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2004-9134 G o� THE ORIGINAL OF FHIS DOCUMENT Recording Requested By: ) WAS RECORDED ON NOV 23,2004 DCUMENT NUMBER 2004-1111331 City of Encinitas j GREGORY J.SMITH,COUNTY RECORDER SAN DIEGO COUNTY RECORDER'S OFFICE When Recorded Mail To: ) TIME: 4:19 PM City Clerk ) City of Encinitas ) 505 S. Vulcan Avenue ) Encinitas, CA 92024 ) FOR THE BENEFIT OF THE CITY ) SPACE ABOVE FOR RECORDER'S USE GRANT OF STEEP SLOPE OPEN SPACE PRESERVATION EASEMENT: THIS COVENANT DOCUMENT REPLACES COVENANT DOCUMENT#2004-0215087 RECORDED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY ON MARCH 16,2004. Assessor's Parcel No.: Case No.: 04-169 VAC/SUBC 265-331-53 Grading Permit No.: 9134-G Timothy C. Luce and Sonja L. Luce ("GRANTOR" hereinafter) do hereby grant, convey and dedicate a steep slope open space easement to the CITY OF ENCINITAS, State of California ("CITY"hereinafter),with terms, covenants and conditions as follows: In accordance with Resolution No. 2004-51 of the City Council of the City Of Encinitas, the "GRANT OF STEEP SLOPE PRESERVATION OPEN SPACE EASEMENT" recorded as Document No. 2004-0215087 in the office of the County Recorder of San Diego County on March 16, 2004 is hereby replaced with an open space easement for steep slope preservation over, upon, across, and under the lands hereinafter described on Exhibit "A" attached hereto and as shown on Exhibit`B" attached hereto, hereinafter referred to as the subject land, to wit: (1) GRANTOR conveys a perpetual easement for open space over, upon, across and under the subject land consisting of all steep slopes not disturbed or restored by the grading as shown on the approved project drawings for Case No. 04-169 VAC/SUBC. No building, structure or other thing whatsoever shall be constructed, erected, placed or maintained on the subject land, nor shall grading be performed, except as is permitted and conditioned by Case No. 04-169 VAC/SUBC, as said permit No. 04-169 VAC/SUBC was issued by Resolution Nos. 2004-51 and 2004-52 of the City Council of the City Of Encinitas, or as said permit may be hereinafter amended or modified pursuant to the Municipal Code of the City Of Encinitas. Planting and maintenance of new vegetation may be performed in and on the subject land provided that all new plantings consist of native species consistent with the City Council approval of Case No. 04-169 VAC/SUBC. (2) GRANTOR conveys the perpetual right, but not the obligation to enter upon the subject land and remove any buildings, structures or other things whatsoever constructed, erected, placed or maintained on the subject land contrary to any term, covenant or condition of this easement and to do any work necessary to eliminate the effects of any excavation or PBDiKK/�:`,Covenant`,04-169vacsubc.osestnt.doc - I - grading or placement of sand, soil, rock or gravel or any other material placed on the subject land contrary to any term, covenant or condition of this easement. (3) GRANTOR covenants and agrees for itself and its successors and assigns as follows: (A) That it shall not erect, construct, place or maintain, or permit the erection, construction, placement, or maintenance of any building or structure or other thing whatsoever on the subject land, nor shall grading be performed, other than such buildings, structures, grading, or other things as are permitted by Case No. 04-169 VAC/SUBC, as said permit No. 04-169 VAC/SUBC was issued by Resolution Nos. 2004-51 and 2004-52 of the City Council of the City Of Encinitas, or as said permit may be hereinafter amended or modified pursuant to the Municipal Code of the City Of Encinitas. (B) That, except for those portions authorized by Case No. 04-169 VAC/SUBC for grading and landscaping, it shall not use the subject land for any purpose except as open space to permanently maintain the steep slopes. (C) That it shall not excavate or grade or permit any excavating or grading to be done or, place or allow to be placed any sand, soil, rock, gravel or other material whatsoever on the subject land without the written permission of CITY or its successors or assigns; provided, however, that grantor may excavate, grade or place sand, soil, rock or gravel or other material on the subject land as is permitted by Case No. 04-169 VAC/SUBC, as said permit No. 04-169 VAC/SUBC was issued by Resolution Nos. 2004-51 and 2004-52 of the City Council of the City Of Encinitas, or as said permit may be hereinafter amended or modified pursuant to the Municipal Code of the City Of Encinitas. (D) That the terms, covenants and conditions set forth herein may be specifically enforced or enjoined by proceedings in the Superior Court of the State of California. It is agreed that the grant of this easement and its acceptance by CITY shall not authorize the public or any members thereof to use or enter upon all or any portion of the subject land, it being understood that the purpose of this easement is solely to restrict the use to which the subject land may be put. This easement shall bind the owner and its successors and assigns. GRANTOR: Dated I l 2Z/ G y b ' y imothy C. Luce 2 Dated �� OZ/ by Sonja L. Luce (Notarizations of GRANTORS' signatures are attached.) PBD/KK/gA Covenant`104-169vacsubc.osesmt.doc -2- CITY OF ENCINITAS: I certify on behalf of the City Council of the City of Encinitas, pursuant to authority conferred by Resolution No. 2004-51 of said Council, adopted on September 15, 2004, that the City of Encinitas consents to the making of the foregoing Grant of Steep Slope Preservation Open Space Easement and consents to recordation thereof by its duly authorized facer. Dated C'�% by Peter Cota-Robles City Engineer (Notarization not required) PBD/KK/g:\Covenant\04-169vacsubc.osesmt.doc 3 - CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT T T State of California County of ss. T' On lam• �i <1�'�, before me, C ' M��C,��7Vle A) �r►l �l 101RUCt� Name and Title of Officer ..cer(e g Jane Doe.Notary Public Date .r personally appeared / Name(s)of Signer(s) T personally known to me T A�oved to me on the basis of satisfactory evidence to be the person(s) whose name(s) i /are RANDA G. MII,LJOUR t subscribed to the within instr ent and �. �oMUnission t�1389205 X acknowledged to me that he/ e ecuted tery Public-Calffomiy Sso-Oifpo County the same in his/h /thei author , ?, My Commi�sioo Exp.tan.6 , 2007 capacity(ies), and that by his/he their ; signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) t acted, executed the instrument. ( WITNESS my hand and official seal. r Si re of Notary Public Place Notary Seal Above OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document T and could prevent fraudulent removal and reattachment of this form to another document. ?