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1996-4568 CN/G/SN Street Address Category Serial # 41�49 e Name Description Plan ck. # Year CZty of ENGINEERING SERVICES DEPARTMENT \ EY initas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering March 5, 2004 Attn: Western Financial Bank WFS Bank 15750 Alton Parkway Irvine, California 92618 RE: 3155 Lone Jack Road APN 264 - 270 - 04,09,10; - 091 -19 Grading Permit 4568 -GI Final release of security Permit 4568- GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. Final, acceptance, and warranty inspections have all been completed to the satisfaction of the Field Operations Division. Therefore, release of the remainder of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account # 2466000033 in the amount of 317,750.00. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633 -2779 or in writing, attention the Engineering Department. SmS ely, Masih Maher y Lembach Senior Civil Engineer finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Debra Geishart Philip De Carion File TEL 760- 633 -2600 / FAX 760 - 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760- 633 -2700 7 recycled paper i j SAN DIEGUITO ENGINEERING, INC. j ENGINEERS PLANNERS SURVEYORS i I Ivan R. Fox, P.E. Barry L. Munson, P.E. Gordon L. McElroy, P.L.S. Laurie Simon, Principal Planner CIVIL ENGINEERING June 6, 2003 SIDE 4224 Engineering Studies Site Development Analysis Grading Plans City of Encinitas Improvement Plans Engineering Services Drainage Plans 505 S. Vulcan Avenue Sewer/Water I-ine Plans Encinitas, CA 92024 Hydrology /Hydraulics Construction Administration Pavement Rehabilitation Subject: As- Graded Certification Forensic Engineering Reference: Grading Permit No. 4568 -G LAND PLANNING Pre - Acquisition Analysis Land Use Consultation In accordance with general note 9 on sheet 1 of the above referenced grading plan, this letter is EnvironmentAnalysis hereby submitted as a certification that the grading under permit no. 4568 -G has been performed in GGovernment R Relations substantial conformance with the City of Encinitas approved grading plan no. 4568 -G. Land Division Tentative Maps Major Use Pemits Sincerely, Specific Plans .� j Rezoning / Variances e � M Administrative Permits Annexations Eoundary Adjustments Steven R. Crosby P.E. Date: Senior Engineer 4 41M LAND SURVEYING or. 3-3f Properly Surveys Topographical Surveys Construction Slaking O r c Records of Survey Legal Descriptions Subdivision Maps Easements Height Certifications Cadasiral Surveys Photogrammetric Surveys i (760) 753 -5525 • FAX (760) 943 -8236 4407 Manchester Avenue • Suite 105 • Encinitas, California 92024 I SAN DIEGUITO ENGINEERING, INC. ENGINFE RS PLANNERS SURVEYORS Ivan R. Fox, P.E. Barry L. Munson, P.E. March 29, 1999 Gordon L. McElroy, P.L.S. Laurie Simon, Principal Planner CIVIL ENGINEERING Mr. Todd Baumbach Engineering Studies City of Encinitas Site Development Analysis 505 S. Vulcan Ave. Grading Plans Encinitas, CA 92024 Improvement Plans Drainage Plans SUBJECT: Drawing Number 4569 -G Sewer/Water Line Plans Hydrology /Hydraulics Dear iVli. Baariluach. Construction Administration Pavement Rehabilitation The easterly wing on the north headwall upstream of the 12' by 6' triple box culvert as shown on the F Enginee subject drawing at station 11+ 55.02 was observed by Ivan R. Fox on March 24, 1999. My observation was a result of a slight movement of the forms for the footing of the easterly wing wall. The form had moved LAND PLANNING approximately 15" resulting in additional concrete at the footing location on the backside of the wing wall. Pre - Acquisition Analysis The steel within the form had also moved accordingly. Upon observing the movement, I requested that the Land Use Consultation contractor provide an additional splice to the rebar. It is my opinion that the movement and the additional Environmental Analysis concrete will not affect the structural integrity of the concrete footing at this location. Government Relations Land Division C� Tentative Maps Sincerely: Major Use Permits San Die — u ii to Engineering, Inc. Specific Plans / t Rezoning Variances Administrative Permits Ivan R. Fox, P.E. - Annexations R.C.E. 38144 Boundary Adjustments Exp. 3 /31 /01�_m.r LAND SURVEYING IF /arb 4 �� /V4 �'�.,,, Property Surveys J�i4� Topographical Surveys Cr�w Construction Staking rr = � J Records of Survey iu LJ C 38144 K� Legal Descriptions i �`" 'j M Subdivision Maps Exp 3 Easements Height Certifications � t �� � 9 CrVIl Cadastral Surveys CAW 1 Photogram CAW melric Surveys � ,.,, O f . (760) 753 -5525 • FAx (760) 943 -8236 4407 Manchester Avenue • Suite 105 • Encinitas, California 92024 • NORTH COUNTY COMPACTION ENGINEERING, INC. PRELIMINARY SOILS INVESTIGATION • FOR PROPOSED PRIVATE DRIVE Parcel 4, PM # 12666, Wildflower Ranch Olivenhain, California (APN 264 -270- 4, 9, & 10) • PREPARED FOR • Al Mayo 1772 Kettering Irvine, CA 92714 - u ,SAN 17 199 ENGWIEERING SERV "c S CiTy GF ENCINITPS • December 26, 1996 PROJECT NO. CE -5328 P.O. BOX 302002 • ESCONDIDO, CA 92030 (619) 480 -1116 • NORTH COUNTY COMPACTION ENGINEERING, INC. December 26, 1996 Project No. CE -5328 Al Mayo 1772 Kettering Irvine, CA 92714 • SUBJECT: Proposed Private Drive Parcel 4, PM 412666, Wildflower Ranch Olivenhain, California (APN 264 -270- 4, 9 & 10) Dear Mr. Mayo: In response to your request, we have performed a Preliminary Soils Investigation for the subject project. The purpose of our investigation was to evaluate the suitability of the site for the proposed driveway and make recommendations with regard to site grading, slope stability, and estimate the driveway structural section. Briefly, our investigation revealed favorable soil conditions and in our opinion the site is suitable for the proposed driveway, provided recommendations set forth in the attached report are adhered to. Station Numbers presented in the attached report to describe horizontal locations are in direct correlation with the project grading plans prepared by San Dieguito Engineering, Inc. • If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. ��p Respectfully submitted, �ESSIpN� �� � G ER North County COMPACTION ENGINEERING, INC. 0 G E713 E 9_30-9 Ronald K. Adams Dale R. gl' • President Registere Geotechnical 13 RKA:kla cc: (1) submitted ' (3) Ivan Fox 4407 Manchester Avenue, # 105 Encinitas, CA 92024 (1) file • P.O. BOX 302002 • ESCONDIDO, CA 92030 (619) 480 -1116 • NORTH COUNTY COMPACTION ENGINEERING, INC. TABLE OF CONTENTS • Page L Purpose and Scope 1 2. Location and Description of Site 1 3. Field Investigation 1 4. Soil Conditions 2 5. Laboratory Soil Testing 2 6. Recommendations and Conclusions 2 • A. Grading 3 B. Slopes 4 C. Estimated Paving Section 4 D. Review of Grading Plan 5 7. Uncertainty and Limitations 5 • APPENDIX Appendix A: Exploration Legend & Unified Soil Classification Chart Plate No. One - Five Exploration Logs Plate No. Six Tabulation of Test Results • Appendix B: Recommended Grading Specifications • • NORTH COUNTY COMPACTION ENGINEERING, INC. December 26, 1996 Project No. CE -5328 Page i 1. PURPOSE AND SCOPE • The purpose of the investigation was to determine if the site is suitable for the proposed driveway. The scope of the investigation was to: A. Determine the physical properties and engineering characteristics of the surface and subsurface soils. B. Provide design information with regard to grading, site preparation, and pavement structural section of the proposed driveway. • 2. LOCATION AND DESCRIPTION OF SITE The site is located at 3183 Lone Jack Road in the City of Encinitas, California, Site topography consists of a draw traversing from east to west between the extreme end of Wildflower Drive and Lone Jack Road. The proposed driveway is 3,135 feet in length and will apprgximately align the draw and tie into the two roadways. The driveway will cross an opposing stream bed at Station No. 11 +29 and will require the construction of a triple box culvert. in addition, the driveway will cross the bottom of the draw at Station No. 22 +00 and require the installation of a 72 inch reinforced concrete pipe storm drain. The majority of fill • soils will be generated from a large cut on the easterly portion of the project that will traverse from Station No, 24 +00 to Station No. 29 +50. The total difference in elevation at the site is approximately 102 feet and varies between 204 feet MSL and 102 feet MSL. The site is presently occupied by the Wildflower Horse Ranch. The alignment of the road will require the removal of several horse corrals, corral pads, and horse trails. Vegetation within the draw at the east portion of the site consists of heavy grasses and brush. Heavy swamp vegetation occupies the opposing stream bed at Station No. 11 +29. Out- croppings of rock and rock particles are apparent throughout the site and adjacent properties. • 3. FIELD INVESTIGATION The field investigation was performed on December 21, 1996 and included an inspection of the site and the excavation of five exploratory trenches, with a backhoe to depths of 10 feet. Location of test pits are described by Station No.'s in direct correlation with the project grading plan. • • NORTH COUNTY COMPACTION ENGINEERING, INC. Page 2 As excavation proceeded, representative bulk samples were collected. In place natural densities and moisture contents were determined at different depths in the excavations and are included on Plate No.'s One through Five. Subsequent to obtaining soil samples, our exploratory excavations were backfilled. • 4. SOIL CONDITIONS Loose surficial soils (sandy -clays and fat clays) consisting of plowed ground, old fill, and alluvium were found to be 6 feet, 2 feet, 3 feet, 5 feet, and 3 feet in depth in Test Pit No.'s One through Five, respectively. Underlying native soils to depths explored were medium dense to dense clayey - gravels and clayey sands succeeded by hard bedrock with little or no fines. Hard bedrock refused deeper exploration in Test Pit No. Five at 9 feet in depth. Expansive soils were encountered in all exploratory trenches and were found to vary from `low' to `high' in expansion potential. • Groundwater was encountered in Test Pit. No.'s One and Three at 2 feet in depth. (NOTE: These test pits were located at the proposed streambed and storm drain crossing). S. LABORATORY SOIL TESTING All laboratory tests were performed on typical soils in accordance with accepted test methods of the American Society for Testing and Materials (ASTM). Tests conducted include: A). Optimum Moisture & Maximum Density (ASTM D -1557) • B). Direct Shear (Remold) (ASTM D -3080) Q. Sieve Analysis (ASTM D-421) D), Field Density & Moisture (ASTM D -1556) E). Expansion Potential (Uniform Building Code 29C) Test results are tabulated on the attached Plate No.'s One through Six, entitled "Exploration Log & Tabulation of Test Results ". 