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2002-7467 G ENGINEERING SERVICES DEPARTMENT � city Of Capital Improvement Projects Encinitas District Support Services Field Operations Sand Rep leni shment/Stormwater Compliance Subdivision Engineering August 18, 2004 Traffic Engineering z Attn: Gulf Insurance Company C/o John Burnham Insurance Services 750 B Street Suite 2400 San Diego, California 92101-2476 RE: Lawrence Holland/Keweco, Inc. 227 Hillcrest Drive APN 254-101-05 Grading Permit 7467-G Final release of security Permit 7467-G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading and finaled the project. Therefore, release of the security deposit is merited. Performance Bond B34230521, in the amount of$56,160.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Masih Maher y L bach Senior Civil Engineer Finance Manager Financial Services Cc: Jay Lembach,FinanceManager Lawrence Holland/Keweco,Inc. Debra Geishart File Enc. TEI, 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avcnuc, Enciniras, California 92024-3 6 33 EDD 760-633-2700 recycled paper '" NGINEERING City o SERVICES DEPARTMENT � Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 18, 2004 Attn: Union Bank of California 200 D Street Encinitas, California 92024 RE: Lawrence Holland/Keweco, Inc. 227 Hillcrest Drive APN 254-101-05 Grading Permit 7467-G Final release of security Permit 7467-G 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# 0219104692 in the amount of$14,040.00. 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. � )ance Sin" y, Masih Maher ach Senior Civil Engineer Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Lawrence Holland/Keweco, Inc. Debra Geishart File TEL 760-633-2600 / FAX 760-633-2627 S05 S. Vulcan AV211nC. Encinitas, California 92024-3633 TDD ?60-633-2700 recycled paper ,���'� �II1111 L'CI'%111 �1IC• CIVIL,GEOTECHNICAL,A QUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION CLIENT: KEWECO PROJECT: KEW 403 - DATE: 15 SEPT. 2003 KEWECO DEVELOPMENT 871 Neptune Ave. Encinitas, CA. 92024 Attention: Dominick Johnson Subject: Final Results of Compaction Testing and Inspection for the Residential Subdivision located at 227 I illcrest Drive, Encinitas, CA. (Lots 1 -4)(APN: 254-101-05) Reference (a): Preliminary Geotechnical Investigation by Terra Pacific Consultants, Inc. dated March 7, 2002. Gentlemen: Pursuant to your request, we have completed our inspection, compaction testing, and supervision of the rough and fine grading operations for the subject project. Locations of our field density tests are shown on Enclosure (1), and the results of these tests are detailed on Enclosures (2), (3) and (4). Site preparation, compaction, and testing were accomplished between 18 April and 27 August 2003. Based on our observations and testing, it is our opinion that the work performed during that period was in general conformance with the requirements of Reference (a), the Approved Grading and Improvement Plans and the City of Encinitas Grading Ordinance . The project residential site, as graded, is considered adequate for its intended use. The rough grading operation was accomplished between 18 to 29 April 2003, with the contractor over-excavating the loose native soils in the upper 3 feet. During this period, the contractor removed the surface soils for the 4 house pads by excavating the loose materials to an approximate depth