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1995-4538 G Street Address -';1 I ro s Category I .~ 17-?O c¡ Serial # l(S3?? ~ Name I Description Year Plan ck. # .'} { recdescv / ENGINEERING & SURVEYING 1525 Escondida Blvd., Suite A, Escondida, CA 92025 (619) 741-0533 FAX (619) 741-5794 DRAINAGE STUDY Brody Residence Lone Hill Lane. Encinitas APN # 264-030-78 Job No. 4184 PREPARED FOR: Robert Brody December 7. 1995 0 ~ ~J ~\~ 3, 19~\1 ~ \š , ~ \JJ .~.." ()"!> ~g G~S S~~\J\ ENG\NEE.~~~~G\Ñ\\ p.,s erN Or Revised January ßV1~ /~3 -9~ HYDROLOGICAL CALCULATIONS USING THE RATIONAL METHOD Q = CiA PROJECT 8h:J1. £LJ~ wot L¡ (cf?'¡ Sht of N 3] c) cJ It I 75"(( W ,//70/2- '/O C( COUNTY TOPO SHEET 32 ~ - 1707 SITE¿~ Chï! ~~ ~/~5 REFERENCE "f ~t 9.957 (@59 scale) AI / '2 ARE ~, ì..., 're... q. in. X 9.918 (@2ØØ scale) ~:: , ~ ACRES Ie et-r-,...l5 91.827 (@299Ø scale) A-1-= ~,L. Þ COEFFICIENT OF RUNOFF, C: (consider ultimate development) SOIL TYPE % Land Use A B C Single Family .4Ø .45 .59 Multi-Units .45 .59 .69 Mobile Homes .45 .55 .69 -Leo Rural .30 .35 .49 (lots> 1/2 acre) Commerical .70 .75 .89 (89% impervious) Industriãl .89 .85 .99 TIME OF CONCENTRATION, Tc: Elev High Pt. = Elev Low Pt. = Elev difference Tc = ¡I~ minutes (19 mlnutes ~inimu~ QUAD. D .55 = .70 = .65 ": .45 = .85 = wt'd C .45 .95 = ð45 CA éiA I ;; û, 53 CA-2~ I L¡4 Sum C = Length Water Course = .385 Tc = (11.9 x L x L x L I H) add 10 minutes to computed time of concentrattion of rural overland natural channels RUNOFF, Q = CA i: i = in/hr Q = X = cfs 5:0 0.59 -5 ' :3, 0 AI i = in/hr Q = /, '1.:L X = í,2. cfslf 2- 199 lØ9 Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: BRODY RESIDENCE Comment: BROWDITCH TYPE A PER D-75 S,~l ve FI:lr Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Dep t h. . . . . . . . . . . . Velocity......... Flow Area........ Flow Top Width.,. Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 1 . 25: 1 <: H: V) 1 . 25: 1 <: H: V) 0.015 ) 0.0200 ft / ft (/Y}IN. 7.20 cfs :: Q,oc> ¡A1AX" 0.'31 ft < 110 7.01 fps 1 . 03 sf 2.27 ft 2.'30 ft 1. 16 ft 0.0055 ft/ft 1 . 83 <: f 1 cow i s ok. Superl:r i tical) Open Channel Flow Module, Version 3.3 <:c) 1'391 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: BRODY RESIDENCE Comment: BROWDITCH TYPE B PER D-75 (MIN 2% SLOPE) Solve For Actual Depth Given Input Data: Diameter.......... S~clpe............ . Manning's n....... Discharge......... Computed Results: Dep t h. . . . . . . . . . . . . Velocity.......... Flow Area......... Critical Depth.... Critical Slope.... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 2.00 ft 0.0200 ft / ft (/v11 ¡J,) 0.015 7.20 ,:fs r::t(JO()I1AK oiL 0.70 ft </,D' 7.41 fps 0.97 sf 0.95 'ft O.OOEA ft/ft 34.77 % 27.73 cfs 2'3.83 c fs 1.83 (flow is Super critical) Open Channel Flow Module, Version 3.3 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: BRODY RESIDENCE Comment: BROWDITCH TYPE A PER D-75 So:.lve F':or Depth Given Input Data: Left Side Slo:.pe.. Right Side Slo:.pe. Manning's n...... Channel Slo:.pe.... Discharge....... . Co:.mputed Results: Dep t h. . . . . . . . . . . . Velo:.city......... Flclw Area........ Flo:.w To:.p Width... Wetted Perimeter. Critical Depth... Critical Slope... Fro:.ude Number.... ,. l ' ~ C~65 h Jj" ;?i.-f rCtf 1 . 25: 1 ( H: V) 1.25:1 (H:V) 0.015 0.0800 ft / ft (:i) ¿;;'.c{ t 7.20 ': fs 0.70 ft 11.7'3 fps 0.51 sf 1 . 75 ft 2.24 ft 1. 15 ft 0.0055 ft/ft 3. 51 (f 1,:,0,..1 is Superl:r i tical) Open Channel Flo:.w Mo:.dule, Version 3.3 (c) 1991 Haestad Methods, Inc. * 37 Bro:.o:.kside Rd * Waterbury, Ct 05708 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: BRODY RESIDENCE C':'mment: BROWDITCH TYPE B PEF~ D-75 (;þ1Il\f .::"'1. ~Pl-~~ Solve For Actual Depth Given Input Data: Diameter.......... S l,:,p e. . . . . . . . . . . . . Manning's n....... Discharge......... Computed Results: Dep t h. . . . . . . . . . . . . Velocity.......... Flow Area......... Critical Depth.... Critical Slclpe.... Percent Full...... Full Capacity..... QMAX @.94D..... ... Froude Number..... 