6. RECOMMENDATIONS AND CONCLUSIONS • General It is our understanding, the proposed driveway will be surfaced with asphaltic paving. In addition, a triple box culvert and storm drain crossing will be constructed at Station No. 11 +29 and 22 +00, respectively. • • NORTH COUNTY COMPACTION ENGINEERING, INC. Page 3 In our opinion, the site is suitable for the proposed driveway. Recommendations contained in this report should be incorporated in the planning, design, and construction phases of the subject project. • 6A. Grading It is our understanding cut/fill earthwork construction will be performed to construct the proposed driveway as planned. Cut and compacted fill slopes will be constructed to heights of 25 feet and 16 feet, respectively. All grading should be performed in accordance with the City of Encinitas Grading Ordinance and the Recommendations/Specifications presented in this report • Subsequent to site demolition, loose surficial top soils (plowed ground, old fill, and alluvium) as indicated on attached Plate No.'s One through Five, should be undercut or removed to firm native ground and recompacted in accordance with the attached Appendix `B', entitled, "Recommended Grading Specifications ". Firm native ground may be determined as undisturbed soils having an insitu density of greater than 90 percent (90 %) of maximum dry density. We should be contacted to document firm native ground is exposed and properly prepared prior to filling. Prior to constructing fill slopes, shear keys should be excavated a minimum of 2 feet into firm native ground, inclined back into slope and have a minimum width of 15 feet. We should be contacted to document keyways were properly constructed prior to placing fill. • Natural terrain steeper than an inclination of 5:1 (horizontal to vertical units), should be benched (stair - stepped) to provide stable bedding for subsequent fill. Sizing of benches should be determined by the Soils Engineer or his representative during grading. All fill soils and culvert trench backfill soils should be compacted in accordance with attached Appendix `I3' entitled, "Recommended Grading Specifications ". Oversized rock particles with a diameter greater than 12 inches should be sorted out of structural fill material and disposed of in special non - structural fill areas designated by the Soils Engineer • or his representative at the time of grading. Oversized rock particles should be mixed with a substantial amount of fines, well watered, and mechanically compacted to minimize the probability of subsidence. No rock should be nested, nor particles of rock greater than 36 inches in diameter be utilized in non - structural fills. Particles of rock greater than 36 inches should be Hauled off -site and/or used above grade for landscape purposed. All non - structural fill placement should be supervised by the Soils Engineer or his representative. No structure should be built within 15 feet of any designated non - structural area. • • NORTH COUNTY COMPACTION ENGINEERING, INC. Page 4 If encountered, leach lines and/or pipes should be removed. Concrete pipes may be crushed in place. Trench lines should be recompacted in accordance with attached Appendix 'B'. • 6B. Slopes A Slope Stability Analysis was performed utilizing 'Taylor's Charts', a safety factor of 1.5, and a seismic load of. I G. Our analysis revealed slopes will be stable to the heights and inclinations tabulated below. A copy of our analysis utilizing 'Taylor's Charts' is on file at our office and is available upon request. Slopes will be stable with relation to deep seated failure at the slope heights and inclinations presented below, provided they are properly maintained Subsequent to grading, slopes should be planted as soon as possible with light groundcover indigenous to the area. Brow ditches and berms should be constructed above the top of all cut and compacted fill slopes. All surface • drainage should be diverted away from top of slopes. 2:1 Cut and Compacted Fill Slopes: (Stable to a maximum height of 28 feet) 1.5:1 Cut Slope Only: (Stable to a maximum height of 16 feet). It should be noted, out of slope slip planes are common to the area. Although potential slip planes were not encountered during our investigation, further inspection of cut slopes during • grading will be warranted to assure adverse slope bedding planes do not exist. (Clay seems comprised of slicker sided siltstone or claystone). 6C. Estimated Paving Section Structural section for asphaltic paving for the proposed driveway is based on an estimated subgrade R -Value of 14. The following section is provided for bid purposes only, Actual sections should be determined subsequent to completion of grading operations. Assumed Traffic Index = 45 • (Light Vehicular Traffic) 3 inches of asphaltic paving on 8 inches of select base (Class 11) on 8 inches of recompacted native subgrade. • NORTH COUNTY COMPACTION ENGINEERING, INC. Page S Assumed Traffic Index = 6.0 (Truck Traffic/Future Construction Traffic) 3 inches of asphaltic paving on 13 inches of select base (Class II) on 8 inches of recompacted native subgrade. All materials and construction for asphaltic paving and base should conform to the Standard Specifications of the State of California Business and Transportation Agency, Department of Transportation, Sections 39 and 26, respectively. Class II base material should have a minimum R -Value of 78 and a sand equivalent of 30, All materials should be compacted to a minimum of ninety -five percent (95%). 6D. Review of Grading Plan Approved site and grading plans were not available at the time of our investigation. Therefore, upon their completion, we would like to review them to assure compliance with the recommendations presented in this report. Preliminary plans used during our investigation were prepared by San Dieguito Engineering, Inc., and were not dated 7. UNCERTAINTY AND LIMITATIONS Surface and subsurface soils are assumed to be uniform. Therefore, should soils encountered during construction differ from those presented in this report, we should be contacted to provide their engineering properties. It is the responsibility of the owner and contractor to carry out recommendations set forth in this report. During our investigation of the subject site, evidence of faulting was not encountered. Subsequent to review of available geologic literature, we feel any faulting in the vicinity of the site may be classified as inactive. However, it should be noted that San Diego County is located in a high seismic area with regard to earthquake. Earthquake proof projects are economically r 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. • NORTH COUNTY COMPACTION ENGINEERING, INC. Page 6 Should you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, North County COMPACTION ENGINEERING, INC. GR '�c� G, E713 Ronald K. Adams Dale R. R i J, 07E 0\ President Registered A` \� 3 Geotechnical En 0713 i RKA:kla cc: (3) submitted (2) filed • • NORTH COUNTY COMPACTION ENGINEERING, INC. EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES 1. COARSE GRAINED: More than half of material is larger than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel — More Tan half of coarse fraction sand mixtures, little or no is larger than No. 4 sieve size, fines. but smaller than 311, GP Poorly graded gravels, gravel sand mixtures, little.or not fines. GRAVELS WITH FINES GM Silty gravels, poorly graded • (appreciable amount of gravel— sand —silt mixtures. fines) GC Clayey gravels, poorly graded gravel —sand, clay mixtures. SANDS CLEAN SANDS SW Well graded sand, gravelly Fiore than half of coarse fraction sands, little or no fines. is smaller than No. 4 sieve size. SP Poorly graded sands, gravelly sands, little or no fines. SANDS WITH FINES SM Silty sands, poorly graded (appreciable amount of sand and silt mixtures. fines) SC Clayey sands, poorly graded sand and clay mixtures. 11. FINE GRAINED: More than half of material is smaller than No. 200 sieve size. SILTS AND CLAYS ML Inorganic silts and very fine. sands, rock flour, sandy silt or clayey— silt —sand mixtures • with slight plasticity. Liquid Limit CL Inorganic clays of low to med— less than 50 ium plasticity, gravelly clays, lean clays. OL Organic silts and organic Silty clays of low plasticity. SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous find sandy or silty soils, elastic silts. Liquid Limit CH Inorganic clays of high plas— greater than 50 ticity, fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. • US — Undisturbed, driven ring sample or tube sample CK — Undisturbed chunk sample BG — Bulk sample — Water level at time of excavation or as indicated APPENDIX 'A' • NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING E INSPECTION SERVICES EXPLORATION LOG PROJECT NAME WILDFLOWER PRIVATE DRIVE DATE LOGGED 12/21/96 ELEVATION 104 MSL LOCATION STATION # 11 + 76 TEST PIT NO. on n> c cli c r Description & Remarks a o cR U, a) p Q Cu Q N CU y t4 to Z o a U CL BROWN, SATURATED, SOFT SANDY CLAY. 1- (FILL /ALLUVIUM) • 2- GROUNDWATER AT 2 FEET FROM STREAM SIDE OF TEST PIT. 3- 4- BECOMES GRAY AT 4 FEET. 5- • 6- GC BROWN RED, WET, VERY DENSE, CLAYEY - GRAVEL. 7- (NATIVE) (WEATHERED BEDROCICLAYEY -SAND 8- MATRIX) BOTTOM OF TEST PIT. (TEST PIT TAKEN ADJACENT TO BOTTOM • OF STREAM BED) • PROJECT NO. CE -5328 PLATE NO. ONE • NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING S INSPECTION SERVICES EXPLORATION LOG PROJECT NAME WILDFLOWER PRIVATE DRIVE DATE LOGGED 12/21/96 ELEVATION 124 MSL LOCATION STATION #20 +20 TEST PIT NO . TWO o ° a - L a ; o �' o Description & Remarks a E o Nui cc N o 0 a U. CL BROWN RED, WET, SOFT, SILTY -CLAY. (FILL /PLOWED GROUND) 1- • 2- 3- SC BROWN RED, WET, DENSE, GRAVELLY - CLAYEY -SAND. 4- (NATIVE) (WEATHERED BEDROCK) 5- • 6- BOTTOM OF TEST PIT. • • PROJECT NO. CE -5328 PLATE NO. TWO • NORTH COUNTY COMPACTION ENGINEERING, INC. SOB.. TESTING & INSPECTION SERVICES EXPLORATION LOG PROJECT NAME WILDFLOWER PRIVATE DRIVE DATELOGGED 12/21/96 ELEVATION 114 MSL LOCATION STATION #20 TEST PIT NO . THREE m N 04 �. o j, ~ v Description & Remarks p s E c °� Cai 5 C c C cn o a v o cn CL GRAY BROWN, SATURATED, SOFT SANDY - 1- CLAY. (ALLUVIUM) • 2- GROUNDWATER AT 2 FEET. 3- SC BROWN RED, WET, DENSE CLAYEY -SAND. (NATIVE) 4- (WEATHERED BEDROCK) I 5- • BOTTOM OF TEST PIT. (TEST PIT TAKEN IN BOTTOM OF DRAW IN FRONT OF EXISTING CULVERT) • • PROJECT NO. CE -5328 PLATE NO. T HR EE • NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING S INSPECTION SERVICES EXPLORATION LOG PROJECT NAME WILDFLOWER PRIVATE DRIVE DATE LOGGED 12/21/96 ELEVATION 152 MSL LOCATION STATION #25 +30 TEST PIT NO . FOUR • c c a, ° �. C O " ° N 15 Description & Remarks CL E Cu O 0 a U CH BROWN RED, WET, SOFT, SILTY -CLAY. 1- BG 71.3 1' (FILL AT HORSE TRAIL) • 2- 3- 4- I 5- SC YELLOW BROWN, MOIST, DENSE, CLAYEY- SAND. 6- (NATIVE) 7 8- GC RED - GRAY - YELLOW, MOIST, DENSE, CLAYEY - GRAVEL. 