of 3 to 4 feet below the existing surface, where firm natural ground was encountered. The bottom of the excavation was scarified, watered, and recompacted prior to replacing the native stockpiled soils. The limits of over-excavation extended a minimum of 5 feet outside of the proposed building foundations. The over-excavation grading operation was accomplished in accordance with Reference (a) and to help mitigate 1 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX 760-945-4221 H&H Effi inchCI'111I CIVIL,GEOTECHNICAL,6 QUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING •. CONSTRUCTION MANAGEMENT d INSPECTION the effects of differential settlement of the proposed structures. The contractor placed and compacted the native soils on the house pads until the designed pad grades were achieved. During the period from 2 May to 27 August, the post grading operation took place at the subject site. This consisted of(1) the construction of the waterline and sewer extensions into the site, (2) the retaining wall backfill for Lot 1, and (3) the finish grading for the curb & gutter and the street subgrade and base materials. Density was achieved by the use of a D-4 and D-5 bulldozer and a large trackhoe with a sheepsfoot wheel compacting the soil as fill was placed in thin lifts. Since the existing soils varied in moisture content, the contractor had to spend additional time and effort in his mixing operation in order to ensure near-optimum moisture and proper compaction in the fill material. As indicated by our Compaction Test Results, Enclosures (2), (3) and (4), density tests performed during the rough and finish grading operations for the house pads, the trench backfills, and the road grading indicated over 90% relative compaction as compared to the Maximum Dry Density per ASTM Test Procedure D 1557-91. The density test results for the subgrade soils and the aggregate base materials for the interior street indicated over 95% relative compaction. In general, the soils exposed at surface grades for the subject pad are considered to have a low expansion potential according to Reference (a). Foundations shall be sized and constructed in accordance with the recommendations found in Reference (a). For foundation design purposes, an allowable bearing strength of 2000 psf may be,utilized for all continuous or spread footings founded in dense native soils compacted to 90% relative compaction per ASTM D 1557-91. This design bearing value is in accordance with Reference (a) and the Uniform Building Code and may be increased as allowed by the provisions of the U.B.C. It is recommended that the continuous perimeter foundations and concrete slabs for a light weight, wood framed, stucco type structure shall be constructed and reinforced in accordance with the following minimum design criteria: a. The continuous perimeter foundations shall extend a minimum depth of 18 2 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX 760-945-4221 H&H Ell inch I IIII CIVIL.GEOTECHNICAL,d OUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING �•.