining walls shall be designed for a safety factor of 1.5 against sliding and overturning per 1807.2.3. However, these sections of the code do not address the following three items: 1. Design fluid pressures for retaining walls supporting retained soil that is other than level backfill 2. Methods of determining surcharge loads on walls 3. Criteria for accepted engineering practice for design of retaining walls Therefore, this information bulletin is written to address these items. Alternate design requirements may be approved in conjunction with a soil and/or geology report approved by the Department. I. GENERAL REQUIREMENT Retaining walls shall be designed to resist the lateral pressure of the retained material determined in accordance with accepted engineering principles. As • covered entity undar Tille II of the Amertcans with Disabilities~ the Cily of Los Angeles does not discnminate on the basis of disability and, upon request, will provide reasonable ecc:ammodation to ensure equal access to Its programs, seNices and lldivities. For efficient handling ol lnformetion Internally and in the internet, conversion to this new format of code related and administrative lnfonnlllion bulletins including MGD and RGA that were pr8\llously issued wil affow flexibility and timely dlstr1buUon of lnfonnatlon to the public. Page 1 of 4 '1 P/BC 2011-083 The soil characteristics and design criteria necessary for such a determination shall be obtained through investigation, subsurface exploration, analyses and report by a soils engineer, subject to the department's approval. EXCEPTION: Freestanding walls which are not over 12 feet (3660 mm) in height may be designed in accordance with the requirements stipulated in this information bulletin. II. DESIGN FLUID PRESSURES FOR RETAINING WALLS SUPPORTING RETAINED SOIL THAT IS OTHER THAN LEVEL Walls which retain drained earth and come within the limits of the exception above may be designed for an assumed earth pressure equivalent to that exerted by a fluid weighing not less than shown in Table No. I. A vertical component equal to one third of the horizontal force so obtained may be assumed at the plane of contact between the retained soil and wall surface when considering the total resisting moment taken at the toe of the wall. Such a vertical component will not be permitted when filter fabric is used behind retaining walls. The depth of the retained earth shall be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overturning and sliding. Ill. METHODS OF DETERMINING SURCHARGE LOADS ON WALLS Any superimposed loading, except retained earth, shall be considered as surcharge and provided for in the design. Uniformly distributed loads may be considered as equivalent added depth of retained earth. Surcharge loading due to continuous or isolated footings shall be determined by the following formula or by an equivalent method approved by the Superintendent of Building. Resultant lateral force: Location lateral resultant: WHERE: R-0.3Ph 2 x2+h2 R = resultant lateral force measured in pounds per foot (N/m) of wall width. (1) (2) As a covered entity under Title II of the Americans l!oilh OlsabiJitie& 141:J., the City of Los Angeles does not discriminate on the basis of disability and, upon request, will provide reasonable accommodation to ensure equal access to its programs, services and activi1ies. Far efficient handling of information intemelly and in the Internet, conversion to this new format of code related and administrative information bulletins including MGO and RGA that were previouiily Issued wtU allcw flexibility and timely distribution of Information to the public. Page 2 of 4 p = X = h = d = tan·1 h/x = /D P/BC 2011-083 resultant surcharge loads of continuous or isolated footings measured in pounds per foot (N/m) of length parallel to the wall. distance of resultant load from back face of wall measured in feet (mm). depth below point of application of surcharge loading to top of wall footing measured in feet (mm). depth of lateral resultant below point of application of surcharge loading measured in feet (mm). The angle in radians whose tangent is equal to hlx. Loads applied within a horizontal distance equal to the wall stem height, measured from the back face of the wall, shall be considered as surcharge. For isolated footings having a width parallel to the wall less than 3 feet (914 mm), "f?' may be reduced to one-sixth the calculated value. The resultant lateral force "R" shall be assumed to be uniform for the length of footing parallel to the wall and to diminish uniformly to zero at the distance "x' beyond the ends of the footing. Vertical pressure due to surcharge applied to the top of the wall footing may be considered to spread uniformly within the limits of the stem and planes making an angle of 45 degrees with the vertical. IV. CRITERIA FOR ACCEPTED ENGINEERING PRACTICE FOR DESIGN