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2004-9000 G ,ENGINEERING SER VICES DEPARTMENT t City o Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering October 18, 2006 Attn: John Burnham 750 B Street Suite 2400 San Diego, California 92101-2476 RE: Richard and Mary Ann Allgire Wildflower Valley Drive APN 264-091-85 Grading Permit 9000-G Final release of security Permit 9000-G authorized earthwork, storm drainage, single driveway, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading and finaled the project. Therefore, a release in the remaining security deposit is merited. Performance Bond 8195-82-81,(in the original amount of$46,191.41), reduced by 75% to $11,547.85,is hereby released in entirety. 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, ` L Debra Geish back Engineering Technician inance Manager Financial Services Subdivision Engineering cc Jay Lembach,Finance Manager Richard and Mary Ann Allgire Debra Geishart File Enc. TEL 760-633-2600 1 FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 recycled paper f NGINEERING SER VICES DEPARTMENT -� C,Zt��� Capital Improvement Projects YLCZ]ZZtaS District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering February 14, 2005 Attn: John Burnham 750 B Street Suite 2400 San Diego, California 92101-2476 RE: Richard and Mary Ann Allgire Wildflower Valley Drive APN 264-091-85 Grading Permit 9000-G Partial release of security ork, storm Permit 9000-G authorized earthwo drainage, ectn The Field Operations d ons Divis on has control, all needed to build the described p approved the rough grading. Therefore, a reduction in the security deposit is merited. Performance Bond 8195-82-811, in the amount of$46,191.41, may be reduced by 75% to $11,547.85. The document original wtl be kep comp grading. etion of finish exonerated. The retention and a separate assignment guarantee grading. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, fy. Ja4embach Debra Geishart Finance Manager Engineering Technician Financial Services Subdivision Engineering cc Jay Lembach,Finance Manager Richard and Mary Ann Allgire Debra Geishart File !d r: cled Pape' NORTH COUNTY COMPACTI0N ENGINEERING, INC. October 19, 2001 Project No. CE-6379 Phillip G. DeCarion Trustee of The DeCarion Living Trust 2521 Bayshore Dr. `i `, `' Newport Beach, CA 92660 M SEP 23 2004 Subject: Report of Certification of Compacted Fill Ground DeCarion Subdivision,Parcel No.'s 1 thru 4 Wildflower Drive,Tract 99-014 Encinitas,California Dear Mr. DeCarion: In response to your request,the following report has been prepared to indicate results of soil testing, observations,and inspection of earthwork construction at the subject site. Testing and inspection services were performed from May 23,2001 through August 24,2001. Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent (90%). Therefore,we recommend construction continue as scheduled. SCOPE Our firm was retained to observe grading operations with regard to current standard practices and to determine the degree of compaction of placed fill. Grading plans were prepared by San Dieguito Engineering of Rancho Santa Fe, California. Grading operations were performed by Greg Whillock of Vista, California. Reference is made to a previously submitted report entitled, "Report of Geotechnical Investigation",Rancho de May Subdivision,Tract 88-351 RPL,Encinitas, California and prepared by Southern California and Testing,Inc. (SCT)and dated May 24, 1989 . Approximate locations and depth of filled ground and extent of earthwork construction covered in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch". P.0.BOX 302002 " EOCONDIDO,CA 92030 ` (760)480-1116 FAX(760)741-6568 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6379 Page 2 Grading operations were performed in order to create four(4)level building pad to accommodate the proposed single family dwellings. Should the finished pads be altered in any way, we should be contacted to provide additional recommendations. The site was graded in accordance with recommendations set forth in the soils report by SCT. The site was graded to approximately conform to project plans.a t Actual pad size and elevation may differ. Finish grade operations are to be completed LABORATORY TESL Representative soils samples were collected and the attached Plate No.fThree.ing. The following tests were performed and are tab ulated 1. Optimum Moisture/Maximum Density(ASTM D-1557) 2. Expansion Potential Test(FHA Standard) 3. Direct Shear Test (ASTM D-3080) SOIL CONDITIONS Native soils encountered were gravelly clayey-sands,clayey-sands and silty-clays. Fill soils were generated from on-site excavation. The building site contained a transition from cut brought to grade with within compactede building area were over excavated a minimum f 3 feet and b o soil. Over excavation was carried throughout the realm of the building pad. Soils at finish grade on Parcel No. 1 were found to have an expansion index of 120 and are classified as being"very high" in expansion potential. Finish grade soils on Parcels No. 2, 3 and 4 were found to have an expansion index varying between 47 and 70 and are classified as "low to moderate" in expansion potential. Fill slope shear keys were approximately 15 feet wide, a minimum of 3 feet in depth, and inclined into the slope. During earthwork construction, native areas to receive fill were scarified, watered, and compacted to a minimum of ninety percent(90%)of maximum density. Subsequent fill soils were placed,watered, and compacted in 6 inch lifts. Benches were NORTH COMM COMPACTION ENGINEERING, INC. Project No. CE-6379 Page 3 constructed in natural ground at intermediate levels to properly support the fill. To determine the degree of compaction,field density tests were performed in accordance with ASTM D-1556 or D-2922 at the approximate horizontal locations designated on the attached Plate No. One entitled,"Test Location Sketch". A tabulation of test results and their vertical locations are presented on the attached Plate No. Two entitled"Tabulation of Test Results". Fill soils found to have a relative compaction of less the ninety percent(90%)were reworked until proper compaction was achieved. RECOMMENDATIONS AND CONC'i 51-0-NS Continuous inspection was not requested to verify fill soils are placed in accordance with current standard practices regarding grading operations and earthwork construction. Therefore, as economically feasible as possible,part-time inspection was provided. Hence,the following recommendations are based on the assumption that all areas tested are representative of the entire project. 