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1998-5630 G -~-~------- - u_gLra~-~ Category ~~?9 Street Address I ~(88c2 Serial # Description ~~"rl"'(,'" , Plan cI<. # Year NORTH COUNTY COMPACTION ENGINEERING, INC. April 9, 1999 Project No, CE-5797 ~~ cJCo ~ (l J~~ ~Ol ( ?J. {~ C9~ ~J \ r \ <d-- t( l~ Report of Certification of Compacted Fill Ground ~ oJ", ç Proposed Single Family Dwelli~g , . \ 1 - . 'l~ Ì1. .. 1445 Crest Road . \('{)~ \ V\ () ~ 1 r ' Encinitas, California ~ ~ \\ \::,r \ !lð/~/~ Dear Mr, Guendert: (;tl ¡;/ (1 1 Scott Guendert Construction P.O. Box 130084 Carlsbad, CA 92013 Subject: 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 March 31, 1999 through April 7, 1999, 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 Mike Loyd of Fallbrook, California, Reference is made to a previously submitted report entitled, "Preliminary Soils Investigation", prepared by A. R. Barry & Associates, and dated July 20, 1998, P. O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480-1116 FAX (760)741-6568 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-5797 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 create a level building pad to accommodate the proposed single family dwelling, Should the finished pad 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 Preliminary Soils Report prepared by A. R. Barry & Associates, 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. optimum moisture - maximum density tests were performed in accordance with ASTM D-1557 and are tabulated on the attached Plate No, Two entitled, "Tabulation of Test Results", SOIL CONDITIONS Native soils encountered were silty-sands, Fill soils were generated from the 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 10 feet beyond the exterior building perimeter, Hence, no consideration need be given this characteristic. Expansive soils were not observed. Therefore, no special recommendations are required, During earthwork construction, native areas to receive fill were scarified, watered, and compacted to a minimum of ninety percent (90%) of maximum density, The key was approximately 25 feet wide, a minimum of 2 feet in depth, and inclined into the slope, Subsequent fill soils were placed, watered, and compacted in 6 inch lifts. Benches were 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 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No, CE-5797 Page 3 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 than 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 within 30 days 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), Fill ground and loose topsoils were compacted to a minimum of ninety percent (90%) of maximum dry density, C), The dense nature of the fonnation underlying the site, 4). Continuous footings having a minimum width of 12 inches and founded a minimum of 18 inches below lowest adjacent grade will have an allowable bearing value of 1500 pounds per square foot. NORTH COUNTY COMPACTION ENGINEERING, INC. Project No, CE-5797 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). All foundations should be constructed in accordance with the recommendations presented in the Preliminary Soils Report by A. R. Barry & Associates. 7). Plumbing trenches should be backfilled with a non-expansive soil having a swell ofless than two percent (2%) and a minimum sand equivalent of30, Backfill soils should be inspected and compacted to a minimum of ninety percent (90% ). 8). Completion of grading operations were left at rough grade, Therefore, we recommend a landscape architect be contacted to provide finish grade and drainage recommendations, Drainage recommendations should include concrete sidewalks placed on all sides of structures a minimum of 4 feet in width and have a minimum fall of two percent (2%) away from foundation zones, To further protect water penetration of the zone, rain gutters should be installed to divert run-off. Landscape planter areas within 4 feet of the foundation should be avoided and/or designed with sealed bottoms and a drain system, 9). 