9- • 10- BOTTOM OF TEST PIT. • PROJECT NO. CE -5328 PLATE NO. FOUR • NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING & INSPECTION SERVICES EXPLORATION LOG PROJECT NAME WILDFLOWER PRIVATE DRIVE DATE LOGGED 12/21/96 ELEVATION 190 MSL LOCATION STATION #27 +50 TEST PIT NO. FI VE Cv Description & Remarks CL E o N Cu Cn U) (L U U) CL BROWN RED, WET, SOFT,SILTY -CLAY. 1- (ALLUVIUM) • 2- 3- SC BEIGE - TAN - YELLOW, MOIST, MEDIUM DENSE, CLAYEY -SAND. 4- (NATIVE) 5- 6- BG 30.6 6' SC LIGHT GRAY, HUMID, VERY DENSE, CLAYEY - SANDSTONE. 7- (INCREASED DENSITY WITH DEPTH) 8- CK 135.1 9.7 8' BOTTOM OF TEST PIT. (BACKHOE REFUSAL, VERY HARD BEDROCK • WITH LITTLE OR NO FINES). PROJECT NO. CE -5328 PLATE NO. FTVF. • NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOISTURE/MAXIMUM DENSITY SOIL, DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE -cu- FT) (% DRY WT) Brown Red Silty -Clay P4 @ 1' 121.5 14.5 Light Gray Clayey -Sand P5 @ 6' 119.6 13.1 • EXPANSION POTENTIAL 5AMP NO. P4 @ F P5 @ 6' CONDITION Remold 90% Remold 90% INITIAL MOISTURE ( %) 15.0 12.8 AIR DRY MOISTURE ( %) 93 7.8 FINAL MOISTURE ( %) 28.1 23.0 FINAL DRY DENSITY (PCF) 109.3 107.6 LOAD (PSF) 150 150 SWELL ( %) 13.4 3.1 EXPANSION INDEX 134 31 DIRECT SHEAR SAMPLE NO. P5 @ 6' CONDITION Remold 90% ANGLE INTERNAL FRICTION 28 • COHESION INTERCEPT (PCF) 150 PROJECT NO. CE -5328 PLATE NO. SIX • • NORTH COUNTY COMPACTION ENGINEERING, INC. RECOMMENDED GRADING SPECIFICATIONS (General Provisions) • 1. INTENT The intent of these specifications is to provide general procedures in accordance with current standard practices regarding clearing, compacting natural ground, preparing areas to receive fill and placing and compacting of fill soil to the lines, grades and slopes delineated on the project plans. Recommendations set forth in the attached "Preliminary Soils Investigation" report and /or special provisions are a part of the "Recommended Grading Specifications" and shall supersede the provisions contained hereinafter in the case of conflict. 2. INSPECTION & TESTING A qualified soils engineer shall be employed to inspect and test the earthwork in accordance with these specifications and the accepted plans. It will be necessary that the soils engineer or his representative be allowed to provide adequate inspection so that he may certify that the work was or was not accomplished as specified or indicated. It shall be the responsibility of the con- tractor to assist the soils engineer and to keep him appraised of work schedules, changes, new information and dates, and new unfore- seen soils conditions so that he may make these certifications. If substandard conditions (questionable soils, adverse weather, poor moisture control, inadequate compaction, etc.) are encount- ered, the soils engineer will be empowered to either stop con- struction until conditions are remedied or recommend rejection of the work. Soil tests used to determine the degree of compaction will be performed in accordance with the following American Society for Testing and Materials (ASTM) test methods: • Maximum Density & Optimum Moisture Content - ASTM D- 1557 -78 • Density of Soil In -Place - ASTM D -1556 or ASTM D -2922 & 3017 3. MATERIALS Those soils used as fill will have a minimum of 50% passing a #4 sieve. They will be free of vegetable matter or other deleterious substances and contain no rock over 12 inches in size. Should unsuitable material be encountered, the soils engineer will be contacted to provide recommendations. APPENDIX "B" • NORTH COUNTY COMPACTION ENGINEERING, INC. 4. PLACING AND SPREADING OF FILL The selected fill material shall be placed in layers which when compacted will not exceed 6 inches in thickness. Each layer shall be spread evenly and shall be thoroughly blade mixed during the spreading to insure uniformity of material in each layer. When the moisture content of the fill material is below that recom- mended by the soils engineer, water shall then be added until the moisture content is as specified to assure thorough bonding during the compacting process. When the moisture content of the fill material is above that recom- i mended by the soils engineer, the fill material shall be aerated by blading or other satisfactory methods until the moisture content is as specified. 5. COMPACTION After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not less than ninety percent (90 %) relative compaction. Compaction shall be by sheepsfoot rollers, multiplewheel pneumatic tired rollers or other types of rollers. Rolling shall be accomplished while the fill material is at the i specified moisture content. Rolling of each layer shall be con- tinuous over its entire area and the roller shall make sufficient trips to insure that the desired density has been obtained. The fill operation shall be continued in 6 inch compacted layers, or as specified above, until the fill has been brought to the finished slopes and grades shown on the project plans. 6. WALL BACKF ILL Backfill soil should consist of nonexpansive sand. Compaction should be achieved with light hand -held pneumatic tampers to avoid • over compaction and hence cause structural damage. Wall backfill should be compacted to a minimum of ninety percent (90 %) of maximum density. 7. TRENCH BACKFILL All trench backfill located within structural areas should be compacted to a minimum of ninety percent (90 %) of maximum density. APPENDIX "B" • NORTH COUNTY COMPACTION ENGINEER NG, INC. May 9, 2002 Project No. CE -5328 Al Mayo 2450 White Rd. Irvine, CA 92614 Subject: Report of Soil Compaction Miscellaneous Utilities, Storm Drain, Road Finish Subgrade and Base Materials, and Road Retaining Wall Backfill Soils Wildflower Estates Encinitas, California Permit No.'s DCS222 and 6438CN Reference: "Report of Soil Compaction, Private Drive, Road Fills, Wildflower Estates (Ranch), Olivenhain, California, APN #264- 270-4, 9 & 10 ", prepared by North County Compaction Engineering, Inc. dated July 19, 1999 Dear Mr. Mayo: In response to your request, we are sending herewith results of laboratory and compaction tests performed on storm drains, utility trenches, road shoulder retaining walls, road finish subgrade soils and base materials at the subject project. Test results indicate road improvement, fill soils and trench backfill soils were compacted to the minimum specifications required by their governing agencies. Horizontal location of tests and a tabulation of test results is presented on attached Plate No. One. Type of test and required percent of compaction is presented under the remarks section of Plate No. One (page 5). If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, �4 R North County j ? p� GE 713 �' fi n\ COMPACTION ENGINEERING, INC. rn LU CXp. 9130105 x O IECNN� G Ronald K. Adams Dale R. Reg l 9 TF �F President Registered Civi aF A 3 Geotechnical Engineer 000713 RKA:paj cc: (4) submitted P. 0. BOX 302002 ESCONDIDO, CA 92030 ` (760)480 -1116 FAX (760)741 -6568 NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 144 12/22/99 12+ 15 PZ 12.6 114.8 )III 90.7 145 12+98 11.5 115.7 XIII 91.4 146 14+88 12.3 117.4 )III 92.8 147 29+00 11.3 115.4 )III 91.2 148 27+70 10.4 118.2 )(III 93.4 149 12/28/99 23+50 10.2 115.6 )III 91.3 150 25+00 10.5 115.8 XIII 91.5 151 26+80 09.9 115.7 )(III 91.4 152 12/30/99 13+50 10.7 116.5 )III 92.0 153 15+00 11.1 114.4 )(1II 90.4 154 17+00 11.1 117.0 )III 92.4 155 19+00 11.4 114.6 )(IIl 90.5 156 01/03/00 21+00 10.5 118.9 )III 93.9 157 23+00 09.7 118.6 XIII 93.7 158 25+00 09.6 117.6 )aII 92.9 159 27+00 09.6 116.3 )(IIl 91.9 160 01/04/00 12+60 08.5 113.9 )III 90.0 161 14+30 120.5 11.4 96.0 VI 78.4* 162 12+55 120.5 09.7 109.0 VI 89.7* 163 17+90 118.5 12.8 113.7 111 93.2 164 31 +35 PZ 08.2 114.7 )III 90.6 165 01/05/00 25+00 145.0 13.5 117.9 VI 96.2 166 20+50 123.0 12.5 116.6 VI 95.1 167 27+50 PZ 10.9 116.5 XIIl 92.0 168 28+00 PZ 10.7 116.7 XIII 92.2 169 13+50 119.0 13.4 117.1 VI 95.5 170 14+30 120.5 13.3 116.7 VI 95.2 171 01/06/00 11+90 PZ 10.4 117.3 XIII 92.7 172 11 +34 PZ 09.8 116.3 XIII 91.9 173 12+55 120.5 13.4 117.0 VI 95.5 174 01/07/00 22+50 137.0 13.4 117.0 VI 95.5 175 27+00 162.0 15.7 119.0 VI 97.1 176 30+00 195.0 14.0 118.6 VI 96.8 177 06/15/00 268+50 125.0 RSG 18.2 112.7 II 94.2 178 269+10 125.0 16.7 115.4 II 96.4 179 269+15 127.0 RSG 14.0 111.4 II 93.1 180 06/19/00 262+50 132.5 10.3 103.1 V 85.5* 181 11 262+50 130.5 11.1 100.2 V 83.2* REMARKS: See Page 5 PROJECT NO. CE -5328 PLATE NO. ONE NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 182 06/20/00 262+50 132.5 12.8 110.7 V 91.9 183 11 262+50 130.5 12.1 111.8 V 92.7 184 06/23/00 263+75 133.0 13.5 113.3 III 92.8 185 11 263+75 131.5 13.1 113.1 V 93.9 186 06/30/00 20340 RFG 10.6 111.1 V 92.1 187 265+80 128.5 17.0 110.5 I 90.9 188 265+80 127.0 16.7 114.3 I 94.0 189 266+20 RFG 14.4 119.0 I 97.9 190 265+80 RFG 10.5 114.9 V 95.3 191 267+40 124.5 13.1 112.5 I 92.5 192 267+40 123.0 12.8 111.4 V 94.6 193 07/05/00 273+00 128.0 14.2 111.5 VI 91.0 194 11 273+00 130.0 15.2 113.1 VI 92.3 195 07/13/00 268+50 RFG 11.7 113.2 VI 92.4 196 270+10 RFG 13.0 120.7 VI 98.5 197 272+00 RFG 13.7 113.7 V1 92.8 198 07/14/00 19+4 122.0 16.5 113.9 I 93.7 199 11 19 +4 123.0 15.8 110.7 1 91.1 200 07/31/00 0+02 - 2 13.8 115.0 I 94.6 201 08/08/00 19+90 122.0 14.4 114.3 I 94.0 202 11 19+50 122.0 12.8 113.8 I 93.6 203 08/09/00 19+75 124.5 14.0 114.3 I 94.0 204 11 19+50 124.0 14.9 112.1 I 92.2 205 08/10/00 19+00 127.0 14.4 113.0 I 93.0 206 19+50 126.5 15.0 111.9 I 92.0 207 20+25 125.0 15.3 110.4 1 90.8 208 20+80 125.0 13.6 112.2 I 92.3 209 21+00 125.5 14.3 109.8 1 90.3 211 08/24/00 274+50 129.0 14.8 113.5 I 93.4 211 274+50 130.0 14.2 114.3 1 94.0 212 275+25 127.0 14.1 113.0 I 93.0 213 270+10 133.0 15.3 113.0 I 93.0 214 279+10 134.0 13.4 111.0 I 91.3 215 280+40 136.0 16.2 109.6 I 90.2 216 280+40 138.0 15.3 111.6 I 91.8 REMARKS: See Page 5 PROJECT NO. CE -5328 PLATE NO. ONE (page 2) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 217 04/26/01 30+50 FSG 11.2 117.7 V 97.6 218 30+65 FSG 11.0 118.9 V 98.6 219 30+20 FSG 13.8 114.6 V 95.1 220 28+90 FSG 12.6 115.4 V 95.7 221 28+80 FSG 11.7 117.7 V 97.6 222 28+70 FSG 13.5 116.2 V 96.4 223 27+24 FSG 12.8 114.8 V 95.2 224 27+51 FSG 12.2 114.5 V 95.0 225 25+32 FSG 13.6 114.8 V 95.2 226 25+25 RFG 15.2 115.5 