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1996-4743 G Street Address ~I ~ '5 Category I ~O5SG Serial # 4~3~ I Name Description Year Plan ck. # ~ recdescv NORTH COUNTY COMPACTION ENGINEERING, INC. June 9, 1997 Project No. CE- 5212 Philip Berry 1984 Spanish Oak Way Vista, CA, 92083 Subject: Report of Certification of Compacted Fill Ground Proposed Berry Residence 3452 Calle Margarita Road Encinitas, California Dear Mr. Berry: In response to your request, the following report has been prepared to indicate results of soil testing, observations, and inspection of earthwork construction at the subject site. Testing and inspection services were performed from October 14, 1996 through June 2, 1997. Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent (90%). Therefore, we recommend construction continue as scheduled. SCOPE Our firm was retained to observe grading operations with regard to current standard practices and to determine the degree of compaction of placed fill. Grading plans were provided by K & S Engineering of San Diego, California. Reference is made to our previously submitted report entitled, "Preliminary Soils Investigation", dated January 29, 1996. Approximate locations and depth of filled ground and extent of earthwork construction covered in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch". Grading operations were performed in order to create level building pads to accommodate the proposed main house; guest house, detached garage, swimming pool, and tennis court. Should the finished pads be altered in any way, we should be contacted to provide additional recommendations. . The site was graded in accordance with recommendations set forth in our previously submitted report. P.O. BOX 302002 . ESCONDIDO, CA 92030 (760) 480-1116 NORTH COUNTY COMPACTION ENGINEERING, INC. June 9, 1997 Project No. CE-5212 Page 2 The site was graded to approximately conform to project plans. Actual pad size and elevation may differ. Finish grade operations are to be completed at a later date, LABORATORY TESTING Representative soils samples were collected and returned to the laboratory for testing. The following tests were performed and are tabulated on the attached Plate No. Three. 1. Optimum MoisturelMaximum Density (ASTM D-1557) 2. Expansion Potential Test (FHA Standard) SOIL CONDITIONS Native soils encountered were silty-sands, clayey-sands, and sandy-clays. Fill soils were imported and generated from on-site excavation. The building sites contained a transition from cut to fill. However, cut areas located within the building areas were ov~r excavated a minimum of 3 feet and brought to grade with compacted soil. Over excavation was carried a minimum of 5 feet beyond the exterior building perimeter. Hence, no consideration need be given this characteristic. During grading operations, loose topsoils were encountered to depths of 3 feet below existing grade. Prior to placing fill, compressible tòpsoils were removed to firm native ground and recompacted. Removals were carried throughout the realm of the building pad. Expansive soils were observed during grading and exist at finish grade on the tennis court pad, pool pad, and detached garage pad. Therefore special recommendations will be required to reduce structural damage, The main house and guest house pads were capped with a minimum of 36 inches of non- expansive select materials. The areas capped extended under and a minimum of 5 feet beyond the building footprints. Fill soils were placed, watered, and compacted in 6 inch lifts. During earthwork construction, areas where fill was placed were scarified, watered, and compacted to a minimum of ninety percent (90%). To determine the degree of compaction, field density tests were performed in accordance with ASTM D-1556 or D-2922 at the approximate horizontal locations designated on the attached Plate No. One entitled, "Test Location Sketch". A tabulation of test results and their vertical locations are presented on the attached Plate No. Two entitled "Tabulation of Test NORTH COUNTY COMPACTION ENGINEERING, INC. June 9, 1997 Project No. CE-5212 Page 3 Results". During grading operations, all fill soils found to have a relative compaction of less the ninety percent (90%) were reworked until proper compaction was achieved. RECOMMENDATIONS AND CONCLUSIONS Continuous inspection was not requested to verify fill soils are placed in accordance with current standard practices regarding grading operations and earthwork construction. Therefore, as economically feasible as possible, part-time inspection was provided. Hence, the following recommendations are based on the assumption that all areas tested are representative of the entire project. 1). Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads. 2). Slopes may be considered stable with relation to deep seated failure provided they are properly maintained. Slopes should be planted with light groundcover (no gorilla ice plant) indigenous to the area. Drainage should be diverted away from the slopes to prevent water flowing on the face of slope, This will reduce the probability of failure as a result of erosion. Main House & Guest House: 3). Continuous footings having a minimum width of 12 inches and founded a minimum of 18 inches below lowest adjacent grade, will have an estimated allowable bearing value of 1500 pounds per square foot. . Detached Garage: 3A). Continuous footings having a minimum width of 12 inches and founded a minimum of 24 inches below lowest adjacent grade, will have an estimated allowable bearing value of 1000 pounds per square foot. 4). Footings located on or adjacent to slopes should be founded at a depth such that the horizontal distance from the bottom outside face of footing to the face of the slope is a minimum of 8 feet. 5). Plumbing trenches shouJd be backfilled with a non-expansive soil having a swell ofless than two percent (2%) and a minimum sand equivalent of 30. Backfill soils should be inspected and compacted to a minimum of ninety percent (90%). NORTH COUNTY COMPACTION ENGINEERING, INC. June 9, 1997 Project No. CE-52l2 Page 4 6). Completion of grading operations was left at rough grade. Therefore, we recommend a Landscape Architect be contacted to provide finish grade and drainage recommendations. Drainage recommendations should include a two percent (2%) minimum fall away from all foundation zones, 7). Prior to construction of the proposed pool, the pool contractor should be contacted for concrete and reinforcement design. The pool should be designed with regard to highly expansive soils. Pool excavation spoil should be hauled off- site or properly placed on site under the supervision of our firm. 8). Large recreational slabs, such as tennis courts, will incur slab cracking. Therefore, to reduce the probability of cracking from excessive sub grade movement of expansive soils, we recommend the slab be designed more strigently. In our opinion, a post-tension slab performs well with regard to expansive soils conditions if properly designed. 9). Expansive soils exist at finish grade within the area of the detached garage. Therefore, foundations should be constructed in accordance with Recommendation 6B2 of our "Preliminary Soils Investigation", dated January 29,1996. . 10). Clayey soils should not be allowed to dry prior to placing concrete. They should be watered to insure they are kept in a very moist condition or at a moisture content exceeding optimum moisture content by a minimum of five percent (5%). 11). Expansive soils were removed from the building area of the proposed main house, and guest house, and replaced with on-site non-expansive select soils. Therefore, conventional foundations may be utilized, Foundations should be constructed in accordance with Recommendation 6B of our "Preliminary Soils Investigation", dated January 29, 1996. Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. Should be contacted to inspect foundation recommendations for compliance to those set forth. During placement of concrete North County COMPACTION ENGINEERING, INc. And/or a qualified concrete inspector should be present to document construction of foundations. NORTH COUNTY COMPACTION ENGINEERING, INC. June 9, 1997 Project No. CE-5212 Page 5 UNCERTAINTY AND LIMITATIONS In the event foundation excavation and steel placement inspection is required and/or requested, an additional cost of $170.00 will be invoiced to perform the field inspection and prepare a "Final Conformance Letter". If foundations are constructed in more than one phase, $120.00 for each additional inspection will be invoiced. It is the