1.)Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads. 2.) Slopes may be considered stable with relation to deep seated failure provided they are properly maintained. Slopes should be planted with light groundcover (no gorilla ice plant)indigenous to the area.Drainage should be diverted away from the slopes to prevent water flowing on the face of slope. This will reduce the probability of failure as a result of erosion. 3.)In our opinion, soil liquefaction at the site is unlikely to occur due to the following on-site soils conditions: A). Groundwater was not encountered at the time of grading. B).Loose compressible topsoils were removed to firm native ground and recompacted to a minimum of ninety percent(90%)of maximum dry density. Q. The dense nature of the formation underlying the site. D). On-site soils possess relatively high cohesion characteristics. NORTH COUKW COMPACTION ENGI1riEERING, INC. Project No. CE-6379 Page 4 4.) Footings located on or adjacent to slopes de founded at a depth such footing to the face of that the horizontal distance from the bottom the slope is a minimum of 8 feet. 5.)Plumbing trenches should be backfilled with a non-expansive soil having a swell of less than two percent(2%) and a minimum sand equivalent of 0. Backfill soils should be inspected and compacted to a minimum of ninety pe rcent (90%). 6.)Unless requested,recommendations for future improvements(additions, pools,recreation slabs,additional grading,etc.)Were not included in this report. Prior to construction,we should be contacted to update conditions and provide additional recommendations. 7.) Completion of grading operations was left at rough grade. Therefore,we recommend a landscape architect be contacted to provide finish grade and drainage recommendations. Drainage recommendations should include a two percent(2%)minimum fall away from all foundation zones. 8.)Expansive soils conditions observed during grading operations will require special recommendations to reduce structural damage occurring from excessive subgrade and foundation movement. Parcel No. 1,Very High Expansive Soils: Recommendations set forth will reduce the probability of future damage and should be strictly adhered to: Continuous footings having a minimum width of 15 inches founded a minimum depth of 30 inches below lowest adjacent grade will have an allowable soils bearing pressure of 1000 pounds per square foot. Continuous footings should be reinforced inches above5bott om of footing and(3 inches of 4 bars). Steel should be positio ned 3 in below top of footing. Interior slabs should be a minimum of 5 inches thick and reinforced with #4 bars on 18 inch centers each ways Slab reinforcement should be placed near the NORTH COMM COMPACTION ENGINEERING, INC. Project No. CE-6379 Page 5 center of slab and extended through joints to provide a tension tie with perimeter footings. Garage slabs should be free floating. Slab underlayment should consist of visqueen installed at mid-point within a 4 inch sand barrier(2 inches sand,visqueen,2 inches sand). Sand should be tested in accordance with ASTM D-2419 to insure a minimum sand equivalent of 30. Clayey soils should not be allowed to dry prior to placing concrete. They should be watered to insure they are kept in a very moist condition or at a moisture content exceeding optimum moisture content by a minimum of five percent(5%). Prior to pouring of concrete,North County COMPACTION ENGINEERING,INC. should be contacted to inspect foundation recommendations for compliance to those set forth. Parcel No.'s 2,3 and 4,Low to Moderate Expansive Soils: Recommendation set forth will reduce the probability of future damage and should be strictly adhered to: Continuous footings having a minimum width of 12 inches founded a minimum of 24 inches below lowest adjacent grade will have an allowable soil bearing pressure of 1500 pounds per square foot. Continuous footing should be reinforced bottom of footing and 3 inches below top of should be positioned 3 inches above footing. orced with bars Interior slabs should be a minimum b reinforcement should be placed placed near#the center on 18 inches centers each way s a of slab and extended through joints to provide a tension tie with perimeter footings. Garage slabs should be free floating. Slab underlayment should consist of visqueen installed at mid-point within a 4 inch sand barrier(2 inches sand,visqueen,2 inches sand). Sand should be tested in accordance with ASTM D-2419 to unsure a minimum sand equivalent of 30. Clayey soils should not be allowed to dry prior to placing concrete. They should be watered to insure they are kept in a very moist condition or at a moisture content exceeding optimum moisture content by a minimum of five percent(5%). moRTH COMM COMPACTION ENGIPIEERING, INC. Project No. CE-6379 Page 6 Prior to pouring of concrete,North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendation for compliance to those set forth. UN ERTAINTY AND LIMITATIONS In the event foundation excavation and steel placement inspection is required and/or requested, an additional cost of$170.00 will be invoiced to perform the field inspection and prepare a "Final Conformance Letter". If foundations are constructed in more than one phase, $120.00 for each additional inspection will be invoiced. It is the responsibility of the owner and/or his representative to carry our recommendations set forth in this report. San Diego County is located in a high risk area with regard to earthquake. Earthquake resistant projects are economically unfeasible. Therefore,damage as a result of earthquake is probable and we assume no liability. We assume the on-site safety of our personnel only. We cannot assume liability of personnel other than our own,It is the responsibility of the owner and contractor to insure construction m conformance with regulations governed by operations are conducted in a safe manner an CAL-OSHA and/or local agencies. If you have any questions,please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, o F E S S/04,9 %��°� � R• RF F,, North County C� GE 713 cm COMPACTION ENGINEERING,INC. CD W E . 