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2000-6788 G y ENFINEERING SER VICES DEPARTMENT � �tf O ��— Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering June 25, 2002 Attn: Branch Manager First Republic Bank 1110 Camino Del Mar Del Mar, CA 92014 RE: Diehl Family Trust 3139 Dusty Trail APN 264- 222 -25 Grading Permit 6788 -GI Final release of security Permit 6788- 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 # 031 - 0006 -8915 in the amount of $ 6,172.75. The document originals are enclosed. Should you have any questions or concerns, please contact Paul M. Dupree at (760) 633 -2808 or in writing, attention the Engineering Department. Sincerely, �C Masih Maher Les e Suelter Senior Civil Engineer Financial Services Manager Subdivision Engineering Financial Services CC: Leslie Suelter, Financial Services Manager Diehl Family Trust File TEL L'6o -()33 -2600 FAX -w oii -3o" inita',. Cj Jill Itr11A 1-1013 TDD - 60 -(iii -2700 3 recycled paper ENGINEERING SERVICES DEPARTMENT City Of Capital Improvement Projects ` District Support Services Encin Field Operations - Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering June 28, 2001 Attn: Robert A. Asperin, Jr. First Republic Bank 1110 Camino Del Mar Del Mar, CA 92014 -2606 RE: cases 00 -212 Min /00 -280 EIA "resubdivide portion Rancho las Encinitas" Grading Application 6788GR {New SFD @ 310013Ik Dusty Tr} A.P.N. 264 - 222 -25 -00 Partial release of security Permit 6788 -GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build a single family residence. The acceptance, and warranty inspections have all been completed to the satisfaction of the Field Operations Division has approved rough grading. Therefore, a reduction in the security deposit is merited. Certificate of Deposit Account CD031- 0006 -8899, in the amount of $ 18,518.25, may be released in full. The document original is enclosed. A separate certificate of deposit guarantees completion of finish grading. Should you have any questions or concerns, please contact Gary Lee at (760) 633 -2808 or in writing, attention this Department. Sincerely, Masih Maher L she Suelter Senior Civil Engineer Financial Services Manager Field Operations Financial Services Cc: File Leslie Suelter, Financial Services Manager Jack Diehl, Property Owner TEL - (U (,33 ?(�ti(i FrlV '( h3i -_'62? �Oj S Vulcan ,A%rnue. I`.ncini[a�. Calilornia 9 Lf)C� 7 6() (3j -_' ?rip �l� recycled paper I:rrrlirrcker in , lire. .1 CIVIL, GEOTECHNICAL, A DUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT d INSPECTION CLIENT: WESTLAND PROJECT: WES 100 A DATE: 8 FEB. 2000 WESTLAND CORPORATION t „---- - - - - - °- -- - 3135 Dusty Trail - �� Olivenhain, CA. 92024 9 �... ,i Attention: Mr. Geoffrey Daniels Subject: Preliminary Geotechnical Soils Engineering Investigation for the proposed residential construction located on Dusty Trail, Olivenhain, CA. (APN: 264 - 222 -25) Gentlemen: Pursuant to your request, a Preliminary Soils Engineering Investigation was performed at the subject site. The purpose of the Investigation was to determine the general engineering characteristics of the soils on and underlying the site and to provide specific recommendations for the design parameters for foundations and retaining structures, slab -on -grade floors and site earthwork. The proposed development consists of the construction of a level pad for the support of a single /two story, wood framed, stucco type residential structure. SITE CONDITIONS The subject site is located approximately 2.0 miles east of Rancho Santa Fe Rd. (S -10) on Dusty Trail in Olivenhain. The property is bounded on the west by a vacant lot, on the north by Dusty Trail, and on the south and east by existing single family -1- 1611-3 SO. MELROSE DRIVE #285, VISTA, CA 