responsibility of the owner and/or his representative to carry our recommendations set forth in this report. San Diego County is located in a high risk area with regard to earthquake. Earthquake resistant projects are economically unfeasible. Therefore, damage as a result of earthquake is probable and we assume no liability. We assume the on-site safety of our personnel only. We cannot assume liability of personnel other than our own, It is the responsibility of the owner and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations governed by CAL-OSHA and/or local agencies. If you have any questions, please do not hesitåte to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, North County COMPACTION ENGINEERING, INc. ,;:(.C{(:C::~~tv~-~ '. v-"--......"""...,,..,l!t.~ 1/ ., ,""'(>,'ì Cr' I.""", ~.. I/o',.. e,' \:¿.,,). ~..\ ,'("~'-'::4' //'~~::>:~,>' ('V(~~' ~~" i.I.':;') c, \ \ I":; ¡; 7 '\ r,;¡, I"""'I} ,;:-..J ¡ 1\10. \.:h- 'oJ::o .:.':'~~ .e~(\,í ¡ daA,.""~"..,,u:.....,:.\P' b¿ ..ì..'lo<¡" ,', ",.J I ! ~ , ..' . ""'1 '.~:nr;,(,I" ,.\: \\"1". ,Vf" ,-'-oJ! '«".f Dale R. R~h'>,' O:~t"('\\~"'./,~~.J/ Registere~ C~~~~~7 GeotechnIcal En~~~-;;.~ ~~ Ronald K. Adams President RKA:kla cc: (3) submitted NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING --~ PROPOSED BERRY RESIDENCE 3452 CALLE MARGARITA ENCINITAS., CALIFORNIA Approx. Scale 1" = 40' ';' \ 1 \ - \ \ \. , '. - \1\ TEST LOCATION SKETCH PROJECT No. CE-5212 PLA TE No. ONE NORTH COUNTY COMPACTION ENGINEERING, INC. TA Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 1 10/24/96 See 316.0 14.4 107.1 I 91.9 2 " Plate 316.5 13.4 105.8 I 90.8 3 " One 317.0 14.0 105.4 I 90.5 4 10/25/96 " 319.0 16.6 106.5 I 91.4 5 " " 318.0 13.0 105.2 I 90.3 6 " 319.0 15.9 108.8 III 92.4 7 " " 319.0 17.8 108.2 III 91.9 8 11/04/96 320.0 16.3 110.2 III 93.5 9 " " 321.0 17.2 110.8 III 94.1 10 " " 320.0 10.5 1 06.3 IV 91.6 11 " " 321.0 11.8 107.2 IV 92.4 12 " 320.0 09.3 111.7 IV 96.3 13 " " 320.0 10.4 107.8 IV 92.9 14 11/05/96 " 321.0 12.2 109.7 IV 94.6 15 " 321.0 11.7 113.0 IV 97.4 16 11/07/96 " 317.0 16.8' 105.8 II 90.8 17 " " 319.0 13.0 107.8 IV 92.9 18 11/13/97 " 303.0 12.2 098.3 III 83.4 19 " " 303.0 11.6 100.8 III 85.6 20 11/14/96 " 304.0 13.2 106.5 IV 90.4 21 " " 305.0 14.4 109.8 IV 93.2 22 " " 305.0 16.2 108.0 IV 91.7 23 " 304.0 15.0 1 08.5 III 92.1 24 " 304.0 13.7 109.5 III 93.0 25 OS/21/97 304.5 15.1 112.6 V 94.6 26 " " 304.5 14.0 111.7 V 93.9 27 OS/22/97 " 305.0 17.2 111.3 V 93.5 28 " " 307.0 16.9 110.6 V 92.9 29 " " 306.0 17.7 1 08.4 V 91.1 30 " " 308.0 17.0 107.7 V 90.5 31 OS/23/97 309.5 16.8 113.4 V 95.3 32 " " 310.5 15.9 114.5 V 96.2 PROJECT NO. CE-5212 PLATE NO. TWO (page 1) NORTH COUNTY COMPACTION ENGINEERING, INC. Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 33 06/02/97 See 313.5 RFG 12.2 114.7 V 96.4 34 " Plate 313.5 RFG 14.3 116.2 V 97.6 35 One 320.0 RFG 08.3 106.4 IV 91.7 36 " " 322.0 RFG 07.4 107.7 IV 92.8 37 " " 322.0 RFG 06.2 110.3 IV 95.1 38 " " 322.0 RFG 08.4 108.8 III 92.4 REMARKS: Test No. 19 is a retest of Test No. 18. Test No. 20 is a retest of Test No. 19. RFG = Rough Finish Grade PROJECT NO. CE-5212 PLATE NO. TWO (page 2) . NORTH COUNTY COMPACTION ENGINEERING, INC. T OPTIMUM MOISTUREIMAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE (LB. CU. FT) (% DRY WT) Brown Silty Clay I 116.5 15.0 Beige Orange Fine Clayey-Sand II 116.5 14.7 Light Brown Silty- Clayey-Sand III 117.8 13.5 Beige Silty-Sand IV 116.0 14.5 Green Tan Silty- Clayey-Sand (Import) V 119.0 13.3 SAMPLE NO. CONDITION INITIAL MOISTURE (%) AIR DRY MOISTURE (%) FINAL MOISTURE (%) FINAL DRY DENSITY (PCF) LOAD (PSF) SWELL (%) EXPANSION INDEX EXPANSION POTENTIAL I Remold 90% 14.5 10.7 28,8 104.8 150 11.5 115 III Remold 90% 13.3 9.8 22.6 106.0 150 6.4 64 PROJECT NO. CE-5212 PLATE NO. THREE' / . . f. K&S ENGINEERING , ~..",.. ",.,,' Planning Engineering Surveying HYDROLOGICAL ANALYSIS FOR LOT 2 DOUBLE "L" RANCH r (V\ 1144 Cc,;, IN CITY OF ENCINITAS ! I I," II 0' '.. ," '- " ¡.,:,,~ U, 'i" ;,'; ; 'I í L!L~ ' JUN 24 1996 ENGINE-r:¡::;'I~,~r, ("r-,--",",r-,-- -- L""'\:.J,-H',j¡(,,--.", CITY OF Et~C!;j'rÚ;,š--'- IN 9577 June 16, 1996 D"/7/1 7' f- , . ,. TABLE OF CONTENTS I.HYDROLOGY DESIGN MODELS 2.HYDROLOGIC CALCULATIONS .......................... APPENDIX A 3.TABLES AND CHARTS ................................ APPENDIX B 4 . HYDROLOGY MAPS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. APPENDIX C ~. 1. 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 (l.l-C) (L) .S] / (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 (2. HYDROLOGIC CALCULATIONS) ~ SAN DIEGO COUNTY RATIONAL-HYDROLOGY PROGRAM PACKAGE Rational Hydrology Study Date: 6-19-1996 --------------------___--_--n__----_--------------------------------------- *USER SPECIFIED HYDROLOGY INFORMATION* ----------------______n______---------------------------------------------- Rational method hydrology program based on San Diego County Flood Control Division 1985 Hydrology Manual Storm Event(Year) = 100.00 Map data precipitation entered: 6 HOUR, Precipitation(Inches) = 2.700 24 Hour Precipitation(Inches) = 4.500 Adjusted 6 Hour Precipitation (Inches) = 2.700 P6/P24 = 60.0 % San Diego Hydrology Manual "C" Values Used Runoff Coefficients by RATIONAL METHOD ++++++++++++++++++++++++++++++++1111111+++++1111111111++++++++++111111+++++ Process from Point/Station 1.000 to Point/Station 2.000 u* INITIAL AREA EVALUATION u* Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMIL Y runoff coefficient = .5500 Initial Subarea Flow Dist. = 160.00 Highest Elevation = 322.00 Lowest Elevation = 320.50 Elevation Difference = 1.50 Time of concentration calculated by the Urban Areas overland flow method (APP X-C) = 12.795 Min. TC = [1.8*(1.1-C)*DISTANCE^.5)/(% SLOPE^(1I3)] TC = [1.8*(1.1- .5500)*( 160.00^.5)/( .94^(113)])= 12.795 100.00 Year Rainfall Intensity(In./Hr.) = 3.881 Subarea(Acres) = .32 Subarea Runoff(CFS) = .68 Total Area(Acres) = .32 Total Runoff(CFS) = ~. TC(MIN) = 12.79 ++++++++++++++++++++++111111+++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 13.000 ... PIPEFLOW TIME (USER SPECIFIED SIZE) ... Upstream point elevation = 316.00 Downstream point elevation = 314.00 Flow length(Ft.) = 22.00 Mannings N = .013 No. of pipes = 1 Required pipe flow (CFS) = Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = Normal flow depth in pipe = 2.35 (In.) Flow top width inside pipe = 7.28 (In.) Velocity = 7.999 (Ft/S) Travel time (Min.) = .05 TC(min.) = 12.84 .68 .68 +++++++++++++++++++++++111111++++++++111111++111111111I111I1111111111111111 Process from Point/Station 13.000 to Point/Station 3.000 ... TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME ... Upstream point elevation = 314.00 Downstream point elevation = 312.00 Channel length thru subarea (Feet) = 80.00 Channel base(Feet) = .00 Slope or "Z" of left channel bank = 50.000 Slope or "Z" of right channel bank = 2.000 Mannings "N" = .044 Maximum depth of channel (Ft.) = .50 Flow(Q) thru subarea(CFS) = .68 Upstream point elevation = 314.00 Downstream point elevation = 312.00 Flow length(Ft.) = 80.00 Travel time (Min.) = 1.34 TC(min.) = 14.18 Depth of flow = :16 (Ft.) Average Velocity = 1.00 (FUSee.) Channel flow top width = 8.44 (Ft.) ++++++++++++++111111++111111111111+++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 3.000 ... SUBAREA FLOW ADDITION ... 100.00 Year Rainfall Intensity(In./Hr.) = 3.632 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMIL Y runoff coefficient = .5500 Subarea(Acres) = .33 Subarea Runoff(CFS) = Total Area(Acres) = .65 Total Runoff(CFS) = TC(MIN) = 14.18 .66 1.34 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE F AMIL Y runoff coefficient = .5500 Initial Subarea Flow Dist. = 140.00 Highest Elevation = 322.00 Lowest Elevation = 320.50 Elevation Difference = 1.50 Time of concentration calculated by the Urban Areas overland flow method (APP X-C) = 11.448 Min. TC = [1.8*(1.1-C)*DISTANCE^.5)/(% SLOPE^(1I3)] TC = [1.8*(1.1- .5500)*( 140.00^.5)/( 1.07^(1/3)])= 100.00 Year Rainfall Intensity(In./Hr.) = 4.169 Subarea(Acres) = .19 Subarea Runoff(CFS) = Total Area(Acres) = .19 Total Runoff(CFS) = TC(MIN) = 11.45 11.448 .44 .44 +++++++++++++++++++++++++++++++11111111+++++++++++++++++++++++++++++1111111 Process from Point/Station 4.000 to Point/Station 5.000 *** CONFLUENCE OF MAIN STREAMS *** - --- --- --------- - - _n n --------------- - ----- - _n -- - - ----______n -- - - - ------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 100.00 Year Rainfall Intensity(In./Hr.) = 4.169 The flow values used for the stream: 1 are: Time of concentration(min.) = 11.45 Rainfall intensity (in./hrl) = 4.17 Total flow area (Acres) = .19 Total runoff (CFS) at confluence point = .44 Program is now starting with MAIN STREAM NO.2 '- ++++++++++++1111111111111111111++++++++++++++++11111111111++++++++++1111111 Process from Point/Station 6.000 to Point/Station 14.000 *.. INITIAL AREA EVALUATION ..* Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE F AMIL Y runoff coefficient = .5500 Initial Subarea Flow Dist. = 85.00 Highest Elevation = 322.00 Lowest Elevation = 321.00 Elevation Difference = 1.00 Time of concentration calculated by the Urban Areas overland flow method (APP X-C) = 8.646 Min. TC = [1.8*(1.1-C)*DISTANCE^.5)/(% SLOPE^(l/3)] TC = [1.8*(1.1- .5500)*( 85.00^.5)/( 1.18^(l/3)])= 100.00 Year Rainfall Intensity(In./Hr.) = 4.997 Subarea(Acres) = .09 Subarea Runoff(CFS) = Total Area(Acres) = .09 Total Runoff(CFS) = TC(MIN) = 8.65 8.646 .25 .25 +++++++++++++1111111111111111++++++++++++++++++++++++++++++++++1111IIIIIII1 Process from Point/Station 14.000 to Point/Station 5.000 *.. PIPEFLOW TIME (USER SPECIFIED SIZE) ..* Upstream point elevation = 319.00 Downstream point elevation = 317.00 Flow length(Ft.) = 51.00 Mannings N = .013 No. of pipes = 1 Required pipe flow (CFS) = Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = Normal flow depth in pipe = 1.74 (In.) Flow top width inside pipe = 6.60 (In.) Velocity = 4.425 (Ft/S) Travel time (Min.) = .19 TC(min.) = 8.84 .25 .25 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++11111II Process from Point/Station 14.000 to Point/Station 5.000 ..* CONFLUENCE OF MAIN STREAMS *.. ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 100.00 Year Rainfall Intensity(In./Hr.) = 4.926 The flow values used for the stream: 2 are: Time of concentration(min.) = 8.84 Rainfall intensity (in./hrl) = 4.93 Total flow area (Acres) = .09 Total runoff (CFS) at confluence point = .25 , ~ Program is now starting with MAIN STREAM NO.3 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++111111+++11IIIII Process from Point/Station 7.000 to Point/Station 15.000 ..* INITIAL AREA EVALUATION *.. Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE F AMIL Y runoff coefficient = .5500 Initial Subarea Flow Dist. = 65.00 Highest Elevation = 322.00 Lowest Elevation = 321.00 Elevation Difference = 1.00 Time of concentration calculated by the Urban Areas overland flow method (APP X-C) = 6.914 Min. TC = [1.8*(1.1-C)*DISTANCE^.5)/(% SLOPE^(l/3)] TC = [1.8*(1.1- .5500)*( 65.00^.5)/( 1.54^(l/3)])= 100.00 Year Rainfall Intensity(In./Hr.) = 5.772 Subarea(Acres) = .09 Subarea Runoff(CFS) = Total Area(Acres) = .09 Total Runoff(CFS) = TC(MIN) = 6.91 6.914 .29 .29 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 5.000 *.. PIPEFLOW TIME (USER SPECIFIED SIZE) *.. Upstream point elevation = 319.00 Downstream point elevation = 317.00 Flow length(Ft.) = 64.00 Mannings N = .013 No. of pipes = 1 Required pipe flow (CFS) = Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = Normal flow depth in pipe = 1.98 (In.) Flow top width inside pipe = 6.90 (In.) Velocity = 4.259 (Ft/S) Travel time (Min.) = .25 TC(min.) = 7.16 .29 .29 \ - ~ +++++++++++++++++++++++++++++++++++++++++++++11111111+111111111111111111+++ Process from Point/Station 3.000 to Point/Station 5.000 *** CONFLUENCE OF MAIN STREAMS *** *** Compute Various Confluenced Flow Values *** -------------------------------------------------------_--n______---------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 100.00 Year Rainfall Intensity(ln./Hr.) = 5.641 The flow values used for the stream: 3 are: Time of concentration(min.) = 7.16 Rainfall intensity (in./hrl) = 5.64 Total flow area (Acres) = .09 Total runoff (CFS) at confluence point = .29 Confluence information: Stream runoff Time Intensity Number (CFS) (min.) (inch/hour) __n______-------------------------------------------------______n______--- 1 .44 11.45 4.169 2 .25 8.84 4.926 3 .29 7.16 5.641 QSMX(l) = + 1.000* 1.000* .4) + .846* 1.000* .2) + .739* 1.000* .3) .856 QSMX(2) = +1.000* .772* .4) + 1.000* 1.000* .2) + .873*1.000* .3) .833 QSMX(3) = + 1.000* .626* .4) + 1.000* .811 * .2) + 1.000* 1.000* .3) .759 Rainfall intensity and time of concentration used for 3 MAIN streams. Individual stream flow values are: .44 .25 .29 Possible confluenced flow values are: .86 .83 .76 Individual Stream Area values are: .19 .09 .09 ______n______------------------------------------------____nn__n__--__n Computed confluence estimates are: Runoff(CFS) = .86 Time(min.) = 11.448 Total main stream study area (Acres) = .37 t ~ +++++++++++++++++++++++++++++++++++++++++++++++++++11111111111111111+++++++ Process from Point/Station 5.000 to Point/Station 8.000 *** TRAPEZOIDALIRECT. CHANNEL TRAVEL TIME *** Upstream point elevation = 317.00 Downstream point elevation = 316.30 Channel length thru subarea (Feet) = 50.00 Channel base(Feet) = .00 Slope or "Z" of left channel bank = 50.000 Slope or "Z" of right channel bank = 50.000 Mannings "N" = .044 Maximum depth of channel (Ft.) = .50 Flow(Q) thru subarea(CFS) = .86 Upstream point elevation = 317.00 Downstream point elevation = 316.30 Flow length(Ft.) = 50.00 Travel time (Min.) = 1.15 TC(min.) = 12.60 Depth of flow = .~r Average Velocity = .72 (FUSee.) Channel flow top width = 15.39 (Ft.) +++++++++++++111111111111111++++++++++++++++++++111111+++++1111111111111111 Process from Point/Station 5.000 to Point/Station 8.000 *** SUBAREA FLOW ADDITION *** 100.00 Year Rainfall Intensity(In./Hr.) = 3.919 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE F AMIL Y runoff coefficient = .5500 Subarea(Acres) = .06 Subarea Runoff(CFS) = Total Area(Acres) = .43 Total Runoff(CFS) = TC(MIN) = 12.60 .13 .99 +++++++++++++11111111111111++++++++++++++++++111111111111+++++++11111111111 Process from Point/Station 5.000 to Point/Station 8.000 *** CONFLUENCE OF MAIN STREAMS *** ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 100.00 Year Rainfall Intensity(In./Hr.) = 3.919 The flow values used for the stream: 1 are: Time of concentration(min.) = 12.60 Rainfall intensity (in./hrl) = 3.92 Total flow area (Acres) = .43 Total runoff (CFS) at confluence point = .99 . ß Program is now starting with MAIN STREAM NO.2 +++++++++++++11111111111111111+++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 17.000 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMIL Y runoff coefficient = .5500 Initial Subarea Flow Dist. = 60.00 Highest Elevation = 320.00 Lowest Elevation = 319.00 Elevation Difference = 1.00 Time of concentration calculated by the Urban Areas overland flow method (APP X-C) = 6.468 Min. TC = [1.8*(1.1-C)*DISTANCE^.5)/(% SLOPE^(l/3)] TC = [1.8*(1.1- .5500)*( 60.00^.5)/( 1.67^(l/3)])= 100.00 Year Rainfall Intensity(In./Hr.) = 6.026 Subarea(Acres) = .05 Subarea Runoff(CFS) = Total Area(Acres) = .05 Total Runoff(CFS) = TC(MIN) = 6.47 6.468 .17 .17 ++++++++++++111111111111111111111++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 8.000 *** PIPEFLOW TIME (USER SPECIFIED SIZE) *** Upstream point elevation = 317.50 Downstream point elevation = 316.50 Flow length(Ft.) = 7.00 Mannings N = .013 No. of pipes = 1 Required pipe flow (CFS) = Given pipe size (In.) = 8.00 Calculated Individual Pipe flow (CFS) = Normal flow depth in pipe = 1.04 (In.) Flow top width inside pipe = 5.38 (In.) Velocity = 6.196 (Ft/S) Travel time (Min.) = .02 TC(min.) = 6.49 .17 .17 . . I ~ +++++++++111111+11111111111111111++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 8.000 *** CONFLUENCE OF MAIN STREAMS *** * * * Compute Various Confluenced Flow Values * * * ---------------------------------------------------------------------------- FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED 100.00 Year Rainfall Intensity(In./Hr.) = 6.014 The flow values used for the stream: 2 are: Time of concentration(min.) = 6.49 Rainfall intensity (in./hrl) = 6.01 Total flow area (Acres) = .05 Total runoff (CFS) at confluence point = .17 Confluence infonnation: Stream runoff Time Intensity Number (CFS) (min.) (inchlhour) ---------------------------------------------------------------------------- 1 .99 2 .17 QSMX(l) = + 1.000* 1.000* + .652* 1.000* 1.094 QSMX(2) = +1.000* .515* + 1.000* 1.000* .673 12.60 6.49 3.919 6.014 1.0) .2) 1.0) .2) Rainfall intensity and time of concentration used for 2 MAIN streams. Individual stream flow values are: .99 .17 Possible confluenced flow values are: 1.09 .67 Individual Stream Area values are: .43 .05 ---------------------------------------------------------------------------- Computed confluence estimates are: Runoff(CFS) = 1.09 Time(min.) = Total main stream study area (Acres) = 12.601 .48 , ' , +++++++++++++++++++++++++11111111+++++1111111+11111111+++111I111I1I111111I1 