I 95.0 227 05/01/01 26+60 FSG 15.4 115.2 V 95.6 228 24+25 FSG 14.8 114.5 V 95.0 229 23+90 FSG 15.6 115.4 V 95.7 230 22+72 FSG 14.2 117.7 III 96.4 231 22+30 FSG 12.2 117.2 111 96.0 232 20+96 FSG 13.8 115.8 I 95.3 233 21+20 FSG 13.4 115.9 I 95.3 234 20+10 FSG 15.2 116.7 I 96.0 235 19+80 FSG 14.7 115.6 1 95.1 236 05/03/01 30+56 FGB 05.8 132.0 )UV 95.0 237 30+00 FGB 07.4 132.4 XIV 95.2 238 28+30 FGB 06.2 132.1 XIV 95.0 239 28+00 FGB 07.0 132.3 )UV 95.1 240 26+50 FGB 06.2 135.9 XIV 97.7 241 26+00 FGB 06.3 133.0 )UV 95.6 242 24+50 FGB 05.9 132.7 )UV 95.4 243 24+25 FGB 05.7 132.8 XIV 95.5 244 22+75 FGB 05.5 132.3 XIV 95.1 245 22+35 FGB 05.7 135.1 )UV 97.1 246 20+72 FGB 06.4 132.6 X1V 95.3 247 20+50 FGB 05.9 133.0 )UV 95.6 248 05/31/01 12+69 FSG 17.6 120.3 111 98.6 249 12+87 FSG 17.6 118.4 III 97.0 250 13+00 FSG 14.4 116.1 V 96.3 251 13+85 FSG 16.7 115.9 111 95.0 252 14+05 FSG 13.6 117.9 III 96.6 253 14+85 FSG 15.2 117.4 I 96.5 254 15+10 FSG 12.7 118.0 I 97.1 REMARKS: See Page 5 PROJECT NO. CE -5328 PLATE NO. ONE (page 3) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS Test # Date Horizontal Vertical Field Moisture Dry Density Soil I Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 255 05/31/01 15+00 FSG 13.7 117.8 I 96.9 256 16+60 FSG 15.0 117.6 I 96.7 257 17+00 FSG 17.4 119.2 III 97.7 258 17+25 FSG 15.5 116.2 III 95.2 259 18+00 FSG 19.9 117.2 III 96.0 260 18+60 FSG 16.5 116.5 III 95.4 261 19+00 FSG 14.0 116.2 III 95.2 262 19+30 FSG 15.7 117.9 III 96.6 263 06/04/01 12+80 FGB 05.6 133.5 XIV 96.0 264 13+00 FGB 06.2 134.5 XIV 96.7 265 13+75 FGB 06.3 132.9 XIV 95.6 266 14+50 FGB 06.4 134.0 XIV 96.4 267 15+05 FGB 05.4 132.8 XIV 95.5 268 16+00 FGB 05.8 135.7 XIV 97.6 269 16+70 FGB 06.5 137.7 XIV 95.4 270 17+50 FGB 07.6 132.6 XIV 95.3 271 18+10 FGB 06.1 134.7 XIV 96.9 272 19+00 FGB 07.3 132.7 XIV 95.4 273 19+25 FGB 07.4 133.1 XIV 95.7 274 06/22/01 13+10 FSG 14.0 117.1 VI 95.5 275 10+85 FSG 12.2 120.6 VI 98.4 276 10+69 FSG 14.3 117.6 VI 96.0 277 12+63 FSG 13.7 118.2 VI 96.4 278 12+98 FSG 11.2 120.3 VI 98.2 279 12+74 FSG 13.8 117.6 VI 96.0 280 10+70 FSG 13.5 117.0 VI 95.5 281 10+80 FSG 14.3 116.7 VI 95.2 282 06/26/01 12+56 FGB 06.5 135.6 XIV 97.5 283 10+70 FGB 06.3 136.1 XIV 97.9 284 10+80 FGB 06.3 137.9 XIV 99.2 285 12+86 FGB 04.7 134.1 XIV 96.4 286 08/01/01 30+80 FGB 05.5 137.8 XIV 99.1 287 28+20 FGB 05.4 132.6 XIV 95.3 288 26+40 FGB 05.3 136.4 XIV 98.1 289 24+50 FGB 05.2 135.6 XIV 97.5 290 22+50 FGB 05.3 134.8 XIV 96.9 REMARKS: See Page 5 PROJECT NO. CE -5328 PLATE NO. ONE (page 4) • NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 291 08/01/01 20+40 FGB 05.3 133.8 XIV 96.2 292 18+00 FGB 05.4 133.3 )UV 95.8 293 16+00 FGB 05.7 132.3 X1V 95.1 294 14+10 FGB 05.4 132.1 )UV 95.0 295 12+60 FGB 05.8 132.3 XIV 95.1 296 08/08/01 See FSG 13.8 122.7 XV 95.6 297 Remarks FSG 16.5 124.0 XV 96.6 298 FGB 05.8 132.8 )UV 97.9 299 FGB 05.3 133.0 XIV 97.9 REMARKS: Test No.'s 1 thru 143 presented in our previously submitted report RFG = Rough Finish Grade RSG = Rough Sub Grade FSG = Finish Sub Grade FGB = Finish Grade Base PZ = Pipe Zone Test No.'s 144 thru 160, 164, 167, 168, 171 & 172 taken on water main pipe zone sand bedding on Wildflower Valley Drive, 90% required Test No.'s 161 thru 163, 165, 166, 169, 170, 173 & 176 taken on native backfill over water main on Wildflower Valley Drive, 90 1 /6 required Test No.'s 177 thru 197, 210 thru 216 taken on sewer main backfill along sewer easement running parallel to Wildflower Valley Drive, 90% required Test No.'s 198 and 199 taken on flood control storm box backfills, 90% required Test No. 200 taken on water service within Lone Jack Road, 90% required Test No.'s 201 thru 209 taken on retaining wall backfills along sewer easement along Wildflower Valley Drive, 90% required Test No.'s 217, 218, 220, 221, 223, 225, 229, 230, 232, 234, 248, 250, 251, 153, 254, 256, 258, 260, 261, 276, 277, 279 & 280 taken on curb & gutter finish subgrade along Wildflower Valley Dr, 95% Test No.'s 219, 222, 224, 226, 227, 228, 231, 233, 235, 249, 252, 255, 257 259, 262, 274, 275, 278 and 281 taken on main road finish subgrade along Wildflower Valley Drive, 95% required Test No.'s 236 thru 247, 263 thru 273, 282 thru 285 taken on curb & gutter finish grade base along Wildflower Valley Drive, 95% required Test No.'s 286 thru 295 taken on main road finish grade base on Wildflower Valley Dr., 95% required Test No.'s 296 and 297 taken on finish subgrade sewer tie -in on Lone Jack Road, 95% required Test No.'s 298 and 299 taken on finish grade base sewer tie-in on Lone Jack Road, 95% required *Test No. 170 is a retest of Test No. 161 *Test No. 173 is a retest of Test No. 162 *Test No. 182 is a retest of Test No. 180 *Test No. 183 is a retest of Test No. 181 PROJECT NO. CE -5328 PLATE NO. ONE (page 5) • NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOISTUREIMAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE (LB. CU. FT) (% DRY WT) Brown Red Silty Clay I 121.5 14.5 Light Grey Clayey Sand II 119.6 13.1 Orange Brown Sandy Clay III 122.0 13.2 Orange Tan Silty Clayey Sand V 120.5 13.0 Tan Brown Silty Clayey Sand (Import) VI 122.5 12.2 White Beige Sand (Import) XIII 126.5 09.8 Grey Gravelly Silty Sand (Class II Base) XIV 139.0 06.3 Orange Brown Silt Clayey Sand XV 128.3 10.1 PROJECT NO. CE -5328 PLATE NO. ONE (page 6) NORTH COUNTY • COMPACTION ENGINEERING, INC. July 19, 1999 Project No. CE -5328 Al Mayo 2450 White Rd. Irvine, CA 92614 Subject: Report of Soil Compaction Private Driveway, Road Fill Soils Wildflower Estates (Ranch) Olivenhain, California Parcel 4 PM# 12666 APN 264- 270 -4, 9, and 10 References: 1.) "Preliminary Soils Investigation" prepared by North County Compaction Engineering, Inc., dated December 26, 1996 2.) "Report of Soil Compaction, Box Culvert Subgrade Soils" prepared by North County Compaction Engineering, Inc., dated December 17, 1998 Dear Mr. Mayo: In response to your request, we are sending herewith results of laboratory and compaction tests performed on private driveway fill soils at the subject project. Fill soils were placed, watered and compacted in accordance with reference No. 1. Test results indicate fill soils were compacted to a minimum of ninety percent (90 %). A tabulation of test results and their vertical and horizontal locations are presented on attached :Plate No. One. All station numbers presented herewith are in direct correlation to the project grading plans prepared by San Dieguito Engineering, Inc. P. O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480 -1116 FAX (760)741 -6568 NORTH COUNTY COMPACTION* 0 ENGINEERING, INC. Project No. CE -5328 Page 2 If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, North County COMPACTION ENGINEERING, INC. Q Q,OF E S S/n �X No. 713 y rn .9/30/01 v Ronald K. Adams Dale R. Reg President Registered Ci ` Geotechnical En RKA:paj cc: (3) submitted P.O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480 -1116 FAX (760)741 -6568 NORTH COUNTY COMPACTION* ENGINEERING, INC. TABULATION OF TEST RESULTS Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 1 11/30/98 11+50 102.0 14.7 118.5 I11 97.1 2 11 11+52 104.0 15.4 116.7 III 95.6 3 12/01/98 13+80 114.0 13.7 114.9 III 94.1 4 13+31 116.0 12.7 109.9 III 90.0 5 12 +90 108.0 14.2 112.2 III 91.9 6 13 +00 110.0 13.9 112.0 III 91.8 7 12/02/98 13+40 118.0 13.5 117.4 III 96.2 8 11 13+20 112.0 14.9 117.1 III 95.9 9 13 +10 114.0 15.2 120.4 III 98.6 10 13 +30 116.0 14.1 115.7 III 94.8 11 12/04/98 12+55 104.0 12.9 115.8 III 94.9 12 12+70 106.0 12.7 113.7 III 93.1 13 12+39 102.0 16.2 114.4 III 93.7 14 13 +55 120.0 13.1 110.7 III 90.7 15 12/07/98 10+71 112.0 16.7 118.7 III 97.2 16 10+79 114.0 14.6 111.7 III 91.5 17 10 +62 116.0 10.0 111.1 III 91.1 18 12/08/99 10+87 107.5 13.5 112.9 11I 92.5 17 10+64 110.0 12.9 112.7 III 92.3 20 10+31 114.0 13.3 113.9 III 93.3 21 12/09/98 10+65 116.0 14.7 115.9 III 95.0 22 10 +41 118.0 16.1 115.0 IIl 94.2 23 10+89 120.0 17.4 115.7 III 94.8 24 10+84 122.0 15.7 111.3 III 91.2 25 12/16/98 11+29 102.2 RSG 15.7 118.7 III 97.2 26 11 11+29 102.9 RSG 15.9 115.3 III 94.5 27 12/22/98 21+00 114.5 15.3 117.4 III 96.2 28 cl 20+95 116.5 16.2 113.7 III 93.2 29 12/28/98 13+62 127.0 17.6 109.4 IV 95.9 30 23+60 129.0 18.3 111.6 IV 97.8 31 22+88 125.0 17.7 109.2 IV 95.7 32 22+90 127.0 17.9 110.8 IV 97.1 33 12/30/98 24+00 131.0 17.0 108.5 IV 95.1 34 11 23+96 133.0 17.2 106.8 IV 93.6 35 12/31/98 20+90 118.0 16.4 109.1 IV 95.7 36 20+79 120.0 17.9 106.6 IV 93.5 37 30+28 182.0 15.1 112.9 V 93.6 38 30+44 184.0 16.0 110.6 V 91.7 REMARKS: RSG = Rough SubGrade PROJECT NO. CE -5328 PLATE NO. ONE NORTH COUNTY COMPACTION* ENGINEERING, INC. TABULATION OF TEST RESULTS Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 39 01/04/99 30+50 186.0 18.1 110.6 V 91.7 40 11 30+00 188.0 15.4 111.6 V 92.6 41 01/06/99 29+15 192.0 15.4 109.4 V 90.7 42 11 29+71 194.0 16.3 111.6 V 92.6 43 01/07/99 30+61 196.0 13.9 111.9 V 92.8 44 30+64 198.0 14.8 110.6 V 91.7 45 30+47 198.0 13.7 110.7 V 91.8 46 01/11/99 30+55 194.0 15.4 109.5 V 90.8 47 11 30+31 192.0 17.2 109.3 V 90.7 48 02/23/99 11+94 108.0 14.7 118.3 III 96.9 49 11 12+07 110.0 15.4 119.7 I1I 98.1 50 02/24/99 11+90 112.0 12.6 119.8 VI 97.7 51 11+92 114.0 10.4 120.4 VI 98.2 52 11 +82 112.5 12.3 118.8 VI 96.9 53 11 +88 114.5 12.4 121.7 VI 99.3 54 11+97 115.0 11.0 119.4 VI 97.4 55 02/25/99 12+15 114.0 12.0 120.0 VI 97.9 56 12+30 115.0 11.7 118.2 VI 96.4 57 12+44 115.0 10.5 119.5 VI 97.5 58 03/16/99 11+50 116.0 16.9 112.7 VI 92.0 59 11 +53 117.0 14.4 113.3 VI 92.4 60 11+62 116.0 16.8 110.8 VI 90.4 61 04/01/99 11 +30 108.0 13.8 121.2 VI 98.9 62 11 +27 110.0 14.3 119.7 VI 97.7 63 11+37 110.5 11.7 119.0 VI 97.1 64 04/02/99 13+10 112.0 18.8 106.1 VII 91.0 65 13+22 114.0 17.6 107.7 VII 92.4 66 11 +23 112.5 16.8 106.9 VII 91.7 67 11 +25 114.5 18.8 105.4 VII 90.4 68 05/03/99 13+00 115.0 17.8 108.0 VIII 91.9 69 12+80 115.0 14.8 106.2 VIII 90.3 70 12+75 116.0 14.4 108.8 VIII 92.5 71 05/04/99 11+00 115.0 17.6 106.7 VIII 90.8 72 11+10 117.0 19.9 105.9 VIII 90.1 73 10+93 117.0 15.2 109.6 IX 90.5 74 10+90 118.0 16.3 109.4 IX 90.4 75 13+32 117.0 19.7 106.2 VIII 90.3 76 13+28 119.0 19.0 106.8 VIII 90.8 PROJECT NO. CE -5328 PLATE NO. ONE -A NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 77 05/06/99 23+50 128.0 10.3 109.6 X 91.3 78 23+54 130.0 09.8 110.4 X 92.0 79 21+70 123.0 11.3 115.6 X 96.3 80 12+90 118.0 16.8 112.9 IX 93.0 81 13+10 120.0 12.7 115.0 IX 95.0 82 10+47 116.0 15.0 120.6 1 99.2 83 10+52 118.0 16.3 117.4 I 96.6 84 10+50 119.0 15.6 118.9 1 97.8 85 13+00 120.0 13.4 117.7 IX 97.2 86 05/10/99 23+55 232.0 15.3 118.6 1 97.6 87 23+48 234.0 12.7 120.4 I 99.0 88 23+00 227.0 12.3 117.3 X 97.7 89 22+97 229.0 14.0 119.4 X 99.5 90 22+62 228.0 14.0 118.4 X 