2.00 ft 0.0800 ft/ft~ 6XIT 0.015 7.20 cfs 0.49 ft 12.18 ips 0.5'3 sf O. '35 ft 0.0064 it/it 24.33 ï. 55.45 cfs 59.65 cfs 3.66 (flow is Super critical) . r ¿1M C/~~~ (L¡ 7ð", R;-pr~ Open Channel Flow Module, Version 3.3 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 flTY OF SAN 0 IEGO DEPARTI1ENT OF SANITATION to flOOD COtlTROl . . 45' 5,0 . : .-. ; , )38, . " ----,,- '..."- -. . ... ... . )- . ..., u.s, DEPARTMEN~r OF COMMERCE NATIONAL OCEANIC AND AT OIPIIIUIIC ADillNllTRATION SPECIAL ITUDIIU BRANC". OI'PlC. 01' II UROLOGY. "ATIONAL WEATIIER IaRvaC': ¡ I SA,,)o:,f1j/O 30' -j , , , I I 118' .45' 30' 15~ 1178 . 185' 30' 15' 1168 -.-..--, /. " . 118 't ---- .0 ----.. 0 " r-- - -- COUIITY OF SArI DIEGO. OEPARnlEUr OF SAN nATION ¡. FLOOD CONTROL '.5 . ~ !/-, 0 JO' 151 ))8 "..r"i'" br . (1,5. DEPAnnlEN ' or- COMMEUCE 'I NATIONAL OCI:.A:-;IC AND A'I'. mil'!:MIC AII.IltHSnCA'rION il't:CIAI. nUUIE:Ii IJt:ANClI, O.'t'lCK 01"" UI:OLOGY, NAnONAL WJ::A'r¡H SJ::kVICE JO' ,- H I-' I )0- f I..." 1.!i I JO' , ~~. 1118 '.!i . :WI l!i I II (18 - w -<[ ( 84 ~- " ) 1./ .'4" . -rl""'r "U' - ...... at U1,2 ~ "Ø m :z: c - >< >< J M ~ -10 15 2() 30 40 .50 1 Minutes Dura ti on - '-0-0""'.-"" ,. 2 3 Hours 4 5 6 . ,'", -,:" , Directions for Application: 1) From precipitation AapS detenmine 6 hr. and 24 hr. amounts for the selected frequency. . Th~se maps are printed in the County Hydrology M,rual (10.50 and 100 yr. maps included in the D~$1gn and Procedure ttanua1). 2) ^~' just 6 hr. precipitation (if necessary) so t.t it is within the range of 45~ to 65: of t c 24 hr. precipitation. (r:ot l1prlicable to Desert) . 3} P1~t 6 hr. precipitation on the riOtt $ide of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. Appl ication Fonn:' , 0) Selected Freq~ency I~) yr. 1) P6 = 3 Din.:. P24= zJr () . *P6 = 6..{L1.* P24' in. 2} Adjusted *P6= 3) tc = It): 4)1/;, s, ò 3~O min. in/hr. *Not Applicable to Desert Region . . Lt~ . . Revis9d 1/8S APPENDIX~~A ~ I t5 r()~1 , }-¿e.s !J~é e .oL <t/3L{ ~f; 7i ~e U s-b;,1 I'. ~ I'.. ........ I ~ M ~ J ~ Æ ~- ) ENGINEERING & SURVEYING 1525 Escandida Blvd., Suite A, Escandida, CA 92025 (619) 741-0533 FAX (619) 741-5794 February 12 ,1996 City ofEncinitas Engineering Department 505 S, Vulcan Avenue Encinitas, Ca. 92025-3633 ill Œ Œ ß ~ W ŒŒ] fEB 2 0 1996 ENGINEERING SERVICES CITY OF ENCINITAS Job No. 4184 Site: Brody Residence Lone Hill Lane, Encinitas APN# 264-030-78 Subject: Rough Grading Report TO WHOM IT MAY CONCERN: Rough grading has been completed for the proposed single-family residence pad, tennis court and barn pad at the above referenced location. A grading plan has been prepared for this project by this firm. A field representative from our £inn was present to monitor this grading and to ensure compliance with applicable City of Encinitas ordinances, Grading took place between January 11, 1996 and February 14, 1996, Grading was performed by Fukuda Excavating of Vista. All Brush, vegetation, debris, and topsoils were removed from the site prior to grading, The existing lot material was "keyed" into as embankment was brought up in approximately 8 inch lifts. An adequate "toe key" was made prior to starting embankment construction. Excavation material was then pushed by a CAT D-6H dozer into the adjacent embankment area. This material was then watered, spread, and compacted in approximately 8 inch layers to a minimum of 90% relative compaction. The CAT D-6H, JD 860-B a paddle wheel scraper and a CAT CP-323 vibrating sheepsfoot were used for compaction. A representative from this £inn was present to perform visual inspections as grading progressed and to perform relative compaction testing at representative locations to ensure that adequate compaction was obtained. Portions of the fill placement were approved