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1995-4340 CN/EX/G/PE >51~'S Category Jj-3'-/Ó Name G¡ Street Address I '-I ç 1- 5: r;¿ Serial # I Description recdescv Plan ck. # Year . . . Geotechnical. Geologic. Environmental 5741 Palmer Way . Carlsbad,California92008 . (619)438-3155 . FAX(619)931-D915 May 6, 1996 W.O. 1924-C-SC Barbara Gooding P.O. Box 67-5220 5959 Lady's Secret Drive Rancho Santa Fe, California 92076 Subject: Interim Report of Wall Backfill, 1630 Neptune Avenue, Encinitas, California Dear Ms. Gooding: This report presents a summary of the geotechnical testing and observation services provided by GeoSoils, Inc. (GSI) during the wall backfill phase of development. Testing was performed on April 30 and May 1, 1996. Pier construction for retaining walls and screen walls commenced on April 9, 1996 and were completed on April 1 0, 1996. WALL BACKFILL The purpose of our testing was to verify the compaction efforts of the contractor performing the wall construction and compaction work. One segment of the northern wall (at the western end), approximately 8::t feet in length, was backfilled and not tested (as of the time of this report) as access difficulties precluded testing. Future additional testing will be performed on this part of the wall in order to evaluate compaction in this area. In addition to our testing efforts, observations were made of drainage system placement behind the retaining walls. Drains consisted of 4-inch perforated SDR 35 pipe, with the holes oriented down, placed in a filter fabric wrapped package of 3/4-inch crushed rock. Composite or "panel" drains were also installed along the rear of the walls. Prior to drain placement, the back(s) of the walls were water-proofed as previously recommended by this office. Previous grading on the site was performed to prepare a relatively level pad for the construction of a single family residential structure and associated appurtenant structures and flatwork at the top of the coastal bluff. Typical cut/fill grading techniques were utilized . . . . Barbara Gooding Proposed Gooding Residence 1630 Neptune Avenue, Encinitas W.O. 1924-C-SC May 6, 1996 Page 2 to attain the desired graded configurations. Our observations and testing of the earthwork/grading was reported in the referenced interim report dated April 1 0, 1996. EARTH MATERIALS Earth materials being placed as fill behind the subject walls consists of onsite, native earth materials and are generally consistent with information contained in our referenced geotechnical report. Fill Placement Fill consisting of onsite materials which were placed in thin lifts, approximately four to eight inches in thickness, brought to at least optimum moisture content and compacted to attain a minimum 90 percent relative compaction. FIELD TESTING 1. Field density tests were performed using the sand cone method (ASTM D-1556) and nuclear method (ASTM D-2922). Test results for earthwork construction as well as wall backfill are attached as Table 1 at the end of this report. The estimated locations of field density tests will be shown on the as-graded Density Test Location Map, which will be prepared once site grading is completed. 2. Field density tests were taken at periodic intervals and selected locations to check the compactive effort provided by the contractor. Based on the operations observed, test results presented herein are considered representative of the fills observed. 3. Visual classification of the soils in the field was the basis for verifying the maximum dry density value used in the compaction testing. 