9130/05 eg v R K. Adams Dale R. Regli qTF OF C Nod , Registered Civil 93 President Geotechnical Engineer 000713 RKA:pai cc: (4) submitted NORTH COC*iTY COMPACTION ENGINEERING, INC. SOIL TESTING WILDFLOWER DRIVE PARCEL NO. 1 NO SCALE ENCINITAS CALIFORNIA -- ��� 8 TEST �Jo* ,� k i 35.TEST Al FILL 37 / 43TES� 149 7 S r PAREL -1 'PAD. Et,4&, 254. /� ti► y 45 - ,rn .. .. . / Al \YY\•\ NOTE: All compaction tests are delineatd in red TEST LOCATION SKETCH PROJECT No. CE-6379 PLATE No. ONE NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING WILDFLOWER DRIVE NO SCALE PARCEL NO. 2 ENCINITAS , CALIFORNIA i i 2 12 EST 135 12�' I "' 136 TEST N � � / 8 J T_EST _ r .1b r 154 PA r.� RCEL 2 6. PAD EL - 2f y 1 1 o ST 4' NOTE: All compaction tests are delineated in red TEST LOCATION SKETCH PROJECT No. CE-6379 PLATE No. ONE 'A' FrNORTH COL"ITY COMPACTION ENGINEERING, INC. TESTING WILDFLOWER DRIVE NO SCALE PARCEL NO. 3 ENCINITAS , CALIFORNIA \vim � f., •.l-`t` ......� ..\ \ 1 ESTg 9FY'VVJ � \ j T E T\ ;TST PARCEL 3� NOTE: All compaction tests are delineated in red TEST LOCATION SKETCH PROJECT No. CE-6379 PLATE No. ONE 's' F RTH COUNTY COMPACTION ENGINEERING, INC. L TESTING LDFLOWER DRIVE NO SCALE PARCEL NO. 4 ENCINITAS, CALIFORNIA t TEST 160 }FFL �K4i C 1 EL � ,_. PAD E1..J 2�6 140 TES.P , 14 w",. ' 162 159 W� `. 14 TEST , 103 156 i , 104 145 1o1 —a) 102 TEST NOTE_ All compaction tests are delineated in red TEST LOCATION SKETCH PROJECT No. CE-6379 PLATE No. ONE 'C' riORTH COUr Ty COMPACTION ENGII`IEF_R NG, INC. TABULATION OF TEST R SALTS fflt Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location %Dry Wt. LB Cu.Ft. Type Compaction 231.0 17.8 113.8 I 90.6 1 05/23/01 See 114.7 I 91.3 2 « Plate 233.0 16.1 90.5 3 °< One 231.0 17.6 113.6 I « „ 233.0 16.4 113.2 I 90.1 4 °° 235.0 17.4 116.1 I 92.5 5 05/24/01 113.7 I 90.5 6 « >° 237.0 17.5 « „ 235.0 15.4 115.4 I 91.9 7 « „ 237.0 14.3 113.4 I 90.3 8 « » 239.0 15.0 116.8 1 93.0 9 " 241.0 16.8 114.6 1 91.3 10 « » 239.0 14.9 116.7 1 92.9 11 1 93.3 12 241.0 14.7 117.2 •< 242.0 131 123.1 II 97.6 13 05/25101 . 95.3 14 243.0 15.3 120.4 II 15 " 242.0 13.6 118.0 II 93.6 16 " 243.5 15.3 119.4 II 94.7 » 242.0 15.6 117.0 II 92.8 17 " 243.0 14.7 116.4 II 92.3 18 °< 245.0 15.6 114.9 I 91.5 19 05/29/01 92.1 20 246.0 14.0 115.6 1 21 " " 247.0 14.1 114.6 II 90.5 22 " 248.0 12.3 116.1 II 92.1 <° 247.0 13.4 117.5 1. . 92.0 23 05/ III 248.0 148 115.2 90.2 24 •° 250.0 13.7 121.2 III 94.9 25 05/31/01 96.3 26 251.0 12.6 123.0 27 250.0 14.1 121.9 III 95.5 28 251.0 14.8 120.2 III 94.2 29 06/01/01 252.0 15.1 117.5 III 92.0 30 « 253.0 13.5 121.8 III 95.4 252.0 146 115.4 III 90.4 . 31 06/01/01 94.8 32 253.0 14.3 121.0 33 " 253.5 16.1 119.2 III 93.4 34 254.0 15.3 116.1 III 90.9 35 253.5 16.2 117.4 III 92.0 36 254.0 15.6 115.8 III 90.7 PROJECT NO. CE-6379 PLATE NO. TWO NORTH COUrmr COMPACTION Elri INEERIN , INC. TABULATION OF TEST uFSiTLTS Test# Date [Location Horizontal Vertical Field Moisture Dry Density Soil Percent of Location %Dry Wt. LB Cu.Ft. Type Compaction 115.9 III 90.8 37 06/04/01 See 255.5 16.8 119.0 III 93.2 38 « Plate 256.0 14.7 II 91.1 39 `< One 229.0 15.5 114.9 > 231.0 15.2 113.7 11 90.2 40 116.3 II 92.3 41 233.0 15.9 <° 255.5 14.9 118.5 III 92.8 42 06/05/01 121.9 III 95.5 43 255.5 13.6 " 235.0 14.6 116.2 II 92.2 44 06/06/01 117.4 II 93.1 45 236.0 12.3 46 " 255.5 16.3 114.9 90.0 " 255.5 15.2 117.2 47 III 91.8 °° 235.5 16.4 113.5 II 90.0 48 06/07/01 90.3 49 « RFG 16.0 113.9 II 213.0 17.8 107.1 IV 90.4 50 06/08/01 106.7 IV 90.1 51 215.0 18.8 213.0 18.6 107.6 IV 90.8 52 110.1 IV 92.9 53 215.0 15.6 °° 216.0 17.7 110.3 IV 93.1 54 06/11/01 111.6 IV 94.2 55 217.0 16.7 94.0 56 216.5 17.3 111.4 IV >, 217.0 16.9 110.0 IV 92.9 57. 219.0 15.0 116.0 I 92.4 58 06/12/01 113.1 1 90.1 59 « 11 221.0 16.1 90.1 60 219.0 16.7 113.2 I " 114.0 I 90.8 61 221.0 17.4 222.0 166 114.6 I 91.3 . 62 06/13/01 90.5 115.5 63 225.0 15.9 113.5 1 I 92.0 64 °> 222.0 16.1 225.0 16.3 114.8 1 91.4 65 118.6 V 92.6 66 06/14/01 202.0 14.1 92.3 67 204.0 15.4 118.2 V 205.0 12.6 120.1 V 93.8 68 06/15/01 119.4 V 93.2 69 207.0 14.1 95.0 70 205.0 12.6 121.7 V 71 " > 207.0 12.5 122.8 V 95.9 REMARKS: RFG=Rough Finish Grade PROJECT NO. CE-6379 PLATE NO. TWO (page 2) NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESTS Test# Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location %Dry Wt. LB Cu.Ft. Type Compaction 72 06/1801 See 207.0 15.5 116.3 V 90.8 121.0 V 94.5 73 Plate 208.0 12.3 V 91.8 74 One 209.0 15.0 117.6 « 210.0 15.2 115.7 V 90.3 75 92.9 76 233.0 17.1 111.5 � " 235.0 18.0 112.8 VI 94.0 77 119.5 V 93.3 78 06/19/01 211.0 12.5 92.5 79 212.0 14.8 118.4 V « 211.0 14.7 117.2 V 91.5 80 92.3 81 212.0 15.3 118.2 V <° 213.0 16.2 116.6 V 91.0 82 06/20/01 93.5 83 215.0 14.6 119.8 V 84 " 213.0 14.8 118.8 V 92.8 85 " 215.0 13.4 118.1 V 92.2 <• 215.5 12.7 116.5 V 91.0 86 06/21/01 87 215.0 14.8 115.4 V 901 " 215.5 15.7 120.5 V 94.1 88 " 215.0 14.7 118.8 V 92.8 89 " 215.0 15.8 120.8 V 94.3 90 237.0 17.1 112.0 VI 93.3 91 " 110.3 V1 91.9 92 239.0 19.2 " 237.0 116.6 111.8 VI 93.1 93 " 239.0 17.3 110.9 V1 92.9 94 °< 241.0 144 114.5 VII 92.3 95 06/22/01 . 92.9 96 242.0 16.7 115.3 241.0 17.2 115.1 VII 92.8 97 " 91.7 98 242.0 16.7 113.8 99 06/25/01 °< 243.0 18.0 112.4 VII 90.6 100 245.0 16.4 114.1 VII 92.0 " 243.0 19.7 110.8 VII 89.3* 101 « • 245.0 19.7 110.4 VII 89.0* 102 113.0 VII 91.1 03 245.0 15.4 104 " 245.0 14.0 115.8 VII 93.3 REMARKS: *Test No. 103 is a retest of Test No. 102 and *Test No. 104 is a retest of Test No. 101,respectively PROJECT NO. CE-6379 PLATE NO. TWO (page 3) NORTH CO(Ir4TY COMPACTION EI`ICII`IEE_RING, INC. TABULATTnN OF TEST uF,Si1LTS Test# Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location %Dry Wt. LB Cu.Ft. Type Compaction 114.3 IX 94.8 105 06/27/01 See 255.5 14'7 115.8 1X 96.0 106 Plate 255.5 14.0 116.3 IX 96.5 107 One 256.0 15.1 Ix 97.8 « 256.0 13.8 117.9 108 120.6 VIII 90.6 109 06/28/01 212.0 14'0 VIII 94.5 « 214.0 11.8 125.7 110 121 2 VIII 91.1 111 212.0 14.2 ' 214.0 12.6 125.9 VIII 94.6 112 121.3 VIII 91.2 113 06/29/01 216.0 14.1 VIII 93.0 114 218.0 12.5 123.7 115 " 216.0 11.9 122.8 VIII 92.3 ° 218.0 11.8 122.4 VIII 92.0 116 120.4 VIII 90.5 117 07/02/01 220.0 14.0 7 ° 222.0 15.6 120.7 VIII 118 122.9 VIII 92.4 119 221.0 12.5 93.3 120 223.0 13.9 124.2 VIII " 222.0 13.6 119.8 VIII 90.0 121 " 223.0 13.9 120.7 VIII 90.7 122 120.0 VIII 90.2 123 223.0 14.4 90.3 124 225.0 12.4 120.1 VIII 226.0 19.1 111.2 VIII 83.6* 125 07/03/01 110.7 VIII 83.2* 126 227.0 16.5 " 226.0 15.3 121.3 VIII 91.2 127 128 " 227.0 13.4 120. VIII 90.8 8 119.8 V 93.5 129 07/05/01 215.5 13.5 94.3 130 11 215.5 13.6 120.8 V 226.0 13.9 124.2 VIII 93.3 131 07/09/01 119.7 132 VIII 90.0 227.0 14.4 93.5 °° 226.0 12.9 124.4 VIII 133 126.2 VIII 94.8 134 227.0 12.5 228.0 14.4 116.3 VII 93.7 135 07/19/01 93.6 136 « 229.0 13.8 116.1 94.0 137 « 21 228.0 14.8 116.6 VII 138 230.0 13.4 117.8 VII 95.0 REMARKS: *Test No. 127 is a retest of Test No. 125 and *Test No. 128 is a retest of Test No. 126,respectively PROJECT NO. CE-6379 PLATE NO. TWO (page 4) NORTH COUNTY COMPACTION ENGINEERING, INC. TABTTl ATTnN OF TEST RESULTS Test# Date Horizontal Vertical Field Moisture Dry Density Soit Percent of art, LB Cu.Ft. Type Compaction Location Location %Dry VII 91.9 114.0 139 07/24/01 See 247.5 15.5 115.6 VII 93.2 140 Plate 247.5 14.7 115.3 VII 92.9 141 One 246.0 15'2 116.0 VII 93.5 142 " '! 