� Description of Attached Document Title or Type of Document: Document Date: Number of Pages: S Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer Signer's Name: TS Individual Top of thumb here Corporate Officer—Title(s): r1 Partner—�j Limited General El Attorney in Fact `i Trustee ❑ Guardian or Conservator Other: Signer Is Representing: i Pico 5507 Reorder Cali Toil t a00-BCE 5`27 cD 1997 Nat;cnat No!arf Association•9350 De Sole A•.e PO 81x 2402•Ghatswonh.CA 91313-2-102 EXHIBIT "A" LEGAL DESCRIPTION FOR STEEP SLOPE EASEMENT OPEN SPACE EASEMENT PARCEL A BEGINNING AT POINT "A", DESCRIBED IN THAT CERTAIN QUIT CLAIM DEED TO WALTER I. NORLING AND NEVA N. NORLING, CO-TRUSTEES OF THE NORLING FAMILY REVOCABLE TRUST, DATED DECEMBER 30, 1992, RECORDED MAY 20, 1993 AS DOCUMENT NUMBER 1993-0319770; THENCE NORTH 15° 03' 30" EAST, 100.00 FEET: THENCE NORTHEASTERLY IN A STRAIGHT LINE TO A POINT ON THE NORTHERLY LINE OF SAID NORLING LAND DISTANT THEREON 93.00 FEET WESTERLY FROM THE NORTHEASTERLY CORNER THEREOF; THENCE RETRACING ALONG SAID LINE SOUTHWESTERLY 126.30 FEET, THENCE RETRACING S 15 003'50" W, 23.15 FEET, THENCE N 72°18'03" W, 44.23 FEET TO THE TRUE POINT OF BEGINNING; THENCE N 14 025'38" E, 22.91 FEET; THENCE S 75 024'22" E, 2.50 FEET; THENCE N 14 024'20" E, 6.10 FEET,- THENCE S 75 014'27" E, 16.56 FEET-, THENCE S 5702700" E, 4.12 FEET; THENCE S 26 046'02" W. 4.79 FEET; THENCE S 15 006'18" W, 24.19 FEET,- THENCE N 72 018'03" W, 21.72 FEET TO THE TRUE POINT OF BEGINNING, CONTAINING 632.13 SQUARE FEET, MORE OR LESS, ACCORDING TO THE BEARINGS AND DISTANCES ABOVE. OPEN SPACE EASEMENT PARCEL B BEGINNING AT POINT "A", DESCRIBED IN THAT CERTAIN QUIT CLAIM DEED TO WALTER 1. NORLING AND NEVA N. NORLING, CO-TRUSTEES OF THE NORLING FAMILY REVOCABLE TRUST, DATED DECEMBER 30, 1992, RECORDED MAY 20; 1993 AS DOCUMENT NUMBER 1993-0319770; THENCE NORTH I50 03' 30" EAST, 100.00 FEET; THENCE NORTHEASTERLY IN A STRAIGHT LINE TO A POINT ON THE NORTHERLY LINE OF SAID NORLING LAND DISTANT THEREON 93.00 FEET WESTERLY FROM THE NORTHEASTERLY CORNER THEREOF,- THENCE RETRACING ALONG SAID LINE SOUTHWESTERLY 126.30 FEET, THENCE RETRACING S 15 003'50" W, 23.15 FEET, THENCE N 72 018'03" W, 44.23 FEET TO A POINT, THENCE N 45 045'01" W, 5.15 FEET TO THE TRUE POINT OF BEGINNING; Q�pFESS/Oh4 .�QkO ,VADO�q �E,y EXHIBIT "A" N75°40'57" W, 12.61 FEET; N 72°28'01" W, 28.63 FEET; THENCE ON A NON-TANGENTIAL CURVE CONCAVE TO THE LEFT WITH A RADIUS OF 30.50 FEET, A CENTRAL ANGLE OF 38 054'32", AN ARC LENGTH OF 20.71 FEET, THE LONG CHORD OF WHICH BEARS N 77"34'00" W, 20.32 FEET; THENCE N 9"12'14" E. 15.11 FEET; THENCE ON A NON-TANGENTIAL CURVE CONCAVE TO THE RIGHT WITH A RADIUS OF 56.00 FEET, A CENTRAL ANGLE OF 271325", AN ARC LENGTH OF 26.61 FEET, THE LONG CHORD OF WHICH BEARS N 88"55'45" E, 26.36 FEET; THENCE S 67 024'55" E, 25.13 FEET; THENCE S 66 054'04" E, 12.73 FEET; THENCE S 14022'10" W, 17.43 FEET TO THE TRUE POINT OF BEGINNING OF PARCEL B, CONTAINING 1196.93 SQUARE FEET MORE OR LESS ACCORDING TO THE PRECEDING BEARINGS AND DISTANCES. STEEP SLOPE EASEMENT AREA "C" BEGINNING AT POINT "A", DESCRIBED IN THAT CERTAIN QUIT CLAIM DEED TO WALTER 1. NORLING AND NEVA N. NORLING, CO-TRUSTEES OF THE NORLING FAMILY REVOCABLE TRUST, DATED DECEMBER 30, 1992, RECORDED MAY 20, 1993 AS DOCUMENT NUMBER 1993-0319770; THENCE NORTH 15"03'30" EAST, 100.00 FEET; THENCE NORTHEASTERLY IN A STRAIGHT LINE TO A POINT ON THE NORTHERLY LINE OF SAID NORLING LAND DISTANT THEREON 93.00 FEET WESTERLY FROM THE NORTHEASTERLY CORNER THEREOF TO THE TRUE POINT OF BEGINNING; THENCE S 28"49'22" W, 22.22 FEET; THENCE S 86"46'43" W, 23.96 FEET; THENCE S 76"08'16" W, 25.93 FEET; THENCE N 62"49',17" W, 34.41 FEET; THENCE N 18"22'24" W, 31.88 FEET; THENCE N 74"59'15" W, 49.26 FEET; THENCE N 15"26'02" E, 14.86 FEET; THENCE S 72" 1705" E, 62.98 FEET, THENCE S 28"55'21" E. 38.46 FEET; THENCE N 88 003'36" E, 25.37 FEET; THENCE N 63"29'21" E, 25.62 FEET; THENCE S 7201705" E, 18.07 FEET, TO THE TRUE POINT OF BEGINNING, CONTAINING 2,940.00 SQUARE FEET, MORE OR LESS, ACCORDING TO THE BEARINGS AND DISTANCES ABOVE. QPpfESS/0 C:'A`•Luce'07-06-04dwUsti1116EASEMENT.wpd u'ui cr. CE#33538 70 Exp.6130l0& ]} crm Tf OF C kl_\F Q I c� 0000 0 3 •OS,�O.Sr �OS,�0. N N � � l � CL 4�? t CO W Q r�ER ^� O O o (f} O cr- Cl) Q Q SI939 S� E Q o 'C3 Iri �. m o W e 3 Co � W z ° 9r� J C� m m o o � J � rnIn U °l ON m A In o �0 o p Q o t0 �� ('7 0 J u z o t0 Q G1 0 o In c j r, 'D 'D CU lJ7 .a �D — n - cxj w ,0 In N GZI W N �D .-. V' V' N N — CU Q W . Q (U (U w w w w 3 3 3 3 3 3 w W w 3 W . . . • , N w in ID m CU M N o o o In o V o v In o ° / l7 In r ;t V I\ \0 �,� Do o OD In t n v ;t (U / N N ° o ° OD N t\ . a ° In !n t` �D ° (U In (U m n CU w r �0 ° / mW z V) z 0 0 N (.) =1Z z Q z z Q z 0 v1 N I I � (U (T) d' In .D h co m js�, V IJ') �0 z J J J J J J J J _1 J J J J J J J • �I� Q) J U � O U O � U ° cn �- r. � o 0 o E d- rn cn_ o N N X Q W o IV X21 L�3 M � o O M O C Q In qq M M C W Lo Q U iD U ti z O W O �D N ^ N �D W NOD v0� 0+ NpIO (7 'It V+ co A st M M N N N .-. N N M �D .-. �6/ S ''1si93a � w W W W W W 3 3 3 3 3 3 ru m N r Z .�., N v NpNC, il o 0 Oa7 Nvo < ils NoU N N W V' Zp N �D �D W N M W W N W n .-+ ID n CO N f, .D W N r� .-. A N !/! h Z Z Z Z h ! Z Z 0 W W Z J J J J J 1 J J J J J J J �?7 ENGINEERING DESIGN GROUP r GEOTECHNICAL.CIVIL,STRUCTURAL&ARCHITECTURAL CONSUL TANTS 10R RESIOENTiAL&COMMERCIAL CONSTRUCTION 2121 Montiel Road, San Marcos, California 92069 • (760) 839-7302 • Fax: (760) 480-7477•www.designgroupca.com Date: March 24, 2005 To: Sonja Luce 2153 Whisper Wind Lane Encinitas, CA 92024 Re: Proposed New Single Family Residence to be Located at 2153 Whisper Wind Lane, Encinitas, CA 92024 Subject: Compaction Report INTRODUCTION In accordance with your request and authorization,we have provided geotechnical observation and compaction testing services during the grading and compaction of fill soils for the proposed building pad at the above referenced site. The results of our quality control and compaction testing operations are summarized below. GRADING OPERATIONS Grading for the above referenced lot included the formation of the proposed upper building pad and driveway. Grading operations were conducted from January 19 through March 3, 2005. Grading procedures in the area of the building pad consisted of removing loose topsoil and weathered materials to a minimum distance of 5 feet outside the proposed building footprint, scarification of subgrade bottom to a depth of 12 inches, moisture conditioning and recompaction of fill soils. The -- building pad was undercut to a depth of approximately 5 feet, and the excavation of soils extended to approximately 5 feet beyond the footprint of the building. _ During alluvial soil removals in the lower driveway area, a deep zone of alluvial was encountered within an apparent old drainage course. As alluvial soils were being removed, the excavations became unstable due to perched ground water (under a hydrostatic head). Excavations were immediately infilled and stabilized pending revised removal recommendations. Due to the unstable conditions encountered in our removal excavation and the close proximity of improvements on neighboring properties to the west, Engineering Design Group concluded complete alluvial removals (i.e. to 15+ feet) cannot be made without shoring. In lieu of complete removals and based upon discussions with the homeowner and representatives of the City of Encinitas, removals were excavated to the maximum depth possible while maintaining a stable excavation, deemed to be 6 feet below grade. Page No. 1 �— Job No. 0434884 E:\JOBS14 JOBS\2004\043488-4 SONJA LUCE COMPACTION REPORT,2153 WHISPER WIND LANE,ENCINITAS,CA 92024.wpd Removals in the area of the lower driveway were made to approximately 6 feet below adjacent grade. Exposed alluvial subgrade material was compacted utilizing an excavator mounted sheepsfooted roller prior to the placement of initial grid layers. Stratagrid 500 Geogrid reinforcing was placed along the "bridged" alignment of the driveway, at intervals of every 2 feet vertically to original site grade. Stratagrid reinforced fill extended a horizontal distance of approximately 8 feet -- beyond the limits of driveway. Soils within the reinforced zone shall be compacted to a minimum of 95 percent relative compaction. At the location of the alluvial material organic material was not encountered in our alluvial removal to 15 feet below grade. Exposed materials consisted primarily —. of clean, saturated sand. Due to the deep nature of the alluvial material at the lower portions of the lot no mitigative grading was conducted for