4. Testing was performed on an on-call or as needed basis, as requested by the general and/or grading contractor. LABORATORY TESTING Moisture-Density Relations The laboratory maximum dry density and optimum moisture content for the soil type utilized was determined according to test method ASTM D-1557-91. The following table presents the test results: GeoSoils, Inc. . ' Barbara Gooding Proposed Gooding Residence 1630 Neptune Avenue, Enci.nitas W.O. 1924-C-SC May 6, 1996 Page 3 MAXI MUMDRY DENSITY (PCF) . OPTIMUM MOISTURE CONTENT (%) . . FOUNDATIONS Recommendations for foundation and slab on grade design and construction are presented in our reports dated December 6, 1995 and January 26, 1996 (see the Appendix). Based on construction observations of the wall foundation (April 9 and 10, 1996), it is our opinion that they were placed in general conformance with the intent of our above referenced reports. DEVELOPMENT CRITERIA Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Over watering should be avoided. Graded slopes constructed within and utilizing onsite materials would be potentially erosive. Eroded debris may be minimized and surficial slope stability enhanced by establishing and maintaining a suitable vegetation cover soon after construction. Plants selected for landscaping should be light weight, deep rooted types which require little water and are capable of surviving the prevailing climate. Compaction to the face of fill slopes would tend to minimize short term erosion until vegetation is established. It order to minimize erosion on the slope face, an erosion control fabric (i.e. jute matting) should be considered. From a geotechnical standpoint, leaching is not recommended for establishing landscaping. If the surface soils area processed for the purpose of adding amendments they should be recompacted to 90 percent minimum relative compaction. Additional Site Improvements If in the future, any additional improvements are planned for the site, recommendations concerning the geological or geotechnical aspects of design and construction of said GeoSoils, Inc. , . Barbara Gooding Proposed Gooding Residence 1630 Neptune Avenue, Enciflitas W.O. 1924-C-SC May 6, 1996 Page 4 improvements could be provided upon request. GSI should review the landscape, flatwork and spa plans when they become available. Driveways, parking and landscaping areas are also planned, however the driveway area has not been constructed as of this date and subgrade is not up to the design elevation in this area. Additional Grading This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. This includes any grading, utility trench and retaining wall backfills. It is anticipated that the final fill placement for the garage will be performed following pier installation for the residential structure. GSI will summarize the final compaction test results, as well as the drilled pier observations, in the final report of grading. Trenching All excavations should be observed by one of our representatives and conform to CAL-OSHA and local safety codes. Drainage Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond and/or seep into the ground. Pad drainage should be directed toward the street or other approved area. Roof gutters and down spouts should be considered to control roof drainage. Down spouts should outlet a minimum of five feet from proposed structures or into a subsurface drainage system. We would recommend that any proposed open bottom planters adjacent to proposed structures be eliminated for a minimum distance of 10 feet. As an alternative, closed bottom type planters could be utilized. An outlet placed in the bottom of the planter, could be installed to direct drainage away from structures or any exterior concrete flatwork. GSI recommends that drainage around the spa area be collected and directed to an appropriate outlet in accordance within the