248.0 14.0 116.7 VII 94.2 143 247.5 13.1 92.9 247.5 13.2 115.2 1 114.9 VII 92.6 145 07/26/01 247.0 15.3 92.7 ° 247.5 15.0 115.0 VII 146 114.6 VII 92.4 147 247.0 15.5 148 247.5 13.8 117.4 VII 94.6 �° 231.0 14.0 116.0 VII 93.5 149 08/01/01 116.1 VII 93.6 150 231.5 15.1 151 231.0 13.8 116.2 VIE[ 93.7 233.0 RFG 12.3 114.3 VII 92.1 152 08/24/01 115.1 VII 92.8 153 233.0 RFG 13.1 154 233.0 RFG 12.8 113.3 VII 91.3 217.0 RFG 11.3 116.3 V 90.8 155 118.2 V 92.3 156 '! 217.0 RFG 12.1 157 217.0 RFG 11.8 118.6 V 92.6 158 249.0 RFG 13.4 114.2 VII 92.0 " 249.0 RFG 14.1 113.1 VII 91.2 159 " 249.0 RFG 12.6 114.7 VII 92.5 160 257.0 RFG 13.5 109.6 IX 90.9 161 08/21/01 118 2 III 92.6 162 257.0 RFG 15.1 163 " 257.0 RFG 14.3 119.3 III 93.4 REMARKS. RFG=Rough Finish Grade PROJECT NO. CE-6379 PLATE NO. TWO (page 5) NORTH COUNTY cOMPACTI HG, Inc. EnGInEERI TABULATION OF TE�"i' RESULTS CvTrn�rr>�� MnISTURE/MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. RY-W- LL-B.LE. . FT Beige Brown Clayey-Silty- 125.5 11.0 Sand I Red Tan Silty-Clayey-Sand II 126.0 11.7 Beige Brown Clayey-Silty-Sand III 127.6 10.4 Beige Silty-Sandy-Clay IV 118.4 12.7 Brown Beige Gravelly-Clayey- V 128.0 09.5 Sand Tan Red Gravelly-Clayey-Sand VI 120.0 13.5 Brown Beige Gravelly Clayey- VII 124.0 11.6 Sand Orange Brown Silty-Gravelly- VIII 133.0 10.0 Sand Dark Brown Silty-Sandy-Clay Ix 120.5 13.3 EXPANSION POTENTIAL SAMPLE N III IV V VI VII LX CONDITION Remold 90% Remold 90% Remold 90% Remold 13 6 90% Remold 90% Remold 13 4 90% INITIAL MOISTURE(%) 10.3 12.6 7.2 5.7 8.9 ° 6.3 9.1 7.2 7.2 AIR DRY MOISTURE(/°) FINAL MOISTURE(%) 18.7 25.5 18.5 20.1 24.1 27.9 DRY DENSITY(PCF) 114.8 106.6 115.2 115 111.6 50 108.4 50 LOAD(PSF) 150 150 150 18 7 0 150 ° 4.7 10.3 5.1 .89 7.0 12.0 SWELL(/°) 51 g 70 120 EXPANSION INDEX 47 103 PROJECT NO. CE-6379 PLATE NO. THREE MORTH COUP CONipACTION ENGINEERING, INC. TABU�.ATION OF TEST RXIM—LILS DIRECT BAR AMPLE N in V V1 VII IX CONDITION Remold 90"/o Remold 90% Remold 90% Remold 90% Remold 90% 28 39 20 ANGLE INTERNAL FRICTION 24 100 180 370 COHESION INTERCEPT(PCF) 230 200 PROJECT NO. CE-6379 PLATE NO. THREE (continued) 4 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6379 November 29, 2004 Richard W. &Maryann Allgire 773 Corina Court Encinitas, CA 92024 Subject: Report of Certification of Compacted Fill Ground Building Pad Modification Proposed Single Family Dwelling Lot D-2 of Wildflower Estates Encinitas, California Reference: 1.) "Report of Certification of Compacted Fill Ground"prepared by North County Compaction Engineering,Inc. dated October 19,2001 2.) "Update Letter"prepared by North County Compaction Engineering, Inc. dated June 18, 2004 Dear Mr. Algire: In response to your request,the following report has been prepared to indicate results of soil testing,observations, and inspection of earthwork construction at the subject site. Testing and inspection services were performed from November 11, 2004 through November 17,2004. Briefly,our findings reveal filled ground has been compacted to a minimum of ninety percent (90%). Therefore,we recommend construction continue as scheduled. SCOPE Our firm was retained to observe grading operations with regard to current standard practices and to determine the degree of compaction of placed fill. Grading and stormwater plans were prepared by San Dieguito Engineering of Encinitas, California. Grading operations were performed by Bill Lackey of Fallbrook, California. P.O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480-1116 FAX(760) 741-6568 NORTH COUNTY COMPALMON ENGINEEMNG, INC. Project No. CE-6379 November 29, 2004 Page 2 Approximate locations and depth of filled ground and extent of earthwork construction covered in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch". Grading operations were performed in order to modify the existing building pad to accommodate the newly planned multi-level dwelling. Should the finished pad be altered in any way,we should be contacted to provide additional recommendations. The site was graded to approximately conform to project plans. Actual pad size and elevation may differ. Finish grade operations are to be completed at a later date. LABORATORY TESTING Representative soils samples were collected and returned to the laboratory for testing. The following tests were performed and are tabulated on the attached Plate No. Three. 1. optimum Moisture/Maximum Density(ASTM D-1557) 2. Expansion Potential Test(FHA Standard) SOIL CONDITIONS Native soils encountered were clayey-sands and sandy-clays. Fill soils were generated from on- site excavation. The building site contained a transition from cut to fill. However, cut areas located within the building area were over excavated a minimum of 3 feet and brought to grade with compacted soil. Over excavation was carried a minimum of 5 feet beyond the exterior building perimeter. Hence, no consideration need be given this characteristic. On-site soils were found to have an expansion index of 70 and are classified as being"moderate" in expansion potential. Fill soils were placed, watered, and compacted in 6 inch lifts. During earthwork construction, areas where fill was placed were scarified, watered, and compacted to a minimum of ninety percent(90%). To determine the degree of compaction, field density tests were performed in accordance with ASTM D-1556 or D-2922 at the approximate horizontal locations designated on NORTH Courm COMPACTION ENGINEERING, INC. Project No. CE-6379 November 29, 2004 Page 3 the attached Plate No. One entitled, "Test Location Sketch". A tabulation of test results and their vertical locations are presented on the attached Plate No. Two entitled"Tabulation of Test Results". During grading operations,all fill soils found to have a relative compaction of less the ninety percent(90%)were reworked until proper compaction was achieved. RECOMMENDATIONS AND CONCLUSIONS Continuous inspection was not requested to verify fill soils are placed in accordance with current standard practices regarding grading operations and earthwork construction. Therefore, as economically feasible as possible, part-time inspection was provided. Hence,the following recommendations are based on the assumption that all areas tested are representative of the entire project. 