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1994-3989 G Street Address l{~S I qt9- c¿q a Category Serial # ?J1 '6 or G7 I Name Description Year Plan ck. # recdescv , 8 8 òtl TRANSMITTAL FORM SEP 0 1 1994 FROM: CONWAY & ASSOCIATES, INC. 135 LWERPOOL DRIVE #A CARDIFF, CA 92007 PHONE 619-753-1453 FAVr 619-753-4158 . -.,' ." .' '. . DATE: ?/12/94 TO: City Encinitas Engineering Dept Attn: Craig Tackaberry 505 S Vulcan Ave Encinitas, CA 92024 ITE~: HYDROLOGY CO~MENTS: Per your request. FRED FLOYD SFR CHECK OF ON-SITE DESIGN FOR PLAN CHECK #1 7/12/1994 0712.cal Please call with questions. ,~';: CITY OF ENCINITAS - GRADING PLAN SINGLE rAlIlLY IIES/DENCE PCL. 7 PM 77722 NORTH SCALE ," = 20' / 7 <' .,.. ~ . ,<' ,,>" . 4 ,,0,'", -"'" ,r- .: .-:....~... ",'iF ~ . '#: .'..':<.,1' ""'" r"",,- DO... r,o~,', \i '. "'oJ' ""... '.At,. .....,... ,,' co.... , , ,'" ",,' 1""4'" ',," . <r.¡,<,-.,. >":;,' _..................." (At.. sr, ,....rc'-OF-"'- ....... .. SHUr 'I ...........- ,. .""'"'., r. --.. "'- - 10 .. ..so_. . - OF .... '- ".'."uar. NO c_,....... "- om! '... OF Stew. ...,...... .... -. -- - ,. HO" .....,-, ....r.. ,.. CU...-ou, --sr.. US< r "'" -.. .At, - '.. .- ..-.. .... .- ..... -. ... 10 HO", .""- OF ,. ..~".. "-. 7 .... -"", "- .. 10 HO" . - OF '" ...m.. -.... ..., '... ... .roue""" 'oo . -... OF . m,. (0, ... " 0 .. ... " ::: ~ ~I 1/ - l:,-' ..t,. , ,~ '~ -', ...........,. '."'~,",:: "'OC""'::" J<; I '.,::".., C...",. '" I ' ...u, I j 1.:";;,,\_1 ¡,~.;:: 8 :;: ¡ ,or r 'Q ". /\ /¡ // \ ¡/ \ : : , - : - - -- ------:- ; ~ ~ . ~ 3 ~. .. 1:! ~ ~ ~ .. ~ DO", - CITY o. E:NCINITAS [-[0'110 D£'_NT GIIAOIMCI'lAN SINGLE rAllflY IICSIOCNCC - rIlED F'lOVO \ CALLE ---:MARGÃRIrA !:i , ,"",." """'" :;¡ ~+------' ~;¡ ......'" ¡ ::::¡: ...'" : ..~ \ ., : ~; I i.. 81 . u ~ [ _'~~"T~. .j 3 _.,..., ..... "fNCH ".RK SC." SPfCIAL DISTRICT ~ APPROVAlS - t- -- -f- --u ,- ~- -f 1-- - u- f- .1- --h=~ t-: on...", =:::At' ~~::-1 ""'"'-"".-""'-OF DO", ..c... NO. .-, ... V..".. """",,,-0 .., - .., --NO. ........ ... ...- """'ø. c_.. DO", - -G" .... -..cr .... ~, ",,-, JOB IMBER: DATE: GENERAL PROJECT DATA: WATERSHED AREA: YEAR STORM: CALCULATE WEIGHTED" C " VALUE Reference Sheet Runoff Coefficient C = Runoff coefficient C = CONWAY' ASSOCIJltS INC July 12, 1994 Page - Fred Floyd Single Family Residence By: LESS THAN 0.5 SQ MI 100 .45 .95 Attached For multi family residence For Concrete, Asphalt' Roof Total Acreage = Impervious area (AI) = Cl = .95 Landscape area (A2) = C2 = .45 Weighted "C" value = (Cl) (Al)+(C2) (A2)- / Al + A2 ---------------------WEIGHTED " C " .5175 74052 S.F. / 43560 = 1. 7 10000 S. F. / 43560 = .2295684 Acres Acres 64052 S. F. / 43560 = 1. 470432 OMPUTE TIME OF CONCENTRATON AND INTENSITY " L ": Length of watershed = 500 " H " : Elevation difference = 32.6 S " slope in ft/ft = .0652 Tc in minutes = Tc in minutes = If less than Tc : Use (Intensity in inches per hour)= "P" Precipitation in Inches = ---------------INTENSITY" I " = CULATE RUNOFF QUANTITIES AREA = INTENSITY = WEIGHTED C VALUE = -----------------QUANTITY" Q " = OMMENTS: LOYD - ENTIRE SITE DO611.CAL Acres FT / 5280 = .0946970 FT (Overall slope) MILES 1/2 1. 8 t 1. I-C) (L) / 12.25668 1/3 (S)(100) Source: SDCHydMa 10 use cal'cd Tc 10 Minutes (7.44) (P) ( Tc ) -.645 2.8 From SDC Isopluval 4.717707 Inches per Hour 1.7 4.717707 .5175 I 4.1505641 Q = CIA 100 Acres Inches per hour Runoff coefficient CFS CONWAY & ASSOC INC 753-1453 FRED FLOYD SFR 8 8 Circular Channel Analysis' Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: FLOYD1 Comment: FLOYD - BASIN PIPE - CHECK V <i==J Solve For Actual Depth Given Input Data: Diameter.......... Slope. . . . . . . . . . . . . Manning's n....... Discharge......... Computed Results: Depth............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @. 94 D. . . . . . . . Froude Number..... 1. 00 ft 0.0200 it/it 0.013 4.15 cis <1==J 0.69 ft 7.16 ips 0.58 sf 0.86 ft 0.0126 it/it 69.14 % 5.04 cis 5.42 cis 1. 