recommendations of the design civil engineer and/or architect. GeoSoils, Inc. Barbara Gooding Proposed Gooding Residence 1630 Neptune Avenue, Encinitas w.o. 1924-C-SC May 6, 1996 Page 5 REGULATORY COMPLIANCE Removals, processing of original ground, cuts and fills have been observed and compaction testing performed under the purview of this report have been completed using the selective testing and observations services of GeoSoils, Inc. Earthwork was found to be in compliance with the local Grading Code. Our findings were made and recommendations prepared in conformance with generally accepted professional engineering practices and no further warranty is implied nor made. This report is subject to review by the controlling authorities for this project. GeoSoils, Inc. will not be held responsible nor liable for work, testing or recommendations performed or provided by others. Respectfully submitted, :hOnSt:~ Manager/Principal Geologist, CEG 1340 ~~4 Andrew T. Guatelli Geotechnical Engineer, GE 2320 PLM/JPF/ATG/cmw Enclosure: Table 1 - Interim Field Density Test Results (1 sheet) Appendix - References Distribution: Addressee via facsimile and US Mail Lawrence Pepper Architects via facsimile and US Mail Jobsite - Bell Construction via hand delivery by GSI field Representative (2) (2) (2) GeoSoils, Inc. . . APPENDIX REFERENCES GeoSoils, Inc. '. . , REFERENCES . . GeoSoils, Inc., 1995, Geotechnical Design Parameters and Slope Stability Analysis, Proposed Gooding Residence, 1630 Neptune Avenue, Leucadia, San Diego County, California, dated December 6, W.O. 1924-A.1-SC. , 1996 Site Wall Design Parameters Proposed Gooding Residence, 1630 Neptune Avenue, Leucadia, San Diego County, California, dated January 26, W.O. 1924X. , 1996a, Interim Report of Rough Grading, Pad Area, Proposed Residence, 1630 Neptune Avenue, Encinitas, California, dated April 1 0, W.O. 1924B-SC. GeoSoils, Inc. . E K&$ ENGINEERING r r" ! :, '; ¡ oJ i ' Iff! '. LJ,-,. JUL 18 1995 ,. Planning Engineering Surveying ENG¡¡'JEEFiìi\:C !CE:S CITY OF ENCil\j¡T ~,:/ HYDROLOGICAL ANALYSIS ill Œ F:B ~9U 1~~6~ U ENGINEERING SERVICES CITY OF ENCINITAS FOR 1630 Neptnue Avenue IN CITY OF ENCINITAS IN 9519 July 17, 1995 R.C.E. 4 5 2 '., , 7801 Mission Center Court, Suite 200 . San Diego, California 92108 . (619) 296-5565 . Fax (619) 296-5564 .. '" TABLE OF CONTENTS 1. SITE DESCRIPTION 2 . 3. HYDROLOGY DESIGN MODELS HYDROLOGIC CALCULATIONS .......................... APPENDIX A HYDROLOGY MAPS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . APPENDIX B 4. 5. TABLES AND CHARTS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. APPENDIX C 'I .. 1. SITE DESCRIPTION OFFSITE DRAINAGE IS INTERCEPTED BY AN AC BERM AND DIRECTED INTO AND EXISTING CURB INLET NORTHERLY OF SITE. ON SITE DRAINAGE, SHEET FLOWS WESTERLY ACROSS THE LOT AND INT AN "F" INLET THEN PUMPED UP TO THE STREET BY A SUMP PUMP AND 3" PVC PIPE. " .. 2. HYDROLOGY DESIGN MODELS A. DESIGN METHODS THE RATIONAL METHOD IS USED IN THIS HYDROLOGY STUDY; THE RATIONAL FORMULA IS AS FOLLOWS: Q = CIA, WHERE: Q= PEAK DISCHARGE IN CUBIC FEET/SECOND * C = RUNOFF COEFFICIENT (DIMENSIONLESS) I = RAINFALL INTENSITY IN INCHES/HOUR A = TRIBUTARY DRAINAGE AREA IN ACRES *1 ACRE INCHES/HOUR = 1.008 CUBIC FEET/SEC THE OVERLAND FLOW METHOD IS ALSO USED IN THIS HYDROLOGY STUDY; THE OVERLAND FLOW FORMULA IS AS FOLLOWS: To=[1.8(1.1-C) (L).5]/(S%)1/3 C = RUNOFF COEFFICIENT L = OVERLAND TRAVEL DISTANCE IN FEET S = SLOPE IN PERCENT To= TIME IN MINUTES B. DESIGN CRITERIA - FREQUENCY, 100 YEAR STORM. - LAND USE PER SPECIFIC PLAN AND TENTATIVE MAP. - RAIN FALL INTENSITY PER COUNTY OF SAN DIEGO 1993 HYDROLOGY DESIGN MANUAL. C. REFERENCES - COUNTY OF SAN DIEGO 1993, HYDROLOGY MANUAL. - COUNTY OF SAN DIEGO 1992 REGIONAL