1.)Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads. 2.) Slopes may be considered stable with relation to deep seated failure provided they are properly maintained. Slopes should be planted with light groundcover(no gorilla ice plant)indigenous to the area. Drainage should be diverted away from the slopes to prevent water flowing on the face of slope. This will reduce the probability of failure as a result of erosion. 3.)In our opinion, soil liquefaction at the site is unlikely to occur due to the following on-site soils conditions: A). Groundwater was not encountered at the time of grading. B). Loose compressible top soils were removed to firm native ground and recompacted to a minimum of ninety percent(90%) of maximum dry density. Q. The dense nature of the formation underlying the site. D). On-site soils possess relatively high cohesion characteristics. 4.) Continuous footings having a minimum width of 12 inches and founded a minimum of 24 inches below lowest adjacent grade, will have an estimated allowable bearing value of 1500 pounds per square foot. I a NORTH COUKW COMPACTION ENGINEERING, INC. Project No. CE-6379 November 29,2004 Page 4 5.) Footings located on or adjacent to slopes should be founded at a depth such that the horizontal distance from the bottom outside face of footing to the face of the slope is a minimum of 8 feet. 6.)Plumbing trenches should be backfilled with a non-expansive soil having a swell of less than two percent(2 1/6)and a minimum sand equivalent of 30. Backfill soils should be inspected and compacted to a minimum of ninety percent (90%). 7.)Unless requested, recommendations for future improvements (additions, recreation slabs,additional grading, etc.) Were not included in this report. Prior to construction,we should be contacted to update conditions and provide additional recommendations. 8.) Completion of grading operations was left at rough grade. Therefore,we recommend a landscape architect be contacted to provide finish grade and drainage recommendations. Drainage recommendations should include a two percent(2%)minimum fall away from all foundation zones. 9.)Prior to construction of the proposed pool,the pool contractor should be contacted for concrete and reinforcement design. Pool excavation spoil should be hauled off-site or properly placed on site under the supervision of our firm. The pool should be designed for expansive soil schedule. 10.)Moderate expansive soils conditions observed during grading operations will require special recommendations to reduce structural damage occurring from excessive subgrade and foundation movement. Recommendations set forth will reduce the probability of future damage and should be strictly adhered to: Continuous footings should be reinforced with one#5 bar, top and bottom. Steel should be positioned 3 inches above bottom of footing and 3 inches below top of footing. Interior slabs should be a minimum of 4 inches thick and reinforced with #3 bars on 18 inch centers each ways. Slab reinforcement should be placed near the center of slab and extended through joints to provide a tension tie with perimeter footings. Garage slabs should be free floating. NORTH COUNTY COMPACTION ENGINEMING, INC. Project No. CE-6379 November 29, 2004 Page 5 Slab underlayment should consist of visqueen installed at mid-point within a 4 inch sand barrier(2 inches sand, visqueen, 2 inches sand). Sand should be tested in accordance with ASTM D-2419 to insure a minimum sand equivalent of 30. Clayey soils should not be allowed to dry prior to placing concrete. They should be watered to insure they are kept in a very moist condition or at a moisture content exceeding optimum moisture content by a minimum of five percent(5%). Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendations for compliance to those set forth. UNCERTAINTY AND LIMITATIONS In the event foundation excavation and steel placement inspection is required and/or requested, an additional cost of$180.00 will be invoiced to perform the field inspection and prepare a "Final Conformance Letter". If foundations are constructed in more than one phase, $130.00 for . each additional inspection will be invoiced. It is the responsibility of the owner and/or his representative to carry our recommendations set forth in this report. San Diego County is located in a high risk area with regard to earthquake. Earthquake resistant projects are economically unfeasible. Therefore,damage as a result of earthquake is probable and we assume no liability. We assume the on-site safety of our personnel only. We cannot assume liability of personnel other than our own, It is the responsibility of the owner and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations governed by CAL-OSHA and/or local agencies. NORTH COMM COMPACTION ENGINEERING, INC. Project No. CE-6379 November 29,2004 Page 6 If you have any questions,please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, o�µo F E S s/0* � North County tee`` v� R• RccG, tic COMPACTION ENGINEERING,INC. o GE 713 l� m rn LL' x 9130105 Ronald K. Adams Dale R. Regli l-1 F- President Registered Civi �fe6rA� Geotechnical Engineer 713 RKA:paj cc: (4) submitted NORTH COUNTY COMPACTION ENGINEERING,INC. SOIL TESMG Pad Modification No Scale Proposed Single Family Dwelling Lot D-2 of Wildflover Estates .. Encinitas, California f 234 D. u 6 S 5. ! FF 234 N 1 C�9 ®� / a 3 PA .. 234. COupw(AAD F' 34.75 98 O ---�.s ��� ri 3 ATIO iFr r� �' 33.50 • 3 ti ............ ... 0 �O ........... ....A. :.�,p.:.:. :.::'. ........ C.