OF RETAINING WALLS a. Bearing Pressure and Overturning The maximum vertical bearing pressure under any retaining wall shall not exceed that allowed by Division 18 except as provided for by a special soil investigation. The resultant of vertical loads and lateral pressures shall pass through the middle one third of the base. b. Lateral Pressures Retaining walls shall be restrained against sliding by lateral sliding resistance of the base against the earth, by lateral bearing against the soil, or by a combination of the two. Allowable lateral bearing and lateral sliding resistance values shall not exceed those allowed in Division 18 except as provided by a special soil investigation. When used, keys shall be assumed to lower the plane of lateral sliding resistance and the depth of lateral bearing to the level of the bottom of the key. Lateral bearing pressures shall be assumed to act on a vertical plane located at the toe of the footing. As • covered entity under Title II of the Americans with Oisablitles AD., the City of Los Angeles doer. not discriminate on Iha basis of dlsablllty and, upon request, will provide rNsonable acoommodatlon lo ensure equal acceas to its programs, services and aclMtiea. For efflCient handling of infonnatlon intamally and In the ln1emet, conversion to this miw format of oode related and administrative Information bulletins Including MGD and RGA lhat were previously Issued wtl allow flexibility and timely distribution of Information lo the public. Page 3 of 4 I ( iLA · DB ---P/BC 2011-083 miiiiiiru1tu:~ V. SPECIAL CONDITION Whenever, in the opinion of the Superintendent of Building, the adequacy of the foundation material to support a wall is questionable, an unusual surcharge condition exists such as seepage pressure, or whenever the retained earth is so stratified or of such a character as to invalidate normal design assumptions, the Superintendent of Building may require a special soil investigation before approving any permit for such a wall. Additionally, unless a soil report is submitted to and approved by the Department indicating that expansive soils do not exist, the footings for all retaining walls must extend a minimum of 24 inches below the natural and finish grades in accordance with the requirements contained in 18 P/BC 2011- 116 for expansive soil conditions. TABLE NO. I EQUIVALENT FLUID WEIGHT OF EARTH PRESSURE FOR RETAINING WALL DESIGN SURFACE SLOPE OF RETAINED MATERIAL 1 EQUIVALENT FLUID WEIGHT .: HORIZONTAL TO VERTICAL Pounds per cubic foot LEVEL 30 5 to 1 32 4 to 1 35 3 to 1 38 2 to 1 43 1.5 to 1 55 1 to 1 80 3 For SI: 1 pound per cubic foot = 157 Nim 2 Where the surface slope of the retained earth varies, the design slope shall be obtained by connecting a line from the top of the wall to the highest point on the slope whose limits are within the horizontal distance from the stem equal to the stem height of the wall. The equivalent fluid weight shall not be less than that determined using table 1610.1 of the 2011 LABC. As 8 covered entity under Title II of Iha Americana v.flh Disabilities Ad, the City of Los Angeles does not disaimlnate on the basis of disabHlty and, upon request, will provtde reason!lble ac:commodation to 1111SUra equal access to Its programs, services and activities. For efficient handling of information internally and in the Internet, conversion to this new format of code related and administrative Information bulletins including MGO and RGA that were previously Issued wtll altow llexfblllty and timely dlstnbution of Information to the public. Page4 of4 Project Job No.: Date: Sheet#: I 1-, #- (L ~ -z.4o ~ ~ =-~Go John Labib + Associates Structu ra l Eng i neers tJ ::; 1 \.r-u> :::. I tire fS f / 1 -t-( (;'() p Sf/ I ( tv1 I ~ C.. Slfl,(__ctt",tl'l u I= ) 2- MM/.l'f. ~ ~IO) = s b O ( s) -3t b ( 3> (¾)) ~ 10'60 -:>bD -1 t -~ ~>ClG:. SsucfO =-1'2.('2.bL S")1. = (o -1--0 5 IN v.,~ 3 ')( l'L 0. F-.tt C.. (vL0~&H ~/rl,JN) Project: V ll(A-'uf [1-.ftrL(<-TowN tlnM~.5 John Labib + Associates Job No.: ____ S tr u c t u r a I E n g i n e e r s Date: 2 -(4-t 4 Sheet#: I 7 Lkt4 fNV BEktZ-1,-J{;__ 0t'Sflt"1 kC-1,vE 5olL... f,u~Jfvl\.t:: :: i-v fC( ff P I @ H -::: 7 : w ~ 1 ::. r 4 o f st +-/\JD..t...M!<L-ii-...,rff1c..( MI ~C- Sul"--C~C..~ ~ r~-v r S ,~ fb tL l), FI L A--1'1.C ~ :. Fc..L -::: t1.-"fs ; ,, -:;. I. I~ '2.. D u~e ,)( I '""l... Woo-vJ Ltrt;lc,11..1G. • I . l \ '2.. II -D. I -- ( tlou &. H s MN ;. c.>ls"x I I f} Ii'' ) ((. bl S Project: V1 lLl\-'l«e 1,flrt/<..... (owtJrfo,-(t~ John Labib + Associates Job No.: ____ S t r u c t u r a I E n g i n e e r s Date: 'l,' 1 4 -14 Sheet#: ___ _ / / ~ / ' ,.. ( I -I II LO -O t?~ C.., f (E) 4 17c -- I / l{~V, S ')< I 'L WooO lkt.6 /N& ( -r1p. ) l~'A-CIC.fr l l tfr( IN 0 Li\i1~1rv(, """/ Sl<:-N O SLVl'"-'r (\'ft) wKt-L ( fLOfcll..T y L,N~ ,s11± J 'r '- 1 1 I II -,r-t-( /1. 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