STANDARD DRAWING. - HAND BOOK OF HYDRAULICS BY BRATER & KING, SIXTH EDITION. ., .. APPENDIX A (3. HYDROLOGIC CALCULATIONS) SAN DIEGO COUNTY RATIONAL-HYDROLOGY PROGRAM PACKAGE 1630 NEPTUNE AVE Rational Hydrology Study Date: 7-17-1995 - - -- - ------------ --- - - ---------- - -- ------- - - - - -- -------- --- -- - -- - -- - -- - - - -- USER SPECIFIED HYDROLOGY INFORMATION. -- -- ------------- --- -- --- ----- - - -------- - - - - - --- ----- -- - -- - - - - - - - -- - - - - - - -- Rational method hydrology program based on San Diego County Flood Control Division 1985 Hydrology Manual torm Event{Year) = 100.00 ap data precipitation entered: HOUR, Precipitation (Inches) = 2.700 4 Hour Precipitation{lnches) = 4.500 djusted 6 Hour Precipitation (Inches) = 2.700 6IP24 = 60.0 % an Diego Hydrology ManuallC" Values Used unoff Coefficients by RATIONAL METHOD ++++++111111111111+++++++++++++++11111111++++++++++++++111111++++++++ rocess from Point/Station 1.000 to Point/Station 2.000 ... INITIAL AREA EVALUATION ... ecimal Fraction Soil Group A = 1.000 ecimal Fraction Soil Group B = .000 ecimal Fraction Soil Group C = .000 ecimal Fraction Soil Group D = .000 INGLE F AMIL Y runoff coefficient = .4000 ea Type is: SINGLE F AMIL Y ime of concentration computed by the Natural atersheds nomograph, (App. X-A) C = [l1.9.Length(Mi)^3)/(Elevation Change)]^.385.60(MIN/HR) + 10 min. itial Subarea Flow Dist. = 12.00 ighest Elevation = 63.55 owest Elevation = 63.35 levation Difference = .20 C = [(11.9. .0023"3)/{ .20)]"..385 = .256 + 10 Min. = 10.256 Min. 100.00 Year Rainfall Intensity{In./Hr.) = 4.476 ubarea{Acres) = .02 Subarea Runoff{CFS) = .04 otal Area{Acres) = .02 Total Runoff{CFS) = .04 C(MIN) = 10.26 +++++++11111111111111111++++++++++++++++++++++++++++++++++++1111111++++++ rocess from Point/Station 2.000 to Point/Station 3.000 ... PIPEFLOW TRAVEL TIME (pROGRAM ESTIMATED SIZE) ... pstream point elevation = 61.85 ownstream point elevation = 59.10 low length(Ft.) = 102.00 Mannings N = .012 o. of pipes = 1 Required pipe flow (CFS) = earest 3 Inch Pipe Diameter (In.) = 3.00 alculated Individual Pipe flow (CFS) = ormal flow depth in pipe = 1.00 (In.) low top width inside pipe = 2.83 (In.) elocity = 2.629 (Ft/S) ravel time (Min.) = .65 TC(min.) = 10.90 .04 .04 +++11111111111111+++++1111111111111111111111111111111111+++++++++++ rocess from Point/Station 2.000 to Point/Station 3.000 ... CONFLUENCE OF MINOR STREAMS ... --------------------------------------------------------------------------- 100.00 Year Rainfall Intensity(In./Hr.) = 4.303 ONG THE MAIN STREAM NUMBER: I he flow values used for the stream: I are: ime of concentration(min.) = 10.90 ainfall intensity (in./hrl) = 4.30 otal flow area (Acres) = .02 otal runoff (CFS) at confluence point = .04 +++++++++++++1111111++++++++++++++++++++++++++111111++++++++ rocess from Point/Station 4.000 to Point/Station 3.000 ... INITIAL AREA EVALUATION ... ecimal Fraction Soil Group A = 1.000 ecimal Fraction Soil Group B = .000 ecimal Fraction Soil Group C = .000 ecimal Fraction Soil Group D = .000 INGLE F AMIL Y runoff coefficient = .4000 ea Type is: SINGLE F AMIL Y ime of concentration computed by the Natural atersheds nomograph, (App. X-A) C = (l1.9.Length(Mi)^3)/(Elevation Change)]^.38S.60(MIN/HR) + 10 min. nitial Subarea Flow Dist. = 110.00 ighest Elevation = 62.65 owest Elevation = 60.60 levation Difference = 2.0S C = [(11.9. .0208"3)/( 2.0S)]"..385 = 1.3 SO + 10 Min. = 11.350 Min. 100.00 Year Rainfall Intensity(In./Hr.) = 4.192 ubarea(Acres) = .06 Subarea Runoff(CFS) = otal Area(Acres) = .06 Total Runoff(CFS) = C(MIN) = I1.3S .10 .10 ., ++++++ rocess from Point/Station 4.000 to Point/Station *.. CONFLUENCE OF MINOR STREAMS 3.000 *** --------------------------------------------------------------------------- 100.00 Year Rainfall Intensity(In./Hr.) = 4.192 ONG THE MAIN STREAM NUMBER: I he flow values used for the stream: 2 are: ime of concentration(min.) = 11.35 ainfall intensity (in./hrl) = 4.19 otal flow area (Acres) = .06 otal runoff (CFS) at confluence point = .10 +11111111+++++++111111111+++1111111111+++++11111111111111111111++++++++++ rocess from Point/Station 5.000 to Point/Station 3.000 ..