59 (flow is Supercritical) Open Channel Flow Module, Version 3.12 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 CONWAY & ASSOC INC 753-1453 FRED FLOYD SFR JOB_MBER: DATE: GENERAL PROJECT DATA: WATERSHED AREA: YEAR STORM: CALCULATE WEIGHTED" C " VALUE Reference Sheet Runoff Coefficient C = Runoff coefficient C = CONWAY & ASSOCI~S INC July 12, 1994 Page - Fred Flòyd Single Family Residence By: LESS THAN 0.5 SQ MI 100 .45 .95 Attached For multi family residence For Concrete, Asphalt & Roof Total Acreage = Impervious area (AI) = Cl = .95 Landscape area (A2) = C2 = .45 Weighted "C" value = (Cl)(Al)+(C2)(A2) / Al + A2 ----------------------WEIGHTED " C " .7000 10000 S. F. / 43560 = .2295684 5000 S.F. / 43560. = .1147842 Acres Acres 5000 S.F. / 43560 = .1147842 C MPUTE TIME OF CONCENTRATON AND INTENSITY " L ": Length of watershed = 80 " H " : Elevation difference =. 3 S " slope in ft/ft = .0375 Tc in minutes = Tc in minutes = If less than Tc : Use I (Intensity in inches per hour)= "P" Precipitation in Inches = ----------------INTENSITY" I " = C CULATE RUNOFF QUANTITIES AREA = INTENSITY = WEIGHTED C VALUE = ------------------QUANTITY " Q " = C MMENTS : OYD - UPPER BASIN AREA 0612.CAL Acres FT / 5280 = .0151515 FT (Overall slope) MILES 1/2 1/3 1. 8 , 1. I-C) (L) / (S)(100) 4.885248 10 use cal'cd Tc 4.885248 Minutes -.645 (7.44) (P) ( Tc ) 2.8 Source: SDCHydMa From SDC Isopluval 7.488574 Inches per Hour .2295684 7.488574 .7000 1 1.2033981 Q = CIA 100 Acres Inches per hour Runoff coefficient CFS CONWAY & ASSOC INC 753-1453 FRED FLOYD SFR 8 8 Circular Channel Analysis' Design Solved with Manning's Eqùation Open Channel - Uniform flow Worksheet Name: FLOYD1 Comment: FLOYD - UPPER Solve For Actual Depth 6. PIPE - CHECK V <i==:=J Given Input Data: Diameter.......... Slope............. Manning's n....... Discharge......... Computed Results: Depth............. Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @. 94D. . . . . . . . Froude Number..... 0.50 ft 0.0700 it/it 0.013 1. 20 cis <i==J 0.34 ft 8.42 ips 0.14 sf 0.49 ft 0.0404 it/it 68.18 % 1. 48 cis 1. 60 cis 2.66 (flow is Supercritical) Open Channel Flow Module, Version 3.12 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 CONWAY & ASSOC INC 753-1453 FRED FLOYD SFR z Q) ",-",-, 8 8 "{ ,,\..\.. O'Jt.~Ó1.0 3,1. \~~"{\..E.1 (S\.~ (\.. 0 \.£.1 R\ \~ " " / / / ,j/ ' ;'1 ' , ì " /1' / " I ' ~ ,<J"o ,' < ,/;, ~ <, . . : ....;---- ~ G ' J" , ~ ~ " .¡, ¡' -< / / ,/ /, , / , / , J / ,, ¿ / / , , ./ ./ / " / /~o / 'V " I . ,/ ./ , / ~'v <.' , / /~ ~L :3 \ \. 5 (1NLET)- - , / ;; , / " , / / , 7-8 j:, (\~REGuL.A~J z.~'.1:____.~-~------~-_. -=----.-- -i8A......'Stti__~E~"'tQN. - ," = 4' ,A ~E;A (z. '3 )C '3. S \/'2. ~ 401 ~ ."... I -~~+.5'f¡_å.~~~_ii~ót;;~-(f~OM t) ~ - 3 Y )(.-~1 c.F/'-"T~~__J38S¿E_j~~-O_-~----- ~--I \ ~äS--¿F--g~~O /40, 3 ~ ~\!c.TION; 34..4 L...F I3A~fN- R~O - - - - ------ -.. -- - -- - -i-- <aPl~ìN œ:~c.E;<;-t>.:L- ?>4.4 ~~ ..to c.p..r¡~c. \'\"-( (.)\'("m- , =t-=-C'A1'ii~\.Tt- = -:t;.- \00 c,\,) --------------------' ~~ / I / , CONWAY & ASSOC INC 753-1453 FRED FLOYD SFR TRACT AVERAGE SLOPES AREA 2% 5% 87. 10% 127. 15% C.6.CRES) 10 270 350 370 400 450 500 15 400 420 460 600 675 750 20 540 700 740 800 900 1000 40 1080 1400 1480 1600 1800 2000 80 2160 2800 2960 3200 3600 4000 100 2700 3500 3700 4000 4500 5000 150 4000 4200 4600 6000 6750 I ¡SOO 200 5400 I 7000 I 7400 8000 9000 10000 LENCTH PER PtAN PER PLAN, 6' MINIMUM ------ ------- -------------- 'MOTH, LENGTH, RIP-RAP SIZE AND flL 1ER ROCK SIZE PER PLAN STANDPIPE-1B"' PIPE,MINltotUM 'MTH NO PERf ORA nONS PLAN VIEW NTS #6 REBAR,SPACED 6" .C. .AROUND RI ER CIRCUMFERENCE STEEL PLAIT .3/8"x 12"x ,3' + PIPE 0.0. !