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. Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendations for compliance to those set forth. During placement of concrete North County COMPACTION ENGINEERING, INC. and/or a qualified concrete inspector should be present to document construction of foundations. Foundation recommendations presented in this report should be considered minimal. Therefore, we recommend the project architect and structural engineer review this report to assure recommendations presented herein will be suitable with regard to the type of construction planned. NORTH COUNTY COMPACTION ENGINEERING, INC. Project No, CE-5797 Page 5 UNCERTAINTY 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 out 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. If you have any questions, please do not hesitate to contact us, This opportunity to be of service is sincerely appreciated, Respectfully submitted, North County COMPACTION ENGINEERING, INC. ~ ,/¿ c:zL Ronald K. Adams President RKA:paj cc: (3) submitted NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING TEST LOCA TION SKETCH PROJECT No. CE-5797 PLA TE No. ONE ~ - NO SCALE . NORTH COUNTY COMPACTION ENGINEERING, INC. Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt, LB Cu, Ft. Type Compaction 1 04/02/99 See 372 10,5 122.4 I 95,2 2 Plate 374 09.8 120,1 I 93.4 3 One 371 11.7 120.4 I 93.6 4 373 11.1 119,9 I 93.3 5 375 08,9 123.4 I 96.0 6 374 09,7 122.8 I 95,5 7 375 10,2 121.7 I 94,7 8 04/05/99 375 08,5 118,5 I 92,2 9 " " 376 08,2 117,8 I 91.6 10 376 10.3 121.7 I 94,7 11 " " 377 08,9 123.4 I 96_0 12 04/06/99 376 12.0 121.3 I 95,7 13 " " 377 10,2 122,6 I 95.4 14 377 10,0 120,6 I 93,8 15 04/07/99 378 RFG 11.7 123.1 I 95.8 16 378 RFG 12.6 121.4 I 94.4 17 377 RFG 10,7 124.4 I 96.8 REMARKS: RFG = Rough Finish Grade OPTIMUM ~MUM DENSITY SOIL DESCRIPTION ITfE MAX. DRY DENSITY OPT. MOISTURE (LB. CD. FT) (% DRY WT) Tan-Brown Silty Sand I 128,5 8,7 PROJECT NO. CE-5797 PLATE NO. TWO " '--'-, I; D ¿51 J;-2~~-2- . " ¡-...) - --.::.' lul'UI ----.. -...--.-.. Iii i.I!I: " G'" , . - -' i j ¡ ENGINEERIN I CITY OF E~CY~~X'~ES HYDROLOGY AND HYDRAULIC CALCULATIONS DELANEY RESIDENCE CREST DRIVE - CITY OF ENCINITAS GRADING PLAN G- May 27, 1998 PREPARED BY: SAN DIEGUITO ENGINEERING, INC. 4407 MANCHESTER AVE, SUITE 105 ENCINIT AS, CA 92024 (760) 753-5525 .', . , , . HYDROLOGY PROJECT NAME: DELANEY PROJECT NUMBER: 4469.00 COMMENT: Dwg No G COORD: N33-01-30 E117 -15-50 100 YEAR STORM P6 (in): 2.60 P6/P24: 0,63 P24 (in): 4.10 ADJUSTED P6: 2.60 <HYDRO SOil GROUP> D RUNOFF COEFF - C 0.90 WATERSHED EVENT AREA AREA C Te I Q DESIGNATION (year) (sf) (Ae) (min) (iph) (efs) A 100 7000 0.16 0.55 7.5 5,27 0.47 B 100 4000 0.09 0.55 7,5 5.27 0,27 C 100 10000 0,23 0,55 7,5 5,27 0.67 D 100 23000 0.53 0,55 7,5 5.27 1,53 , I - ".;;;~;;,.~,.;;;.;;;;,,~- ~" ~--..'i ,...~ . .~ ':::.::-,"'H"...r-. ,- -... ,- ~-~.- ( HYDRo,-O6 V t1AP :DE L.~Ney REsÞ . ~ .":200' AREA A, GRASS CHANNEL Worksheet for Triangular Channel Project Description Project File Worksheet Flow Element Method Solve For r:\1 data\4469\4469,fm2 AREA A GRASS CHANNEL Triangular Channel Manning's Formula Channel Depth Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge 0.035 0,063000 fUft 1,000000 H: V 1.000000 H: V 0047 cfs ? \ 14 J \,"""1 1:- "-'" -- vv, '.... . ^. L'¡"";i;;':"D ReslJlts Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 5/27/98 2:22:42 PM ;, D¥- bl.:.P'\'¡: .( \ 0040 ft 0,16 ft2 .. 1,14 ft , ' 0,80 ,ft QA2 ft 0,047518 fUft 2.90 ftls 0.13 ft 0,53 ft 1,14 I I D L:.