98.6 91 05/11/99 12+50 118.0 16.9 115.8 I 95.3 92 12+47 119.0 15.1 116.4 I 95.8 93 11 +50 120.0 15.7 109.9 IX 90.8 94 11 +53 122.0 14.3 112.6 IX 93.0 95 05/25/99 19+60 116.0 14.5 113.6 I 93.4 96 11 19+70 118.0 14.7 112.4 1 92.5 97 05/26/99 19+77 120.0 14.1 116.6 II 97.4 98 19+79 121.5 14.2 118.7 II 99.2 99 19+82 120.5 15.9 117.1 II 97.9 100 18+40 118.0 14.6 116.5 III 95.4 101 18+42 119.0 15.7 114.6 III 93.9 102 18+85 120.0 15.1 115.4 III 94.5 103 18+88 122.0 13.7 113.9 III 933 104 05/27/99 23+00 132.0 15.8 116.4 I 95.8 105 22+75 130.0 16.3 112.8 1 92.8 106 22+00 127.0 17.1 113.7 I 93.5 107 20+20 124.0 14.4 115.8 I 95.3 108 17+50 115.0 14.0 113.4 1 93.3 109 17+52 117.0 16.2 112.1 I 92.2 110 06/08/99 23+77 136.0 12.7 115.3 XI 95.6 111 24+10 137.5 13.2 112.0 Xl 92.9 112 24+15 139.5 11.4 111.7 XI 92.6 113 06/16/99 13+ 15 117.5 13.9 112.0 Xl 92.9 114 13+10 119.0 14.7 113.2 XI 93.9 115 11+47 124.0 16.3 113.8 XI 94.4 116 11+36 122.0 16.4 111.6 XI 92.6 PROJECT NO. CE -5328 PLATE NO. ONE -B NORTH COUNTY • COMPACTION* ENGINEERING, INC. TABULATION OF TEST RESULTS Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 117 06/16/99 11 +38 124.0 14.4 109.9 V 91.2 118 10 +43 121.5 15.2 110.5 V 91.7 119 10+37 123.5 16.5 111.5 XI 92.5 120 10+30 124.5 15.3 109.7 XI 91.0 121 10+27 126.5 15.1 112.0 XI 92.9 122 06/16/99 12+00 122.5 13.8 114.0 XI 94.6 123 11 12+05 124.5 16.7 111.7 XI 92.6 124 06/17/99 10+10 127.0 15.6 114.8 X1I 91.1 125 10+12 128.0 14.9 116.6 XII 92.5 126 11 +30 125.5 14.8 115.8 X1I 91.9 127 11+52 125.0 12.6 114.7 XI 95.1 128 10+50 128.5 13.9 118.6 XI 98.4 129 10+48 129.5 14.7 115.4 XI 95.7 130 06/18/99 15+30 115.0 11.8 113.7 XII 90.2 131 15+32 116.5 13.2 115.3 XII 92.2 132 17+10 118.5 15.6 114.2 XII 90.6 133 23+25 134.0 14.2 113.8 XII 90.3 134 23+23 133.0 17.7 118.4 X1I 93.9 135 06/24/99 11+80 RSG 13.0 115.4 XII 91.5 136 12+70 RSG 10.7 113.6 X1I 90.1 137 15+50 RSG 11.0 114.2 XII 90.6 138 18+00 RSG 14.8 115.7 XII 91.8 139 07/12/99 20+20 RSG 09.6 108.8 V 90.2 140 21+75 RSG 13.0 110.4 V 91.6 141 23+50 RSG 10.3 110.7 V 91.8 142 26+30 RSG 11.6 112.0 IV 98.2 143 29+00 RSG 08.6 110.7 IV 97.1 REMARKS: RSG = Rough SubGrade PROJECT NO. CE -5328 PLATE NO. ONE -C NORTH COUNTY • COMPACTION* ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOISTUREIMAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE (LB. CU. FT) (% DRY MM Brown Red Silty-Clay I 121.5 14.5 Light Grey Clayey -Sand II 119.6 13.1 Orange Brown Sandy -Clay III 122.0 13.2 Light Brown Silty Sandy -Clay IV 114.0 16.3 Orange Tan Silty Clayey -Sand V 120.5 13.0 Tan Brown Silty Clayey -Sand (Import) VI 122.5 12.2 White Tan Silty Clayey -Sand (Import) VII 116.5 14.5 Olive Grey Silty Clayey -Sand (Import) VIII 117.5 14.0 Grey Tan Brown Silty-Sand with Binder (Import) IX 121.0 12.3 Yellow Tan Silty-Sand (Import) X 120.0 12.6 Light Brown Silty Clayey. Sand XI 120.5 12.7 Beige Tan Silty-Sand XII 126.0 11.8 PROJECT NO. CE -5328 PLATE NO. ONE -D NORTH COUNTY COMPACTION ENGINEERING, INC. December 17, 1998 Project No. CE -5328 Al Mayo 2450 White Rd. Irvine, CA 92614 Subject: Report of Soil Compaction Box Culvert Subgrade Soils Private Driveway, STA# 11 + 29 Wildflower Estates Olivenhain, California APN #264- 2704, 9 and 10 Dear Mr. Mayo: Per the request of the City of Encinitas, we are providing herewith laboratory and compaction test performed on box culvert subgrade soils at the subject site. Briefly, our test results indicate box culvert subgrade soils were compacted to a minimum of ninety percent (90 %). During grading, the existing streambed was temporarily re- routed to the east of the area to receive the proposed box culvert. Loose alluvial soils within the area to receive the culvert were removed to dense formational soils and brought back to subgrade with compacted fill soil. It is our understanding, a minimum of 6 inches of minus 3/4 inch crushed rock will be placed over compacted subgrade soils to provide an adequate bedding for the proposed box culvert. P. O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480 -1116 FAX (760)741 -6568 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE -5328 Page 2 A tabulation of test results is presented on attached Plate No. 1 entitled Tabulation of Test Results. If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, North County COMPACTION ENGINEERING, INC. Ronald K. Adams Dale Regli President Registered Civ n ot& Geotechnical En RKA:paj cc: (3) submitted NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 25 12/16/98 11 + 29 RSG 102 15.7 118.7 III 97.3 26 11 11+29 RSG 102 15.9 115.3 III 94.5 REMARKS: RSG = Rough SubGrade Test No.'s 1 thru 24 were taken in other areas of the proposed driveway and will be submitted in a future report. Test No.'s 25 and 26 taken on box culvert subgrade soils. OPTIMUM MOISTUREIMAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE (LB. CU. FT) (% DRY LAM Orange Brown Sandy Clay III 122.0 13.2 PROJECT NO. CE -5328 PLATE NO. ONE I I I I I L I I HYDROLOGIC/HYDRAULIC STUDY CITY OF ENCINITAS GRADING PLAN 4568G is I PREPARED BY: SAN DIEGUITO ENGINEERING 4407 MANCHESTER AVENUE, SUITE 105 ENCINITAS, CA 92024 I April 7, 2000 I I I A R I O M M ENGINEERIr:G S�:RVICES CITY OF ENCINITAS I� IIIIE-1k R SAN DIEGUITO ENGINEERING, INC. ENGINEERS PLANNERS SURVEYORS Ivan R. Fox, P.E. Barry L. Munson, P.E. April 7, 2000 Gordon L. McElroy, P.L.S. Laurie Simon, Principal Planner of Encinitas Engineering Department CIVIL ENGINEERING 505 S. Vulcan Engineering Studies Encinitas, CA 92024 Site Development Analysis Grading Plans Subject: Supplemental Hydrologic/Hydraulic Study Improvement Plans Drainage Plans Sewer/Water Line Plans Reference: 4568G H yd rol ogy/Hydrau I ies Construction Administration Pavement Rehabilitation Gentlemen; Forensic Engineering LAND PLANNING As part of the plan check requirements for the referenced grading plan, we have Pre - Acquisition Analysis prepared a revised Hydrologic/Hydraulic study of the subject site. Our study Land Use Consultation consisted of reviewing previous studies performed for the site, and performing Environmental Analysis hydrologic and hydraulic calculations. This report is supplemental to the previous Government Relations study performed by San Dieguito Engineering, Inc. dated January 8, 1997 as part of land Division Tentative Maps the original grading plan (4568G) submitted to your office at that time and has been Major Use Permits included in the appendix. In addition, this report reflects revisions made as part of Specific Plans the proposed construction change to 4568G. Rezoning Variances Administrative Permits HYDROLOGY Annexations Boundary Adjustments Hydrologic calculations were performed using the Rational Method outlined in the LAND SURVEYING San Diego County Hydrology Manual (see Hydrology Calculations Worksheet). Property Surveys Also included are the hydrologic calculations from our previous study (see Topographical Surveys appendix). Some of the hydrologic areas have been revised to account for the Construction Staking Records of Survey proposed construction change and have been noted as "revised" on the hydrologic Legal Descriptions summary worksheet. Subdivision Maps Easements 7� T (� Height Certifications HYDRAULICS Cadastral Surveys Phologrammelric Surveys Hydraulic calculations were performed using Haestad Methods, Inc. F1owMastere v6.0 and standard hydraulic calculation procedures for headwater calculations. The 26" RCP and modified type "F" catch basin at station 15 +24.87 at the upper end of storm drain "A" is to be abandoned per this construction change. The flows previously proposed to enter this catch basin have been accounted for by proposing a D -75 type "B" gunite ditch along the northern boundary of parcel 4, PM 12666 to capture 18.9 cfs generated from area "H offsite." The minimum depth is to be 1.5 ft. The discharge of 5.12 cfs generated from area "H left soil" is to be routed through an (760) 753 -5525 • FAX (760) 943 -8236 4407 Manchester Avenue • Suite 105 • Encinitas, California 92024 I earthen swale and taken to the street through a D -75 gunite ditch and D -22 down • dram. The swale is to be graded at 1.0% to CL station 13 +00 with side slopes of 4:1 and 50:1, respectively. From station 13 +00, transition swale to 4:1 and 20:1 side slopes at 1.5 %. The earthen swale will tie into the gunite ditch at station 12 +46.88. The gunite ditch will transition to a D -22 down drain to carry the flow onto the i street. The velocity calculated within the swale above station 13 +00 is 1.8 fps. A manning n value of 0.025 was used based on soil classification CL (inorganic clay) from the soils report. The permissible velocity for this soil classification is 3.75 fps (Chow, 1959). Below station 13 +00 the velocity s 2.52 y � fps using the same manning n value. If you have any questions or comments, please do not hesitate to contact our office. Sincerely, i V t NC 3144 Ivan R. Fox, RCE No. 38144 EXP 03 -31 -01 i i i i I j I_ j � F k SAN DIEGUIM ENGINEERING, INC. ENGINEERS PLANNERS SURVEYORS Ivan R Fox, P.E. Barr L. Munson, P.E. March 2, 2000 Gordon L. McElroy, P.L.S. Laurie Simon, Principal Planner of Encinitas Engineering Department CIVIL ENGINEERING 505 S. Vulcan Engineering Studies Encinitas, CA 92024 I Site Development Analysis Grading Plans Subject: Revised Hydrologic/Hydraulic Study lmpmvtnwnt Plans Drainage Plans Sewer/Water Line Plans Reference: 4568G Hydroiogy/Hydraulies Construction Administration Pavement Rehabilitation Gentlemen; Forensic Engineering LAND PLANNING As part of the plan check requirements for the referenced grading plan, we have prepared a revised Hydrologic/Hydraulic study of the subject site. Our study Pre - Acquisition Analysis Land Use Consultation consisted of reviewing previous studies performed for the site, and performing Environmental Analysis hydrologic and hydraulic calculations. This report is supplemental to the previous i Government Relations study performed by San Dieguito Engineering, Inc. dated January 8, 1997 as part of Land Division Tentative Map, the original grading plan (4568G) submitted to your office at that time and has been Major Use Permits included in the appendix. In addition, this report reflects revisions made as part of Specific Plans the proposed construction change to 4568G. Rezoning variances Administrative Permits Annexations HYDROLOGY Boundary Adjustments LAND SURVEYING Hydrologic calculations were performed using the Rational Method outlined in the Property Surveys San Diego County Hydrology Manual (see Hydrology Calculations Worksheet). Topographical Surveys Also included are the hydrologic calculations from our previous study (see Construction Staking Records of Survey appendix). Some