~~ NI") ~ ::I Co SLOPE F.6.CES SHALL \ BE HYOROSEEDED l . SIMILAR TO æ SORS 0-70 ~. \.. M~~. ~ V ?1 OR F1 ATlFR IF SO N 1 1 CHECK CAPACITY OF BASIN FOR 1.9 ACRES 10/270=1.9/X X= 51.3 CY 560-C-3250 CON ANCHORS PER P CO SE SEE DETAIL A AG EGRA~ 2 llÆ II IE 3'+0.D. or IIIElII TI~RAIN PIPE , 111814'+0.0. OF I' 1111 -40RAIN PIPË N SECTION B-B . NTS . ':)~ 1.1"" ",.. - BASIN CAPACITY TABLE ( IN CUBIC YARDS) DEI AIL A NTS F 1 1/2"x 2" A-36 STL ANGlE 4 LOCATIONS 1/2"' totB wi NUT & WASHER NOTES: 1) DESILTATION BASINS BUILT ON LOTS ADJACENT TO DVÆLlINGS SHALL BE COMPLETELY LINED 'MTH J" GUNITE. ::EL PIPE AND ~RE 7G BE HOT _VANIZED AFTER ~TION. CITY OF CARLSBAD TEMPORARY DESIL T A TlON BASIN OUTLEr AND CAPACITY TABLE CI INEER SUPPLEMENTAL STANOARD NO. CONWAY & ASSOC INC 753-1453 FRED FLOYD SFR 0-6 PER PLAN, NI~~ .8 ( DATE 08-3 . . ';"." .~::; ~ . :~ ( 1000 USD4-SCS-Md -- . Juty 1175 /- \ R i s e'r Inflow Curves ~ . ." , ,,', " , . 1 t .. '" 600 500 ,~ .. ", 400 ",......-- legtnd Weir flow, ~.9,739 DrH3/Z Orifice flow, Qo.3,7S2 ~HY£ " I;' I . ; - ) '00 , .. ----, - j": .. ,..,-- ...' i 200 ~ "T . :~- .,~. -:. ... I '::!. 100 ~ . . j '----r'-" --t.--.. . . ',. .. . .... ,- . - . i . ./ '.. ¡ . I '1 I ! . --,-~ I 80. I -+- " . ..¡¡; . . , ! ¡ , ! . J I .. ----r-- 60 ! I 50 t- I . i ..,.; ,,' ¡ 40 ~ ~ u :is " u ö , ;...- I .¡ .. ,. ' ...1... I t '. i . , ! ¡ I' . ---~---:'--.. 6i ; 5 r--'----~-' . ¡- :~¡ I . ! . .... I ;""1' :' I . .., I' , j , ..:. ! , ¡ J . I I 0.1 ..::..:¡...!~.¡ 1:,j;'f'~r:n:H.! -'7---~-~"-;, ¡.¡.! ; . j.. ; : ,; ;- ¡ : 1.1 , 'r Î i.!.1 j' 0.2 0.3 04 O~ 06 0.8' 10- t 2.0 ~ WI tet!, ....o......a Irom cr II Ofr A-19,l' Use: 30 4.0 ~.O 6.0 80 10D --- 'III . lc.. CA. ' -.--- --.- .----- -- , PractIcal use of thIs table Is lImIted to sItuatIons where "T" Is less than D. (1) Average velocIty In pIpe or bottan velocIty In energy dlsslpator, whichever Is greater. (z") If desIred rlpnp and ff Iter blanket class Is not aval lable, use next larger class. (~) FIlter blanket thIckness. I Foot or "T", which- ever Is less. ((4) Standard SpecifIcations for Public Works Con- struction. Â5) D. G. . D I s I ntegrated Gran I to, 1 ..,~ to 10 t-t1 P.B. . Processed MIscellaneous Base ftj) Type B . Type 6 bedding materIal, (mInImum 75% crushed particles, 100% passIng 2 1/2" sieve, 10% passing 1" sIeve) Sand 75% retained on 1200 sieve. SECTION 201 - CONCRETE, MORTAR AND RELATED MATERiAlS 201-1.1.2 Concrete SpecIfIed 6y Class In Concrete Class Use Table, change concrete class for "Sldehl I I DraInage Foci Iltles" from 500-C-Z500 to 52O-C-2500. '11....:10 :aUla mwZ C,< '1I~c;; r-,¡::.þ OUl< <w CAD en Þ '11 en :a en a 0 - Z 0 Change concrete class for "PIpe BeddIng and Encasement, Anchors and Thrust Blocks, Wall Support for PIpe" fran 420-C-2000 to 460-C-2000. Change concrete class far "Fonce and Guardrail Post FoundatIons" from 500-C-2500 to 520-C-25oo. 201-1.2. I Portland Cement FIrst paragraph, first sentence amend to read: "All cement to be used ar furnished shIll I be "low alkali and shall be either Type lor Type II portland cement conformIng to ASTM C 150, or Type IP (MS) portland- 6 pozzolan cement conformIng to ASTH C 595, unless otherwise specifIed." 201-1.2.' Water - Second paragraph replace "1,000 ppm (mg/L) of sul- fates" with "1,'00 (mg/L) ppm of sulfates". ThIrd paragraph replace "800 ppm (mg/L) of sulfates" with "1,'00 (mg/L) ppm of sulfates", (b) Alr-entralnlng Admixtures Last paragrapn amena TO roaa: "A tolerance of plus or minus 1-1/2 percent Is allowed. The air content of fresh I y m I xed concrete wi II be œterm I ned Ca" for- nla Test Method No. 504." 201-1.'.' Concrete COnsIstency Second paragraph delete: "and shall not exceed amounts shown In following table:". Also, delete tab Ie. 201-1.4.' Transit MIxers Add after listing of Information for welghmast~r's œrtl ffcate: "Transit mixed concrete /MY be certi- fied by mix design number provided a copy of the mix proportIons are kept on tile at the plant loca- tion for a period of 4 yeðrs after the use of the mix". *201-'.8.1 Water Stops Water stops to be placed In joints In concrete durIng constructIon to prevent the pusðge of "ðter through them, shal be either fabricated from a plutlc 00/II- W pound, the basic resin of which shall be polyvinyl chloride ar sheet metal. Metal moy be copper, lead, ar zInc. The metal water stops shall be folded to II U shape longitudinally, with