-;.;P -5-'./',( /:. l C / - V $,(: ~ 2. ~~-c \<:;:, I.V",- Q. Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 -'el~-'" ... '-4 . - .:;;,.:.. Du 11.,. (1"' FlowMaster v5.11 Page 1 of 1 AREA 8, DOWNDRAIN Worksheet for Circular Channel Project Description Project File Worksheet Flow Element Method Solve For r:\ 1 data\4469\4469.fm2 AREA B DOWN DRAIN Circular Channel Manning's Formula Channel Depth Input Data Mannings Coefficient Channel Slope Diameter Discharge 0,022 0,330000 fUft 18,00 in 0,27 cfs Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is supercritical. 0,09 0,05 0,75 0,72 0.19 6,19 0,015661 fUft 5.95 fUs 0,55 ft 0,64 ft 4,19 38,35 cfs 35.66 cfs 0,000019 fUft ft ft2 ft ft ft 5/27/98 2:27:47 PM l\ 11 I B W ¡ D IT X. <:1 LIN~ S\N~-~ ........ U S ~- -0:-- 2. Be A-C\c. IN ~ Haestad Methods. Inc, 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 D ~1;:"P !2u'-(: Q. oui\.GT FlowMaster v5.11 Page 1 of 1 AREA B, DOWNDRAIN, CRITICAL DEPTH Worksheet for Circular Channel Project Description Project File Worksheet Flow Element Method Solve For r:\1 data\4469\4469.fm2 AREA B DOWN DRAIN CRITICAL Circular Channel Manning's Formula Channel Depth Input Data Mannings Coefficient Channel Slope Diameter Discharge 0,022 0,015661 tUft 18,00 in 0,27 cfs Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is supercritical. 5/27/98 2:31 :36 PM Ö\L 1) ~ T'r\- "- 0,19 0,13 1.10 1,00 0,19 12,76 0.015661 ftIft 2,06 ftIs 0,07 ft 0,26 ft 1,00 8,36 cfs 7.77 cfs 0,000019 ftIft ft ft2 ft ft ft OilS' Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.11 Page 1 of 1 AREA C, DOWN DRAIN Worksheet for Circular Channel Project Description Project File Worksheet Flow Element Method Solve For r:\1 data\4469\4469.fm2 AREA C DOWN DRAIN Circular Channel Manning's Formula Channel Depth Input Data Mannings Coefficient Channel Slope Diameter Discharge 0,022 0,330000 ftlft 18,00 in 0,67 cfs Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is supercritical. ft ft2 ft ft ft 0,14 0,09 0.94 0,88 0,30 9.51 0,014432 ftIft 7,84 ftls 0,96 ft 1,10 ft 4.44 38,35 cfs 35.66 cfs 0,000117 ftlft 5/27/98 2:28:37 PM I ~ II W ¡ÛL;. X ~OCt~ Lt IVLÎ~ . IJs,E"' ~ 2.... ß K1C-IN~ '1 II So WA-u~ .D~~~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 e. C).j n.. ~ FlowMaster v5,11 Page 1 of 1 AREA C, DOWNDRAIN, CRITICAL DEPTH Worksheet for Circular Channel Project Description Project File Worksheet Flow Element Method Solve For r:\ 1 data\4469\4469.fm2 AREA C DOWN DRAIN CRITICAL Circular Channel Manning's Formula Channel Depth Input Data Mannings Coefficient Channel Slope Diameter Discharge 0,022 0,014432 ftIft 18,00 in 0.67 cfs Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is supercritical. o~ b ~-::;T": '-.. ft ft2 ft ft ft 0,30 0,26 1,40 1,21 0.30 20.26 0,014432 ftIft 2,61 ft/s 0,11 ft 0.41 ft 1,00 8,02 cfs 7.46 cfs 0,000117 fUft 5/27/98 2:32:07 PM - I DO'::.. Haestad Methods. Inc, 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5,11 Page 1 of 1 .- AREA 0, GRASS CHANNEL Worksheet for Triangular Channel Project Description Project File Worksheet Flow Element Method Solve For r:\1 data\4469\4469.fm2 AREA D GRASS CHANNEL Triangular Channel Manning's Formula Channel Depth Input Data Mannings Coefficient Channel Slope Left Side Slope Right Side Slope Discharge 0,035 0,046000 ftIft 1,000000 H: V 1,000000 H: V 1,53 cfs Z t , ! . \, ~".:- X! "';"\ C~"'- .,v........,-. -"':"1-' L } I\j C:C ::;. \Iv I~ l ~ Results Depth Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 5/27/98 2:24:47 PM ,::) -¿.- ù\:,:y::--,'- I '.C' -< 0,66 ft 0.44 ft2 1,88 ft 1,33 ft 0,68 ft 0,040595 fUft 3.47 ftIs 0,19 ft 0,85 ft 1.06 OSE: ~ 2.. e..rC'::"IN~, G: Haestad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 q \2./'í~ S. 0 I.. n C" FlowMaster v5.11 Page 1 of 1