* INITIAL AREA EVALUATION *.. ecimal Fraction Soil Group A = 1.000 ecimal Fraction Soil Group B = .000 ecimal Fraction Soil Group C = .000 ecimal Fraction Soil Group D = .000 INGLE F AMIL Y runoff coefficient = .4000 ea Type is: SINGLE F AMIL Y ime of concentration computed by the Natural atersheds nomograph, (App. X-A) C = (l1.9*Length(Mi)^3)/(Elevation Change)]^.385*60(MIN/HR) 10 min. itial Subarea Flow Dist. = 83.00 ighest Elevation = 63.40 owest Elevation = 60.60 levation Difference = 2.80 C = [(11.9* .0157"3)/( 2.80)]"..385 = .865 10 Min. = 10.865 Min. 100.00 Year Rainfall Intensity(In./Hr.) = 4.312 ubarea(Acres) = .04 Subarea Runoff(CFS) = .07 otal Area(Acres) = .04 Total Runoff(CFS) = .07 C(MIN) = 10.86 ., +++++++111111111111111++++11111111+++++11111111111111111111++111111111 rocess from Point/Station 5.000 to Point/Station 3.000 ... CONFLUENCE OF MINOR STREAMS ... .. Compute Various Confluenced Flow Values ... -------------------------------------------------------------------------- 100.00 Year Rainfall Intensity(In./Hr.) = 4.312 ONG THE MAIN STREAM NUMBER: 1 he flow values used for the stream: 3 are: ime of concentration(min.) = 10.86 ainfall intensity (in./hrl) = 4.31 otal flow area (Acres) = .04 otal runoff (CFS) at confluence point = .07 onfluence information: tream runoff Time Intensity umber (CFS) (min.) (inch/hour) -------------------------------------------------------------------------- 1 .04 10.90 4.303 2 .10 11.35 4.192 3 .07 10.86 4.312 SMX(I) = 1.000.1.000. .0) 1.000. .961. .1) .998.1.000. .1) .207 SMX(2) = .974.1.000. .0) 1.000.1.000. .1) .972.1.000. .1) .208 SMX(3) = 1.000. .997. .0) 1.000. .957. .1) 1.000.1.000. .1) .206 ainfall intensity and time of concentration sed for 3 streams. dividual stream flow values are: .04 .10 .07 ossible confluenced flow values are: .21 .21 .21 dividual Stream Area values are: .02 .06 .04 omputed confluence estimates are: unoff(CFS) = .21 Time(min.) = otal main stream study area (Acres) = 11.350 .12 nd of computations.. , OT AL STUDY AREA(ACRES) = .12 .' APPENDIX B (4. HYDROLOGY MAP) ~- . ' . . '" ,. ¡- '" ~ li'\ , " rl ,,\ ,'" . ,,' ~/' /:'<-"'1 ' Y~" ~/ ;i t r "'" r ,- r r r\ ¡r /: ¡ , / ~ { L ( ..., '-r U" 0 '-L " c' , N ,70'33'1~. E ! r'" ,~ ~ ), - « ~ ~ < l' '.. .. , .' ;. ," i t " '.. " '..' '. ,'.. ASFH "-L T "",' " -I' I,¿J Z :) l"- n. I,¿J z t .. .'~ ". :.' . ~ ,1\," I ¡ ; f í : ¡ : ¡ '" ¡ \., i ~ \ -" \ " t., " ! '-'" r""",.. ¡,.,... r.."., t.,. :' ' <", , . "'""." . ! - 1 i i :¡ 'I ':111 ~ 'i~ ...:'. ~ '.; . '" ¡ ,<1 .. '" '.. :' £J. - ;: -r. ". ., ;< -" \. " i<' ~ -r '- j ;¡ -<' ~ )')~ <: -< '\ -<, ~ -' ~, '\ \ \ ' ~,' -'- -<-, . . , 'I (5. APPENDIX C TABLES AND CHARTS) , ", HIGHWAY DESIGN MANUAL 810-11 Jnnuary, 1987 1000 800 t- W W LL. Z LÙ 600 (,) Z <t: t- en 0 .J 400 w > <t: a: t- O Z 200 <t: .J a: W > 0 Ji/ II" '"' ~ 0 ~ iiiIfIj 8= T. - 1.8(1.1--C) (L)1/2 0 - [S(1 00)]1 13 ".. Figure 816.6A Overland Time of Concentration Curves II ì... ~ 0 Q:" If! ~ 10-0 -9'00... 1,J.¡1 Q, 0 ...¡ co I 1/ "1U '{ I I i/ 'tl-J -7 1 I J II II 10 -~ rvJ/() ""j~) ~ e/I ~ 0 ') (¡) o' I J 11 I) rl 0 ¡¡I' o. '0 ,.. ~.); () $r- """,-- ~.~ ... 0;. ..0 ....,. lit -~" II '" '" '" ¡.;; "'" L.. o. ,-~~ .s ... 