of the hydrologic areas have been revised to account for the Le Descriptions proposed construction change and have been noted and "revised" on the hydrologic Subdivision Maps summary worksheet. Easements Height Certifications Cadastral Surveys PhotogrammetricSurveys HYDRAULICS I Hydraulic calculations were performed using Haestad Methods, Inc. FlowMaster® v6.0 and standard hydraulic calculation procedures for headwater calculations. The 26" RCP and modified type "F" catch basin at station 15 +24.87 at the upper end of storm drain "A" is to be abandoned per the construction change. The flows • previously proposed to enter this catch basin have been accounted for by proposing a u:\ I dwkngineeringW224_rU cuer\h& hltr2.wpd (760) 753 -5525 • FAx (760) 943 -8236 4407 Manchester Avenue • Suite 105 • Encinitas. California 92024 I D -75 type "B" gunite ditch along the northern boundary of parcel 4, PM 12666 to capture 18.9 cfs generated from area "H offsite ". The minimum depth is to be 1.5 ft. The discharge of 5.12 cfs generated from area "H left soil" is to routed through an earthen swale and taken to the street through a D -75 brow ditch and a D -22 down drain. The swale is to be graded at 1% with side slopes of 4:1 and 50:1, respectively. The velocity calculated through this earthen swale is 1.6 fps using a manning n value of 0.03 for clean channels. If you have any questions or comments, please do not hesitate to contact our office. Sincerely, Ivan R. Fox, P.E. NO. M144 i 1 iR President 1 EXP. u :\Idea\en&mmgW224_F\kuerY%&hhr2 wpd HYDROLOGY c co v 0 c U c Z a LLI c_ 0 n n n n n n n n n n m U v v v v v v v v v v 0 m W c U •c Q H I-OMw0mN� �O � O U , E r�ccq�ncyao� w v,o a� •- ocovui o� ca w Cl) to P- O O d t } coo ao Q to 0 u") LO LO 3 m 2 z a Z c 00000000 00 0 c H '- 00000000 Un � ) to o � O U) IL y ? 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IL6 Sx — 'YYJQ v ~ L HYDROLOGY PROJECT NAME: MAYO PROJECT NUMBER: 4224.00 COMMENT: Dwg No 4568 G COORD: N33-03 E117 -12 -30 100 YEAR STORM P6 (in): 3.00 P611 0.59 P24 (in): 5.10 ADJUSTED P6: 3.00 SOIL TYPES SmE <HYDRO SOIL GROUP> D RUNOFF COEFF - C 0.45 rural lots > 12 acre Ecf[] WATERSHE EVENT AREA AREA C Tc I S Q DESIGNATIO ear Ac min i h cfs A -D <1> 100 15567473 357.38 0.45 29.0 2.54 409.06 F <2> 100 408019 9.37 0.45 30.0 2.49 410.70 <3> F left AC east 100 2350 0.05 0.45 10.0 5.05 0.12 F left soil west 100 12010 0.28 0.45 10.0 5.05 0.63 F left AC west 100 5570 0.13 0.45 10.0 5.05 0.29 F right soil 100 46433 1.07 0.45 10.0 5.05 2.42 F right AC 100 16180 0.37 0.45 10.0 5.05 0.84 G 1 offsite 100 67225 1.54 0.45 10.0 5.05 3.51 G2 offsite 100 31450 0.72 0.45 10.0 5.05 1.64 G3 offsite 100 194843 4.47 0.45 10.0 5.05 10.17 G left soil 100 5410 0.12 0.45 10.0 5.05 0.28 G left AC 100 7930 0.18 0.90 10.0 5.05 0.83 G right soil 100 1158 0.03 0.45 10.0 5.05 0.06 G right AC 100 1523 0.03 0.90 10.0 5.05 0.16 16.66 H offsite 100 475795 10.92 0.45 10.0 5.05 24.84 H left soil 100 18030 0.41 0.90 10.0 5.05 1.88 H left AC 100 15630 0.36 0.90 10.0 5.05 1.63 H right soil 100 10100 0.23 0.90 10.0 5.05 1.05 H right AC 100 16650 0.38 0.90 10.0 5.05 1.74 31.15 <1> See Hydraulic Analysis for TM 88 -183, City of Encinitas, prepared by San Dieguito Engineering, Inc., dated March 18, 1991 and April 23, 1991. <2> Q for watershed F includes area for watersheds A -D & F, and routing of flow through existing natural channel (1 minute). <3> Includes "F left areas" • STORM DRAINS v'yN� `�a�c x o�,_s <� < OO� ° ago - -- `ova a. L) OVs n m W U -W Cl 5e�p • FOO zm � W OW p Z OO Z < O F 8 '•N U3 (A �=oi3v m W� LLj L.J2 N ~t7. CL QQY •CyFJ�� e U'W2 OO Z 4� W W� Q U 3 L JW U W Wmyl V �WWW JG� -'d2� WZ CY 11 --WSKWw WOWK U -13 dcLL LO'tZ+fi t l'J. 1 h 06'60+5 Y1S 3dld -r �' – ' — vi - mm .. dLl $ L"Z+rat -M 10 0M4+ NIS 3dld \ L4'Lt t W13 d0L ` A. ` in ' I = x� • i g ' . of i n I cn 1 I I CIO � g Storm Drain "A" 30" RCP, Downstream HW Calculation For full flow pipe Equation used: HW = HW dl , + ( 1 +1(, + 29n 12g Pipe Diameter = 30 inches Manning "n" = 0.013 Pipe Area = 4.91 ft' Pipe hydraulic radius = 0.625 ft Discharge = 9.54 cfs Velocity = 1.94 fps Pipe Length = 346.92 ft HL = 0.27 ft Friction Loss K. = 0.5 Velocity Head Loss (y/n) y HW = 108.40 ft HW = 108.67 ft Storm Drain "A ", 30" RCP Upstream - Normal Worksheet for Circular Channel Project Description Worksheet Storm Drain W, 30' RCP Upstream - Normal . Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 SkVe 0.025000 ft/ft Diameter 30 in Discharge 6.7 ds R Depth 0.54 ft Flow Area 0.8 ft= Wetted Perimeter 2.43 ft Top Width 2.06 ft Critical Depth 0.86 It Percent Full 21.8 % Critical Slope 0.004156 ftnt Velocity 8.55 Ws Velocity Head 1,14 ft Specific Energy 1.68 ft Froude Number 2,44 Maximum Discharg 69.76 cis Discharge Full 64.85 cis Slope Full 0.000271 ft/ft Flow Type Supercritic Project Engineer. San Dieguito Engineering u:kldatalengineering%4224 M&h%4224hyd.fm2 San DIOguito Engineering FiowMasterv6.0 i614ej 01127/00 10:11:22 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203} 755 -1666 Page 1 of 1 Storm Drain "A ", 30" RCP Upstream - Critical Worksheet for Circular Channel Project Descrip Worksheet Storm Drain W. 30" RCP Upstream - Critical Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Slope 0.004156 ft/ft Diameter 30 M Discharge 6.75 cis Results Depth 0.86 It Flow Area 1.5 ft' Wetted Perimeter 3.14 ft Top Width 2.38 ft Critical Depth 0.86 ft Percent Full 34.5 % Critical Slope 0.004156 ft/ft Velocity 4.50 ft/s Velocity Head 0.32 ft Specific Energy 1.18 ft Froude Number 1.00 Maximum Discharg 28.44 ds Discharge Full 26.44 cts Slope Full 0.000271 ft/ft Flow Type Subcritical A*= /.36 �'r �S,!e i}r TaG l, ed Sl�eeT ��� ►vv - X09.00 + 1 33 = / /D, 33 Project Engineer. San Dieguito Engineering u:%IdataWngineering%4224 r\hdhx4224hyd.fm2 San Diaguito Engineering FlowMaster v6.0 1614e] 01127/00 10:02:34 AM 0 Haested Methods. Inc. 37 Brookside Road Waterbury. CT 06708 USA (203) 755 -1666 Page 1 of 1 Storm Drain "A" 30" RCP, Upstream HW Calculation For partial full flow pipe Equation used: HW = Y, + (1 +1(,)V /2g Critical Depth Y, = 0.86 ft. Critical Velocity V, = 4.5 Mis Friction Loss K, = 0.5 Velocity Head Loss (yin) y ' =1.33 ft. z Z MM 1 I — , tn Ir "I Go : V �mv; UC-4 ±g C4N+ m II a~ q a� I W t � & LU -rrN }}.. ---� ����•z F- O�O.V O�a.0 MIN ++ r I C) — — co mIWN !, PROPOSED GRADE O CENTMUNG OF W L STORM DRAIN I W FL ��'- acs WINDO =123.92 HGLioo- 120.7' I 120 HGLioo- 119.4' HGLtoo- 117.7' T1N_ 115.1_ , `.117.72 FL 3 3 LF OF =18" 18" RCP 5 -D) Qloop- 11'.8 cfs CL III 1350 -D So =0.0100 Vlocrg6.6 f/s So =0.0093 Qlw - 13.0 cfs 113.00 FL Qtoo=14.4 cfs V� 7.4 f/s Vtooa 8.2 f/s 113.50 FL 114.46 FL 110 - • 1 +00 2 +00 113.83 FL 114.13 FL STORM DRAIN PROFILE NOT TO SCALE Storm Drain "B" 18" RCP Downstream HW Calculation For full flow pipe Equation used: HW = HW + ( 1 +K, + 29n 12g Pipe Diameter = 18 inches Manning "n" = 0.013 Pipe Area = 1.77 ft Pipe hydraulic radius = 0.375 ft Discharge = 14.40 afs Velocity = 8.15 fps Pipe Length = 54 ft HL = 2.56 ft Friction Loss K, = 0.5 Velocity Head Loss (yin) y HWd, = 115.10 ft HW = 117.66 ft • Storm Drain "B" 18" RCP Upstream HW Calculation For full flow pipe Equation used: HW Ws = HWdrs + (1 +K + 29n 2 UR 4 ")V 2 12g Pipe Diameter = 18 inches Manning "n" = 0.013 Pipe Area = 1.77 ft' Pipe hydraulic radius = 0.375 ft Discharge = 13.00 afs Velocity = 7.36 fps Pipe Length = 30 ft HL = 1.72 ft Friction Loss K. = 0.5 Velocity Head Loss (yin) y HW = 117.70 ft HW = 119.42 ft Storm Drain "B" 18" RCP, Upstream to F Box HW Calculation For full flow pipe Equation used: HW,�, = HWdjs + ( +K. + 29n Pipe Diameter = 18 inches Manning "n" = 0.013 Pipe Area = 1.77 ft Pipe hydraulic radius = 0.375 ft Discharge = 11.75 ds; Velocity = 6.65 fps Pipe Length = 18.12 ft HL = 1.26 ft Friction Loss K. = 0.5 Velocity Head Loss (yin) y HW = 119.42 ft HW 20.66 t----1 STORM DRAIN "B" CATCH BASIN TYPE F INLET AND GRATE INLET CALCULATIONS PROJECT NAME: MAYO PROJECT NUMBER: SDE 4224 REFERENCE: 4568G ENTRANCE LOSS C (sq edged) 0.62 GRATE LENGTH (ft) 3.11 INLET LENGTH (ft): L 3 GRATE WIDTH (ft): 1.75 INLET DEPTH (ft): D 0.62 PERIMETER (ft): 9.72 INLET AREA (ft): A 1.94 P / 2 (ft): 4.86 TOTAL AREA A(so: 6.44 A / 4 (ft): 1.36 F BOX WINDOW <> GRATE<2> TOTAL HEAD FROM HEAD FROM ORIFICE O HEAD WEIR ORIFICE VA TAL FLOWLINE C/L INLET FLOW ORIFICE OVER FLOW FLOW USED FLOW h Q 2 x Q GRATE <3> Q Q Q Q ft ft ) (cfs ) (cfs) (ft ) (cfs) (cfs) (cfs) (cfs 0.65 0.34 5.59 11.17 0.70 0.39 5.99 11.98 0.75 0.44 6.37 12.73 0.80 0.49 6.72 13.44 0.85 0.54 7.06 14.12 0.90 0.59 7.38 14.77 0.95 0.64 7.69 15.38 1.00 0.69 7.99 15.98 0.00 0.00 15.98 1.05 0.74 8.28 16.55 0.05 0.16 0.16 16.71 1.10 0.79 8.55 17.10 0.10 0.46 0.46 17.57 1.15 0.84 8.82 17.64 0.15 0.85 0.85 18.49 1.20 0.89 9.08 18.16 0.20 1.30 1.30 19.47 1.25 0.94 9.33 18.67 0.25 1.82 1.82 20.49 1.30 0.99 9.58 19.16 0.30 2.40 2.40 21.56 1.35 1.04 9.82 19.64 0.35 3.02 3.02 22.66 1.40 1.09 10.05 20.11 0.40 3.69 1.85 1.85 21.96 1.45 1.14 10.28 20.57 0.45 4.40 2.21 2.21 22.77 1.501 1.191 10.511 21.011 0.501 5.151 2.581 2.581 23.60 NOTES <1> SINCE WINDOW IS NOT RECTANGULAR, THE FOLLOWING SIMPLIFICATIION IS USED: WINDOW AREA =1.93 sf WINDOW WIDTH = 3.00 ft AVG DEPTH= AREA / WIDTH =1.93 / 3.00 = 0.64 USE 0.62 CENTROID @ 0.33' FROM TOP OF OPENING = 0.70 FROM TOP OF BOX <2> PER BUREAU OF PUBLIC ROADS WEIR FLOW FOR H < = 0.4' ORIFICE FLOW FOR H >- 1.4' THE LESSER VALUE IS USED <3> HEIGHT FROM FLOWLINE TO TOP OF BOX =1.00' COMMENTS CALCULATED DISCHARGE AT CATCH BASIN = 11.8 CFS. THE "DOUBLE ORIFICE" COLUMN INDICATES CAPACITY TWO (2) WINDOWS WILL HANDLE W/ 0.70' HEAD. 'TOTAL FLOW" COLUMN INDICATES CAPACITY OF TWO (2) WINDOWS PLUS GRATE. THE MODIFIED CATHC BASIN WILL HANDLE A TOTAL FLOW OF 15.98 CFS WITH 0.00' HEAD OVER GRATE. • INLETS • Curb Inlet (B -1), station 19 +41,42 (right) Worksheet for Curb Inlet On Grade Proje Description Worksheet Curb Inlet, Wildflower Valley Rd. (G1• Type Curb Inlet On Grade Sohn For Efficiency Input Data Dischatge 1.37 ds slope 017000 ft0ft Gutter Width 3.50 It Gutter Cross Slope 062500 ftNt Road Cross Slope 020000 ftNt Manntngs Coeftkde 0.013 Curb Opening Lem 14.00 ft Local Depression 4.0 in Local Depression V 1.50 ft Results Effban y 1.00 Ittberoepte'Flow 1.37 ds Bypass Flow 0.00 ds spread 3.34 ft Depth 021 ft Flow Ares 0.3 ft' Gutter Depression 1.8 In Total Depression 5.8 in Velodity 3.93 f fs Equivalent Cross Slo; 157738 ffM Length Factor 1.69 Told Inbroeptlon Len 827 ft Notes: 0 -1.37 cfs from areas G right soil, G right, AC, and bypass flow 8e follows: O - 0.05 CIS - G right soil 0 -0.16 ds- GdghtAC 0 -1.15 d8 - bypass from D-22 Q station 20+27 Project Engineer. San Dieguito Engineering u:lldataler kowing%4224 r1h&h%224hyd2.fm2 San Dlegulto Engineering FW*Mamwve.0 [61401 01/28100 10:39:48 AM 0 Haseted Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) M -lase Page 1 of 1 Curb Inlet (B -1), station 19 +41.42 (left) Worksheet for Curb Inlet On Grade Project D escripti on Worksheet Curb Inlet, station 19+41.42 (left) Type Curb Inlet On Grade Solve For Efficiency I Data D *arge 124 ds Slope 0.017000 Wit Gutter Width 3.50 It Gutter Cross Slope 0.062500 tuft Road Cross Slope 0.020000 fuft Mannirgs Coeffkc*erht 0.013 Curb Opening Length 14.00 It Local Depression 4.0 in Local Depression WM 1.50 It Results Effbency 1.00 Intercepted Flow 124 Cis Bypass Flow 0.00 do Spread 322 It Depth 020 It Fbw Ares 0.3 M Gutter Depression 1.8 In Total Depression 5.8 in velocity 3.83 Ws Equivalent Cross Slope 0.157738 i1/ft Length Factor 1.76 Trial Interception Length 7. 