92083 -5497 760 -945 -3150 • FAX: 760 - 945 -4221 Engineering, 111ce CIVIL. GEOTECNNICAL, d QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION residences. The site topography consists of a hilltop lot gently sloping to the north at approximately 6% to 14 %. At the time of this investigation, the lot was covered with native shrubs and vegetation. FIELD AND LABORATORY TESTING On January 20, 2000, a Field Investigation was performed at the subject site. This investigation consisted of the excavation of two test pits dug with a backhoe. Locations of these test holes are shown on the Plot Plan, Enclosure (1) and the detailed Logs of these Test Pits are presented on Enclosure (2). As the test pits were advanced, the soils were visually classified by the Field Engineer. Undisturbed and bulk samples, as well as in -place density tests, were obtained at various depths representative of the different soils horizons. All samples were returned to our laboratory for detailed testing. Results of the in -place compaction tests, the Maximum Dry Density Test values for the various soils sampled and the Expansion Potential Test results are presented on Enclosure (3). These materials were also tested for Shearing Strength, Enclosure (4). Shear tests were made with a direct shear machine of the strain control type in which the rate of strain is 0.05 inches per minute. The machine is so designed that tests may be performed ensuring a minimum of disturbance from the field conditions. Saturated, remolded specimens were subjected to shear under various normal loads. Expansion tests were performed on typical specimens of natural soils. These tests were performed in accordance with the procedures outlined in U.B.C. Standard 29 -2. -2- 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 -5497 • 760 - 945 -3150 • FAX: 760 - 945 -4221 CIVIL, GEO TECHNICAL. A QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTIONA4ANAGEMENT6 INSPECTION SOIL CONDITIONS As indicated by our Test Pit Logs, Enclosure (2), the lot is underlain with approximately 1 to 3 feet of loose topsoil material consisting of dry to damp, porous clayey sand with some roots. Underlying the topsoil materials are the Formational materials consisting of damp, dense to very dense silty sand. GEOLOGIC HAZARDS According to published information, there are no known active or potentially active faults on or in the immediate vicinity of the subject site. Therefore, the potential for ground rupture at this site is considered low. There are, however, several faults located within a close proximity to this site that the movement associated with them could cause significant ground motion. The following table presents the distance of major faults from the site, the assumed maximum credible earthquake magnitudes and estimated peak accelerations anticipated at the site. The probability of such an earthquake occurring during the lifetime of this project is considered low. The severity of ground motion is not anticipated to be any greater at this site than in other areas of San Diego County. SEISMICITY OF MAJOR FAULTS MAXIMUM CREDIBLE ESTIMATED FAULT DISTANCE MAGNITUDE(RICHTER) ACCELERATI Rose Canyon 10 mi. 7.0 0.25 Elsinore 25 mi. 7.5 0.35 San Jacinto 48 mi. 7 . 8 0 San Andreas 76 mi. 8.3 0.12 -3- 1611 -A SO. MELROSE DRIVE #285, VISTA, CA 92083 -5497 • 760- 945 -3150 • FAX: 760 - 945 -4221 l 1� En Ill in h .l .l, CIVIL. GEOTECHNICAL. 