� 3Z+ o-, NOTE: compaction tests are delineated in red TEST LOCATION SKETCH PROJECT NO. CE- 6379 PLATE NO. ONE NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS Test# Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location %Dry Wt. LB Cu.Ft. Type Compaction 164 11/11/04 See 234.0 13.9 122.4 VII 98.7 165 11/17/04 Plate 234.0 RFG 13.3 114.5 VII 92.4 166 41 One 235.0 RFG 14.0 113.5 VII 91.5 167 233.0 RFG 12.8 115.4 VII 93.1 168 233.0 RFG 14.2 117.9 VII 95.1 169 234.0 RFG 12.9 113.9 VII 91.9 REMARKS: RFG=Rough Finish Grade PROJECT NO. CE-6379 PLATE NO. TWO NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOISTURE/MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE (,LB. CU. FT) (%DRY WT) Brown Beige Gravelly Clayey-Sand VII 124.0 11.6 EXPANSION POTENTIAL SAMPLE NO. VII CONDITION Remold 90% INI'T'IAL MOISTURE(%) 11.2 AIR DRY MOISTURE (%) 5.7 FINAL MOISTURE(%) 24.1 DRY DENSITY(PCF) 111.6 LOAD(PSF) 150 SWELL(%) 7.0 EXPANSION INDEX 70 PROJECT NO. CE-6379 PLATE NO. THREE NORTH COUNTY CoMpACTI N ENGllNEER NG, INC. June 18,2004 Project No. CE-6379 Mr. Algire c/o San Dieguito Engineering Attn: Steven Crosby _ 4407 Manchester Ave. #105 Encinitas, CA 92024 S E P 2 3 2004 E Subject: Letter C�iy OF Evc'���Tas • Proposed Algire Residence Parcel No. 2 of PM 1864 (D-2) Wildflower Valley Drive Encinitas,California Reference: "Report of Certification of Compacted Fill Ground"prepared by North County Compaction Engineering,Inc. dated October 19,2001 Dear Mr. Algire: Per your request,we have inspected the subject site for the purpose of updating our above referenced report. Our site inspection of June 15,2004 revealed that the existing building pad and soil conditions remain as presented in our above referenced soils report. Therefore,recommendations contained and in the report should be considered valid to date and be incorporated into the planning design construction phase of the subject project. It should be noted,on-site expansive soils(expansion index of 70)have air dried with time. Prior to pouring of foundations,the foundation bearing soils will require pre-saturation. They should be well watered to assure shrinkage cracks are closed and exceed optimum moisture soil content by a minimum of five percent(5%). Seismic Design Considerations (Soil Parameters) A.) Soil Profile= SD (Table 16-J of the 1997 Uniform Building Code) B.) Type `B' Fault(Rose Canyon) ent of Conservation, Division of C.) Distance= 11 km(California Departm Mines and Geology [maps] in conjunction with tables 16-S and 16-T of the 1997 Uniform Building Code). P.O. BOX 302002 * ESCONDIDO, CA 92030 * (760) 480-1116 FAX(760) 741-6568 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6379 Page 2 We should be contacted to inspect foundation excavations and steel reinforcement to assure the recommendations in our referenced report have been complied with prior to pouring of foundations. If you have any questions,please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, Q�0 F E S S 104,4 o ft. HF F2 North County �`` Q`' Q c� COMPACTION ENGINEERING,INC. GE 713 �� n rri c Exp. 9/30/05 * v At T Ronald K. Adams Dale R. Reg F Of C A�\F o President Registered Civi 393 Geotechnical Engineer 000713 RKA:paj cc: (4)submitted SAN DIEGUITO ENGINEERING,INC. ENGINEERS PLANNERS SURVEYORS Ivan R.Fox.P.E. 11 !I <<'tl Ii, Barry L.Munson,P.E. ii,i Gordon L.McElroy,P.L.S. t Laurie Simon,Principal Planner r CIVIL ENGINEERING March 17, 2004 1.1 Engineering Studies SDE 4432.02 Site Developmem - ,I���' Grading Plxns �� � � �i r� E�VCII »I>n,,,ement P'tt City of Encinitas Engineering Department Dranagc Plans 505 J S. Vulcan S--Wam I'm,Plans Hx.droion,Hydratdics Encinitas, CA 92024 Construction Administration Pacen,enl Rchahihtutit,n Subject: Hydrology/Hydraulic Study, Forensic Engineering Grading Plan for Parcel 2, PM 18 LAND PLANNING Prc-Acquisition Analr,i, Gentlemen; Land Csc Convultation Environmental Analcsls GovernlnentRelations As part of the requirements for the above referenced project, we have performed a I'"n`'D-m( Hydrologic/Hydraulic review of the proposed grading plan. Pentad cc Maps Major Csc Permits specific Plan., This lot was originally constructed per grading plan 6495-G, in accordance with Reroniog Hydrology/Hydraulics Study for City of Encinitas Tract 99-014, dated April 21, 2000 variances Admk-oative Permits prepared by San Dieguito Engineering. Annexations B„undary Adjnstmem` The proposed precise grading per this grading plan does not significantly alter the drainage LAND SURVEYING patterns or quantities of the existing lot grading per 6495-G. In addition, the proposed Propertc S,,r-, private improvements will adequately carry the anticipated storm runoff. Topographical Surcc)s Construction Staking lease do not hesitate to contact our office. Reenrds ut Survey If you have any questions,p Legal Dexriptions Snbdi,:ishm Maps Thank you,' Easements Ilei;ht Cerilicatiuns Cadastral Surveys Photugraminciric Snn-e,-.' St:n n Crosby, PE �Of E3�S/gyp Senior Engineer ���,N NQ 41975 XP. 3-311- �nJ9r�, Of CA���` (760)753-5525•FAx(760)943-8236 4407 Manchester Avenue•Suite 105•Fricinitas•California 92024 I d I I P I E:; T I is i t if'3 a 41 y r 1 { P" y i t Vii, W , k E SAN DIEGUITO ENGINEERING,INC. ENGINEERS PLANNERS SURVEYORS Ivan R.Fox.P.E. Barry L.Munson,P.E. Gordon L.McElroy,P.L.S. Laurie Simon,Principal Planner September 14, 2006 SDE 4432.02 CIVIL ENGINEERING t.nglnccrin�Stud", Sit,Dcvc lopmcnt Ooc i"L Pla", City of Encinitas Impruccmc't Plan, Dn'ma'Plan, Engineering Services S...r%k, Llne Plans 505 S. Vulcan Avenue Encinitas, CA 92024 Ccn,t Rieli,ni Admin iIaliun Puvcmcnl Rchah,htation Lorcmic Enginrerin@ Subject: As-Graded Certification LAND PLANNING I1-Aeyn,hi111 Reference: Project No. 9000-G Land I Con,uhatinn "n"°tLd Anai�,i, In accordance with General Note 11 on sheet 1 of the above referenced grading plan,this (inb CEN➢Cnt Rcl:uiurrm letter is hereby submitted as a certification fifoi mtancehwith the approve Grading permit an Drawing 0 No ,emetivc�'Lp, been performed in substantial con Mato'Ilac Permh, 9000-G. Spceitk Plan, 1- The term certification contained herein is as defined by,and limited to,Section 6735.5 of the \ananec, Pcr.nit, State of California Business and Profes oln regarding 2001. ose facts or finldingshwhichlaretthe Am,whoa, is "an expression of professional op li„»mlar, !n t °t subject of the certification, and does not constitute a warranty or guarantee, either expressed or implied." LAND SURVEYING hopcily Survcy, s San Dieguito Engineering, Inc. (,,n,tnictron Sta0,_, Sincerely, Record,at Survey, Legal I>e,erip�I�,n, Q�0 F ESpSION Suhdi,isiun Ylup, �(�Q��� S. < 9 2 Ifa,cnicnL, , t T00a o.s1C x ._ .A ca Z 158 r P. 'tric swrc , A ie Sibuq� oc Ems.spa 0�7 Senior Engine �'�• CN11. Qr' qT$OF CRS\F� (760)753-5525•VAX(760)943-8236 4407 Manchester Avenue•Suite 105•Encinitas,California 92024 SAN DIEGUITO ENGINEERING, INC. ENGINEERS PLANNERS SURVEYORS Ivan R.Fox.P.E. Barry L.Munson,P.E. Gordon L.McElroy, L.S.P. Laurie Simon,Principal Planner n `h �7 s..