preparation of the lower pad designated on the grading plan (Pad Elevation = 195.33). The"As-Built" Civil plan shall designate the lower pad as an uncontrolled emabankment or with other verbage as directed by the City of Encinitas, identifying this pad as not certified for building purposes. No earthwork testing or observation was conducted in association with the — lower pad. In both the driveway and at the upper building pad onsite soil was utilized as graded fill and -- consisted of slightly silty to clean sands. In our opinion, based upon our visual observation and experience with similar type soils, onsite soils contain expansion potentials in the low range. Prior to recompaction fill soils were cleaned of vegetative and other debris, moisture conditioned and used as graded fill. Soil was mixed onsite, placed and re-compacted utilizing a track loader. Grading was accomplished utilizing a CAT D5 Dozer and a IT28G Wheel Loader. As part of the driveway construction new keystone walls were constructed. New walls were placed on a 3/4 inch crushed aggregate gravel leveling pad. Wall heights varied from 3 to 7 feet. Geogrid layers were placed in accordance with the projects plans and oriented correctly. Onsite soils was utilized as backfill and consisted of light brown to tan slightly silty sands. Soils were moisture conditioned, placed and compacted with a whacker type compactor. FIELD AND LABORATORY TESTING Field density tests were performed in accordance with D2922-96 (Nuclear Gauge Method). Our test results,indicate that the fill placed, under our observation and testing, in the areas indicated has been compacted to at least 90 percent relative compaction,as determined byASTM D1557-91, (Procedure A). The reported test results are representative of the soil conditions at the locations tested. Our observation and field density testing methods are in accordance with normally accepted procedures. The accuracy of the relative compaction values are subject to the precision limitations of the ASTM test methods. The accuracy of the maximum dry density determination (ASTM D1557-91) is discussed in the 1998 Annual Book of ASTM Standards, Section 4, Volume 04.08, entitled, Soil and Rock; Building Stones. Variations of relative compaction values should be expected, laterally and vertically, from the actual test locations. a' SUMMARY It is our opinion the soils graded onsite (as depicted herein) were compacted to a minimum of 90 Page No. 2 Job No. 043488-4 \\Main\files\JOBS\4 JOBS\2004\043488-4 SONJA LUCE COMPACTION REPORT,2153 WHISPER WIND LANE,ENCINITAS,CA 92024.wpd Removals in the area of the lower driveway were made to approximately 6 feet below adjacent grade. Exposed alluvial subgrade material was compacted utilizing an excavator mounted sheepsfooted roller prior to the placement of initial grid layers. Stratagrid 500 Geogrid reinforcing was placed along the "bridged" alignment of the driveway, at intervals of every 2 feet vertically to original site grade. Stratagrid reinforced 811 extended a horizontal distance of approximately 8 feet beyond the limits of driveway. Soils within the reinforced zone shall be compacted to a minimum of 95 percent relative compaction. At the location of the alluvial material organic material was not encountered in our alluvial removal to 15 feet below grade. Exposed materials consisted primarily of clean, saturated sand. Due to the deep nature of the alluvial material at the lower portions of the lot no mitigative grading was conducted for preparation of the lower pad designated on the grading plan (Pad Elevation = 195.33). The"As-Built'Civil plan shall designate the lower pad as an uncontrolled emabankment or with other verbage as directed by the City of Encinitas, identifying this pad as uncertified. No earthwork testing or observation was conducted in association with the lower pad. In both the driveway and at the upper building pad onsite soil was utilized as graded fill and consisted of slightly silty to clean sands. In our opinion, based upon our visual observation and experience with similar type soils, onsite soils contain expansion potentials in the low range. Prior -- to recompaction fill soils were cleaned of vegetative and other debris, moisture conditioned and used as graded fill. Soil was mixed onsite, placed and re-compacted utilizing a track loader. Grading was accomplished utilizing a CAT D5 Dozer and a IT28G Wheel Loader. As part of the driveway construction new keystone walls were constructed. New walls were placed on a 3/4 inch crushed aggregate gravel leveling pad. Wall heights varied from 3 to 7 feet. Geogrid layers were placed in accordance with the projects plans and oriented correctly. Onsite soils was i' utilized as back811 and consisted of light brown to tan slightly silty sands. Soils were moisture conditioned, placed and compacted with a whacker type compactor. FIELD AND LABORATORY TESTING Field density tests were performed in accordance with D2922-96 (Nuclear Gauge Method). Our test results indicate that the fill placed, under our observation and testing, in the areas indicated has been compacted to at least 90 percent relative compaction,as determined byASTM D1557-91, (Procedure A). The reported test results are representative of the soil conditions at the locations tested. Our observation and field density testing methods are in accordance with normally accepted procedures. The accuracy of the relative compaction values are subject to the precision limitations of the ASTM test methods. The accuracy of the maximum dry density determination (ASTM D1557-91) is discussed in the 1998 Annual Book of ASTM Standards, Section 4, Volume 04.08, entitled, Soil and Rock: Building Stones. Variations of relative compaction values should be expected, laterally and vertically, from the actual test locations. SUMMARY It is our opinion the soils graded onsite (as depicted herein)were compacted to a minimum of 90 Page No. 2 Job No. 043488-4 E:\JOBS\4 JOBS\2004\043488-4 SONJA LUCE COMPACTION REPORT,2153 WHISPER WIND LANE,ENCINITAS,CA 92024.wpd — percent relative compaction and suitable for the support of proposed structures (based on ASTM D1557-91, Procedure A). If you have any questions, please do not to contact our office. Q�pFFSSIN TE © N 9 ° ERING DESIGN GROUP � �� �'�'��` y `f' � C�7brr �� w M rris * DCf? 12-31- zs RCE#47672 `s�qJ Clvlt- ttacments: 1) Table 1 thru 5 : r d Field Test Results" 2) Figure 1: "A Proxima ocation of Compaction Tests" E:\JOBS\4 JOBS\2004\043488-4 SONJA LUCE COMPACTION REPORT,2153 WHISPER WIND LANE,ENCINITAS,CA 92024.wpd LABORATORY AND FIELD TEST RESULTS TABLE NO. 1 Laboratory Test Results SOIL SOIL TYPE MAXIMUM DENSITY OPTIMUM U.S.C.S. TYPE (PCF) MOISTURE CLASSIFICATION 1 Light 115.1 11.5 SM Yellowish- _ brown, silty sand E:\JOBS\4 JOBS\2004\043488-4 SONJA LUCE COMPACTION REPORT,2153 WHISPER WIND LANE,ENCINITAS,CA 92024.wpd TABLE NO. 2 Field Test Results TEST DATE FINISHED SOIL DRY FIELD RELATIVE NO: GRADE TYPE DENSITY MOISTURE COMPACTION MINUS - # (PCF) (PERCENT PERCENT CF-1 1/27/05 -4 1 105.1 13 91 CF-2 1/27/05 -4 1 104.2 14 90 CF-3 1/27/05 -4 1 105.5 12 91 CF-4 1/27/05 -4 1 105 12 91 CF-5 1/27/05 -2 1 104 14 90 CF-6 1/27/05 -2 1 106.2 15 92 CF-7 1/27/05 -2 1 104.6 13 90 CF-8 1/27/05 -2 1 105.6 14 91 CF-9 1/28/05 0 1 104.7 15 90 CF-1'0 1/28/05 0 1 105.8 12 91 — CF-11 1/28/05 0 1 105 14 91 CF-12 1/28/05 0 1 105.7 13 91 CF-13 2/1/05 -6 1 104.2 15 90 CF-14 2/1/05 -6 1 104.5 15 90 CF-15 2/1/05 -4 1 104 16 90 TABLE NO. 3 Field Test Results TEST DATE FINISHED SOIL DRY FIELD RELATIVE NO: GRADE TYPE DENSITY MOISTURE COMPACTION MINUS - # (PCF) (PERCENT PERCENT CF-16 2/1/05 -4 1 104.6 14 90 CF-17 2/2/05 -2 1 104.8 15 90 