by continuous visual inspection. The large quantity of fractured rock made testing impractical and thereby would not have been representative. A standard County of San Diego Form 73 Grading Report has been completed with respect to this site, This report, along with a summary of our test results and test 10caIion plat is attached hereto and made a part of this report. Density testing was perfonned in accordance with AS1M 2922 (Nuclear) and D1557 procedures. Soils consist of silty topsoils and clays mixed with ftactmed volcanic rock. All uncompacted fill found on the site was removed until formatioœl soils were encountered, and re-compacted prior to beginning additional fill This reImval extended into the cut area to a depth of 3 foot below pad grade and 5'-10' horizontally outside the footprint of the residential structure to provide uniform bearing for the structure in the main building and garage area. At the completion of grading, the owner has elected to shift the house location approximately 5' easterly. This may minimi7.e the buffer of recompacted soil in the cut area. It is recommended that the house location remain in the recompacted buffer zone. It is recommended that the cut portion of the tennis court pad area be undercut a minimum of l' and then recompacted into a dense embankment, Prior to slab placement, aI' minimum lense of non expansive granular material shall be paced and compacted to a minimum of 95% relative compaction, this shall provide a 2' thick soillense for uniform bearing of the slab. A 2' hnport lense may be utilized to eliminate the undercut if desired. Supplemental compaction testing will be required at the time oftbis work, The concrete reinforcement recommendations provided herein should not be considered to preclude the development of shrinkage related cracks, etc, Rather, these recommendations are intended to minimize this potential. If shrinkage cracks do develop, as is expected from concrete, reinforcements tend to limit the propagation of these features. These recommendations are believed to be reasonable and in keeping with the local standard of construction practice. Special attention should be given to any "re-entrant" comers (appro x, 270 degree comers) and curing practices during and after concrete pour in order to further minimize shrinkage cracks. It should be noted that the characteristics of as-compacted fill may change due to post- construction changes from cycles of drying and wetting, water infiltration, applied loads, environmental changes, etc. These changes may cause detrimental changes in the fill characteristics such as strength behavior, compressibility behavior, volume change behavior, permeability, etc. This office is to be notified no later than 3:00 p,m. on the date before any of the following operations begin to schedule appropriate testing and/or inspections: 1. Fill placed under any conditions 12 inches or more in depth and/or pool or out building construction to include: a. Building pads. b. Tennis Courts c, Utility trench backfills. d. Retaining waIl backfiIlslpool excavation ramp backfill, e. The spreatiing or placement of soil obUúned 1Ì'om any excavation (footing or pool, etc.) 2. Foundation excavations and foundation and slab reinforcement. The site is considered acceptable for the construction of the planned residence. Residential construction shall conform to the following recommendations: FOUNDATION: The owner/developer should be made aware of the possibility of shrinkage cracks in concrete and stucco materials, The American Concrete Institute indicated that most concrete shrinks about 1/8 inch in 20 feet, Separation between construction and cold joints should also be expected. 