extensions or flanges' embedded In the concretø 2 Inches ar more, sometImes perforated 'ar better bond wIth too concrete. Shoot copper water stops she II con form It Ith MSIIQ M1J8 or ASTM 6152; lead & zInc sheets wIth ASTH 629 an d AS1J.t 669. Plasticized-polyvInyl chloride resIn water stops shall conform with ASm D412-62T. TI)) follow- Ing are mInImum physical requIrements: "'-..JO :zJU10 mWZ CI< """"oc::;; r-oÞ» OU1- -<w- C AD en » ;B m m 0 0 - Z 0 , 7-6 The Contractor's Representative Add the following paragraph: "The Contractor and Engineer shall provide each other with a local phone number at which they or their representative may be contacted 24 hours a day." PART 2 CONSTRUCTION MATERIALS SECTION. 200 - ROCK MATERiAlS 200-1.1 General Add: "Alternate Rock MaterIals - Type "S" as de- scrIbed In SectIon 400 may be used. unless specIfI- cally prohibIted In SpecIal ProvisIons". 200-1.6 Stone for Rlprap Add: "The Individual classes of rocks used In slope protection shall conform to the following: PERCENTAGE lARGER THAN. CLASSES Rock 1/2 1/4 No.2 No.3 Sizes 2 Ton I Ton Ton Ton Backing Back Ing 4 Ton 0-5 2 Ton 50-100 0-5 I Ton 95-100 50-100 0-5 1/2 Ton - 50-100 0-5 1/4 Ton 95-100 - 50-100 200 Ib 95-100 - 75 Ib 95-100 0-5 25 Ib 25-75 0-5 5 Ib 90-100 25-75 1 Ib 90-100 -The amount of material smaller then the smallest size listed In the table for any class of rock slope protection sha I I not exceed the percentage limit listed In the table determined on a weIght basis. Compl.lance with the percentage limIt shown In the table for all other sizes of the Individual pieces of any cl ass of rock slope protection sha II be de- termined by the ratio of the number of IndivIdual pieces larger than the sma Ilest sl ze II sted In the table for that class. .200-1.6.1 Selectlon~of Rlprap and Filter ~lanKeT MaTerial . Filter Blanket CJ) Upper Layer(s) Opt. I Opt. 2 Vel. Rock Rlprap Sec. Sec. Lover Ft/Sec Class Thlck- 200 400 Opt., Leyer (1') (2) ness "T" t4) toC) (5) (6.) No. , Back- 6-7 Ing .6 3/16" C2 D.G. -- No. 2 Back- 7-8 Ing 1.0 1/4" B' D.G. - Fac- 8-9.5 Ing 1.4 3/8" - D.G. -- '/4", 1 1/2" 9.5-11 LIght 2.0 1/2" -- P.B. -- '/4", 1/4 I 1/2" 11-13 Ton 2.7 '/4" - P.B. Send J/4", 1/2 I 1/2" 13-15 Ton '.4 I" - P.B. Sand 15-17 I Ton 4.J 1 1/2" -- Type B Send 17-20 2 Ton 5.4 2" - Type B Sand 4 91 -""." -". . -v\ " , -- - '. " , -¿..; í .;.-, ,. .ro.,,-, I ) ", ,( ~:.-- - o- f r, ,~ -, , 3""H"ò'~~~' ~¿'~;n~~'; ,S'p'.LINI:JN3) 3S III O,'~ - .... ~ CONWAY & ASSOC INC 753-1453 FRED FLOYD SFR t- r t I. I~ I~ J I I I j J I I } I I I ~ , L -- -L 5 ) l' "TI....¡O ::DU10 mWZ 01 "TI"""C:: ""oÞ~ OU1< <W 0 AD (J) :þ ~ en en 0 0 - Z 0 COUNTY OF SAN DIEGO OEP^RTHENT OF SANITATION So fLOOD CONTROL ,338 8 "51 30' '8 IS' liS' ~ Pr.,.. f'" br U.S. DEPARTMEN'" OF COMMERCE ;AL OCI;ASIC AHD A,':JOSI.IIERIC AD~IINISTIMTIOH .."C,,~:~..C< or ~r"OLOOY' "AT1ï"AL .'AY,," ¡..... 116' 1 I lln- II~ . 1178 )0' I ~. 'I!i I JO' I ~. COU1ITY OF SAN D lEGO "TI.."JO :DU10 mwZ CI~ "TI""c:; r-oÞþ 01.11-( -<w C ao U) þ :B en en 0 0 - Z 0 "- flOOD CmITROl 45' I , 1....- I 15' ~ i ~ .: ':. ';,' "5' _. ---. .-- - ;".;;'~"411' . u.s. DEPARTMEN r OF COMMERCE rAL OCEANIC AND AT, OSPIIENIC ADr.:I:fISTRATtON R^~CII. OFFICE OF II uROLOay. NATIONAL .-EATIIER SERVICE 30' -1 I ' I . 118' 45' 30' 15' 151 116. ¡ I¡S' 1178 30' .. 8 8 , ." l-\; Minutes - INTENSITY-DUMTltnf DESIGN CHART -I-I 1.1.. I'. -11-1.1.1,. '.1.1. .1.1 ,~- .1.1.'-1.1. , ",.". ,~-_"'_'. i' I -" *Not Applicable to Desert Region . . . C ¡.J Et:J( ON/. Y'. , - If .r II eA l-¡; D 30 40 50' 1 4 5 6 2 . 