CF-18 2/2/05 -2 1 104.5 14 90 CF-19 2/2/05 0 1 104.6 14 90 CF-20 2/2/05 0 1 105.7 15 91 CF-21 2/2/05 -5 1 105.5 13 91 CF-22 2/2/05 -5 1 104.6 13 90 CF-23 2/3/05 -3 1 104 12 90 CF-24 2/3/05 -3 1 105.6 14 91 CF-25 2/3/05 -3 1 105.2 13 91 -- CF-26 2/4/05 -1 1 104.5 13 90 CF-27 2/4/05 -1 1 104.3 14 90 CF-28 2/5/05 2 1 104.8 14 90 CF-29 2/5/05 2 1 104.5 13 90 CF-30 2/6/05 4 1 105.5 12 91 E:\JOBS\4 JOBS\2004\043488-4 SONJA LUCE COMPACTION REPORT,2153 WHISPER WIND LANE,ENCINITAS,CA 92024.wpd TABLE NO. 4 Field Test Results TEST DATE FINISHED SOIL DRY FIELD RELATIVE NO: GRADE TYPE DENSITY MOISTURE COMPACTION MINUS - # (P F) PERCENT PERCENT CF-31 2/6/05 4 1 104 13 90 CF-32 2/7/05 6 1 104.5 12 90 CF-33 2/7/05 6 1 104.3 13 90 CF-34 2/10/05 2 1 110.5 13 95 CF-35 2/10/05 2 1 110.6 13 95 CF-36 2/10/05 4 1 110 12 95 CF-37 2/10/05 4 1 110.8 14 95 CF-38 2/14/05 6 1 110 12 95 CF-39 2/14/05 6 1 110.8 14 95 CF-40 2/16/05 8 1 110.4 13 95 -- CF-41 2/16/05 8 1 110.3 13 95 CF-42 2/17/05 10 1 104.2 13 90 CF-43 2/17/05 10 1 104.5 13 90 CF-44 2/17/05 12 1 104.1 12 90 CF-45 2/17/05 12 1 104 13 90 E:\JOBS\4 JOBS\2004\043488-4 SONJA LUCE COMPACTION REPORT,2153 WHISPER WIND LANE,ENCINITAS,CA 92024.wpd TABLE NO. 5 Field Test Results TEST DATE FINISHED SOIL DRY FIELD RELATIVE NO: GRADE TYPE DENSITY MOISTURE COMPACTION MINUS - # (PCF) (PERCENT PERCENT CF-46 2/25/05 -4 1 104 12 90 CF-47 2/25/05 -4 1 104.5 13 90 CF-48 2/25/05 -2 1 104.2 12 91 CF-49 2/25/05 -2 1 104.6 14 90 CF-50 2/28/05 0 1 104.1 12 90 CF-51 2/28/05 0 1 104 12 90 CF-52 3/3/05 2 1 104.8 14 90 CF-53 3/3/05 2 1 104.3 13 91 CF-54 3/4/05 4 1 104.7 14 90 CF-55 3/4/05 4 1 104 12 90 E:\JOBS\4 JOBS\2004\043488-4 SONJA LUCE COMPACTION REPORT,2153 WHISPER WIND LANE,ENCINITAS,CA 92024.wpd II �`� � \\\\\\OVA` <`'►i I„ -4V VI SWRIt- IBMIx MR NO all �4fth gin, 4 IN •� `� 'sue.�'�. ���� �� � - .r r • DATE PROJECT NO. PROJECT FIELD REPORT LOCATION CONTRACTOR OWNER WEATHER TEMP. TO PRESENT AT SITE SUMMARY OF INSPECTION: 47 rl 'Z J ------------------------------ z� 4i af /_17 GEOPACMCA SIGNATURE GEOTECBNICAL CONSULTANTS �� TEL: (760) 721-5488 OPIES TO: FAX: (760) 721-5539 3060 INDUSTRY ST., SUITE 105 OCEANSIDE, CA 92054 DATE PROJECT NO. FIE PROJECT "� LD P LOCATION CONTRACTOR OWNER WEATHER TEMP. J� TO PRESENT AT SITE SUMMARY OF INSPECTION: /•Ll! /�^l�5 �I�" S: GEOPACMCA SIGNATURE GEOTECBMCAL CONSULTANTS l TEL: (760) 721-5488 ,;OPIES TO: FAX: (760) 721-5539 3060 INDUSTRY ST., SUITE 105 OCEANSIDE, CA 92054 Servin Engineering, Inc. 2382 Camino Vida Roble, Suite F Carlsbad, CA 92009 (760)931-1792, Fax: (760) 931-1892 Email: nservinnservin-engineering com March 23, 2005 City of Encinitas,Engineering Department Attention: Stephanie Till or Duane Thompson 505 S. Vulcan Avenue Encinitas, CA 92024-3633 RE: Luce Residence Pad Certification The subject site has been inspected by our firm and a field survey was performed by Ciremele Surveying at our request via the client, Luce. We can confirm that the graded pad, slopes, swales and walls reasonable agree with the approved grading plan Number 9134-GR. Furthermore, the house pad was graded to actual plan elevation. Item Pad Design Grade Actual Pad Elevation House Pad 208.0 msl 208.0 msl Call my office should you require more information on this matter. Sincerely yours, , CO EP �. Cz i NICK SERVIN,PE,P ncipal ngineer#33538 ° CE f.f 33538 z m Exp.C. C:1A\LucelPadCertification-Luce.wpd ��qrf p Cr,,_ F CAU\ DATE PROJECT NO. PROJECT F IELD REPORT LOCATION CONTRACTOR OWNER f. WEATHER TEIVIR TO PRESENT AT SITE SUMMARY OF INSPECTION: A Jl- 4 REGOW019NDA1 IOW z. 4.4 _711,--I GEOPACMCA SIGNATURE GEOTECBNICAL CONSULTANTS TEL: (760) 721-5488 )OPIES TO: FAX: (760) 721-5539 3060 INDUSTRY ST., SUITE 105 OCEANSIDE, CA 92054 �,xyi•#w�`• r Wit.:�;5klLM. '.....Nl...M:e rb w.d.' :r..•'aF.wv.vc,t.� �:w:��r+vY�41.TKS.... 'r. ..,...-.. .. .. DATE PROJECT NO. I PROJECT V FELD REPORT OCATION CONTRACTOR OWNER WEATHER TEMP. TO PRESENT AT SITE , V t SUMMARY OF INSPECTION: 1 RECOMMENDATIONS: GEOPACMCA SIGNATURE GEOTECHNICAL CONSULTANTS TEL: (760) 721-5488 '-._.'tOPIES TO: FAX: (760) 721-5539 3060 INDUSTRY ST„ SUITE 105 OCEANSIDE, CA 92054 DATE PROJECT NO, FI PROJECT ELD LOCATION / TION CONTRACTOR OWNER WEATHER TEMP. TO PRESENT AT SITE SUMMARY OF INSPECTION: r s RECOivt tI0ATIONS: 1. � ,.� � '�__: -mil ,s-e'!' :�_, ��s ' '�•+ ' `� hL T+ GEOPACIFICA SIGNATURE GEOTECBMCAL CONSULTAN'T'S TEL: (760) 721-5488 OPIES TO: FAX: (760) 721-5539 3060 INDUSTRY ST., SUITE 105 OCEANSIDE, CA 92054 City of Construction Site Encinitas Storm Water Inspection Checklist Site Name: L Inspector: Date: —i�—os' Site Address: z ts� I.LlfF1��_Y 6C4i64d Z44 _ APN Number: Contact Person: � ,� 1,�� Title. Phone Number: Size of Site (acres): Covered under State General Construction Permit? ❑ YES ❑ NO If yes, is SWPPP on-site? DYES ❑ NO Erosion Control BMPs: BMPs in place? ❑ YES ❑ NO BMPs Include: 10--� Preserving Existing Vegetation ❑ Hydroseeding ❑ Soil Binders, Hydraulic Mulch, Bonded Fiber Matrix ❑ Geotextiles, Plastic Covers, Erosion Control Blankets/Mats ❑ Permanent Landscaping ❑ Diversion Channel for Run-on ❑ Other Sediment Control BMP?s: BMPs in place? 2-YES ❑ NO BMPs Include: Perimeter Protection: CYgravel bags, ilt fencing, ❑ fiber rolls, ❑ other ❑ Slope Protection: ❑ silt fencing, ❑ fiber rolls, ❑ slope drains, ❑other ❑ Resource Protection (environmentally sensitive areas and waterways) Sediment Capture: mention basin, ❑ desilting basin, ❑ other Q-- Velocity Reduction: Lick dams, ❑ rip rap, ❑ other E�-� Off Site Sediment Tracking: gavel entrance, Ek emp. construction road, ❑ other ❑ Inlet Protection: ❑ gravel bags, ❑ gravel rolls, ❑ other ❑ Other Materials Management BMPs: BMPs in place? S ❑ NO BMPs Include: ❑ Spill prevention and control program (employee education and training) ❑ Fuel/chemicals stored on Site: ❑ secondary containment, ❑ leak detection, ❑ other ❑ Equipment Related Wastes: ❑covered, ❑ secondary containment, ❑ other ❑ Stockpile on Site(Solids): ❑ covered, ❑ secondary containment, ❑ other ❑ Trash/Litter on Site: ❑ receptacles provided, ❑ covered, ❑ secondary containment, ❑ other ❑ Concrete Waste: ❑ designated washout area, ❑ secondary containment, ❑ other ❑ Sanitary Waste: 9-gecondary containment, R ro'cated away from inlets, ❑ other Prioritize Site: El High ❑ Medium 2_6�w (reason for"High"designation ) I Comments: A_r) C cr���� , tea of S�r� Z!Z©ct:�,- A Signatures: City of Encinitas: � � ✓ Date: Z— s TEL 760-633-2600/FAX 760-633-2627 505 S.Vulcan Avenue,Encinitas,California 920243633 TDD 760-633-2700 recycled paper DATE PROJECT NO. FI PROJECT ELD LOCA0TION REPORT CONTRACTOR OWNER WEATHER TEMP. TO `�� PRESENT AT SITE ,f t SUMMARY OF INSPECTION: i'� Lk v RECOMMENDATIONS: i i GEOPACIFICA SIGNATURE GEOTECBMCAL CONSULTANTS TEL; (760) 721-5488 QOPIES TO: FAX: (760) 721-5539 3060 INDUSTRY ST., SUITE 105 OCEANSIDE, CA 92054 a�!�' .us-�..»Vauwugaa-a�w•�w+y�•-�n:R,....wrA+a�o..^.�w�+--�..r..>. DATE PROJECT NO. PROJECT FIELD �ocarlo N , CONTRACTOR OWNER WEATHER TEMP. TO % L r �� PRESENT AT SITE J _ SUMMARY OF INSPECTION: f _ __ rr t { RECOMMENDATIONS: GEOPACMCA SIGNATURE GEOTECHNICAL CONSULTANTS TEL; (760) 721-5488 QOPIES TO: FAX: (760) 721-5539 3060 INDUSTRY ST„ SUITE 105 OCEANSIDE, CA 92054 Mar - 30 . 2005 2 :41PM No 2252 P . 