1/ en w t- :J ~ :E 80 Z - - .J W > <t: a: 60 t- LL. 0 w :E t- 40 0 Z <t: ..J a: w > 20 0 .9( .:~~ 0 Where: C = Au noff Coefficient L = Overland Travel Dis'iance in feet S = Slope in ft.lft. '0 = Thne in minutes .. " " ,- "~"'/ 451 -' C~.ARTHENT OF SANITATION & FLOOD COtITROL .4S' , , .,;;: ~~~. . . -.\, 33- --,..--. ...-.- _. "i .. . P"p. ..d b, . u.s. DEPART~IEN r OF COMMERCE HAnO:8AL OClAtrlC AND AT. OSPIIENIC AD':I~ISTItATION 1P8CJAL ITUDrl1 ..A:I('II. ornc( or II UROLOGY. NATIONAL WEATII!R SERVICE 30' ... ~, ...';;' .. t . ,';110' :Þ~: " .;i: ' i ...,., ¡};-I ;.-.ï., ," "" .:/ , <::>" <." 1181 4S. . u )0' IS' 117° )0. IS. 116° P,.p.f'd br : c;.~.frY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL - ..; 1t5' . . ..,...., ..",.., ]0' 15' .~3. -. ,-'- . . 1t5' NATIONAL OCI".ASIC A"O ^":.OS"IIENIC ^D~It:I:I'rA^T'ON , I~.~C,'~L,ITUO'£I BIlA:'fCI~. OfflCIt 01' II'" DI~OLOOY. N^TIO¡'¡'^L Wt;^TIIER SERVICE . 301 - M t-4 I )a I u.s. DEPARntENlr OF COMMERCE IIIIU I,!j I )0' Vi I I, ~i . )0' I!' I II r,. W, -.\ " ". ... . . . , ~ "Ø - ~, 1-4 >< -"....a-.....""".", >< ----- , .... INTENSrTY-DURATION DESIGN CHART .,. - , .-' .,~ [...,1";',1_1-1-1." ~....,- ~- '.. .,. , 30 .,. .1. f-- ., I 2 . 3 4 5 6 40 50 1 I - . Directions for Application: 1) From precipitation MaPS dete~ine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrolo Manual (10. 5~ And 100 yr. maps included in Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45Z to 65% of the 24 hr. precipitation. (Not ~rrlicabl to Desert) , 3) Pl~t 6 hr. precipitation on the riuht'sid~ of the chart. 4) Draw a line through the point parallel to th plotted lines. 5) This line is the intensity-duration curve'fo the location being analyzed. yr. * . .' P6 P24 in. *Not Applicable to Desert Region , APPENDIX XI IV-A-14 ., " Wal~r.s¡'~d D¡'v"d~",\ ....--- --- - ---...... ----J .-- ~ '\ '" ~ / .. , '. \f)~.s. ~ ----~----"'> ---;-~._-- - Po': '-- / , "-- --<" / . ~ --- - ./ ~ - L Wa/~r.shed Divide :s T-' H j Slope LInt!!. f)~.s¡gn Po/a! (h'aler.s}¡~d Ov//t!'l) SIre 0/1'1 l. L I .I I?rt!'a í9" . /lrf!!Cl. -:8" SAN DIEGO COUNTY DEPARTMENT.OF SRECIALD1S~¿:.SERVICES ,:_- -,. ,:" --- :.-;=--"-~.f.: - -, - , - - D ESt GNÄ-:iM~~c;-,-;.-~~7'-- APPROVE-DÞ"::~;~t+.i~-~~.fr~\. '..~~. ~ . , ~ ~ COMPUTATION OF EFFECTIVE SLOPE FOR NATURAL WATERSHEDS' '. - ... ' , _~E APPENDIX X- F' / . - IV~A~/ ,I ., 0 . 5 .70 65 .45 .85 .95 of ublic WOTKS. ated rnpervio~S- be rev \ sed c. rna eSS 0 the .- , c efficient a 0 soi\.gTouP' rty 0 IV-A-9 " þ.PPENDl~ISX/8~ Rev. H Ft!: t!:1 S"()()" ." t) " " :J()"O 2""() '- I""" -, g"o BðO 700 .00 it) .JtJ '1 EGllßTION (113L J) .385 7i: . . H lë. ¡;m~ al canc~nln:z.l¡an L. L~n9111 01 HlQr~,..s¡'~d If r /)//I'~,..~ncø i/7 tI/t!-vafilf)/7 a/0/19 t!!/I't!-cl'/Y4 SlaDe lintl (.)t:4 ,4~nd¡X 1-B) ¡;. L C MIles reef /lours Minvlt!!s 4 240 , S¿)()() '¡t~t) " - ,Jt)()t) "- " " " " It) 31)0 " " St)O " It)ð ~ "'~ ,~~ "- " " " " " " / 5 2()t) 2 / "ð ().5 NOTE (FòR Ñ Ãi1ÌRA L WATERs HÊD 51 ztJ I ADD TEN MINUTES TOj~ ~COMPUTED TIME OF CON- CENTRATION- :-=... -=- - -==- -= = =- -=- -=--- 2000 /BOO /bOO /4atJ l.ltJð lOOt) 9tJO 800 700 þt)t) 5't)(J It) 5 21J() .3 /t)tJ ,ð 8tJ 7(J 1i0 13t) 2. /1!tJ / StJ 7 - 5 II- .3 ~.~~ i-jSAN DIEGO CO~NTY fM~~~' -" ~.' '--- - ' RICTSERYICES ~,' r. E.S I rm.~ U A L . iE~¡¿7~~ ~ NOMOGRAPH FOR DETERM I NArrON OF T~ME OF CONCENTRATION (Tc:) FOR NATURAL WATERSHEDS DATE 12./I/i 1 *' APPENDIX X-I' ./ "_~.'n i).." ~ " \.: ,I .c, L ~. I" TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPE"O AREAS (URBANt Coefficient...!.