6 OUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION The following information is presented relative to the subject site and Seismic Zone 4 per the U.B.C.: (z) Seismic zone factor = 0.4 (Na) Near - source factor = 1.0 (A) Seismic source type = A (Sc) Soil profile type = Sc (Ca) Seismic coefficient = 0.40 Na LIQUEFACTION POTENTIAL Liquefaction analysis of the soils underlying the site was based on the consideration of various factors which include the water level, soil type gradation, relative density, intensity of ground shaking and duration of shaking. Liquefaction potential has been found to be the greatest where the ground water level is shallow and loose fine sands occur within a depth of 50 feet or less. These conditions are not present within the site area and, therefore, the potential for generalized liquefaction in the event of a strong to moderate earthquake on nearby faults is considered to be low. STABILITY The relatively dense nature of the slopes within the site and the nature of the material underlying the site generally preclude the occurrence of major landslide conditions. The area surrounding the site is not known to be within an area of ground subsidence. The potential for deep seated slope failure at the subject site is considered low. The site surface materials consist of sandy porous clays -4- 1611 -A SO. MELROSE DRIVE #285, VISTA, CA 92083 -5497 • 760 - 945 -3150 • FAX 760 - 945 -4221 E►1n1►►1,`(,'rin , hie. CIVIL. GEOTECHNICAL, d QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION that are relatively dense in their dry state. These materials are susceptible to erosion. Drainage control is essential to maintain the stability of any planned slopes or slope areas. CONCLUSIONS AND RECOMMENDATIONS Based on field data and our laboratory tests results, the following Conclusions and Recommendations are presented and are to• be utilized in conjunction with the Grading and Building Plans: All grading shall be performed in accordance with the applicable recommended grading specifications contained in this report and the City of Encinitas Grading Ordinance. On the basis of our investigation, development of the site as proposed is considered feasible from a soils engineering standpoint provided that the recommendations stated herein are incorporated in the design of foundation systems and are implemented in the field. Site preparation should begin with the removal of any trash, debris, and other deleterious matter. These materials, as well as vegetative matter, are not suitable for use in structural fills and should be exported from the site. Also, any subsurface structures such as cesspools, wells, or abandoned pipelines, which are uncovered during the grading operation, shall be removed or backfilled in accordance with the requirements of the City of Encinitas. All earth materials are considered suitable for the support of the proposed structures. However, prior to placing fill, the loose topsoil and fill materials occurring in the area -5- 1611 -A SO. MELROSE DRIVE #285, VISTA, CA 92083 -5497 • 760 - 945 -3150 • FAX. 760 - 945 -4221 Engineering, 1110. CIVIL. GEOTECHNICAL, 6 OUALITY ENGINEERING FOUNDATION DESIGN -LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION of the proposed house pad shall be removed to a depth where firm, dense native soils are encountered. The depth of removal is anticipated to be approximately 3 to 4 feet below the existing surface. The stockpiled soils shall then be recompacted. This can be accomplished during the rough grading operation and /or by over- excavating the upper 36 inches of the surface soils at finish grade, ripping the exposed surface to a minimum depth of 12 inches, and recompacting the soil to the design grade. In general, the Formational sandy materials were found to have a very low expansion potential according to our Expansion Index Test results. It is recommended that select grading practices shall be utilized to remove the detrimentally expansive topsoils from the areas proposed for support of the structure, hardscape, walkways, and retaining walls. It is anticipated