1 Servin 19nolneering, Ino. 2382 Camino Vida Roble Suite F Carlsbad, CA 92009 , (760)931-1792, Fax: (760)931-1892 Emijil:116rc vin a e -en¢e March 23,2005 R � City OfAkcinkar,Engineering Department Mq '9 ZOIK Attention: Stephanie Till or Duane Thompson pnst.lt"Fax Note 505 S. Vulcan Avenue 7671 Dato a of Encinitas,CA 92024-3633 T° From `� pages CoJUopt�� I�n�Phone RE: Luce Residence Pad Certification # Pax* 633— Fax# The subject site has been inspected by our firm and a field survey was performed our request via the client; Luce. We can confirm that the P es", by Ciremele Surveying at agreo with the approved grading plan Number 9134-G(t, graded pad' slopes,es", and walls reasonable Furthermore,the house pad was graded to actual plan elevation. Item Pad Design Cirade Actual Pad Elevation House Pad 208.0 msl 208.0 msl Call my office should you require more information on iris matter. Sincerely yours, XsERVINO PE,P cipal Eagiaeer 3# g C:1A\LucelPadCertification-Luce.wpd QaoFessr L � CE#33638 � �C [DATIE PROJECT NO. JECT F I E L D REPORT ATION CONTRACTOR OWNER WEATHER TEMP, TO PRESENT AT SITE SUMMARY OF INSPECTION: � _#•�'P.� ..' _�y.�.-tom ,d�lif d .A� 'i .++'G J� '7`�� a�r 1 r 0 i I i i 1 RECOMMENDATIONS: f 1 j, GEOPACIRCA SIGNATURE GEOTECBMCAL CONSULTAN'T'S ( TEL: (760) 721-5488 TO: FAX: (760) 721-5539 3060 INDUSTRY ST„ SUITE 105 OCEANSIDE, CA 92054 DATE PROJECT NO. .K PROJECT LOCF I L D REPORT ATION a. f CONTRACTOR OWNER WEATHER TEMP. PRESENT AT SITE •�ru' r SUMMARY OF INSPECTION: r.r i < _ r o - -.p :� .��' r J! � C Gf..a._.f�'") tZ.�W"�✓' .t /t.l L; C �L._ ' i GEOPACMCA SIGNATURE GEOTECHNICAL CONSULTAN'T'S TEL: (760) 721-5488 ,COPIES TO: FAX: (760) 721-5539 3060 INDUSTRY ST„ SUITE 105 OCEANSIDE, CA 92054 DATE PROJECT NO. PROJECT FIELD REPORT LOCATION PROJECT NI LOCATION CONTRACTOR OWNER WEATHER Mp. TO WRESENT AT SITE= SUMMARY{]FINSPECTION: MA Y dZ GEOPACIFICA SIGNATURE TEL: (760) 721-5488 PIES TO: FAX: (760) 721-5539 ' 3O6O INDUSTRY Sl' SUITE 105 OCEANS|DE' CA92O54 DATE PROJECT NO, FELDI PROJECT REPORT LOCATION CONTRACTOR OWNER WEATHER TEMP. TO PRESENT AT SITE 0-4 44 f t L SUMMARY OF INSPECTION: " 14 J4 Lze I Ile f w �+�• � � f�-� � � -�` r r, �' ,rte. V' 9 / t l Q i r GEOPACFICA SIGNATURE GEOTECHNTCAL CONSULTAN'T'S TEL: (760) 721-5488 'OPIES TO: FAX: (760) 721-5539 3060 INDUSTRY ST., SUITE 105 OCEANSIDE, CA 92054 DATE PROJECT NO. PROJECT FIELD PORT RE LOCATION CONTRACTOR OWNER TO WEATHER TEMP. PRESENT AT SITE SUMMARY OF INSPECTION; (. J f RECOMMENDATIONS, ,f SIGNATURE GEOPAC ICA GEOTECBMCAL CONSULTAN'T'S ' TEL; (760) 721-5488 OPIES TO: FAX (760) 721-5539 3060 INDUSTRY ST., SUITE 105 OCEANSIDE, CA 92054 DATE PROJECT NO. FIELD REPORT LOCAT PROJECT ION CONTRACTOR OWNER WEATHER TEMP. TO '~ cam. ✓"� �-i ' PRESENT AT SITE C SUMMARY OF INSPECTION: i r • , �A t f� ir. `e. RECOMMENDATIONS: SIGNATURE GEOPACIFICA GEOTECHNICAL CONSULTANTS �PIES 760 TEL: (760) 721-5488 TO: FAX: ( ) 721- 5539 3060 INDUSTRY ST., SUITE 105 OCEANSIDE, CA 92054 DATE PROJECT NO. PROJECT FIELD REPORT LOCATION CONTRACTOR OWNER WEATHER TEMP. To PRESENT AT SITE -i AL.I, SUMMARY OF INSPECTION: --Yf-t J -V- C-L �/ 7- LL, v f GEOPACIFICA SIGNATURE GEOTECBNICAL CONSULTANTS TEL: (760) 721-5488 OPIES TO: FAX: (760) 721-5539 3060 INDUSTRY ST., SUITE 105 OCEANSIDE, CA 92054 ..-....-.. [DATE PROJECT NO. OJECT F I LD CTI AON 4, CONTRACTOR OWNER TO WEATHER TEMP. PRESENT AT SITE i SUMMARY OF INSPECTION: / l l r J /i of e r , }p` / r , RECOMMENDATIONS: SIGNATURE GEOPACIRCA GEOTECB NICAL CONSULTAN'T'S k TEL: (760) 721-5488 �"". COPIES TO: FAX: (760) 721-5539 3060 INDUSTRY ST„ SUITE 105 OCEANSIDE, CA 92054 [DATE PROJECT NO, F ROJECT IE L D REPORT T OCATI ON CONTRACTOR OWNER WEATHER TEMP. TOE" PRESENT AT SITE f °]fin ,1 r SUMMARY OF INSPECTION: r 1 : . n � .. .. � � ^�� �.r a ��� •ltd. i` RE£C3Cgp� ; : r' ie GEOPACIFICA SIGNATURE GEOTECHNICAL CONSULTANTS TEL: (760) 721-5488 a+ SPIES TO: FAX: (760) 721-5539 3060 INDUSTRY ST., SUITE 105 OCEANSIDE, CA 92054 HYDROLOGY/HYDRAULICS REPORT LUCE GRADING PLAN ON PORTIONS OF BLOCK 94 AND 8TH STREET VACATED OF MAP NO. 326 IN THE CITY OF ENCINITAS, CA APN : 265-331-53 Nick Servin Servin Engineering 2382 Camino Vida Roble, Suite F Carlsbad, CA 92009 Ph. (760) 931-1792 Fax (760) 931-1892 JOB NUMBER: 21482 November 11, 2004 N1 CE�iffN it 4.Marec, CIF RCE 33538 Exp. 6/30/06 ! �CAt�� This document is to satisfy the City of Encinitas grading plan requirement for a hydrology/ hydraulic study of the pre-developed flows and post development flows. BACKGROUND The subject site is an existing lot described as portions of block 94 and 8"' street vacated on map no. 326 in the City of Encinistas, California, with an APN : 265-331-53. The grading of the site is for the construction of a single family dwelling, patio, play yard, and driveway access. The Thomas Guide shows the location of the site on sheet 1147, P. A copy of this sheet is included in the appendix of this report with the location of the project site shown with an arrow. Analysis of the runoff was calculated using the rational method, as shown in section three of the San Diego County Hydrology Manual. THE RATIONAL METHOD: The Rational Method estimates the peak rate of runoff at any location in a watershed as a function of the drainage area (A), runoff coefficient (C), and the rainfall intensity (1) for a duration equal to the time of concentration TC, which is the time required for water to flow from the most remote point of the basin to the location being analyzed. The Rational Method formula is expressed as follows: Q = C I A Where: Q = peak discharge, in cubic feet per second (cfs) C = runoff coefficient, portion of the rainfall that runs off the surface (no units) I = average rainfall intensity for a duration equal to the Tc for the area, in inches per hour A = drainage area contributing to the design location, in acres Combining the units for the expression CIA yields: 2 of 7 (1 acres X inch) (43.560 ft2) ( 1 foot ) ( 1 hour ) __> 1.008 cfs Hour Acre 12 inches 3,600 seconds For practical purposes the unit conversion coefficient difference of 0.8% can be ignored. Runoff Coefficient: Table 3-1 lists the estimated runoff coefficients for urban areas. The runoff coefficients are based on land use and soil type. For this analysis the density is calculated at 2 unit per Acre or less. The specific soil type at the site the highest C is picked for the density closest to the density calculated. Therefore C = 0.46 For each basin area analysis, the C value remains the same for the undeveloped analysis. For the developed site the C varies with regard to materials encountered in each area with a range of 95 for driveway, patio and roof areas and the yard areas of 0.46 A copy of Table 3-1 is in the Appendix. Time of Concentration: Primary Basin: A time of concentration was determined to be 1.53 minutes from the calculation values shown and an additional 10 minutes is added to that amount for a total of 11.53 minutes. Based on the following calculations where: L=241'; delta E=15.5'; Tc = ([11.9L**3]/delta E)**0.385 = 1.53min.. And total Tc = 11.53 minutes. Rainfall Intensity: The rainfall intensity (1) is the rainfall in inches per hour (in/hr) for a duration equal to the Tc for a selected storm frequency. Once a particular storm frequency has been selected for a design and a Tc calculated for the drainage area, the rainfall intensity can be determined from the Intensity-Duration Design Chart (Figure 3-1) attached. The 6-hour storm precipitation (P6) and the 24-hour storm precipitation (P24) for the selected storm 3 of 7 frequency are also needed for calculation of I. P6 and P24 can be read from the isopluvial maps provided in Appendix. Two maps are attached to this report for the 100 year 6-hour and 24-hour storm. Figure 3-1 was filled in based on the values of from the isopluvial maps and the Intensity value was read from the Intensity-Duration Design Chart. From the chart, based on the Duration of 11.53 minutes and the 6-hour precipitation of 2.70-inches the Intensity is calculated to be 4.23-in/hr. The data for the undeveloped drainage 5 sub-areas is shown below in tabular form under the heading "Primary Drainage Area Analysis" on the next page. PRIMARY DRAINAGE ANALYSIS: sub- area A C I Q=CIA area sq.ft. acres in/hr cfs sf/43560 A 4906.68 14.80 0.46 4.23 0.22 6 2314.46 14.61 0.46 4.23 0.10 C 10891.59 22.19 0.46 4.23 0.49 D 9532.38 20.29 0.46 4:23 0.43 E 1923.89 21.55 0.46 4.23 0.09 SUM 1 29569 0.678 1.32 DEVELOPED SITE ANALYSIS: The developed site consists of one single family residential lot west of the developed street Whisper Wind Lane. Hydraulic analysis for sub-areas that flow to the individual grass/rock swales and the paved driveway are recorded below in tabular form under the heading "Developed Lot Analysis". These areas are shown in the undeveloped and developed hydrology drawing and attached to this report in the Appendix. 