3 n,,~;'\ H nn Hours 1 APPENDIX XI IV-A-14 Revised 1/85 I ' 8 " 8 ~ I' f TABLE 2 RUNOFF COEFFICIENTS (RATIO~l METHOD) DEVELOPED AREAS (URBANt Coefficient, C --- 50i I Grpup (~) Q land Use A B C Residential: - Single Family .40 .45 .50 .55 Multi-Units .45 .50 .60 .70 . Hob I I e homes .45 .50 .55 .65 Rural (JotS greater than 1/2 acre) .30 .35 .40 (£) Corrrnerci al (2) .70 .75 .80 - '.85 ' 80% Impervious Industrial (2) .80 .85 .90 .95 9OC-' Impervi ous ;. NOTES: f (1)50i1 Group.måps are available at the 'òffices 'of the Department of Public Works. , . (2)Where actual ,conditions devlate"srgnlflcantly from the tabulated Impervious- ness values of 8cr~ or 90%, the v~lues given for coefficient C,.may be revised by multiplying 80% or 90% by the ratio of actual Imperviousness to the' tabulated Imperviousness. However, In no case shall the final coefficient' be less tha~n .0.50. ,.For . exå!TIpl e: Cons I der;conmercl al property on 0 sol I ¡-group. , . Actual Imperviousness - 50% Tabulated Imperviousness - 80% . I . Revised C - 2Q x 0.85 - 0.53 80 . CONWAY & ASSOC INC 753-1453 FRED FLOYD SFR COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS September 7, 2000 Albert and Sandra Bertha 3364 Calle Margarita Encinitas, CA 92024 Subject: RETAINING WALL BACKFILL Proposed Tennis Court Parcel 2, Parcel Map 17122 3364 Calle Margarita Olivenhain, California References: 1) ROUGH GRADING REPORT Proposed Tennis Court Parcel 2, Parcel Map 17122 3364 Calle Margarita, Olivenhain, California Prepared by Coast Geotechnical, Dated August 1, 2000 2) PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Tennis Court Parcel 2, Parcel Map 17122 3364 Calle Margarita, Olivenhain, California Prepared by Coast Geotechnical, Dated August 2, 1999 Dear Mr. and Mrs. Bertha: 16 In response to your request, we have performed field observations and testing for wall backfill along the tennis court retaining walls on the above referenced property. The results of our density tests and laboratory testing are presented in this report. Based on the results of our testing, it is our opinion that the wall backfill was placed in an adequate manner and compacted to a minimum of 90 percent of the laboratory maximum dry density. If you have any questions, opportunity to be of servi Respectfully COAST GEC Mark Burwell, C.E.G. Engineering Geologist do not hesitate to contact us at (858) catty appreciated. rIFlEC> I'll G .,;N E G;.S 7 Ar ~ ' VA ~ ' Vithaya ltinghanet, RE Geotechnical Engineer 782 m Exp. 12-31-01 779 ACADEMY DRIVE . SOLANA BEACH • CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 RETAINING WALL BACKFILL Proposed Tennis Court Parcel 2, Parcel Map 17122 3364 Calle Margarita Olivenhain, California Prepared for: Albert and Sandra Bertha 3364 Calle Margarita Encinitas, CA 92024 September 7, 2000 W.O. G-302069 Prepared by: COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 Coast Geotechnical September 7, 2000 W.O. G-302069 Page 3 INTRODUCTION This report presents the results of our observations and field density testing for wall backfill. The project included the placement of backfill along the two (2) tennis court retaining walls. The results of our density tests are presented on Table I. The approximate locations of these tests are shown on the enclosed Grading Plan. LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557-91. Field density tests were performed in accordance with ASTM D 1556. The result of the laboratory maximum dry density, for the soil type used as wall backfill on the site, is summarized below: Maximum Dry Density Optimum Soil Type Description (p.c.f.) Moisture C Imported soils, tan to 122.0 10.5 light brown fine and medium- grained sand, slightly silty DISCUSSION The grading contractor on this project was Steve Stracke, Inc. The following is a discussion of the wall backfill operations, as they were performed on the site. Coast Geotechnical September 7, 2000 W.O. G-302069 Page 4 1) Wall backfill is composed of imported granular deposits, as discussed in the referenced Rough Grading Report. 2) Fill consisting of previously imported granular materials was placed in loose lifts of about 8.0 inches thick. The fill was moistened as required to optimum moisture content or above and compacted. Compaction was accomplished by wheel rolling with heavy earth moving equipment, a motorized vibratory sheepsfoot and hand operated compaction equipment. 