93 ft Notes: 0.124 ds from auras G left soil. G left AC. and bypass flow from D-22 stabn 24 +75 as foltom: 0 = 026 ds. G left soil 0 = 0.83 da. G left AC 0 ■ 0.15 cis. bypass flow • Project Enghmm San Dieguito Engineering u:l1 datalsnpinssrehg44224 r%h&h%4224hyd2.fm2 San Dleguito Engineering FW*Mamw ve.0 (814e) 010M 11:50:58 AM O Haestad Methods, ino. 37 Brookside Road Waterbury. CT 0870E USA (203) 755-1869 Pape 1 of 1 Curb Inlet (type A), station 15 +24.92, left Worksheet for Curb Inlet In Sag Project Des Worksheet Curb Inlet (type A), station 15 +24.92, left Type Curb Inlet In Sag Solve For Spread Input Data Discharge 6.75 cfs Gutter Width 3.50 ft Gutter Cross Slope 0.062500 ft/ft Road Cross slope 0.020000 ft/ft Curb Opening Length 4.00 ft Opening Height 0.50 ft Curb Throat Type Horizontal Local Depression 0.3 in Local Depression Width 1.50 ft Res ults Spread 23.39 ft Throat Incline Angle 90.00 degrees Depth 0.64 ft Gutter Depression 1.8 in Total Depression 2.1 in Notes: Q = 6.75 ds from area H left soil Project Engineer. San Dieguito Engineering u:\ldatal engineering %4224_r%h&h14224hyd2.fm2 San Dteguito Engineering FlowMasterv6.0 [614e] 01/27/00 02:52:03 PM 0 Heestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Curb inlet (type A), station 15 +24.92, right Worksheet for Curb Inlet In Sag Project Descript Worksheet Club Inlet (type A), Wildflower Valley Rd. (H • Type Curb Inlet In Sag Salwe For Spread Input Data Discharge 279 cfa Gutter Width 3.50 It Golfer Cross slope 0.082600 ft/ft Rood Cross Slope 0.020000 Rift Cuib Opening Lend 4.00 ft Opening Height 0.50 It Curb Throat Type 4wimnfal Local Depression 0.3 in Local Deprossion V 1.50 It Rmb sprow 12.01 ft Throat Incline AnI90.00 degree Dam 0.42 It Gutter Deprenior 1.8 in Total Depression 2.1 in Notes: 0 =2.79 cfa from area H right sop & H right AC Project Engmew San Daguito Engineering U:11 4 M &h%=4hyd2.fm2 San Diegulto Engineering FIowlMaaw ve.0 [e14e) 01125=1 10:24:62 AM ®Haeated Methods, inm 37 8rool side Road Waterbury. CT 08708 USA (203) 73S -lees Pme 1 of 1 D -22 at station 28 +81 (left) Worksheet for Curb Inlet On Grade Project D Wftkeheet D-22 Inlet, station 28+81 (Left) • Type Curb Inlet On Grade Solve For Efficiency Input Data Discharge 0.43 de Slope 0.120000 ftift (31 Width 3.50 ft Goiter Cross Slope 0.062500 ftift Road Cross Slope 0.020000 fUft mannings Coefficient 0.013 Curb Opening Length 15.00 It Load Depression 0.0 In Local Depression Width 1.70 ft Results Efficiency 0.99 Irrbercepted Flow 0.43 ds Bypess Flow 2.58&3 ds Spread 1.50 It Depth 0.09 It Fbw Area 0.1 ft' Gutter Depression 1.8 In Total Depression 1.8 in Velocity 6.11 we Equivalent Cross Slope 0.062500 ftNt Length Factor 0.94 Total Interception Length 15.92 ft Notes: 0 - 0.43 do from area F left AC east Local Depression Width taken from the projection of the gutter flow line to the centrold of the triangle illustrated on the SDRSD D-22. Opening Length taken from start of transition to CL of ditch. Prgect Engineer: San Dispuito Engineering u:11 4 r1h3h14224hyd2.frir2 San Dlegulto Engineering FlowMastsr v8.0 [e14e) 01x28100 11:08:46 AM O tiam"d Methods, inc. 37 Brookside Road Waterbury, CT 08706 USA (203) 7'S IGN Pape 1 Of 1 D -22 at station 24 +75 (left) Worksheet for Curb Inlet On Grade Project Description Worksheet D-22 Inlet, Station 24+75 (left) Type Curb Inlet On Grade Solve For Efficiency hqxd Do" Discharge 121 ds Slope 0.080000 ft !ft (31 Width 3.50 ft Gutter Cross Slope 0.062500 ftlft Road Cross Slope 0.020000 ftlft Marmings Coefflolu t 0.013 Curb Opening Length 15.00 ft Loch Depression 0.0 in Local Depression Width 1.70 ft Results Eifidency 0.88 htteroepted Flow 1.06 ds Bypass Flow 0.15 ds Spread 2.38 ft Depth 0.15 ft Flow Ares 02 fl' Gutter Depression 1.8 In Total Depression 1.8 in Velodh► 8.81 ft Equivalent Cross Slope 0.062500 Rift LamgM Factor 0.69 Total Interception Length 21.77 ft Notes: O s 121 ds from area F left soil west & F left AC west Bypass from D-22 ® station 28+81 is negligible Local Depression Width taken from the projection of the gutter flow line to the centroid of the triangle Illustrated on the SDRSD D-22. Opening Length taken from start d transition to CL of ditch. Project Engineer. San Dispuito Engineering u:\lddalergineering�4224 r1h3h14224hyd2.im2 Son Dlega to Engineering Fk wMestor v8.0 te14y 01/28/00 11:17:44 AM O liaested Methods. Inc. 37 Brookside Road Waterbury, CT 09705 USA (203)755-IOM Pape 1 of 1 D -22 at station 20 +27 Worksheet for Curb inlet On Grade Projed Description Worksheet D-22 Inlet on Wildflower Valley Rd • Type Curb Inlet On Grade Solve For Effloienay In D at a Dfadiarge 4.87 cis Slope 020000 fU t rwfter Width 3.50 ft Clutter Cross Stops 082500 Mft Road Croa Slope 020000 MR MannkW CoeRicie 0.013 Curb Opening L&K 15.00 ft Local Depression 0.0 in Local Depression V 1.7 ft Results Efficiency 0.78 Intercepted Flow 3.72 cis Bypass Flow 1.15 ds Spread 8.32 ft Depth 0.32 ft Flow Ares 1.0 ft Clutter Depreaion 1.8 In Total Depression 1.8 in Velocity 5.11 fvs Equivalent Crass Slo; 057147 ftfft Length Factor 0.55 ToW IMeroeptlort Len 2721 ft Notes: 0 s 4.87 cfs from areas F right soil, F right AC, K1 & K2 Local Depression Width taken from the projection of the gutter flow line to the centrold of the triangle illustrated on the SDRSD D-22 Opening Length taken from start of transition to CL of ditch. Project Engine. San Diepuito Engh i. u1l W=4 fNh&hW224hyd2.fm2 San Dhgako Engineering FbwMasbar ve,0 [9149) 01MISM 1029:40 AM O tiasstad Methods, Itrc. 37 Brookskle Road Waterbury, CT 09708 USA (203)755-10W Pape 1 of 1 • GUTTER SECTIONS Gutter Section Wildflower Valley Rd. (F- right) Worksheet for Irregular Channel Project Description Worksheet Wildflower Valley Rd. gutter section (F right) • Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.065000 ft/ft Discharge 4.87 ci Options Current Roughness Method Improved Lotter•s Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Metho Horton Method Results Mannings Coefficient 0.013 Water Surface Elevation 0.75 ft Elevation Range 0.50 to 1.00 Flow Arm 0.8 ft' Wetted Perimeter 8.89 ft Top Width 8.85 ft Actual Depth 0.25 ft Critical Elevation 0.86 ft Critical Slope 0.004935 ft/ft Velocity 5.84 ft/s Velocity Head 0.53 ft Specific Energy 1.28 ft Froude Number 3.35 Flow Type Superc riaca Roughness Segments Start End Mannings Station Station Coefficient 0+00.00 0+03.50 0.012 0+03.50 0+15.00 0. Natu ral Channel Points Station Elevation (ft) ( ft) 0+00.00 1.00 0+01.50 0.50 0+03.50 0.63 0+15.00 0.86 • Project Engineer. San Dieguito Engineering u:% Idatalengineering %4224_rth&h%4224hyd2.fm2 San Dieguito Engineering FlowMaster v6.0 [614e] 01/27/00 03:01:28 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 USA (203) 755 -1666 Page 1 of 1 Gutter Section Wildflower Valley Rd. (F &G left) Worksheet for Irregular Channel Project Description Worksheet Wildflower Valley Rd, gutter section (F &G left) • Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth I nput Data Skrpe 0.017000 ft/ft Discharge 0. cis OPUM Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotters Method Closed Channel Weighting Metho Ho rton's Method Res Mannings Coefficient 0.012 Water Surface Elevation 0.64 ft Elevation Range 0.50 to 1.00 Flow Area 02 Its Wetted Perimeter 3.04 ft Top Width 3.01 It Actual Depth 0.14 ft Critical Elevation 0.67 it Critical Slope 0.005649 ft/ft Velocity 2.38 ft/s Velocity Head 0.09 ft Specific Energy 0.73 it Froude Number 1,71 Flow Type Supercriti Roughness Segments Start End Mannings Station Station Coe fficient 0+00.00 0+03.50 0.012 0+03.50 0+15.00 0.014 Natural Channel Points Station Elevation (ft) ( ft) 0+00.00 1.00 0+01.50 0.50 0+03.50 0.63 0+15.00 0.86 Project Engineer. San Disguito Engineering u:tldatalengineering%4224 r%hah%4224hyd2.fm2 San Dioguka Engineering FlowMaster v8.0 (614e] 01/27/00 03:02:37 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Gutter Section (WFVRD, G- right) Worksheet for Irregular Channel Proje De scription Worksheet Wildflower Valley Rd. gutter section (G right) Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth In put Date Slope 0.030000 ft/ft Discharge 1.37 ci options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Metho Horton's Method Results Mannings Coefficient 0.013 Water Surface Elevation 0.69 ft Elevation Range 0.50 to 1.00 Flow Area 0.4 ft' Wetted Perimeter 5.81 ft Top Width 5.77 ft Actual Depth 0.19 ft Critical Elevation 0.74 ft Critical Slope 0.005591 ft/ft Velocity 3.35 ft/s Velocity Head 0.17 ft Specific Energy 0.86 ft Froude Number 2.22 Flow Type Sup ercritical Roughness Segmen Start End Mannings Station Station Coefficient 0+00.00 0+03.50 0.012 0+03.50 0+15.00 0.014 Natural Channel Points Station Elevation (ft) ( ft) 0+00.00 1.00 0+01.50 0.50 0 +03.50 0.63 0+15.00 0.86 Project Engineer. San Dieguito Engineering u:% Idatalengineering %224_rlh&h%4224hyd2.fm2 San Dieguito Engineering FlowMaster ve.0 {614e) 01/27/00 03:03:48 PM 0 Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Gutter Section, Wildflower Valley Rd. (H -left) Worksheet for Irregular Channel Project De sc rip tion • Worksheet Wildflower Valley Rd. gutter section (H left) Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Input Data Slope 0.017000 ft/ft Discharge 3. ds Option Currant Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Methoc H orto n's Method Results Mannings Coefficient 0.013 Water Surface Elevation 0.77 ft Elevedon Range 0.50 to 1.00 Flow Area 1.1 ft' Wetted Per meter 10.18 ft Top Width 10.13 ft Actual Depth 0.27 ft Critical Elevation 0.82 ft Critical Slope 0.005249 ft/ft Velocity 3.19 ft/s Velocity Head 0.16 ft Specific Energy 0.93 ft Froude Number 1.74 Flow Type Supercritica Ro Segments Start End Mannings S t a tion S Coefficient 0+00.00 0+03.50 0.012 0+03.50 0 0.014 N Channel Points Station Elevation (ft) (ft) 0+00.00 1.00 0+01.50 0.50 0+03.50 0.63 0 0 • Project Engineer: San Disguito Engineering u: %Idatabnginwdng14224 hh &h4t224hyd2.fm2 San Diegulto Engineering FlowMaster ve.0 [8148] 03/02/00 10:20:08 AM 0 Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1888 Pays 1 of 1 Gutter Section, Wildflower Valley Rd. (H- right) Worksheet for Irregular Channel Proje Description Worksheet Wildflower Valley Rd. gutter section (H right) • Flow Element irregular Channel Method Manning's Formula Sohn For Channel Depth Input D ata Slope 0.017000 ftHt Discharge 2.79 cis Options Current Roughness Method Improved totters Method Open Channel Weighting Method Improved !.otters Method Closed Channel Weighting Metho Horton's Method Res Mannings Coefficient 0.013 Water Surface Elevation 0.76 ft Elevation Range 0.50 to 1.00 Flow Area 0.9 ft' Wetted Perimeter 9.35 ft Top Width 9.30 ft Actual DOM 0.26 ft Critical Elevation 0.80 ft Critical Slope 0.005351 ft/ft Velocity 3.06 fUs Velocity Head 0.15 ft Specific Energy 0.90 ft Froude Number 1.72 Flow Type Superc Ro ughness Segments Start End Mannings Station S ta ti on Coefficient 0+00.00 0+03.50 0.012 0+03.50 0+15.00 0 .014 Natur Channel Points Station Elevation (ft) (ft) 0+00.00 1.00 0+01.50 0.50 0+03.50 0.63 0+15.00 0.86 • Project Engineer. San Dieguito Engineering u:%Idatabngineering%4224 r%h&hW224hyd2.fm2 San Dieguito Engineering FlowMaster v8.0 ]614e] 01/27/00 03:05:36 PM 0 Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 • D -75 DRAINAGE DITCI3ES • Brow Ditch for Area K2 - Fiat Slope Worksheet for Circular Channel Project D escription Worksheet K2 Brow Ditch D -+S , 7 PE "18 • Flow Ebment circular charm Method Mannbgs Forr Solve For Channel Depth input DAR MwwdW Ct dit 0.013 Slope 008000 ftfft Monster 24 in DbdmP 1.00 ds Results Depth 0.30 ft Flow Aree 0.3 ft = 0. ? p Wetted Per" 1.60 ft Top Width 1.43 It C .#,�,� c r� 5 OK crtical Depth 0.34 ft Percent Full 18.1 % Cdfical Slope 0.004700 f1 7t Velodty 3.34 ftb Velocity Mead 0.17 ft Speolt)c EnmM 0.48 ft Frcude Numbs 129 Ma*mnn Died 21.76 ds Dbdwpe Ful 20 23 ds Slope Full 0.000020 ftm Flow Type 31 l Prcjst Engineer: San Dkpujto EnpbresriM u:\1 MWLhK224hyd.fm2 San Dlepnif,o Enpinserinp FbwMaster ve.0 tGua) 01x25100 00:19:67 AM 0 hlaesta0 Methods. Inc. 37 Brookside Road Waterbury. CT 05708 USA (203) 735 -1555 Pape 1 of 1 Brow Ditch for Area K9 - Flat Slope Worksheet for Circular Channel Project D Worksheet K1 B row Ditch - i7— +5, 7 oC Fkor Element Circular Chann Method MannMIs Forr Solve For Channel Depth Input Data Mannhtps Codfic 0.013 Slope 020000 ft/ft Dlamew 24 In Dischm" OA1 ds pAwb Depth 0.16 ft �= O.16� L 1 —O• Fbw Aron 0.1 ft' Welted Pub. 1.14 ft G r}7�rKi7� is ak Top Wldlh 1.08 ft Critical Depth 0.22 ft Percent Full 7.8 % CfMM 840 0.005146 ftdt Velocity 3.53 Me Velocity Head 0.19 ft Specific EnerM 0.35 ft FrmWe Numbe 1.90 Maxi mffn Disd 34.41 ds DMdlarpe Fun 31.99 cis Slope Fun 0.000003 ftfft Flow Type 3uperc rit icel Project Engine San Disguito EnginewM u:lldatalerlpinsslinpVl224 0h&h%=4hyd fm2 sign Dlegull o Engineering FlowMamer ve.0 [614s] 01 AMO 00:19.38 AM O Hasstad Methods. Inc. 37 Brookskle Road Waterbury, CT 06708 USA (203) 755-ION Pape 1 of 1 t � 4 \ 4 40 Ix \ --.: = , ......... ..- , Brow Ditch for Hydro Area G - Flat Slope Worksheet for Circular Channel Protect Desrxtption Worksheet Hydra Area G Brow Ofth -FIB • Flow Element Cl cubrr Channel Method ManMnys Fommia SolMe For Channel Depth btput Dad Ma WdW Coeft 0.013 Slope 017000 ftfft nog rrtedr 24 in Discharge 7.00 cis Rsstdts Dam 0.66 ft � = o. sob ' L t — a• Z. 5 Fb v Arne 0.9 ft Wetdd Perbnd 2.45 ft Top Wldlh 1.88 ft C��at.'+ �.: 0 k CditW Depth 0.94 ft Pam Full 332 % CrltlCal Slope 0.004756 fttlt Velocity 7.69 ftfs Wacky Heed 0.92 ft Spedflc EmM 1.58 ft Frauds Numbs 1.95 Mardmum Died 31.73 ft Discharge Full 29.49 ds Slope Full 0.000958 ft/ft Flow Type 3upeaxitical Project Engineer San Dism Eo Engkm rirrp u:11 Mbh14224hyd.rm2 Ban Dleatribo Erpineerin0 Flow Masdr v8.0 [814e] 01rt'.lii00 04 :57:52 PM 0 Hasstad Methods. Irrc. 37 Brookside Road Wabwbury, CT 08708 USA (203) 735-leW Pape 1 of 1 Area H Offsite Brow Ditch - Flat Slope Worksheet for Circular Channel Protect Descri Anna H dfslle Brow catch • Flow Ebmertt Clnxriar Channel mow Mmnkgs Fomwla Solve For Channel Depth Maonirtps Coefficient 0.013 Slope 0.009000 ftlft Diarrreter 38 in Dtsdwp 19.00 ds Resutb Depth 1.13 ft _ 1 • �i �'-t. �j — O . Z S I FbwArea 2.4 ff J Wetbed Per nWA 3.98 ft Top Wm 2.91 ft C fj i pt 17V- 0 X CdJOW Depth 1.40 ft Percent Ful 37.8 % Critical Sbpe 0.004144 ft/ft Vebcky 7.83 fUs Vabcky Head 0.95 ft Specific EneW 2A8 ft Fro uJe Number 1.51 Maodnxnn Discharpr 88.08 ds Man* mrpeFull 63.1 ds Sbpe Ful M000812 fUft Fbw Type Supercritical Notes: 0-75. Type - 0 - with minkmm depth of IN • PmjeCt Enpkner San DhgWm ErrpUeedm u:N ea&h%4224hyd fnr2 son Wpuito Enpinssrino FiowModor v6.0 (6140] 01f2 M 092M56 AM 0 Hoastad Methods. Inc. 37 BrackMft Road Waterbury. CT 06706 USA MM 755-1666 Paps 1 of 1 Area "H left soil' earthen swale Worksheet for Irregular Channel • Proje ct Description Worksheet Area "H left soil" earthen swale Flow Element Irregular Channel Method Manning's Formula Solve For Cha Dep Input Data Slope 0.010000 ft/ft Discharge 5.12 cis Options Current Roughness Method Improved Lotter's Method Open Channel Weighting Method Improved Lotter's Method Closed Channel Weighting Met Horton's Method Results Mannings Coefficient 0.025 Water Surface Elevation 0.32 ft C © 5 0 K Elevation Range 0.00 to 0.50 Flow Area 2.9 ft' Wetted Perimeter 18.10 ft Top Width 18.06 ft Actual Depth 0.32 ft Critical Elevation 0.29 ft Critical Slope 0.017375 ft/ft Velocity 1.76 ft/s Velocity Head 0.05 ft Specific Energy 0.37 ft Froude Number 0.77 Flow Type Su bcritical Roughness Segments Start End Mannings S tation Station Coefficient 0 + 0 +28 0.025 Natural Channel Points Station Elevation (ft (ft) 0 +00 0.50 0 +02 0.00 0 + 0.50 Notes: Maximum permissible velocity = 3.75 fps for soil class CL (inorganic clay from soils report) using a manning n -value of 0.025. (Chow, 1959) Project Engineer: San Dieguito Engineering u: \1data\ engineering \4224_r\h &h \4224hyd.fm2 San Dieguito Engineering FlowMaster v6.0 (614e] 04/06/00 11:44:44 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Area H left soil" earthen swale Cross Section for Irregular Channel • Project Description Worksheet Area "H left soil" earthen swale Flow Element Irregular Channel Method Manning's Formula Solve For Channel Dept Section Data Mannings Coefficient 0.025 Slope 0.010000 ft /ft Water Surface Elevation 0.32 ft Elevation Range 0.00 to 0.50 Discharge 5.12 cfs 0 +00 0 +05 0 +10 0 +15 0 +20 0 +25 0 +30 VA N HA NTS Notes: Earthen swale with side slopes of 4:1 and 50:1 respectively Project Engineer: San Dieguito Engineering u: \ldata\ engineering \4224_r \h &h \4224hyd.fm2 San Dieguito Engineering FlowMaster v6.0 [614e] 04/07/00 02:15:24 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Area H drainage swale transition Worksheet for Triangular Channel • Project Description Worksheet Area H, swale transition Flow Element Triangular Channel Method Manning's Formula Solve For Ch annel Depth Input Data Mannings Coefficient 0.025 Slope 0.015000 ft/ft Left Side Slope 4.00 H: V Right Side Slope 20.00 H: V Discharge 5. cfs Results Depth 0.41 ft O • S Flow Area 2.0 ft' Wetted Perimeter 9.93 ft 1 Top Width 9.87 ft [� \ p � C G C'f T� Jv� "r C — + Critical Depth 0.41 ft Critical Slope 0.015598 ft/ft Velocity 2.52 ft/s 3 •:4-5 P 5 alt Velocity Head 0.10 ft Specific Energy 0.51 ft Froude Number 0.98 Flow Type Sub critical Notes: Maximum permissible velocity = 3.75 fps for soil class CL (inorganic clay from soils report) using a manning n -value of 0.025. (Chow, 1959). Project Engineer: San Dieguito Engineering u: \1 data\ engineering \4224_r \h &h \4224hyd.fm2 San Dieguito Engineering FlowMaster v6.0 [614e] 04/07/00 01:56:37 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 Area "H left soil" earthen swale transition Cross Section for Triangular Channel • Proj ect De scripti o n Worksheet Area H, swale transition Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Sect Data Mannings Coefficient 0.025 Slope 0.015000 ft/ft Depth 0.41 ft Left Side Slope 4.00 H : V Right Side Slope 20.00 H : V Discharge 5.12 cis ft VAN HA NTS Project Engineer: San Dieguito Engineering u: \1data\ engineering \4224_r\h &h \4224hyd.fm2 San Dieguito Engineering FlowMaster v6.0 [614e] 04/07/00 02:17:17 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 D -75 from drainage swale Worksheet for Circular Channel Project Description Worksheet Area H swale to d -75 transition Flow Element Circular Channel Method Manning's Formula Solve For Cha Depth Input Data Mannings Coefficient 0.013 Slope 0.230000 ft/ft Diameter 36 in Discharge 5.12 cfs Results Depth 0.26 ft Flow Area 0.3 ft Wetted Perimeter 1.81 ft Top Width 1.70 ft Critical Depth 0.71 ft Percent Full 8.8 % Critical Slope 0.003928 ft/ft Velocity 16.75 ft/s Velocity Head 4.36 ft Specific Energy 4.63 ft Froude Number 6.97 Maximum Dischar 344.07 cfs Discharge Full 319.86 cfs Slope Full 0.000059 ft/ft Flow Type Supe r c ritical Project Engineer: San Dieguito Engineering u: \ldata\ engineering \4224_r \h &h \4224hyd.fm2 San Dieguito Engineering FlowMaster v6.0 [614e] 04/07/00 01:55:24 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 D -22, transition from swale to D -75 to D -22 Worksheet for Rectangular Channel Project Description 0 Worksheet D -22 @ END OF S Flow Element Rectangular Channel Method Manning's Formula Solve For C h a nnel Depth Input Data Mannings Coefficient 0.013 Slope 0.080000 ft/ft Bottom Width 3.00 ft Discharge 5.12 cfs Results Depth 0.18 ft Flow Area 0.5 ft Wetted Perimeter 3.36 ft Top Width 3.00 ft Critical Depth 0.45 ft Critical Slope 0.004560 ft/ft Velocity 9.53 ft/s Velocity Head 1.41 ft Specific Energy 1.59 ft Froude Number 3.97 Flow Type Supercritical Project Engineer: San Dieguito Engineering u: \ldata\ engineering \4224_r\h &h\4224hyd.fm2 San Dieguito Engineering FlowMaster v6.0 [614e] 04/07/00 01:54:03 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 1 • APPENDIX CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION: PERMIT NUMBER: CONTRACTOR: TELEPHONE: ! - 251-9 77 7777 o l - Sjk he/ c 9:3o ar mayo (le- lli(e LrsAt /ah o s�cL ry � • �7�ms N ,4 -,�IO o � - hc�� I5Ca55 .?08 MAI 7Z) - 5 7P 9 ,07 - oi✓ !i 30 4$ . 11-30-q6 I% e area , /70/7 c•Co cy6 e,- grad< 'f'D VQ .SUC ��/Y! /%�A 1. //!7 07' cS !o/h/ • .� �Q' l/PS�C�O/ S 7j • 7�l � ur h �S'oi � d(/� �� �trrvc er sF e r zrr/Z44 lC?le Qrlell 4060 6 ice CL Cf �S //j;7 L aSeh . 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