4 of 7 DEVELOPED SITE ANALYSIS: sub area A C I Q=CIA area sq.ft. acres in/hr cfs sf/43560 Al 270.61 0.01 0.95 4.23 0.02 A2 215.64 0.005 0.95 4.23 0.020 B 785.69 0.02 0.95 4.23 0.07 C11 208.53 0.005 0.95 4.23 0.019 C2 303.02 0.01 0.95 4.23 0.03 C3 554.85 0.01 0.95 4.23 0.05 C4 157.94 0.004 0.95 4.23 0.015 C5 104.16 0.002 0.95 4.23 0.010 D 322.43 0.01 0.95 4.23 0.03 E 485.92 0.01 0.95 4.23 0.04 F 1669.67 0.04 0.41 4.23 0.07 G 644.53 0.01 0.41 4.23 0.03 H 377.58 0.01 0.95 4.23 0.03 J 366.73 0.01 0.95 4.23 0.03 K 350.02 0.01 0.59 4.23 0.02 L 218.22 0.01 0.59 4.23 M 326.77 0.01 0.59 4.23 0.02 N 3137.72 0.07 0.41 4.23 0.12 O 8182.12 0.19 0.41 4.23 0.33 P 1458.49 0.03 0.41 4.23 0.06 Q 2563.65 0.06 0.41 4.23 0.10 R 2657.18 0.06 0.95 4.23 0.25 S 1242.33 0.03 0.64 4.23 0.08 T 837.46 0.02 0.41 4.23 0.03 U 1822.08 0.04 0.41 4.23 0.07 V 287.06 0.01 0.95 4.23 0.03 SUM 29569 0.0687 j 1.59 PIPE AND DITCH CAPACITIES AND DEPTHS OF FLOW: Hydraulic analysis was performed for each PVC pipe to determine full flow capacity and depth of flow for the flow expected in the pipe for the slopes shown in the tabulated form below. Additionally, hydraulic analysis was performed for select points along the Earth Swales to determine the full flow capacity and the depth of flow for the anticipated flow 5 of 7 due to the area. This information is tabulated with the pipe tabulation as follows: PIPE AND DITCH TABULATION: PIPE sub-trib Q-act Depth -full flo delt-vert horiz.V lope Comment NO./SIZE sum-area csf Flow-in. csf ft. ft. Percent 1/6" M+CS 0.028 0.8 0.81 0.17 17.0 1.00 OK 6/-6" G+A2 0.046 1 0.81 0.159 15.9 1.00 OK 5/-6" G+A2+H 0.076 1.2 0.81 0.099 9.9 1.00 OK 2/-6" 5+J 0.146 1.7 0.81 -0. 26.2 1.00 OK 3/-6" 2+K+C3 0.217 2.1 0.81 0.128 12.8 1.00 OK 4/-6" #1+3 0.272 0.9 5.07 12.87 32.8 39.2 OK 7/-6" P+Q 0.160 1.8 2.83 3.052 23.3 TV OK 8/-6" VAR 0.883 4.3 1.03 0.496 31.0 OK Swale #4 .75N 0.094 2.4 7.05 3.4 419 OK Swale P P 0.058 2.7 3.09 0.5 32.0 1.56 OK Swale Q P+Q 0.102 3.3 7.68 1.5 15.6 9.62 OK Swale CB N+4+O 0.499 4.8 5.82 2.05 37.1 5.52 OK 1-Ft Trench D/2+E+ 0.305 1 1 1 152.29 0.3 16 1.88 O From looking at the above tabulation, it is shown that each 6-inch pipe is oversized for the anticipated flow from the sub-area shown. Additionally, each earthen swale is also oversized and able to handle the flow from the sub-area shown. Analysis of the 1-foot wide trench across the driveway shows that it has the capacity to flow 499 times the anticipated flow and therefore will capture all the flow coming from the driveway above it. MITIGATION OF DEVELOPED FLOW TO PRE-DEVELOPMENT: DETENTION CALCULATIONS: Qmax = delta C I A Using Qpfe =1.32 cfs, Qpost = 1.59 cfs delta Q = 0.27 cfs Approximating required detention volume as follows: 6 of 7 VREQ = delta Q x T, x 2.7 (factor) Using minimum Tr = 5 min. VREQ = (0.27 cfs) (5 min. x 60 sec/min) (2.7) = 219 cf(required) Providing required specialized dissipater with 6" rip-rap over 2 -feet of gravel and the dimensions of the dissipater are 32.5 feet by 3.6 feet VPROV = 234 cu. ft. Volume provided for gravel. VPROV/VREQ= 234cf/219cf= 1.07 exceeds required volume CONCLUSION: The increase in the amount of flow between the undeveloped and developed for the total site is 0.27 cfs. There have been reductions from the original undeveloped areas that flow off-site, i.e., Area A flow was reduced by 18% from 0.22 to 0.18 cfs due to the placement of the house and its roof structure. Area B flow off-site has been reduced by 85%, from 0.10 to 0.014 cfs, due in part to the placement of the house and driveway retaining walls. The amount of flow that is going to the larger rip-rap area is a combination of the flow from the driveway and end of the roof and the flow from the swales and lawn area shown. The large rip-rap area is 117 square feet with 2-feet of gravel under the rip-rap in addition to 10-6"PVC Perf pipes as shown that penetrate the Mirafi filter fabric in detail C. The additional flow between undeveloped and developed flow is mitigated as shown in the calculations above. 7of7 Appendix 8of7 SEE 112 7 MAP 1147 TIO.ISa�DRAr r- d`� A AP i I F -:?z„-w-.t-• copra U LOST A M R�SORT t`+ d SPA r<L I 4 A OI AV � RI NJ i t! � AY C STA YY s B�J Q 30 �` 2Ic0 ��� O ��. 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DE ) 5000 Tc = Time of concentration(hours) L = Watercourse Distance(miles) 4000 DE Change in elevation along effective slope line(See Figure 3-4)(feet) 3000 Tc Z 4 ( Hours Minutes 2000 L SZQ^� = o,0 4,5OMz 4 240 .6 = ! S.S 3 _0.88s 3 180 1000 G z( 1 900 800 2 120 soo = 0. 025 kA4. ' 100 \ 90 500\ VIA 8 kj. 80 400 \ 70 300 \\oia 1 60 \ 50 200 \ \ 40 \ L \ Miles Feet \ 30 100 \1 4000 20 \ 18 50 0.5 3000\ 16 \ 14 40 2000 \\ 12 1800 \ 30 1600 \ 10 1400 \ 9 1200 8 1000 7 900 800 6 700 \ 600 5 - 10 500 4 \ 400 \ 300 3 5 A E 200\ L Tc SOURCE:California Division of Highways(1941)and Ki ich ` rP (1940) F I G U R E Nomograph for Determination of Time of Concentration (Tc)for Natural Watersheds 3-3 HazMat/County Hydrogeology Manual/Watershed Nomograph.FHB V i J i r ti� AX ? Y.a13S. 3015,0 Lo M yw • I iJ cN N h ', + i w ua� V U. NO _ urS'' O x t( o W ' LO z f7 O — , C7 Lo CV L ! � CY.... O a 04V OD ri w a N II li \ ca LL Q ` N 11 62 LZ : i crIco n i. L �S� P✓?CM: C4 IV s3' !o p i III! i `3 QZ_ ,01,39 G N aMO rM7o cl N 0 Luce Res pipe 1 Worksheet for Circular Channel Project Description Project File c:Uiaestad*fmwUuce-2.fm2 Worksheet 1-6"@l% Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings 6oefficient 0.009 Channel Slope 1.00 % Diameter 6.00 in Results Depth 6,0 in Discharge 0.81 cfs Flow Area 0.20 ftz Wetted Perimeter 1.57 ft Top Width 0.00 ft Critical Depth 0.45 ft Percent Full 100,00 Critical Slope 0.008870 ftfft Velocity 4.13 fUs Velocity Head 0.26 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 0,87 cfs Full Flow Capacity 0.81 cfs Full Flow Slope 0 010000 ft/ft 10/29/04 FlowMaster 10:34:55 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 15 o Page 1 of 1 Luce Res pipet-DF Worksheet for Circular Channel Project Description Project File c:VGa adlfm Vuce-2.fm2 Worksheet 1-6'@l%DF Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 1.00 Diameter 6.00 in Discharge 0.028 cfs Results Depth 0.8 in Flow Area 0.01 ft2 Wetted Perimeter 0.36 ft Top Width 0.33 ft Critical Depth 0.08 ft Percent Full 12.72 Critical Slope 0.003602 fUft Velocity 1.93 ft/s Velocity Head 0.06 ft Specific Energy 0.12 ft Froude Number 1.63 Maximum Discharge 0.87 cfs Full Flow Capacity 0.81 cfs Full Flow Slope 0.000012 ft/ft Flow is supercritical. 