3) The depth of wall backfill ranges from 4.0 to 6.0 feet along the southern tennis court wall and approximately 8.0 feet along the northern wall. 4) Based on selective testing, the fill was placed to a minimum of 90 percent of the laboratory maximum dry density, as suggested by our test results. LIMITATIONS This report is limited to the areas addressed and shown on the enclosed grading plan. This office assumes no responsibility for any alterations made without our knowledge and written approval to the slopes or pads on the subject lot, subsequent to the issuance of this report. All ramps made though slopes and pads, and other areas of disturbance Coast Geotechnical September 7, 2000 W.O. G-302069 Page 5 which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless such backfilling operations are performed under our observation and tested for required compaction. Observations and density testing were performed on a minimal periodic basis only. Enclosures: Field and Laboratory Test Results Portion of Grading Plan 1 ~ ENCLOSURES i 1 1 ' FIELD AND LABORATORY TEST RESULTS TABLE I ' Field Dry Density and Moisture Content Moisture Dry Relative Soil Test Test Approx. Content Density cf y o Compaction Type Date No. Location Elev. ' 8/31/00 WB1 See Map 328.0' 10.6 114.8 94 C 8/31/00 WB2 See Map 330.0' 12.0 113.7 93 C ' 8/31/00 WB3 See Map 332.0 11.3 115.9 95 C ' 9/05/00 WB4 See Ma p 321.0 11.7 110.6 91 C C 9/12/00 WB5 See Map 323.0 8.5 118.1 97 ' 9/12/00 WB6 See Map 325.01 8.3 115.7 95 C 114 3 94 C 9/12/00 WB7 See Map 334.0' 6.3 ' 1 1 t G-302069 on o rC I I W 0 J L LA- r I I I o a I I I I i 11 I ~ I ry I I C' t N O I N Ol - I I 1 r- I I ~I I >06. 20 c>a _ 3 %~O m LO S o a 3 N a- LL 0i r-I ,0l O N s~. 1 Z4~ ,09 cp xf,8 00 ,0l h o N Q U N o U f1.1 ~ H 3 ~ a a a W CL 0 N I W 0 W ~ o I I it I 0z L F ~ z w o ~ d Z U z -a ~ a G. N ~W~ y3 w ~ VU w~aa CC r\ 0 T Z 1 ~ _ _ _ _ _ _ _ _ M M M M 1 J COAST GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS August 1, 2000 Albert and Sandra Bertha 3364 Calle Margarita Encinitas, CA 92024 Subject: ROUGH GRADING REPORT Proposed Tennis Court Parcel 2, Parcel Map 17122 3364 Calle Margarita Olivenhain, California Reference: PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Tennis Court Parcel 2, Parcel Map 17122 3364 Calle Margarita Olivenhain, California Prepared by Coast Geotechnical Dated August 2, 1999 Dear Mr. and Mrs. Bertha: L In response to your request, we have performed field observations and testing during the rough grading phase on the above referenced property. The results of our density tests and laboratory testing are presented in this report. Based on the results of our testing, it is our opinion that the fill was placed in an adequate manner and compacted to a minimum of 90 percent of the laboratory maximum dry density. If you have any questions, please do not hesitate to contact us at (858) 755-8622. This ' opportunity to be of serv' I"-gre-atly appreciated. r- a s Respectfully submitt COAST GEOTECHC~~`Z` 2109 t w 782 EXp :55--311 -;rte 3 t GEREH1D i Exp. 12-31-0l E- G- E C LO Mark Burwell, C.E.G. Vithay Singhanet, Engineering Geologist ~OF CGeotechnical Engineer 12I:: 779 ACADEMY DRIVE . SOLANA BEACH • CALIFORNIA 92075 (858) 755-8622 • FAX (858) 755-9126 u ROUGH GRADING REPORT Proposed Tennis Court Parcel 2, Parcel Map 17122 3364 Calle Margarita Olivenhain, California Prepared for: Albert and Sandra Bertha 3364 Calle Margarita Encinitas, CA 92024 August 1, 2000 W.O. G-302069 Prepared by: COAST GEOTECHNICAL 779 Academy Drive Solana Beach, California 92075 Coast Geotechnical August 1, 2000 W.O. G-302069 Page 3 INTRODUCTION This report presents the results of our observations and field density testing on the subject property. The project included the cutting and filling of gently sloping terrain, in order to develop a level pad for a tennis court and the construction of a 2:1 fill slope for drainage purposes. The results of our density tests are presented on Table I. The approximate locations of these tests are shown on the enclosed Grading