that during grading, the expansive topsoil materials will be used around the perimeter of the house pad in the fill slopes and the surface of the house pad will expose the non - expansive siltstone materials. Foundation designs shall be evaluated for the finish grade soils exposed following rough grading. Foundations shall be sized and constructed in accordance with the Structural Engineer's design, based on the earth pressures and the allowable bearing values listed below, the expected live and dead loads, and the projected wind and seismic loads. All structural fill shall be compacted to at least 90% of maximum dry density at near optimum moisture content as determined in accordance with ASTM Test Procedure D 1557 -91 or equivalent. Site drainage should be dispersed by non - erodible devices in a mariner to preclude concentrated runoff over graded and natural areas in accordance c rdance with the City of Encinitas requirements. y t s q irements. -6- 1611 -A SO. MELROSE DRIVE #285, VISTA, CA 92083 -5497 - 760 - 945 -3150 9 FAX 760 - 945 -4221 Engineering 111C. .1 .1� CIVIL, GEOTECHNICAL, A QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION All grading and /or foundation plans shall be reviewed by the Soil Engineer. FOUNDATIONS The proposed structures for this project can be supported by conventional, isolated, and /or continuous spread footings using the following soil parameters: For foundation design purposes, the following earth pressures were calculated based on our Shear Test results (Enclosure 4) for the native siltstone soils and based on a foundation depth and width of 12 inches: TEST PIT NO. 2 AT 3 FOOT DEPTH: Shear Test: Cohesion = 350 psf; Angle of Friction = 33 . Allowable Bearing Value = 2500 psf (Safety factor = 3) Equivalent Fluid Pressure = 36 psf Passive Lateral Resistance = 414 psf Active Pressure = 36 psf Coefficient of Friction = 0.40 These values are for dead plus live loads and may be increased by one -third (1/3) for seismic and wind loads where allowed by code. These design bearing values are in accordance with the Uniform Building Code and were calculated based on Terzaghis' Formula. FOUNDATIONS Based on the recommended select grading procedure, it is recommended that the continuous perimeter foundations and concrete -7- 161 1 -A SO. MELROSE DRIVE #285, VISTA, CA 92083 -5497 • 760 - 945 -3150 • FAX: 760 - 945 -4221 Eli ince ' l I .� / 1, hie. CIVIL. GEOTECHNICAL 6 QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT A INSPECTION slabs for a light - weight, wood framed structure shall be reinforced in accordance with the following minimum designs: a. For slab -on -grade floors: it is recommended that the continuous perimeter foundations for a single story structure shall extend a minimum depth of 18 inches and a minimum width of 12 inches into the compacted fill material as measured from the lowest adjacent grade. A minimum of 24 inches deep by 15 inches wide shall be used for a two story structure. b. All foundations shall be reinforced with at least four No. 4 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. As an alternative to the 4 steel bars, the contractor may substitute two No 5 steel bars, one top and one bottom. c. All interior concrete slabs shall be a minimum of five inches in thickness and reinforced with a minimum of No. 3 rebar at 18 inches on center both ways placed in the center of the slab. The bars shall be bent downward into the perimeter footings and i :ire tied to the foundation steel at 18 inches on center. In order to minimize vapor transmission, an impermeable membrane (ie: visqueen) shall be placed over 2 inches of clean, poorly graded. coarse sand, decomposed granite, or crushed rock. The membrane shall be covered with 2 inches of sand to protect