10/29/04 10:35:34 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page er ge 1 vo 15 of 1 Luce Res pipe 2 Worksheet for Circular Channel Project Description Protect File c:lhaestadVmwVuce-2.fm2 Worksheet 2-6"@1% Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.009 Channel Slope 1.00 % Diameter 6.00 in Results Depth 6.0 in Discharge 0.81 cfs Flow Area 0.20 ft2 Wetted Perimeter 1.57 ft Top Width 000 ft Critical Depth 0.45 ft Percent Full 100.00 Critical Slope 0.008870 ftfft Velocity 4.13 ft/s Velocity Head 0.26 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 0.87 cfs Full Flow Capacity 0.81 cfs Full Flow Slope 0 010000 ft/ft 10/29/04 10:36:47 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FiowMaster v5.15 (203)755-1666 Page 1 of 1 Luce Res pipe 2 DF Worksheet for Circular Channel Project Description Project File c:Uiaestadlfmwlluce-2.fm2 Worksheet 2-6'@J%DF Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 1.00 % Diameter 6.00 in Discharge 0.146 cfs Results Depth 1.7 in Flow Area 0.05 ftz Wetted Perimeter 0.57 ft Top Width 0.45 ft Critical Depth 0.19 ft Percent Full 28,74 Critical Slope 0.003445 ft/ft Velocity 3.13 ft/s Velocity Head 0.15 ft Specific Energy 0.30 ft Froude Number 1.72 Ma)dmum Discharge 0.87 cfs Full Flow Capacity 0,81 cfs Full Flow Slope 0.000325 ft/ft Flow is supercritical. 10/29/04 10:37:05 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FlowMaster v5.15 (203)755-1666 Page 1 of 1 Luce Res pipe 3 Worksheet for Circular Channel Project Description Project File c:lhaestaditMuce-2.fm2 Worksheet 3-6"@J% Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity- Input Data Mannings Coefficient 0.009 Channel Slope 1,00 % Diameter 6.00 in Results Depth 6.0 in Discharge 0.81 cfs Flow Area 0.20 ft2 Wetted Perimeter 1.57 ft Top Width 0.00 ft Critical Depth 0.45 ft Percent Full 100.00 Critical Slope 0 008870ft/ft Velocity 4.13 ft/s Velocity Head 0.26 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 0.87 cfs Full Flow Capacity 0.81 cfs Full Flow Slope 0 010000 ft/ft 10/29/04 10:37:29 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FlowMaster v5.15 (203)755-1666 Page 1 of 1 Luce Res pipe 3 DF Worksheet for Circular Channel Project Description Project File c:lh01estad*nwUuce-2.fm2 Worksheet 3-6'@1%DF Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 1.00 Diameter 6.00 in Discharge 0.217 cfs Results Depth 2.1 in Flow Area 0.06 ftz Wetted Perimeter 0.64 ft Top Width 0.48 ft Critical Depth 0.23 ft Percent Full 35.34 Critical Slope 0.003615 ft/ft Velocity 3.50 ft/s Velocity Head 0.19 ft Specific Energy 0.37 ft Froude Number 1.71 Maximum Discharge 0.87 cfs Full Flow Capacity 0.81 cfs Full Flow Slope 0.000717 ft(ft Flow is supercritical. 10/29/04 10:37:51 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FlowMaster v5.15 (203)755-1666 Page 1 of 1 Luce Res pipe 4 Worksheet for Circular Channel Project Description Project File c:V�aestadtfmwUuce-2.fm2 Worksheet 4-6"@39.2% Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.009 Channel Slope 39.20 % Diameter 6.00 in Results Depth 6.0 in Discharge 5.07 cfs Flow Area 0.20 ft2 Wetted Perimeter 1.57 ft Top Width 0.00 ft Critical Depth 0.50 ft Percent Full 100.00 Critical Slope 0.388687 fttft Velocity 25.84 ft!s Velocity Head 10.38 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 5.46 cfs Full Flow Capacity 5.07 cfs Full Flow Slope 0 392000 fttft 1 0/29/04 10:38:05 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 PI°wMaster v5.15 Page 1 of 1 Luce Res pipe 4 DF Worksheet for Circular Channel Project Description Project File c: a AfmwVuce-2.fm2 Worksheet 4-6"@39.2%DF Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 39.20 % Diameter 6.00 in Discharge 0.272 cfs Results Depth 0-9 in Flow Area 0.02 ftz Wetted Perimeter 0.41 ft Top Width 0.36 ft Critical Depth 0.26 ft Percent Full 15.73 Critical Slope 0.003797 fVft Velocity 13.75 fus Velocity Head 2,94 ft - Specific Energy 3.02 ft Froude Number 10,40 Maximum Discharge 5.46 cfs Full Flow Capacity 5,07 cfs Full Flow Slope 0.001126 ftfft Flow is supercritical. 10/29/04 10:38:21 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FlowMaster v5.15 (203)755-1666 Page 1 of 1 Luce Res pipe 5 Worksheet for Circular Channel Project Description Project File c:%haestaditwYuce_2.fm2 Worksheet 5-6'@1% Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.009 Channel Slope 1,00 % Diameter 6.00 in Results Depth 6.0 in Discharge 0.81 cfs Flow Area 0.20 ft2 Wetted Perimeter 1.57 ft Top Width 0.00 ft Critical Depth 0.45 ft Percent Full 100.00 Critical Slope 0.008870 ft/ft Velocity 4.13 ft/s Velocity Head 0.26 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 0.87 cfs Full Flow Capacity 0.81 cfs Full Flow Slope 0.010000 ft/ft 10/29/04 10:38:35 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FlowMa vof (203)755-1666 Page er I ge 1 of 1 Luce Res pipe 5 DF Worksheet for Circular Channel Project Description Project File c:4h stadl nwvuce_2.fm2 Worksheet 5-6'@l%DF Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 1.00 % Diameter 6.00 in Discharge 0.076 cfs Results Depth 1.2 in Flow Area 0.03 ftZ Wetted Perimeter 0.47 ft Top Width 0.41 ft Critical Depth 0.14 ft Percent Full 20,69 Critical Slope 0.003395 ftlft Velocity 2.59 ft/s Velocity Head 0.10 ft Specific Energy 0.21 ft Froude Number 1.70 Maximum Discharge 0.87 cfs Full Flow Capacity 0.81 cfs Full Flow Slope 0.000088 fV t Flow is supercritical. 10/29/04 10:39:09 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 08708 FlowMaster v5.15 (203)755-1666 Page 1 of 1 Luce Res pipe 6 Worksheet for Circular Channel Project Description Project File c:lhaesWdlfmwVuce-2.fm2 Worksheet 6-6"@1% Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.009 Channel Slope 1.00 % Diameter 6.00 in Results Depth 6.0 in Discharge 0.81 cfs Flow Area 0.20 ftz Wetted Perimeter 1.57 ft Top Width 0.00 ft Critical Depth 0.45 ft Percent Full 100.00 Critical Slope 0.008870ft/ft Velocity 4.13 ft/s Velocity Head 0.26 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 0.87 cfs Full Flow Capacity 0.81 cfs Full Flow Slope 0 010000 ft/ft 10/29/04 10:39:24 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FlowMa vof (203)755-1666 Page er I ge 1 of 1 Luce Res pipe 6 DF Worksheet for Circular Channel Project Descripti on Project File c:UiaestadVmwNuce_2.fm2 Worksheet 6-6'@l%DF Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 1.00 Diameter 6.00 in Discharge 0.046 cfs Results Depth 1.0 in Flow Area 0.02 ft2 Wetted Perimeter 0.41 ft Top Width 0.37 ft Critical Depth 0.10 ft Percent Full 16.17 Critical Slope 0.003468 ft/ft Velocity 2.23 ft/s Velocity Head 0.08 ft Specific Energy 0.16 ft Froude Number 1.67 Maximum Discharge 0.87 cfs Full Flow Capacity 0,81 cfs Full Flow Slope 0.000032 fttft Flow is supercritical. 10/29/04 10:39:49 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FlowMaster v5.15 (203)755-1666 Page 1 of 1 Luce Res pipe 7 Worksheet for Circular Channel Project Description Project File c_lhaestadlfmwlluce_2.fm2 Worksheet 7-6"@13.1% Flow Element Circular Channel Method Manning's Formula Solve For Full Flow Capacity Input Data Mannings Coefficient 0.009 Channel Slope 13.10 % Diameter 6.00 in Results Depth 6.0 in Discharge 2.93 cfs Flow Area 0.20 ft2 Wetted Perimeter 1.57 ft Top Width 0.00 ft Critical Depth 0.50 ft Percent Full 100.00 Critical Slope 0.127858 ft/ft Velocity 14.94 ft/s Velocity Head 3.47 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 3.16 cfs Full Flow Capacity 2.93 cfs Full Flow Slope 0.131000 fVft 10/29/04 10:40:04 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FlawMa vOf (203)755-1666 Page er I 1 of 1 Luce Res pipe 7 DF Worksheet for Circular Channel Project Description Project File c:lhaestadlfmwYuce_2.fm2 Worksheet 7-6"@13.1%DF Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 1.00 Diameter 6.00 in Discharge 0.160 cfs Results Depth 1.8 in Flow Area 0.05 ftZ Wetted Perimeter 0,58 ft Top Width 0.46 ft Critical Depth 0.20 ft Percent Full 30.13 Critical Slope 0.003472 fttft Velocity 3.21 fus Velocity Head 0.16 ft Specific Energy 0.31 ft Froude Number 1.72 Maximum Discharge 0.87 cfs Full Flow Capacity 0.81 cfs Full Flow Slope 0.000390 ft/ft Flow is supercritical. 