Plan. LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557-91. Field density tests were performed in accordance with ASTM D 1556. The results of the laboratory maximum dry density, for the soil types used as compacted fill on the site, is summarized below: Maximum Dry Density Optimum Soil Type Description (P.c.f.) Moisture A Mixture of on-site soils, 116.0 14.0 brown silty, sandy clay B Mixture of on-site soils, 118.0 12.5 tan to brown clayey sand C Imported soils, tan to 122.0 10.5 light brown fine and medium- grained sand, slightly silty I I Coast Geotechnical GEOTF.CHNICAL CONDITIONS August 1, 2000 W.O. G-302069 Page 4 The southern extent of the rear yard area is underlain by a wedge-shaped fill mass which was placed, in part, over clayey soil deposits. The depth of fill ranged from 4.0 to 6.0 feet and the soil ranged in depth from approximately 1.0 to 2.0 feet. The surficial deposits are underlain predominately by fine and medium-grained sandstone which appears to correlate with Torrey Sandstone. However, a 3.0 to 6.0 inch thick interbed of claystone was encountered in the southwestern portion of fill slope key excavation. The clay zone exhibits a high degree of fracturing and polished striated surfaces. EXPANSIVE SOILS The tennis court pad was capped by a minimum of 3.0 feet of imported soils which exhibit an expansion potential in the very low range. On-site clayey deposits were utilized in the fill slope area. The clayey deposits have a potential expansion in the high range. DISCUSSION The grading contractor on this project was Steve Stracke, Inc. The following is a discussion of the general grading operations, as they were performed on the site. 1) All surface deleterious material was removed from the area of the proposed grading. Coast Geotechnical August 1, 2000 W.O. G-302069 Page 5 2) A minimum 15 foot wide key was excavated along the base of the proposed fill slope. The key extended through fill, soil and sheared claystone of the Torrey Sandstone encountered in the southwestern portion of the key. The depth of the key extended a minimum of 2.0 feet (along the outside edge) into the underlying formational rock. A subdrain consisting of a 4.0 inch diameter pipe, embedded in gravel and wrapped in filter fabric was installed along the back of the key. The approximate limits of the key and subdrain are shown on the enclosed grading plan. 3) Prior to placement of fill, the base of the key excavation was scarified, moistened and compacted. 4) Fill consisting of a mixture of on-site excavated materials was placed in loose lifts of about 8.0 inches thick. The fill was moistened as required to optimum moisture content or above and compacted. Compaction was accomplished by track and wheel rolling with heavy earth moving equipment. Fill was benched into the underlying formational rock units. 5) As recommended in the referenced Preliminary Geotechnical Report, the tennis court cut/fill transition was over excavated approximately 2.5 feet and capped with imported non-expansive fill deposits. Coast Geotechnical August 1, 2000 W.O. G-302069 Page 6 6) Fill slopes were overbuilt and trimmed back to a maximum gradient of 2:1 (horizontal to vertical). 7) The depth of fill ranges from 3.0 to 6.0 feet in the tennis court pad to approximately 10 feet in the lower keyway area for the fill slope. 8) Based on selective testing, the fill was placed to a minimum of 90 percent of the laboratory maximum dry density, as suggested by our test results. CONCLUSIONS AND RECOMMENDATIONS Foundations Foundation and retaining wall design parameters provided in the referenced report remain applicable. The post-tensioned tennis court slab should be protected from moisture migrating into subsoils, as previously recommended in the referenced report. Fill Slopes Locally derived clayey soils used as compacted fill are highly expansive. Our experience suggests that compacted fill slopes may experience varying degrees of slope yielding due to moisture fluctuations and related expansion/contraction of the