1. It is recommended that normal concrete wall footings be used in accordance with Uniform Building Code design (i.e, 12 inches wide by 18 inches deep and 18 inches wide by 24 inches deep) for one and two story structures respectively. Isolated square footings should be at least 24 inches by 24 inches wide and 30 inches deep~ for one and two story structures. Minimum depths are measured from the lowest adjacent ground surfàce~ not including the sand/gravel under the slab. 2. Minimum foundation shall use four #5 reinforcing bars continuous in all interior and exterior footings of the main residence, Place two bars 3 inches below the top of the footing and two bars 3 inches above the bottom of the footing, Reinforcement for isolated square footings should be designed by the project structural engineer. 3, All interior slabs must be a minimum of 5 inches in thickness reinforced with #3 reinforcing bars spaced at 18 inches on center each way~ placed one and one-half inches below the top of the slab. Use 4 inches of clean sand (SE 30 or greater) beneath all slabs. A six-mil plastic moisture barrier is recommended and if used, must be placed mid-height in the sand, 4. The minimum steel reinforcement provided herein is based on soil characteristics only and is not intended to be in lieu of reinforcement necessary for structural considerations, 12, 5, Provide contraction joints consisting of saw cuts spaced 12 feet on center each way within 24 hours of concrete pour for all interior slabs. The sawcuts must be a minimum of one-half inch in depth and must not exceed three-quarter inch in depth or the reinforcing may be damaged. 6. AIl underground utility trenches beneath interior and exterior slabs should be compacted to a minimum of90% of the maximum dry density of the soil. Care should be taken not to crush the utilities or pipes during the compaction of the trench backfill, Supplemental testing will be required when that work is accomplished and will be certified in a separate report, 7, AIl exterior slabs (walkways, patios, etc.) must be a minimum of 4 inches in thickness reinforced with 6 x 6/10 x 10 welded wire mesh placed one and one-half inches below the top of spaced 6 feet on center each way within 24 hours of concrete pour, The depth of the sawcuts should be descnDed in Item #5 above, 8, This office is to be notified to ÏnsJ>ect the footing trenches. foundation and slab area reinforcing prior to concrete pour. 9. Footings located on or adjacent to the top of the slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet or one-third of the slope in height, whichever is greater, between the bottom edge of the footing and the face of the slope, The outer edge of all fill slopes experience "down slope creep" which may cause distress to structures. If any structures, including building, patios, sidewalks, swimming pools, spas, etc" are placed within the setback, FURTHER RECOMMENDATIONS WILL BE REQUIRED. 10, The tennis court shall have a minimum 5" thick slab reinforced with #3 rebar placed on 12" centers each way, at mid slab. A 12"xI2" thickened edge around the perimeter with one #4 rebar is also to be installed. A six mil plastic moisture barrier is recommended below the slab. A felt expansion joint is recommended at the net line, 11. AIl footings and slab areas shall be kept in a moist condition for a minimum of 48 hours prior to placement of sand, visqueen or concrete. Monitored rainbirds or hand watering periodically during the daylight hours is recommended. Contraction joint sawcuts to be designed by project architect. The sawcuts must be a minimum of one-half inch in depth and must not exceed three-quarter inch in depth or the reinforcing may be damaged. 