~ Soi I Group (1) Land Use A B C D Residenti al: S i n9 I e F am i 1 y .40 ~".45 .50 .55 Multi-UnitS .45 .50 .60 .70 Hob i 1 e homes .45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 .45 Corrmerci al (2) .70 .75 .80 .85 80% Impervious Industrial (2) .80 .85 .90 .95 9(tk Impervi ous NOTES: (l)soil Group m~ns are available at the offices of the Department of Public Works. (2)Where actual conditions deviate significantly from the tabulated impervious- ness values of 8~k or 9(tk. the values 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 than '0.50. For example: Consider commercial property on D soi I. group. Actual Imperviousness . 50% Tabulated imperviousness . 8~k Revised C = 50 x 0.85 . 0.53 80 IV-A-9 . ,. ¡ .......' . APPENDI~IX-B Rev. 5/81 - ,. . . . Average Values of Roughness Coefficient (Manning's n) Type of Waterway 1. Closed Conduits (1) Steel (not lined) Cast Iron Aluminum Corrugated Metal Corrugated Metal Corrugated ~Ietal Corrugated ~Ietal Concrete RCP Clay (sewer) Asbestos Cement~ py£.- Dr~in Tile (terra cotta) Cast-in-place Pipe Reinforced Concrete Box (not lined) (2) (smooth asphalt quarterlining) (2) (smooth asphalt half lining) (smooth asphalt full lining) 2. Open Channels (1) a. Unlined Clay Loam Sand b. Revetted Gravel Rock Pipe and Wire Sacked Concrete Lined Co~rete (poured) Air;, Blown Mortar (3) Asphaltic Concrete or Bituminous Plant Mix c. d. Veg~tated (5) Grass lined, maintained Gra?s and Weeds Grass lined with concrete low flow channel 3. Pavement and Gutters (1) : Concrete Bituminous (plant-mixed) d " ,'" Roughness Coefficient (n) 0.015 0.015 .021 0.024 . 0.021 0.018 0.012 0.012 0.013 0.011 0.015 0.015 0.014 0.023 0.020 0.030 0.040 0.025 0.025 0.014 0.016 0.018 0.015 . 0.016 .035 .045 .032 "'-" . " . -.. ....- - -- ',."co.-. , t... APPENPIJ,: XVI A , ' ,. BAAIITT Engineered Pumps SPECIALISTS IN PUMPS & PUMPI~~G SYSTEMS \ (~TELEFAX FORM" P.O. BOX 13130. SAN DIEGO, CA 92170-3130 (619) 232-7867 (PHONE) 1695 NATIONAL AVENUE (619) 232-3029 (FAX) ~~;; :(3& ç~------- DATL- Z::/ 7- 7 ç- A TTN { 4- H ðc.....- - ---- "-ROM~- ~¿..73<.- ---_.~- FAX 1/; .~ Z C - J d --r:; y NO o~ PAGES' k (INCL. COVER) RE:7¿ 1 ~- A/ ¿ };5 ;V ~~ LP;,'- ----: --~- ,--.== ð-o æ ~ tv~ Létrl- 22g47A/~ ---5£ I ?< ,ï I ?<_6 ~~ '--- , , ----- :!£C;¿&_~~~ ~------- ----------- ------- ~- Ä~¿¿¿?@dfi~~L~¿t?o-_/ ~- oa/?2!1_~~_f /,¿' L...~ _£~~~~~-,-------- ~ . 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Barrett Engineered Pumps standard terms and conditions apply. 1002 (Rev, 12193) TCJd 'j17'3i:i ?':- 1717 T :=;qR~;' ! : ¡ .:: . ,- r- E K&$ ENGINEERING Planning Engineering SurveYing Q= 0,21 51,D.í¡C 0,21 CFS J:""r Y5~C X /'11 t"-f ~ D.s~c- K c;¡Cll-OI". -z t:¡.5 t;Ai-/ M IN fI £: ¡Cj¿) ?¡; /S, 75 ¡-/21 C{¡ OÁ/ LD5S To71':::ÞL.- OI~c>H'c.. // 5 ¿;;; 0.13'$7 Fí] " USf: /7 Fe rL !:200 LF of J...l<::ð.¡) -4'/ X 4 / >( c:.." S¿),£f P l~1 /' '(S"~'i? c j-J.c.fL'" ð17pcf-Jr; Q) :3 "¡?vt... :::: ~ - )7+ ~ = 23'" / ¡j, P Pv /'1 /' /v/ .1': ¡;JtJe-, ~/P:: 7801 Mission Center Court, Suite 200 . San Diego, California 92108 . (619) 296-5565 . Fax [619) 296-5564 " ", '- !'o".,. . THE GO~MÅ~.AUPP COMPAHY -- MANSFliLDJ OHiO ... ~,:. .: .~~~ . -~..~..!'.. ,- ... _.b.:=CI1t>.--L1 ~,.. :. f'1'dC'tION tOSS Of' WATtn IN FEE'r P£J.llOO FEET L£NCTH OF PIPE. aASED ON WILLtA1t1S l!r. HAZ£N FOI\MlfLA iJSINO CONSTANT 100, .'5:2£5 OF STANÚARi) PIPE IN INÇHq v,:s. Wrt,..! W ~-.. -2.' 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I. /"1. t - rul,""'" ('tiN. p-~_mal..oIall!" I t I, :1"..., v.J., .~H - Uti .ra.."t'd ~oqt '~'Q ba.A -N ~ 160" 8l'J"'f1". ,1...1 (A. S. Mo. ~. T",.... Ii ,U, H. 601" 1!Il1» ~:r~: Owe P..IGnI &.oJ TN 'nllt...~ SòJ. Q\l1..' I.SJ ----.:tt 2.62 -'.w :~ ¡pI 2~il g..s ff:ß Clot.. ','..t.. 2.00 261 ~.80 , .12 Ul 'tH - 11, :¡~ . ~.60 ~,QO U,ZO ~.&ð 1~:t: FRICTION LOSSES IN PIPE Flrrtl"~cj9 IN ttRM3 OF EQt)lVAL£Hl" t.~NGTH.S OF STRAICHl" pn't \ Sl...~,tó N\alll~ul let.," Vi)'" I'Jþot ..Ii. tf lh,. uJolu 1.ltl .....,'" , , 14,.......",1 1$.6 ~.,"""""I ~U , ,.."..,. 