clayey deposits. The slow lateral downslope movement can adversely affect footings, concrete flatwork or other structures located adjacent to the fill slopes. Coast Geotechnical August 1, 2000 W.O. G-302069 Page 7 Drainage Drainage should not be allowed to pond or flow over slopes. The drainage basin and inlet box in the southern most corner of the property should be maintained and water should not be allowed to pond. If ponding of water is anticipated, the drainage basin should be lined with an impervious membrane to prevent saturation of clayey deposits. Slopes should be planted with drought resistant and erosion controlling vegetation. Irrigation should be limited to that amount necessary to sustain plant life. Slope Stability As previously indicated, the key excavation for the fill slope extended into the underlying Torrey Sandstone. The weak clayey rock units encountered in the southwestern portion of the key excavation are effectively buttressed in that area. Observations and Density Testi Structural footing excavations should be observed by a representative of this firm, prior to the placement of steel. Additional fill, including wall backfill, should be placed while a representative of this firm is present to observe and test. Plan Review This report should be reviewed by the project engineer. Recommendations provided in the referenced report which are not superseded by this report remain applicable and should be implemented in the design and construction phases. Coast Geotechnical August 1, 2000 W.O. G-302069 Page 8 LIMITATIONS This report is limited to the areas addressed and shown on the enclosed grading plan and should not in any way address geologic and soils engineering conditions in other areas of the site. This office assumes no responsibility for any alterations made without our knowledge and written approval to the slope or pad grade on the subject lot, subsequent to the issuance of this report. All ramps made though slopes and pads, and other areas of disturbance which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless such backfilling operations are performed under our observation and tested for required compaction. Observations and density testing were performed on a minimal periodic basis only. Enclosures: Field and Laboratory Test Results Grading Plan (Rear Pocket) 1 ~ ENCLOSURES i 11 L FIELD AND LABORATORY TEST RESULTS TABLE I Field Dry Density and Moisture Content Moisture Dry Relative Test Test Approx. Content Density o Soil Date No. Location Elev. o cf Compaction Type 6/14/00 1 See Map 308.0' 9.2 99.4 Sedimentary Rock 6/14/00 2 See Map 310.0' 18.0 107.8 93 A 6/15/00 3 See Map 308.0' 15.0 109.2 93 B 6/15/00 4 See Map 309.0' 16.7 109.3 93 B 6/16/00 5 See Map 308.0' 17.9 109.5 94 A 6/16/00 6 See Map 312.0' 16.9 105.4 91 A 6/22/00 7 See Map 313.0' 13.3 105.3 91 A 6/22/00 8 See Map 319.0' 16.9 105.3 91 A 6/27/00 9 See Map 325.0' 10.8 116.4 95 C 6/27/00 10 See Map 325.5' 9.9 113.4 93 C 6/28/00 11 See Map 325.0' 11.0 115.0 94 C 6/29/00 12 See Map 326.0' 10.6 111.2 91 C 6/29/00 13 See Map 326.0' 11.3 115.9 95 C TABLE II Expansion Index Sample Location Fill Slope Soil Type B Dry Initial Density Moisture (pcf) 0 100.1 12.6 Final Moisture °'o 29.6 Expansion Index 91 (Page 1 of 2) CLASSIFICATION OF EXPANSIVE SOIL it L Expansion Index 1-20 21-50 51-90 91-130 Above 130 (Page 2 of 2) Potential Expansion very low low medium high very high G-302069 r 3 Q ~ ~ z N r' r~ b N ~ ~ ~ ro M4r N o ~ ~ O o r" ~ - - - - - - o R° O M Vf ~ 'b O O O I ~ R° n1 ~ S ro b ~b yb~ o R1 ~ C D, O V1 I~ 00 ~ y z r y ~ r O r Ri k ~l t) cn Ri O ~ ~I b O b O r~ of OD o Z ro y ~ ro~ y~ ~ yO~,ro C -I n : to b nrv w ~ Ri C b m O b G) X Z 2 RJ o~ O %0 Z M y ~ b o T M n ti M y m ~ O : r-~M ~ N b T ~ ~ x b T ~ bk co ~ ~ O ~ y ~ `~I ~ " .aNym ~ b o ,ti W z r T A x z o .p r. ,Gv p m BL Z6Z ~ b ~ ~ v r f ~ O J ~J o.e-..;,,...o.,.~. o~ - z ~ r r,. t~ w rr zz • ° b b O b i ~ y ~ +r d r r ~ r z r rv ~ ~ ~ ~ ~ ~ ~ M y V? 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