it during construction and the sand should be lightly moistened just prior to placing concrete. All concrete used on this project shall. have a minimum compressive strength of 2500 psi unless otherwise stated on the Building Plans. If imported soil materials.are used during grading to bring the building pad to the design elevations, or if variations of soils or building locations are encountered, foundation and slab designs shall be reevaluated by our firm upon the completion of -8- 1611 -A SO. MELROSE DRIVE #285, VISTA, CA 92083 -5497 • 760 - 945 -3150 • FAX: 760 - 945 -4221 1 En hic. CIVIL. GEOTECHNICAL, d QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION the rough grading operation. Footings located on or adjacent to the top of slopes shall be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet between the bottom edge of the footing and the face of the slope. LIMITATIONS AND UNIFORMITY OF CONDITIONS The analysis and recommendations submitted in this Report are based in part upon the data obtained from the test pit eNcavations performed on the site and our experience and judgement. The nature and extent of variations between the test pits may not. become evident until construction. If variations then appear evident, it will be necessary to re- evaluate the recommendations of this Report. Findings of the Report are valid as of this date; however, changes in conditions of a property can occur with passage of time whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review and should not be relied upon after a period of one year. This Report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are called to the attention of the Architect and Engineer for the project and incorporated into the plans and that the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. -9- 1611 -■ SO. MELROSE DRIVE #285, VISTA, CA 92083 -5497 • 760- 945 -3150 • FAX. 760 - 945 -4221 Engineering hic. CIVIL, GEO TECHNICAL, 6 QUALITY ENGINEERING FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT A INSPECTION The Soil Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties either expressed or implied are made as to the professional advice provided under the terms of this agreement, and included in the Report. It is recommended that the Soil Engineer be provided the opportunity for a general review of the final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications. (If the Soil Engineer is not accorded the privilege of making this recommended review, he can assume no responsibility for misinterpretation of his recommendations). B & B Engineering, Inc. appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact our office. Sincerely, o OoFESS /a U) RGE 127 O m j r�rthur C . Beard RCt R ©E RGE °C Exp. 12/31/01 70 Chief E n g i n e e r Ltj, �FCNN�G qTF OF• C PR\ - 10 - 1611 -A SO. MELROSE DRIVE #285 VISTA CA 92083 -5497 • 760-945-315 - - 3 50 FAX 760 945 4221 Q c.l ® TP- Z I I P90 Pos Eo House PaD ` Q U ®TP -2 APPROXIMATE LOCATION OF FIELD EXPLORATORY TEST PIT P L 0 T PL A N OWNER: KIES7ZENO CD120 LOCATION: 5 - a s'll /i // /// L�L�/� /// I hi c. DU � �/ T2/.� 1 �- 0 •I O Lr V E r l � + ^ /N C4 • CIVIL, GEOTECHNICAL, S QUALITY ENGMEERS �r • STRUCTURAL ENGINEERING • LANO SURVEYING A. P. t i.: 4 2 z z ' S PERCOLAT AN SOI TES c • C ON S - .RUCTION M AN A GEMENT S INSP_CT:CN PROJECT:_ /oo DATE: F EB, OO _. LIM, - nCrrn^ r 1 1 CIVIL, GEOTECHNICAL, 6 OUALITYENGINEERS • STRUCTURAL ENGINEERING • LAND SURVEYING 1 � C-5 T L n', u C O ZP , r:'•• • PERCOLATION 6 SOIL TESTING .