Process from Point/Station 8.000 to Point/Station 9.000 ... TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME ... Upstream point elevation = 316.30 Downstream point elevation = 315.70 Channel length thru subarea(Feet) = 75.00 Channel base (Feet) = .00 Slope or "Z" of left channel bank = 50.000 Slope or "Z" of right channel bank = 50.000 Mannings "N" = .044 Maximum depth of channel (Ft.) = .50 Flow(Q) thru subarea(CFS) = L09 Upstream point elevation = 316.30 Downstream point elevation = 315.70 Flow length(Ft.) = 75.00 Travel time (Min.) = 2.01 TC(min.) = 14.61 Depth of flow = .19 (Ft.) Average Velocity = .62 (FUSee.) Channel flow top width = 18.74 (Ft.) +++++1111111+++++++++++++++111111111111111111++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 ... SUBAREA FLOW ADDITION ... 100.00 Year Rainfall Intensity(In./Hr.) = 3.563 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE F AMIL Y runoff coefficient = .5500 Subarea(Acres) = .09 Subarea Runoff(CFS) = Total Area(Acres) = .57 Total Runoff(CFS) = TC(MIN) = 14.61 .18 1.27 . . . ,. 111111111++++++++++11111111111111+++++++++++++++111111++++11111111111111111 Process from Point/Station 10.000 to Point/Station 11.000 u* INITIAL AREA EVALUATION u* Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE F AMIL Y runoff coefficient = .5500 Initial Subarea Flow Dis1. = 100.00 Highest Elevation = 321.80 Lowest Elevation = 321.00 Elevation Difference = .80 Time of concentration calculated by the Urban Areas overland flow method (APP X-C) = 10.665 Min. TC = [1.8*(1.1-C)*DISTANCE^.5)/(% SLOPE^(l/3)] TC = [1.8*(1.1- .5500)*( 1O0.00^.5)/( .80^(113)])= 100.00 Year Rainfall Intensity(In./Hr.) = 4.364 Subarea(Acres) = .12 Subarea Runoff(CFS) = Total Area(Acres) = .12 Total Runoff(CFS) = TC(MIN) = 10.66 10.665 .29 .29 +++++++++++++11111111111111111111+++1111111++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 u* TRAPEZOIDALIRECT. CHANNEL TRAVEL TIME u* Upstream point elevation = 321.00 Downstream point elevation = 313.40 Channel length thru subarea (Feet) = 145.00 Channel base(Feet) = .00 Slope or "Z" of left channel bank = ] .000 Slope or "Z" of right channel bank = 50.000 Mannings "N" = .015 Maximum depth of channel (F1.) = .50 Flow(Q) thru subarea(CFS) = .29 Upstream point elevation = 321.00 Downstream point elevation = 313 .40 Flow length(F1.) = 145.00 Travel time (Min.) = 1.01 TC(min.) = 11.68 Depth of flow = .07 (F1.) Average Velocity = 2.39 (FUSec.) Channel flow top width = 3.51 (F1.) +++++++++++++++++1111111111111+++++++++++++++111111111111111111++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 *u SUBAREA FLOW ADDITION *** 100.00 Year Rainfall Intensity(In./Hr.) = 4.]]6 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE F AMIL Y runoff coefficient = .5500 Subarea(Acres) = .32 Subarea Runoff(CFS) = Total Area(Acres) = .44 Total Runoff(CFS) = TC(MIN) = 11.68 .72 1.01 .. . "ÌI (3. APPENDIX B TABLES AND CHARTS) , .. t,-' . . '( Wa.h:r.sh~d D/vldl: "" ---- ---- - --...... -----J ~- ~ " ~ ~ / \, \. - "- \ LJ«$ --- -,,-~-,,~u'?-~...- Po; '-- '---- -' , . --:::: . / . --- - ./ ~ "-- -- L WC2ler.s/¡ed O/v/do T-' ( H \ J Ell'ec/;ve Slope Lin~ De .Iic;>,? /buJI /j~/a.leí.s}¡~d Ou/le/) , - .Çlrt?oíl7 -¡; L I , I I?/"ea fi" '" ilrea. "8' (' \ , i~ ~.. .' ,r~ SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES -':',)t~~i~ ',:0; qES.!~N M~NUA~: . : 7;I'.Ä~?ROVED ~j., .. 'ct '1]-°: f. ~. .('1' rJ .r:: . ' . ; COMPUTATION OF EFFEÇTIVE SLOPE FOR NATURAL WATERSH EDS -" '-'-", '. ... r APPENDI¥ X- F'/ : IV-A.' DATE .--.-...--..-....------..- .--...- "-'.""-""A.."":"... .... . '. . I ' . w ( / \. h' Ft!: t!!1 saaa 4aaa :;]aoo 21/t'a \. /t)¿;1/ _"\. 900 BOO 700 Ii 017 -SOO .(00 3ðO £Q/.//?TIO/¡/ (/I.!JL .1') .385" Tc . . ¡..¡ Æ = l/mt!! ~I co/7c~/7I/"a.f¡~/7 ¿. Lt!!/?9Ih 01 wa/~rs)¡~d If. ¡)//I'~r~/7c~ //7 4'/~Va.IÚ:J/7 a./O/19 e/I'ed/y~ slo¡;)~ 1//7~ (,)f:~ .4ppeno'lX foE) J;. L C M/It!!.5 Ft!!t!d II~(./r.s 1.1/nvll!s 4 240 " 5ûútJ -r'd~: ""1-- .5c?CO "'- o.s -t "- "'- "'- "- "- "'- "- V- :-:P ,,~~ "'~ ~ "'- "- "'- "- "'- "'- "'- / NOTE F... -- -- --=-.- ..... z:ø :at- '":IUS --:'l aFaR NATURAL WATERSHEDSj 20 I ADD TEN MINUTES TOJ~ UCOMPUTED TIME OF CON- CENTRATION- -=- -=....