�, CIVIL ENGINEERING 1S,TarCi1,� 1/, 2004 � '1'jt i�-4 Engineering Studies March Site Devclopliieiit SDE 4432.02 S Grading Plan, City of Encinitas Engineering Department Drainage Plans se'-'Wnler Line Plan, 505 S. Vulcan Dydrology,Hy,ramie, Encinitas, CA 92024 Con,tmction Administration Pavcmem Rchah.htation Enren,ic Engineering Subject: Hydrology/Hydraulic Study, Grading Plan for Parcel 2, PM 18642 LAND PLANNING Pre-Acquisition Anulysi, Land L',e Consnhatio„ Gentlemen; limil,-n-tal Analysis Go-i— nt Relatio- As part of the requirements for the above referenced project, we have Land Division p performed a ,t11,ti-Map, Hydrologic/Hydraulic review of the proposed grading plan. Major Cse Permit, Specific Plan` This lot was originally Rezoning constructed per grading plan 6495-G, in accordance with variance, Hydrology/Hydraulics Study for City of Encinitas Tract 99-014, dated April 21, 2000 Adn,m,stiat-Perniis prepared by San Dieguito Engineering. &wndary Adjusmnenis The proposed precise grading per this grading plan does not significantly alter the drainage LAND SURVEYING patterns or quantities of the existing lot grading per 6495-G. In addition, the proposed ''ol—y Sri"ey` private improvements will adequately carry the anticipated storm runoff. Topographical Surveys Constracn Staking Recrn(l,tut sure, If you have any questions, please do not hesitate to contact our office. Fas-'Legal De,—Ixioms VeR. i,ion Maps T Easement, Height Certification, Cadastral Survey,Phoktgrimmetri c Surveys Gk rosby, PE ���Q,,, Senior Engineer NO 41975 Ev. 3.31- i CIVIL C AL (760)753-5525•tAx(760)943-8236 4407 Manchester Avenue•Suite 105•Encinitas,California 92024 HYDROLOGY CALCULATIONS PROJECT NAME: ALLGIRE RESIDENCE PROJECT NUMBER: SDE 4432.02 COMMENT: PRIVATE STORM DRAIN ANAYLSIS COORD: N33-03-00 E117-12-45 100 YEAR STORM P6 (IN): 3.00 P6/P24: P24 (IN): 5.00 0.60 ADJUSTED P6: 3.00 HYDRO SOIL GROUP: D BASIN EVENT AREA AREA C (year) Ti I Q (sf) (acre) (min) (iph) (cfs) A 100 16249.92 0.37 0.40 5.00 7.90 1.18 B 100 18753.36 0.43 0.40 5.00 7.90 1.36 C 100 4764.60 0.11 0.40 5.00 7.90 0.35 D 100 4037.80 0.09 0.40 5.00 7.90 0.29 TOTAL Q (CFS) = 2.89 DRAINAGE BASINS IN-1 EXISTING IN* TOTAL Q PR. TYPE F CATCH BASIN -- D1+D2 3.63 STORM DRAIN 1 -- D1+D2 3.63 DITCH C2 -- C2+D1+D2 4.97 DWY SWALE A -- 1.18 STORM DRAIN 2 (1/2)B -- 0.68 STORM DRAIN 3 (1/2)B+D -- 0.97 STORM DRAIN 4 B+(1/2)C+D -- 1.83 STORM DRAIN 5 (1/2)C -- 0.17 STORM DRAIN 6 (1/4)C -- 0.09 STORM DRAIN 7 B+C+D -- 2.00 DITCH SWALE B+C+D C2+D1+D2 5.06 EX. TYPE F CATCH BASIN B+C+D C1+C2+D1+D2 12.05 *EXISTING QUANTITIES PER HYDRAULIC STUDY TPM 99-014 C1= 5.08 C2= 1.34 D1= 2.70 D2= 0.93 STORM DRAIN 1.txt Manning Pipe Calculator Given Input Data: shape Circular solving for Depth of Flow Diameter 1.0000 ft Flowrate fs 300 3.6 c Slope 0.6317 fs Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0100 Computed Results: Depth Area 0.4644 ft wetted Area 0.7854 ft2 0.3571 ft2 Wetted Perimeter 1.4995 ft Perimeter 3.1416 ft velocity 10.1652 fps Hydraulic Radius 0.2382 ft Percent Full 46.4372 % Full flow Flowrate 8.2464 cfs Full flow velocity . . . . . . . . . . . . . . 10.4997 fps Critical Information critical depth . . . . . . . . 0.8499 ft Critical slope 0.0048 ft/ft Critical velocity 4,8881 fps Critical area . . 0.7426 ft2 Critical perimeter . . 2.2706 ft Critical hydraulic radius 0.3271 ft Critical top width 1.0000 ft Specific energy 2.0702 ft Minimum energy 1.2749 ft Froude number 2.9951 Flow condition . . . . . . . . . . . . . . . . . . Supercritical Page 1 DITCH C2.txt Manning Pipe Calculator Given Input Data: Shape Circular solving for Depth of Flow Diameter 1.5000 ft Flowrate fs 4.9700 c Slope 0.0200 fs Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0240 Computed Results: Depth Area 0.8528 ft Wetted Area 1.7671 ft2 1.0372 ft2 Wetted Perimeter 2.5624 ft Perimeter 4.7124 ft velocity 4,7916 fps Hydraulic Radius 0.4048 ft Percent Full 56.8509 % Full flow Flowrate . . . . . . . . . . . . . . cfs Full flow velocity 4. 5535 fps Critical Information Critical depth . . . . 0.8597 ft Critical slope 0.0194 ft/ft Critical velocity 4.7416 fps Critical area 1.0482 ft2 Critical perimeter 2.5757 ft Critical hydraulic radius 0.4070 ft Critical top width . . . 1.5000 ft Specific energy 1.2092 ft Minimum energy 1.2896 ft Froude number 1.0163 Flow condition . . . . . . . . . . . . . . . . . . supercritical Page 1 DWY SWALE--100 YR.tXt channel calculator Given Input Data: Shape Trapezoidal Solving for Depth of Flow Flowrate 1.1800 cfs Slope 0.1450 ft/ft Manning's n . . . . . . . . . 0.0240 Bottom width Height 0. 5000 ft 1.0000 ft Left slope 0.5000 ft/ft (v/H) Right slope . . . . . . . . . . . . . . . . . . . . . 0.5000 ft/ft (V/H) Computed Results: De th . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.1562 ft Velocity . . .. . . . . . . 5.7574 fps Full Flowrate Flow area 10.7766 cfs Flow perimeter 0.2050 ft2 1.6984 ft Hydraulic radius . . . 0.1207 ft Top width 1.6247 ft Area 1.0000 ft2 Perimeter Percent full 3.2361 ft 31.2345 % Critical Information Critical depth 0.2877 ft Critical slope . . . . . . . . . 0.0153 ft/ft Critical velocity 2.6038 fps critical area . . . 0.4532 ft2 Critical perimeter . . 2.2865 ft Critical hydraulic radius 0.1982 ft Critical top width . . . . . . 2.1507 ft specific energy 0.6713 ft Minimum energy 0.4315 ft Froude number 2,8578 Flow condition . . . . . . . . . . . . . . . . . . supercritical Page 1 Worksheet Worksheet for Triangular Channel Project Description 67e4 S j S4v] w At(tck.g7 0 2,4 I1�Jf-Alg Worksheet Triangular Channe Flow Element Triangular Channe Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.030 Slope 145000 ft/ft Left Side Slope 2.00 H :V Right Side Slope 2.00 H:V Discharge 0.08 cfs Results Depth 0.12 ft Flow Area 2.8e-2 ft' Wetted Perimi 0.53 ft Top Width 0.48 ft Critical Depth 0.15 ft Critical Slope 0.035736 ft/ft Velocity 2.67 ft/s Velocity Head 0.11 ft Specific Enerc 0.23 ft Froude Numb, 1,93 Flow Type supercritical c:\haestad\fmw\project4.fm2 Project Engineer:San Dieguito Engineering, Inc 02/02/04 11:56:27 AM ©Haestad Methods, Inc. 37 Brookside RoadngWate bury, CT 06708 USA FlowMaster v6.0[614e] (203)755-1666 Page 1 of 1 NORM,L)eptiu L Worksheet Worksheet for Circular Channel Project Description Worksheet storm drain 2 Flow Element Circular Chann Method Manning's Forr Solve For Channel Depth Input Data Mannings Coeffic 0.010 Slope 010000 ft/ft Diameter 6 in Discharge 0.68 cfs Results Depth 0.38 ft Flow Area 0.2 ft2 Wetted Perime 1.06 ft Top Width 0.42 ft Critical Depth 0.42 ft Percent Full 76.5 % Critical Slope 0.008440 ft/ft Velocity 4.22 ft/s Velocity Head 0.28 ft Specific Energ, 0.66 ft Froude Numbe 1.21 Maximum Disc 0.78 cfs Discharge Full 0.73 cfs Slope Full 0.008691 fUft Flow Type supercritical c:\haestad\fmw\4432.02 