••. CONSTRUCTION MANAGEMENT d INSPECTION inches and a minimum width of 15 inches into the compacted fill soils for a 1 and 2 story structure. The continuous 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. b. Footings placed on or adjacent to fill slopes shall have a minimum horizontal distance of seven feet (T) from the bottom edge of the footings to the face of the slope. c. All concrete slabs shall be a minimum of 4 inches in thickness and reinforced with a minimum of No. 3 steel rebars at 16 inches on center both ways and placed in the center of the slab. The slab steel bars shall be wire tied to the perimeter foundation steel and bent downward into the foundations at 16 inches on center to a depth of 3 inches from the bottom. Where moisture sensitive flooring is anticipated and in order to minimize vapor transmission, an impermeable membrane (1e: 10 mil visqueen) shall be placed over 2 inches of clean, poorly graded, native sand, imported gravel, 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 Plan. These foundation recommendations are minimum design requirements for the soils encountered during grading; however, actual foundations shall be designed by the Structural Engineer for the expected live and dead loads, and for wind and seismic loads. In the event that any changes in the nature, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and the conclusions of this Report are modified or verified in writing. 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 project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. 3 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX 760-945-4221 B&H E111111L`(!1'h CIVIL,GEOTECHNICAL,6 QUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT 6 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. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. �oQqPFESSioyq! Sincerely, C.eF �yc RGE 127�� m cc Exp.12/31/05 ° Athur C.Be�a�rd'AG RGE q FD7LrCKN\�+PQa��' Chief Engineer FOF C A"* 4 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 760-945-3150 FAX: 760-945-4221 Vl /L6-S ' 5-2 pm TO GAI1�D l� K i0°OSEO \ .1 SEE'9EE7 MATER MAIN ` C JJ.o ,-��. x r No7 To S �cE T EASENFNI 1 i ex K 7N�TBA OI ' X �Y E MOOFIEO TO 7� ` .A�(ij SE7BATBA p!AS 9RW' ',X , F J iort� -sow.IEI:I .AL Nt�'j , _ AO' ✓ (�i L PER 50ym, J \ \ \ t.n70 Ft TOIKr ROIK J/.J I. A // i., 0 STAEFi �I ��'� .. '"� 'I2p f0 L 0r 147N SIIEPF X11 ,j 5-� X J.?.0 )as n )?. TOIBeIAKEir F SMILES TO OE F 1 • ��/'/ e/� D Larotrxl 1 /h•� PAD-020 ,4 9 ` ni n `• x O1iAINAGF 0I7 $ ✓ r11 SL .+ PER DETAIL A ,/ISLt E '68.16 SL �\% 1l MIN. tug APPROXIMATE LOCATION OF FIELD DENSITY TESTS PLOT PLAN OWNER: KC W I.C.p I o(Z_ LOCATION: 227 yl[1C2 � D/Z . � �i//I�///L�L�/�///I ///L: CIVIL,GEOTECHNICAL,&QUALITY ENGINEERS C Aq •STRUCTURAL ENGINEERING•LAND SURVEYING A•P•N• : Z 5-4 - Q I d S r. •PERCOLATION A SOIL TESTING •CONSTRUCTION MANAGEMENT&INSPECTION PROJECT: KJF-(tif ¢03 DATE: 9 ac 3 ENCLOSURE ( 1 ) iiic: CIVIL,GEOTECHNICAL,6 QUALITY ENGINEERS •STRUCTURAL ENGINEERING•LAND SURVEYING ' •PERCOLATION A SOIL TESTING •CONSTRUCTION MANAGEMENT 6 INSPECTION CLIENT: PROJECT: Kt k/ 5t03 Test Test DATE: S�P7; 200.3 Test Test Soil Dry Density, cf Moisture, % Relative Retest No. Date Location E1/Depth Type Field Maximum. Field Opt./ ¢ P Compaction No. LOT 3 /� B, 5- " U o T 4- 6g 3 1 /Zo.S /010 „ --- '� Lo T 3 �9 1015 ,, - 7 9 ZS o T Z 6 S 4, r /ZZ,S 93 ---- /0,7 95- g 28 Lo I G g �� - 9 LOT Z �9 120.