- -=- -=- = =- -=-- - - 3 /0 2 s 4 .3 I 2tJO /00 So (0 30 10 5 H 2- 2000 180.0 /GOt) Irf¿;O 12t)£) 100.0 900 -800 1/JO 600 - soo ,,(Í() 300 200 18¿) 1;:0 100 .'fa BO 70 £0 sa ~O 1-3" - 20 /1] /5 I<t /2 10 9 8 7 G 5 ~ .5 -" - - -- --. .J~~i:¡¡ - >- ~ SAN DI EGO COUNTY D~ARTMENT OF SPECIAL DISTRICT SERVICES - DESIGN MANUAL APPROVED ,3,11.1~~-- 7é NOMOGRAPH FOR DETERMINATION - OF TIME OF CONCENTRATION (Tc) :FOR NAT~ WATERSHEDS .. DATE /2./1(6] . --- APPENDIX x-r '~y.:ï,.; "-A_ln ¡",." c: -I. --- -' L .. ' , ~. 0."" "."". ,I" .. e Average Values of Roughness Coefficient (Manning's n) Type of Waterway 1. Closed Conduits (1) Steel (not lined) Cast Iron AIU1Ilinum Corrugated Metal Corï¡.Jgated Metal Corrugated Metal Corrugated :'etal Concrete RCP Clay (sewer) Asbestos Cement ~ PyL. Dr~in Tile (terra cotta) Cast-in-place Pipe Reinforced Concrete Box Roughness Coefficien~ Cn) 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 (not linedj (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~crete (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 \o'ith concrete low flow channel .), Pavement and Gu1ters (1) Concrete Bituminous (plant-mixed) i - I .( "'" .' - , ,- ¿;~~~(r,t~~i , . :~(;'::. .,.' 0.023 0.0:::0 0.030 o.O~O 0.025 0.025 0.014 0,016 0.018 .035 .045 .032 0.015 0.016 i ~ "., ~ . . ' ( , APP~~DIX XVI ^. . " I , I ! I I 1 , ~ I. I f I ~ ! r I . .. .,u'. !.n . ¡ } ! í 1 . ~ï ~/ ./ '.' .. \ . ..': ~, ~.". ~fífJ TABLE 2 RUNOFF COEFFICIENTS (RATIOW\L HETHOD) DEVELOPED AREAS (URBt\N~ Coefficient. C Soi I Group (1) Land Use A B C 0 Residential: Single Fami I y ,40 .45 ,50 ,55 Kulti-Units .45 .50 ,60 ,70 Kobi Ie homes .45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 ,45 Corrrærci al (2) .70 .75 ,80 ,85 ß.O% Impervious Industrial (2) .80 .85 .90 .95 90"10 I mpe rv i ou s (I) Soil Grou-p mans are available at the offices or the Department of Public ¡,,"arks. (2)Where actual conditions deviate significantly from the tabulated impervious- ness values of 80"10 or 9œ~. 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 coefficie!'\t be less than 0.50. For example: Consider commercial property on D soi I.group. , r I t I ~ NOTES: Actual imperviousness .. 50% Tabulated imperviousness = 8iflo Revised C = 50 x 0.85 = 0,53 80 ( IV-A-9 '{ ., . , :i;;:,: . . "\'" ("'" APPENDIX IX-B ,Rev. 5/81 :/ï / ¡ ".. ,.#E,' t.q \ ' -"'. ~ HIGHWAY DESIGN' , e , M A ~ li A I ( \, ; <- Figure 816.6A C Overland Time of oncentration C urves 1000 r- ill ill LL Z 800 LU () Z <1: -- C/) 0 -J W > ~ 0: I- 0 Z <t -J a: ill > 0 20 0 To = 1.8(1.1-C) (L) 1/2 [~(! OO)J 1/3 Where: C = Ru f L - no f Coefficient - O.verland Travel Distance in feet S!ope in ft./ft. Tlm~ in minutes S = To = 810-11 January, 1987 C/) W I- ::> Z 2 z -J~ ill > <t: a: !- LL 0 UJ 2 ..- c I- a -'" "'- « _J 0: W > 0 . w . ., INTENSITY-DUMTION DESIGtJ. CHART is :. Directions for Application: 1) From precipitation naps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps die printed in the County Hydro'o~ Manual (10. 50 and 100 yr. mars included in t Design and Procedure Manual). 5 ...h_- __._L . ....- '" ,;:--.. .' . , c~rY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL , . ,.. :. , 'i " 4 ,-.\ r, . .' :.- 4 ...,{. 1 I/:u /, ~ I )0' ! r; I 1170> 'I ,; . )01 I~ I 116- - w '-, """ ., ,..."" ... ----.., r".TV OF SAN DIEGO " , , " ,t\"~', ,~ " 1-.- I 15' : ,. - " 339 i ,- -, ," 45' ---,...-. ...,-. .-- - " .. . -. . ," """ ., , (I 8 J 5 30' 15' 1160 -~'_-n~__,__-- ",,=. - - - --- , -..- _:~.--:::=::--.. -::~::-_- =.:_,-:-::--::=:.-------- -~-- . t . .. APPENDIX C ( 4. HYDROLOGY MAP) -' I I I N.-rS. .àJt1!.A.WU P ~ C' 3J5.1 i 9 '-~--------- ,~-) ., I- 1 . L ~I - \ ~. ! -- " " ! øø-:ø--- ",- ,-'" ' ------- . flE'Io311.21~1"". --,::-------ø~t ,~---- ' ~~- - \ \ p .AJllli à .... ml"'KbS ENGNEERNG IIiJ F'm1iIg ~ s.n.,q ¡\ fì ,- \ , , \ ¡iJ\!lli 3 .~ ~ .l8:íIIt1ø!IrCart,SIIIII2œ SCI~C'412Ø IO!ft:!'II:IICt ~ I bQI; Dot.1E I BENCHMARK I SCALE -- CIUIIY IBaI .... ... oc 0Ø73-(HS. so . V <IF .-L I ," z1 III:UII8 s.w. -s.i..~ 1II..n; fØIO!ZOKW.:--=-- -.- ~ rx:- -. 'WÐmC;Ot.: ~ I " 1LDfI- 110M u.s.c..o.s. APPROVALS N'PRo.'ED CITY C# u.C8NITAS ENGINEERING DEPAR1\4ENT I DRAWING NO. I'lÅI'CS PRE1'AAED I.IIÐEII SIPEfM5IOH OF: REDOIoIIoIEIiEO 1I'f: DOUBLE -L- RANCH PARCEL 11---- Q \110IIII; -..cT NO. P APtCI:L ... /lIP NO. , "7"" I SHŒI' 2 Of 2 £lOJ'[I R.C.L NO. . - 11I'f: £p. 01-»-1- [>I.JE: - ~&- DQÐ- - CZ577