10/29/04 10:40:17 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 FlowMa vo 1: of 1 Luce Res pipe 8 Worksheet for Circular Channel Project Description Project File c:UiaestadlfmwVuce_2.fm2 Worksheet 8-6"@1.6% Flow Element Circular Channel Method Manning's Formula _Solve For Full Flow Capacity Input Data Mannings Coefficient 0.009 Channel Slope 1.60 % Diameter 6.00 in Results Depth 6.0 in Discharge 1.03 cfs Flow Area 0.20 ft2 Wetted Perimeter 1.57 ft Top Width 0.00 ft Critical Depth 0.47 ft Percent Full 100.00 Critical Slope 0.013856 f tft Velocity 5.22 ft/s Velocity Head 0.42 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 1.10 cfs Full Flow Capacity 1.03 cfs Full Flow Slope 0 016000 fttft 1 0/29/04 10:40:35 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06 (203)755-1686 er 708 FlowMa vof I Page 1 of 1 Luce Res pipe 8 DF Worksheet for Circular Channel Project Description Project File c:%haestadV1mwYuce-2.fm2 Worksheet 8-8"@1.6%DF Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.009 Channel Slope 1.60 % Diameter 6.00 in Discharge 0.883 cfs Results Depth 4.3 in Flow Area 0.15 ftZ Wetted Perimeter 1.01 ft Top Width 0.45 ft Critical Depth 0.46 ft Percent Full 71.56 Critical Slope 0.010323 ftfft Velocity 5.87 fus Velocity Head 0.54 ft Specific Energy 0.89 ft Froude Number 1.79 Maximum Discharge 1.10 cfs Full Flow Capacity 1.03 cfs Full Flow Slope 0.011871 ft/ft Flow is supercritical. 10/29/04 10:40:48 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FlowMaster v5-15 (203)755-i668 Page 1 of 1 Luce Res Earth Swale Worksheet for Triangular Channel Project Description Project File c:%haestadVmWVuce-2.fm2 Worksheet EARTH SWALE before#4 @8.11% Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.030 Channel Slope 1.00 Depth 1.00 ft Left Side Slope 1.00 H:V Right Side Slope 1.00 H: V Results Discharge 2.48 cfs Flow Area 1.00 ft2 Wetted Perimeter 2.83 ft Top Width 2.00 ft Critical Depth 0.82 ft Critical Slope 0.027972 ftfrt Velocity 2.48 fus Velocity Head 0.10 ft Specific Energy 1.10 ft Froude Number 0.62 Flow is subcritical. 10/29/04 10:41:28 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page er ge 1 vo 1 of 1 Luce Res Earth Swale DF@4 Worksheet for Triangular Channel Project Description Project File c:lhaestad*nw1juce-2.fm2 Worksheet EARTH SWALE before#4@8.11%DF Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope 8.11 % Left Side Slope 1.00 H:V Right Side Slope 1.00 H:V Discharge 0.094 cfs Results Depth 2.4 in Flow Area 0,04 ftz Wetted Perimeter 0.56 ft Top Width 0.40 ft Critical Depth 0.22 ft Critical Slope 0.043270 fttft Velocity 2.40 ft/s Velocity Head 0.09 ft Specific Energy 0.29 ft Froude Number 1.34 Flow is supercritical 10/29/04 10:41:48 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FlowMaster v5.15 (203)755-1666 Page 1 of 1 Luce Res Earth Swale @CB Worksheet for Triangular Channel Project Description Project File c:%haestad1*nw1uce-2.fm2 Worksheet EARTH SWALE @CB @5.52% Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.030 Channel Slope 5.52 % Depth 12.0 in Left Side Slope 1.00 H:V Right Side Slope 1.00 H: V Results Discharge 5.819 cfs Flow Area 1.00 ft2 Wetted Perimeter 2.83 ft Top Width 2.00 ft Critical Depth 1.16 ft Critical Slope 0.024960 fttft Velocity 5.82 fus Velocity Head 0.53 ft Specific Energy 1.53 ft Froude Number 1.45 Flow is supercritical. 10/29/04 10:42:22 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Flow Pa er v5.15 Page 1 of 1 Luce Res Earth Swale c@DCB DF Worksheet for Triangular Channel Project Description Project File c:lhaestadVmwuuce-2_fm2 Worksheet EARTH SWALE@CB @5.52%DF Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope 5.52 % Left Side Slope 1.00 H: V Right Side Slope 1.00 H:V Discharge 0.499 cfs Results Depth 4.8 in Flow Area 0.16 ftz Wetted Perimeter .1.13 ft Top Width 0.80 ft Critical Depth 0.43 ft Critical Slope 0.034633 ft/ft Velocity 3.15 ft/s Velocity Head 0.15 ft Specific Energy 0.55 ft Froude Number 1.24 Flow is supercritical. 10/29/04 10:42:41 AM Haestad Methods,Inc. 37 Brookside Road Waterbury, 08708 FlowMaster v5.1 t rY. (203)755-1666 Page 1 of 1 Luce Res Earth Swale @P Worksheet for Triangular Channel Project Description Project File c:Ihaestftwwce-21m2 Worksheet EARTH SWALE@P @1.56% Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient o.030 Channel Slope 1.56 % Depth 12.0 in Left Side Slope 1.00 H: V Right Side Slope 100 H • V Results Discharge 3.093 cfs Flow Area 1.00 ft2 Wetted Perimeter 2.83 ft Top Width 2.00 ft Critical Depth 0.90 ft Critical Slope 0.027155 ft/ft Velocity 3.09 ft/s Velocity Head 0.15 ft Specific Energy 1.15 ft Froude Number 0.77 Flow is subcritical. 10/29/04 10:42:58 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FlowMaster v5.15 (203)755-1666 Page 1 of 1 Luce Res Earth Swale @P DF Worksheet for Triangular Channel Project Description Project File c:VmestadVhwiVuce-2.fm2 Worksheet EARTH SWALE@P @1.56%DF Flow Element Triangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.030 Channel Slope 1.56 % Left Side Slope 1.00 H: V Right Side Slope 1.00 H:V Discharge 0.058 cfs Results Depth 2.7 in Flow Area 0.05 ft2 Wetted Perimeter 0.64 ft Top Width 0.45 ft Critical Depth 0.18 ft Critical Slope 0.046135 ft/ft Velocity 1.14 ft/s Velocity Head 0.02 ft Specific Energy 0.25 ft Froude Number 0.60 Flow is subcritical. 10/29/04 10:43:18 AM Haestad Methods,Inc, 37 Brookside Road Waterbury,CT 06708 FlowMa v (203)755-1666 Page er 1 of 1 Luce Res 1-ft trench Worksheet for Rectangular Channel Project Description Project File c:lhaestadlfmwUu2 .fm2 Worksheet 1-ft wide grated trench @1.88% Flow Element Rectangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.009 Channel Slope 1.8800% Depth 11.00 ft Bottom Width 1.00 ft Results Discharge 152.29 cfs Flow Area 11.00 ft2 Wetted Perimeter 23.00 ft Top Width 1.00 ft Critical Depth 8.97 ft Critical Slope 0.028669 ft/ft Velocity 13.84 ftts Velocity Head 298 ft Specific Energy 1398 ft Froude Number 0.74 Flow is subcritical. 10/29/04 10:36:05 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 FlowMaster v5.15 (203)755-1666 Page 1 of 1 ....._..... Luce Res 1-ft trench DF Worksheet for Rectangular Channel Project Description Project File c:VmestadlfmMuce-2.fm2 Worksheet 1-ft wide grated trench @1.88% DF Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient O.00g Channel Slope 1.8800 Bottom Width 1.00 ft Discharr e 0 305 cfs Results Depth 1.0 in Flow Area 0.08 ft2 Wetted Perimeter 1.16 ft Top Width 1.00 ft Critical Depth 0.14 ft Critical Slope 0.003157 ft/ft Velocity 3.81 ft/s Velocity Head 0.23 ft Specific Energy 0.31 ft Froude Number 2.37 Flow is supercritical 10/29/04 10:36:30 AM liaestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of I FlowMaster v5-15 of REVISIONS Y r I OGY z 0 X USE ` c� V\ DRIVEWAY SPLIT RAIL 6' HIGH WOOD HOUSE APPROVED DATE REFERENCES GARAGE -UNDEVELOPED HOUSE PAVED AC r 1� _ t I . \ PAVED DITCH (E) SCREEN WALL -CLOGY DEVELOPED PERMIT FROM CITY. DATE BENCHMARK SCALE PLANNING AND BUILDING DEPARTMENT DESIGNED BY DRAWN BY 4=CHECKED BY DESCRIPTION: RIM MANHOLE NO. 5 AT THE INTERSECTION REVIEWED BY: PLANS PREPARED UNDER THE SUPERVISION OF: OF WHISPERWIND DRIVE AND WHISPERWIND HORIZONTAL LANE AS SHOWN ON CITY DRAWING NO. CS 25, ELEV. 151.0 1" = 20' NICK S. SERVIN R.C.E. No. 33538 DATE DATE EXP. 6/30/06 RECOMMENDED BY: DATE: APPROVALS APPROVED BY: DATE: — Vw M� W O I rl 0 CQ 0 r� V A d En a c� w co 0 O al O a co I M rn 0 O 1 AS BUILT j REVIEWED BY : O to INSPECTOR DATE c z a NICK S. SERVIN R.C.E. No. 33538 DATE W EXP. 6/30/06 W z CITY OF ENCINITAS ENGINEERING DEPARTMENT DRAWING NO. z GRADING PLAN FOR: w L_UCE RESIDENCE 9134 —GR Z BLOCK 94 OF MAP 326 ISHEET 2 OF 5 W