Project Engineer:San Dieguito Engineering,Inc 12/22/03 03:43:01 PM ©Haestad Methods, Inc. 37 B ooksiide Road Waterbury, FlowMaster v6.0[614e] ry,CT 06708 USA (203)755-1666 Page 1 of 1 STORM DRAIN 3 Worksheet for Circular Channel Project Description Worksheet STORM DRAIP Flow Element Circular Chann Method Manning's Forr Solve For Channel Depth Input Data Mannings Coeffic 0.010 Slope 010000 ft/ft Diameter 8 in Discharge 0.97 cfs Results Depth 0.38 ft Flow Area 0.2 ft' Wetted Perime 1.14 ft Top Width 0.66 ft Critical Depth 0.47 ft Percent Full 56.8 % Critical Slope 0.005422 ft/ft Velocity 4.74 ft/s Velocity Head 0.35 ft Specific Energ, 0.73 ft Froude Numbe 1.50 Maximum Disc 1.69 cfs Discharge Full 1.57 cfs Slope Full 0.003813 ft/ft Flow Type supercritical c:\haestad\fmw\4432.02 Project Engineer:San Dieguito Engineering,Inc 12/22/03 03:43:24 PM ©Haestad Methods,Inc. 37 13 ookside Road Engineering, FlowMaster v6.0[614e] Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 STORM DRAIN 4 Worksheet for Circular Channel Project Description Worksheet STORM DRAIP Flow Element Circular Chann Method Manning's Fort Solve For Channel Depth Input Data Mannings Coeffic 0.010 Slope 015000 ft/ft Diameter 8 in Discharge 1.83 cfs Results Depth 0.52 ft Flow Area 0.3 ft2 Wetted Perime 1.44 ft Top Width 0.55 ft Critical Depth 0.61 ft Percent Full 77,9 ova Critical Slope 0.011787 ft/ft Velocity 6.27 ft/s Velocity Head 0.61 ft Specific Energ- 1.13 ft Froude Numbe 1.52 Maximum Disc 2.07 cfs Discharge Full 1.92 cfs Slope Full 0.013572 ft/ft Flow Type supercritical c:\haestad\fmw\4432.02 Project Engineer:San Dieguito Engineering,Inc 12/23/03 02:58:12 PM ©Haestad Methods, Inc. 37 B ookside Road ngWate bury,CT 06708 USA FlowMaster v ( (203)755-1666 Page 1 1 of of 1 1 STORM DRAIN 5.txt Manning Pipe Calculator Given Input Data: shape Circular solving for Depth of Flow Diameter 0. 5000 ft Flowrate 0.1700 cfs Slope 0.0200 ft/ft Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0100 Computed Results: Depth . . . . . 0.1373 ft Area . . 0.1963 ft2 wetted Area 0.0438 ft2 Wetted Perimeter . . . . . . . . . . . . . . . . ft Perimeter 1.5708 ft velocity 3.8821 fps Hydraulic Radius 0.0794 ft Percent Full 27.4574 Full flow Flowrate . . . . . . . 1.0316 cfs Full flow velocity . . . . . . . . . . . . . . 5.2538 fps Critical Information Critical depth . . . . . . . . . . . 0.2058 ft Critical slope 0.0043 ft/ft Critical velocity 2.2317 fps Critical area 0.0762 ft2 Critical erimeter . . . . . . . . 0.6965 ft Critical rydraulic radius . . . . . . . 0.1094 ft Critical top width . . . . . . . . . . . . . . 0.4921 ft Specific energy 0.3715 ft Minimum energy . . . . . . . . . . 0.3087 ft Froude number . . . . . . . . . . . 2.1849 Flow condition . . . . . . . . . . . . . . . . . . Supercritical Page 1 STORM DRAIN 6.txt Manning Pipe Calculator Given Input Data: Shape Circular Solving for Depth of Flow Diameter . . . . . . . . . . . . . . . . . . . . . . . . ft Flowrate 0.0900 cfs Slope 0.2400 ft/ft Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0100 Computed Results: Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . ft Area . . 0.0855 ft2 wetted Area 0.0110 ft2 wetted Perimeter 0.2950 ft Perimeter 1.0367 ft velocity 8.1477 fps Hydraulic Radius 0.0374 ft Percent Full 18.6846 Full flow Flowrate 1.1800 cfs Full flow velocity . . . . . . . . . . . . . . 13.7962 fps Critical Information Critical depth 0.1676 ft critical slope . . . . . . . . . . 0.0053 ft/ft Critical velocity . . . . . . . . . . . . . . . fps Critical area 0.0436 ft2 Critical erimeter . . . . . . . . 0.5236 ft Critical ydraulic radius . . . . . . . 0.0833 ft critical top width . . . . . . . . . . . . . . 0.3300 ft Specific energy 1.0933 ft Minimum energy 0.2515 ft Froude number 6.9321 Flow condition . . . . . . . . . . . . . . . . . . Supercritical Page 1 STORM DRAIN 7 Worksheet for Circular Channel Project Description Worksheet STORM DRAIP Flow Element Circular Chann Method Manning's Forr Solve For Channel Depth Input Data Mannings Coeffic 0.010 Slope 241000 ft/ft Diameter 8 in Discharge 2.00 cfs Results Depth 0.23 ft Flow Area 0.1 ftz Wetted Perime 0.84 ft Top Width 0.63 ft Critical Depth 0.63 ft Percent Full 34.7 % Critical Slope 0.014009 ft/ft Velocity 18.55 ft/s Velocity Head 5.35 ft Specific Energ, 5.58 ft Froude Numbe 7.94 Maximum Disc 8.30 cfs Discharge Full 7.71 cfs Slope Full 0.016210 ft/ft Flow Type supercritical c:\haestad\fmw\4432.02 Project Engineer:San Dieguito Engineering, Inc 12/23/03 02:59:13 PM ©Haestad Methods, Inc. 37 B ooksiide Road Engineering, FlowMaster v6.0[614e] Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 DITCH SWALE--100 YR.tXt channel calculator Given Input Data: shape Trapezoidal Solving for Depth of Flow Flowrate fs .9700 c Slope 6 6.0200 fs Manning's n . . . . . . 0.0240 Height 1.0000 ft Bottom width 1.0000 ft Left slope 0.5000 ft/ft (v/H) Right slope . . . . . . . . . . . . . . . . . . . . . 0.5000 ft/ft (v/H) Computed Results: De th . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.6531 ft velocity . . .. . . . . 4.6274 fps Full Flowrate . . Flow area 17. 5962 cfs Flow perimeter 1.5063 ft2 .5208 ft Hydraulic radius 3 3.3842 ft Top width 3.6125 ft Area . . . 3.0000 ft2 Perimeter 5.4721 ft Percent full 65.3120 % Critical Information Critical depth . . . . . . . 0.7340 ft Critical slope 0.0122 ft/ft Critical velocity . . . . . 3.8480 fps Critical area . . 1.8113 ft2 Critical perimeter 4.2823 ft Critical hydraulic radius 0.4230 ft Critical top width . . . 3.9358 ft specific energy 0.9859 ft Minimum energy . . . . . 1.1009 ft Froude number 1.2634 Flow condition Supercritical Page 1 Worksheet Worksheet for Triangular Channel Project Description 614fS Sw1t1't e— Worksheet Triangular Channe Flow Element Triangular Channe Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.030 Slope 020000 ft/ft Left Side Slope 2.00 H :V Right Side Slope 2.00 H:V Discharge 0.49 cfs Results Depth 0.35 ft Flow Area 0.2 ft2 Wetted Perim( 1.56 ft Top Width 1.39 ft Critical Depth 0.33 ft Critical Slope 0.027812 ft/ft Velocity 2.03 ft/s Velocity Head 0.06 ft Specific Enerc 0.41 ft Froude Numb, 0.86 Flow Type 3ubcritical c:\haestad\fmw\project4.fm2 Project Engineer:San Dieguito Engineering,Inc 02/02/04 11:58:26 AM ©Haestad Methods, Inc. 37 B ooksiide Road Engineering, FlowMaster v6.0[614ej Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 a1 C Ql >11C) .0 4-3 ; � S- QJ 2 t7 t0 b N S•. 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DWG, SCALE 1 " =30', DATE: 12/18/03 FILE NO. 4432.02