- rY • CONSTRUCTION MANAGEMENT 6 INSPECTION LOG OF TEST PITS EXCAVATED - - p0 Backhoe . cASF- 5730 L PIT DIMENSIONS IN FEET W Z� L Zo D 5•S - Tp- I SURFACE ELEVATION IN FEET DATUM Mean Sea Level GEOLOGICAL 6 w = o W ENGINEERING TEST DATA CLASSIFICATION >' wU. m ; CLASSIFICATION AND M _ D _ 0 DESCRIPTION W z °z N DESCRIPTION I (R C) BQOW►J _ CCAy �y_ SX1r�1 Q TOPSOIL, Loo SE�So�n E Fv iz� A too /v 4 L' _ Tt4. - q i 5 1 LTy -5pvj (5m D� DA M � / DFh15C /0 $oTTOr of TEST PI T C _.No INArejL. No cAVINc /5 PIT DIMENSIONS IN FEET W 2� L 27- � D S� SURFACE ELEVATION IN FEET TP- L - ToPSo . (CL.) �UIZMA IoN�U Po w as �2�on 2_41Y) LoosE .P32oWrq -1Zu5 i CIA, -j6 y/ 5ILr — �AIN 1/F 2y DEN SE /0 .;:0 T Toil of TEST P/ T G 5 I —1ND VvA /`IO CAV /N�j /5 iiic: CIVIL, GEOTECHNICAL, A DUALITY ENGINEERS • STRUCTURAL ENGINEERING • LAND SURVEYING ..'• • PERCOLATION 6 SOIL TESTING • CONSTRUCTION MANAGEMENT 6 INSPECTION CL I EM: V I I�E- ST [ - A ►J 0 CoQ P PMCr: W G S 100 A DOTE: t-E r3 . cis s Test Test Test Soil Dry De i ty, pcf moisture. % Relative Retest o. Date Location E1 /Depth Type Field Maximum. Field Opt. Compaction No. %Zo 77 -1 2 ' /� 104.5 117, 0 10.(o 1 3L 69- 4 114, )ZZ, 4 10, 6 117,6 TP -2 3' B 119,(0 1224 q,5 12,6 93 COMPACTION CURVE DATA SOIL TYPE AND DESCRIPTION OPTIMUM MAXIMUM DRY MOISTURE% DENSITY (pcf) a , 1�Qo WA) 3,61 117.0 r`3�ZOWN - 2UST CI,AL( ANT SAN/) w G2AVF-L I2.� I7-Z•4 EXPANSION POTENTIAL Y. P lJ s 101.1 l f\l 0 E - �O Vr2 Low) 1 - 20 = Very Low - —y 21 - 50 = Low TEST F1 I P - 2 ✓ 51 - 90 = Moderate 91 -130 = High 131 - above = Critical EXPANSION AND COMPACTION TEST DATA ENCLOSURE (3) i 2000 i U ' 1600 v F_ Z W Cr 1200 Z Q 800 w I � i 400 33' 0 0 400 800 1200 1600 2000 NORMAL LOAD (PSF) SOIL TYPE o BORING NO. DEPTH MOISTURE COHESION ANGLE OF E (B N) (f t) ( %) (PSF) FRICTION (° ) C LAy r_ y s wl X iiic. CIVIL, GEOTECHNICAL, 6 OUALITY ENGINEERS • STRUCTURAL ENGINEERING • LAND SURVEYING �•, • PERCOLATION d SOIL TESTING • CONSTRUCTION MANAGEMENT 6 INSPECTION , . I ^ SHEARING STRENGTH 7 EST E 4 AC/� �n in�erin & Surve in CIVIL ENGINEERS PLANNERS LAND SURVEYORS 990 VALE TERRACE DRIVE VISTA, CA 92084 -5212 760 724 -7674 760 724 -8424 FAX Email: Redline5ohOaol.com HYDRAULIC CALCULATIONS FOR: Parcel 2 of PM 8251 Dusty Trail Encinitas, CA A.P.N. 264- 222 -20'- - u j DWG -G R ; zo F__ IN 7A;, PREPARED BY: � W 319 DAVID H. LO 15 MY LICENSE EXPIRES: 12/31/00 11/08/00 DATE • LAND SURVEYS • PARCEL MAPS • SUBDIVISIONS • FEMA CERTIFICATIONS • GRADING PLANS • PERCOLATION TESTING • HYDRAULIC CALCULATIONS AND RECOMMENDATIONS: 1. DRAINAGE AREA: "A" LAND AREA = 0.091 ACRES Delta H = 1.0 FEET LENGTH = 0.012 miles TIME OF CONCENTRATION = 0.94 MINUTES COEFFICIENT RUNOFF: C = 0.45 INTENSITY = 22.45 0 100 = 0.92 C.F.S. ` 1 3 �.\6 — \') 1, V A RECOMMENDATIONS: Sheet flow to northerly pad daylight area. 2. DRAINAGE AREA: "B" LAND AREA= 0.11 ACRES Delta H = 2.0 FEET LENGTH = 0.015 miles TIME OF CONCENTRATION = 0.93 MINUTES COEFFICIENT OF RUNOFF: C = 0.45 INTENSITY = 22.61 0 100 = 1.12 C.F.S. RECOMMENDATIONS: Sheet flow to westerly pad daylight area. 3. DRAINAGE AREA: - C" LAND AREA = 0.12 ACRES Delta H = 4.4 FEET LENGTH = 0.018 miles TIME OF CONCENTRATION = 0.85 MINUTES COEFFICIENT OF RUNOFF: C = 0.45 INTENSITY =23.96 0 100 =1.29 C.F.S. RECOMMENDATIONS: Construct Brooks #U?4Inlet with T'PVC storm drain pipe and #2 backing rip rap per RSD D -40 w /12" D.G. filter blanket. 2. DRAINAGE AREA: °D" LAND AREA = 0.22 ACRES Delta H = 4.0 FEET LENGTH = 0.021 miles TIME OF CONCENTRATION = 1.05 MINUTES COEFFICIENT OF RUNOFF: C = 0.45 INTENSITY = 20.91 0 100 = 2.07 C.F.S. RECOMMENDATIONS: Sheet flow to driveway. AC& �mlwerlN & 5xveuing 990 Vale Terrace Drive, Vista CA 92084 (760) 724 -7674 Land Use 9 I C Q Residential: Single Family .40 .45 .50 .55 Multi -Units .45 .50 .60 .70 Mobile Homes .45 .50 .55 .65 Rural (lots greater than 1/2 acre) .30 .35 .40 .45 Commercial 12 t 80% Impervious .70 .75 .80 .85 Industrial 90% Impervious .80 .85 .90 .95 NOTES: "' Sal Group maps are available at the offices of the Department of Public Works. (21 Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90 %, the values given for coefficient C. may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50 For example: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 50 x 0.85 = 0.53 80 Soil Type: Huerhuero Loam (HrD) Hydrologic Group: "D" IV-) APPENDIX Updated 4, /SI EQ!!AT /ON � M APE C / /. 