2.,0 .......... I ð'.i H..,......, ~6 ~~I- 4i ~"".",""I n 11. ':".... U '~~~.:-":,,,...q,\..,.~.,.. M.d, !w..... r 81.."d...d Lo"e. ao.i. ~til"'" \ \10' Itlfto.. 1/0* ~\1~... <Of ,," of 0' ~...... .1 So.:¡...... 00" Of ~I/I¡ tJf T.. .d,,~ Tit ~, 0.1.,... ! lll...... W,ld8-<l SI".dilr1l Tn '" ~ CM ,"'" (Cloa IP -II' H --I ~ . " - Sf ., \ 11 iI.S ~, . -. -I 60 u ~ - \01 In \ 1ft \ ì; \ ill ---A -- .--- C!,9Q ~.OO O~I 0.67 tn ¡ n~ I:fi I i:~ l:tl I Ul :ß + .:U U1 l~ !¡:"Ü . t1 . t:n U~ ¡: lU1! lLo t.~ 0, I. 4." t.,S,q II" -\!~ Hr 'n:,! 2t68 - ~ n ..15 ¡.¡ ao S\"'!!o.J~~ 468 ;tlw.. Sê~udl." Shlldud TN (hd¡u'1 ru' . SI.:I. Inl., I:..lraa~~" \lU,. l){"¡oIad 0.,1.1 H.t 11:0 f!O.& at ~ --- sa sa U in Ie Hi 1a I iU 1- ..\ m 210 . B:! J:& 40 .... ft 1-- 41- 4 1-" 311 i6 12 t ------- 4 5 1 , - t 8-- '6 16 . 5 7 -- --i , 8 ~ Pump Modej.- S~JOO Nameplate H.P, 1,0 Boxed Weight 76 Lbs. Single Phase TOP VIEW 2" NPT Discharge 1. A,' (",¡míJ~$ior'IB in .1\.(;."6&. 2. COmpOr'lttU ølrr¡en!I(:,'& mey ¥'iJrf 1i6il'cn. 3 N-Jt for COf1I\r"C1!øtj pIJrPØMI ul\JOIIII «-rt'/'ød, Á. DI'!1"',~",Q W~~1a are IPP"'xJmar. 5. W. r.......o 11'1& IìQhlll) mall. rtviliona to our pt'OdUC18 and Ihelr .~cef0ii8 Wilhout notice. SIDE VIEW 1 2116 18~ 2 --'1 6...!.. 2 1 This pump is only available for MANU AL operation. Separate float switches must be adde~ in conjunction with a control panel. for nonnal operation. H the TURN ON and TURN OFF pumping range is 10 Lrlches. the volume of water pumped out each time the pump runs is: 24 inch tank diameter 18.0 Gallons. 30 inch tank diameter 28.8 Gallons 36 inch tank diameter 42.2 Gallons 48 inch tank diameter 76.5 Gallons AURORA PUtMt £"'...... ... IJN,T 0" 'III"""""" 8'!I"""" ~ OIMENStONAL OUTL!NE SK 100. SIngle Phase PUMP MODEL Nameplate Horsepower Type of Service MATERIALS OF SERVICE Motor Housing Pump Housìng Impeller Pump Shaft External Fasteners Lifting Handle a-Rings Mechanical Seal Upper Bearing - Radial Lower Bearing - Thrust APPLICATIONS Solid Size Type of Oil Oil Ae-fill Quantity 77 Fluid Ounces SK100 1.0 Sewage Cast Iron ASTM A - 48 Class 30 Cast Iron ASTM A - 48 Class 30 Cast Iron ASTM A - 48 Ciass 30 Stainless Steel Stainless Steel Steel Buna N Carbon Ceramic Single Row Ball Single Row Ball 2.0 Inch Dielectric SE40 56 Fluid Ounces Power Cord Three Phase Single Phase Size Diameter Amp. Rating Type 16/3 .388 t .005 13 STW-A --- 16/4 .425 t .005 10 STW-A Separate Wires Black White Red Green Power Power Ground Power Power Power Ground PAINT Painted after assembly before tasting. Dark green, water reducible alkyd enamel, on6 coat, air dried. H't'OROMAT1Çno AURCRA PUMP t""-. PUMÞt ... "..." 0" 0""""'" "'ION..\' ~ TECHNICAL DATA SK100 Pump Model Nameplate Horsepower Pump ModeJ OassUication Service Ph ase Voltage R.P.M. Startingllocked Rotor Amps. FuU Load Amps. Winding Resistance - Range Start Run locked Rotor Code Cta:ss Ins uJatlon Nema Code letter Maximum Water Temp. Power Cord Size Motor Manufacturer Type of Motol' Motor Features Pump Operation - Automatic Pressure Switch Aoat Switch Pump Operation- Manual 200 32.8 11.5 7.15.6.47 1.88 - 1.70 G A A Single 230 29.2 10 926 - 8.38 2.45 - 2.22 G A A 16/3 SK100 1.0 Submersible Sewag e 1750 140° F. G.E. Split phase witt1 centrifugal switch with start and run capacitor Automatic reset thermal overload protection No Optional Yes No OptionaJ Yes Yes Optional Furnished as standard equipment. NOT fumished as standard equipment but the manual pump model can be equipped with. 200 22.7 5 - 1.78 - 1.61 J A A 230 17.8 4.4 - 11 -10.1 J A A Three 460 8.9 2.2 - 9.9.9 J A A 16/4 575 7.5 1.7 - 16.5 - 14.8 J A A Polyphase Overload protection in control paI1e No No Yes HYtJAOMAnc'" /" AURORA PUMP r ~ PIJIo8I'5 /" A UN" (Jf- G"N~"'" ".".,~~ ~ ELECTRICAL DATA SK 100