¢ it /n Lo T 3 9z /Z 8 7 ,, co r r G 9Z 13 1/,6 it 91 71 /zo,7 /i,2 it 94 I¢ Lor 3 7 " /Zo, Gor It WALL //�� 9� ?1 /3 /l6, 1 /Z 1 78 70 ��3' � It A / 9z 17 7 -- -� s�Z SEwe2 -4' ll$,6 l ZB,S 8 9 — $-2 S�S I I 9 Z -- Z //$,0 �� 7,S ,, Z S-3 -4 ' /19.7 91.5 r 9/ COMPACTION CURVE DATA SOIL TYPE AND DESCRIPTION OPTIMUM MAXIMUM DRY MOISTURE % DENSITY (pcf) f ©2AA, ,E 640 iN S1L f�i✓F -s/aNt7 //,o /Z3. S T�, �2C y CGA SS -7T— BASE 80 I4/,o COMP,gCTION TEST DATA ENCLOSURE (2) CIVIL,GEOTECHNICAL,A QUALITY ENGINEERS •STRUCTURAL ENGINEERING•LAND SURVEYING •PERCOLATION&SOIL TESTING •CONSTRUCTION MANAGEMENT 6 INSPECTION CLIENT: K E��co CT: KE V/ 405 Test Test DATE: SEI�j, Zco 3 Test Test Soil Dr y Densit cf No. Date Location y� Moisture, X Relative Retest E1/Depth Type Field Maximum. Field Opt. Compaction No. S-5 5X6 -Z 1 A l 6,5 /ZS,S ,3 / O S-6 I I �• 8 /, q/ 5-7 9z _ W-1 "-/)9 WATEIL L,w 5 - ¢ ' 95,1 W-2 (-/Zo — 2' /D4,o / ,Z /S,o 91 9,2 /l,0 9�1 //813 " 71 o n 9Z 94.9 /0¢,0 /,1,i /S,o W-5 '� �� II / h 90 ' 93. " 9 W-(o li h 3 /18.7 /28,5' g,3 w-7 h � 2 - ,, 9Z /21,2 of q-9 ,I wg ,� h _ 2 , //6.S /z3 15- 919 W_9 BASE -o,s f3�,� �l.O G,o B-O 7 - e>A5 '� „ i 38,S 7,8 9B 57", 5u o.; 117,3 /I It 9 " 9.g �y5 7,9 �I 96 - 56-4 i " A 97 u COMPACTION CURVE DATA SOIL TYPE AND DESCRIPTION OPTIMUM MAXIMUM DRY MOISTURE % DENSITY (pcf) COMPACTION TEST DATA ENCLOSURE (3) iiic. CIVIL,GEOTECHNICAL,6 QUALITY ENGINEERS •STRUCTURAL ENGINEERING•LAND SURVEYING •PERCOLATION 6 SOIL TESTING •CONSTRUCTION MANAGEMENT 61NSPECTION CLIENT: KE W kC0 PRDiECT: K E Vl9 4o3 CATE' S Test Test Test Test Zcz73 Test Soil Dry Densit , cf Moisture, X th Type Relative Retest No. Date Location E1/De P yP Field Maximum. Field Opt. Compaction No. -I �Y3 I 141,0 5,2- 8,0 H 6,9 I, 98 " 135,3 ►I 8,3 �, g�22 s, Asc: " 137 2 96 it B COMPACTION CURVE DATA SOIL TYPE AND DESCRIPTION OPTIMUM MAXIMUM DRY MOISTURE % DENSITY (pcf) COMPACTION TEST DA TA ENCLOSURE (4) HYDROLOGY AND HYDRAULIC REPORT 227 HILLCREST DRIVE 1 ENCINITAS, CA PREPARED FOR: LAWRENCE HOLLAND c 871 NEPTUNE AVE. ENCINITAS,CA 92024 DATE: 11-20-2002 PREPARED BY: PASCO ENGINEERING, INC. 535 NORTH HWY. 101, SUITE A SOLANA BEACH, CA. 92075 CA Al ui cc . 295rr CIVIL CA WAYNE A. PASCO, RCE 29577 PE 3t PASCO ENGINEERING, INC. DATE y 2YU �S rat trJ_- - --- --r-- ---- -------- — U,�r'"1: TER. - _�C►�- z . PASCO E7VGIlYEERI1YG,WC.- 535 NORTH HWY. 101,SUITE A -SOLANA BEA CF4 CV JFORNL4 92075-858.259.8212 Holland Storm Drain Capacity Cross Section for Circular Channel Project Description Project File c:\haestad\academic\fmw\831f.fm2 Worksheet Holland Storm Drain Sizing Flow Element Circular Channel Method Manning's Formula .Solve For Channel Depth Section Data Mannings Coefficient 0.009 Channel Slope 0.020000 fVft Depth 0.20 ft Diameter 12.00 in Discharge 0.63 cfs ,12.00 in 0.20 ft 1 V N H 1 N TS 12/16/02 Academic Edition 10:19:35 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FlowMaster of(203)755-1666 Page 1 d 1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO' COUNTY FLOOD CONTROL DISTRICT 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1388 Analysis prepared by: Pasco Engineering, Inc. 535 North Highway 101 Suite A Solana Beach, CA 92075 (858) 259-8212 ************************** DESCRIPTION OF STUDY ************************** * Holland Hydrology Study * + FILE NAME: 831.DAT TIME/DATE OF STUDY: 9:48 4/24/2002 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION 'PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY-PEAK CONFLUENCE VALUES CONSIDERED FLOW PROCESS FROM NODE 3.