9L J � • 3BS Feef re - y SODO � = Time GI{ Corlcenfit2fiq� � V � v� SODO L - L engffi of �fers�rd � � d H - L�ilerencs in a /tvafivn a/ag 3000 e/K -dire s/o as /ine (See 4weAWX X-w 7e L A!i /es .Feef /favrs Min�fss 2000 .3 ?t0 3 /80 /D /dOd 9dlo sm ? /20 7GID SAO \ BO ¢ 70 -TOO \ SD ?Lb \ \ 2 !O \ \ 30 /DD / SDQO 4�'D PO /e 3000 \ /6 SD OS \ /s .TD NOTE /6x10 /O /6A0 9 NFOR NATURAL WATERSt-M-DS, /200 B 10 M ADD TEN MINUTES TO /000 7 COMPUTEENTRAD TIME OF CON 6 800 010 CTION_ ����� ��= 100 600 S /0 SOO 4Q0 300 ' 5 zce N L T SAN DIEGO COUNTY NOMOGRAPH FOR DETERMINATION DEPARTMENT OF SPECIAL DISTRICT SERVICES OF TIME OF CONCENTRATION (Tc) DESIGN MANUAL FOR NATURAL WATERSHEDS APPROVED __�� '' �r �r•^��` DATE /2//�E APPENDIX X -A 0- rfQl � J- C a >. s.. .••aa .- � m a H � i x .0 7 V, O'u �J a V I• O H N 4j ^ is r m 'r• C A O m a C O Cqr .O 4J so N O L O. A O. 41 Q by a 4J b A v 0 .�. 4J 4J O it t N • � m �+ �r m�� C O �d L w � O m C L O O C • O O O. +j N VA Nr b 4J L O O m yr- 4 C O. m , O O = b r ,. - t C AS . �w .... o 4J m o +J m sa 4• 4J m C 4J C i O.:5 v z C Q � C � .O b = i •r• O O r r r q, r C, N r \ A • • + ti ooLCV w r c a C u W r rV"•t -'••C Cl r'r n" O mr m C O. r6 O C4J CJ C �O 7 a a .+ C 1. &f) S- s. s. +• N C c • S- +- o .A o 1 0 a C +- +- CL o u E ca.- C j. 4J t- m 4J ILL. 4' f 0 ��' ^ .A a .- c 4J T v 44 to a 400 •° - o 0 4 0 J N a Y C S., m i6 Ol 44 N N C 4J r r u to O E= v, O - � 4 Cl v +J 3:4.11 N ++ m ■ :9 r0 aJ n b 0 r m 10 r •'f fl O O • 4J L d �C to V .0 O r M- L .- =.= v m ILO N U- N H . Cl .. 4J 4J 44 O. O CS O. F - 4J r N d d 4J 0" L r H r .•. n r� .-. n d n n n n n � O r-• N N et elf at O N !+>t � V - z 6 -Four Precipitation (inches) olno %naul o o u, o to N I. in X C, v T� - • -t T ..,._ - �• t ! 1 , C V al {� , � 7a 0' ,•'I`• _I , i 1'•:11 'fi .1 I l LO a F _ - _ -? _ � ,_- - — o F r te_ o eh C° a t - � - -- 1 �— t t t APPENDIX XI IV -A -14 Ie0 10,000 l I 1 I" •.000. EXAMPLE 150 6.000 e• are 12" %o ted) 8,000 so so d• 144 s (3) , ,000 , d. e, ` . 131 3,000 Y one 0. S. (1) 1.4 e. 4 4, Ito a e.1 ae e. 1.000 too 171 t.i se 4. 3. 4. 1.000 3. 600 3. ON t. 000 r / 3i 1.e t00 '�,,c/ i.e LS E f / W W i � 4e 41 —50 K � 1 1-11 O 40 OC - .f — .Y 1,0 3e 30 SCALE ENTRANCE ec to D TYPE .4 3 33 tc 30 pa offered to m.— ' to etge = .e e � ✓ t4 e 1 ! i 0 To eve was (1) w le) •t" } 0- 4 imisomelh N eeel tlur 4 r e te «e«Mt In Or. fAnrp C A W r� 3 to" 0 . or nrr►w N l e iNrH t I:d L.5 It HEADWATER DEPTH FOR C.M. PIPE CULVERTS WITH ENTRANCE CONTROL Plate 2.6 -0617 tn C C,2 c L C.3 LA C2 J ul O-C z 0 T C6 cc CD cm cz cz ca Lu >- CD CVIJ upz co 40 U Yo 771''i I A 0 O CA _:t M 06 ,u < w L < L. ad 44 0 U F 1 1 1 1 1 1 o 1-3 tl 11-A-7 G � �.•,- 71+x � ' ��� 1 �' ' �, 1 � f d AA G N •.� � Q e ms',- C cm� U LJ.L O a �� o - e 6 _ •� l to LLJ •e/ o r 1 m rare y d6— \ "t = • ( ^rf r Cfl C— V O J w 1 U : y W O Ux� IC F- CF ON 3. 00 _ �1 2U..1 Q < < u U - 2 to O tR to w= 0 0 M -T r+l Owo u U H C 7. O W tj O LL. Z , } u � � u II I3 t'- EARTHEN BROW DITCH NAT SANDBAGS AT TOE OF FILL FOR ER❑SI ❑N I CONTROL ( TYP.) — 4YDR ❑SEED 377,0 �L ❑PE 1N 1% M ro EARTHEN j� BERM v 7, 8 v ./' . 31 » » c? AREA A z F �t J 3 ? I r~ / 2 -- l ` 377.3. PAD L. =378. 0 I F, F. L. =378.7 FS =378.0 AREA "B ,N I I Zli� 1 . 3$ 0 f AREA "D" _ I FS =376. 0 NAT / I fQRTHEN NAT r F FS =376.0 375 ... % ~" " �" P D EL. =376.0 1 / N AREA Z F. F. EL. =376. 7 /