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------ SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 282.00 UPSTREAM ELEVATION = 72.20 DOWNSTREAM ELEVATION = 66.67 ELEVATION DIFFERENCE = 5.53 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.282 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.508 SUBAREA RUNOFF(CFS) _ .46 TOTAL AREA(ACRES) _ .24 TOTAL RUNOFF(CFS) _ .46 FLOW PROCESS FROM NODE 2.00 TO NODE 1.00 IS CODE = 8 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< -------------------------------- 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.508 SOIL CLASSIFICATION IS "D" SINGLE FAMILY• DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) _ .36 SUBAREA RUNOFF(CFS) _ .69 TOTAL AREA(ACRES) _ .60 TOTAL RUNOFF(CFS) = 1.16 TC(MIN) = 13.28 FLOW PROCESS FROM NODE 4.00 TO NODE 1.00 IS CODE = 8 100 •YEAR RAINFALL INTENSITI ,-NCH/HOUR) = 3.508 -USER SPECIFIED(SUBAREA) : SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9500 SUBAREA AREA(ACRES) .19 SUBAREA RUNOFF(CFS) .63 TOTAL AREA(ACRES) .79 TOTAL RUNOFF(CFS) = 1.79 TC(MIN) = 13.28 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 1.79 Tc(MIN. ) = 13.28 TOTAL AREA(ACRES) .79 END OF RATIONAL METHOD ANALYSIS HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 3.IA Release Date: 2/17/92 License ID-1388 Analysis prepared by: Pasco Engineering, Inc. 535 North Highway 101 Suite A Solana Beach, CA 92075 (858) 259-8212 -------------------------------------------------------------------------- TIME/DATE OF STUDY: 9:53 4/24/2002 ************************** DESCRIPTION OF STUDY ************************** * Holland Curb Inlet Capacity * * * * ************************************************************************** »»SUMP TYPE BASIN INPUT INFORMATION«« ------------------------------------------------------------------ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby- basins and sump basins. BASIN INFLOW(CFS) _ .63 BASIN OPENING(FEET) _ .83 DEPTH OF WATER(FEET) _ .50 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) _ .58 TYPE C INLET WIDTH=3' > .58' s0 OR ,k 7 County of San Diego Orange r" - Hydrology Manual County , l� Ce Luz,- fp�'a•:., lain. CC 3.5—. 30 , Rainfzll lsoyltivials 1 100 Year Rainfall Event- 6 Hours Isopluvial (inches) a i Marco `. n 1 � O Leucada + /J o Cndrir Cardiff by'f_ �3 � 2.5 " Scfana Beach + Del Mar _- ,iraM 1 La Jolla + 2.0 Pacific Beach Mission Beach Ocean Beach,' r -- Point Loma �1, (Co� _Map Notes 4.! I StateFlane Projection,Zore5,N„D83 r Creation Date:June 22,2041 NOT TO BE USED FOR DESIGN CALCULATIONS t 1 N Bea 0 7.5 MILES amecO County of San Diego orange ; ;" ;�,z.� <. Hydrology Manual C 10.0 r pt-_ .a � e Luz 5.0 5.0 7.0- % O Rainfalllsophivials as 's.0 100 Year Rainfall Event- 24 Hours is oplwial (inches) � •'tom, \;r � '��, ;'Bart' �`-.-, Mamas ,, i O Leuca _ Encinitas {, %% - Cardiff by the Sea ' %% Solana Beach 1 ` ` -4.5 Del Mar N 40� ��y raw La Jolla r Pacific Beads Mission Beads' • Ocean Beach Point Loma fo cor n`-' Map Notes Stateplane Projection,Zones,NAD83 \ 11 Creation Date:June 22.2C01 ' NOT TO BE USED FOR DESIGN CALCULATIONS h N Bea 0 7.5 MILES ameO ■�p�■11111n10�■���■■�����/fi=r/r/./ . �OI�IIIIIW110�■■M■■■ r/ WW110SEE MON■ IN 111�118M M■■■ M!I�I/II►�I/II/I =111 MOON WA v®■■■■ NOW =ice- i / % rA'O a�a��QaQr�•�jArA � �m• An ����i� �A SAM WAr mmw. w W�W�a.NWAWAIWAWAW ��q��WARS Meta° i_sivi»a�a.� - titi�t{Qt=Qi■i.tttfIItit ,�®®IN:to �Omt7 OC= a� Bill mill 1PIP .�. ��� CC • • PT m yj'"FAW4 man CS M flu Is •