13. Our description of grading operations, as well as observations and testing services herem, have been limited to those grading operations performed during the period January 11, 1996 through February 14, 1996. The conclusions contained herein have been based upon our observations and testing as noted, No representations are made as to the quality or extent of materials not observed and tested. SLOPES: Fill slopes were constructed on a 2: 1 or flatter slope ratio, maximum fill slope height is 12':i: feet, Cut slopes were constructed on a 2:1 or flatter slope ratio; maximum cut slope heights is 13':i: feet. All slopes are uniformly stable. . All slopes should be landscaped with types of plants and planting that do not require excessive irrigation. Excess watering of slopes should be avoided, Slopes left unplanted will be subject to erosion. The irrigation system should be installed in accordance with the . , governmg agencIes, Water should not be allowed to flow over the slopes in an uncontrolled manner. Until landscaping is fully established, plastic sheeting should be kept accessible to protect the slopes ftom periods of prolonged and/or heavy rainfall, Berms should be maintained along the top edges of fill slopes. DRAINAGE: The owner/developer is responsible to ensure adequate measures are taken to properly finish grade the construction area after any structures and other inlprovements are in place so that the drainage water ftom the inlproved site and adjacent properties are directed away ftom proposed structures, A minimum of two percent gradient should be maintained away ftom all slabs or foundations, Roof gutters and downspouts are recommended to be installed on the building. All discharge ftom downspouts should be led away ftom the foundations and slab. Installation of area drains in the yard should also be considered, In no case should water be allowed to pond or flow over slopes. The property owner should be made aware that altering drainage patterns, landscaping, the addition of patios, planters, and other inlprovements, as well as over irrigation and variations in seasonal rainfall, all affect subsurface moisture conditions, which in turn can affect the performance of the on site soils. The attached drawing details the approximate locations of cuts, fills and locations of the density tests taken and is applicable to the site at the time this report was prepared. This report should be considered valid for permit purposes for a period of six months and is subject to review by our firm following that time. IF ANY CHANGES ARE MADE - PAD SIZE, BUILDING LOCATION, ELEVATIONS, ETC. - THIS REPORT WILL BECOME INVALID AND FURTHER ENGINEERING RECOMMENDATIONS WILL BECOME NECESSARY. AND Residential construction shall also conform to recommendations contained in our Pre1iminary Soils Report for this project. If you have any questions or need clarifications, please contact this office at you convenience. Reference to our Job No. 4184 will expedite our response to your inquiries, Attachments: Appendix E Compaction Test Result Summary Compaction Test Location Plat APPENDIX E ORIGIN OF STRAIN FEATURES AND CONSTRUCTION PRACTICES I. ORIGIN OF STRAIN FEATURES Strain features, for example cracks in walls and slabs, are a result of deformation of the house and improvements under the action of forces, Some of these forces may originate in the underlying soil; however, other forces originate as a resuh of construction methods and materials. These origins of forces often interact as contributing 1åctors. The goal of construction practice and engineering is to limit development of strain features to generally accepted levels. An attempt to reduce strain features below generally accepted levels requires more expensive engineering and construction. In addition to cracks in walls and slabs, strain features include the following: bulges at wallboard seams, out-of-square door and window 1Ì'ames that cause rough operation, cracked footings, displacement of separate structural elements such as between walls and chimneys or across contraction joints in slabs, and unusual variations in topography of the floor slab, ß. CONSTRUCTION PRACTICES Some cracking of slabs, footing, and walls is considered normal and is the result of a necessary balance between benefits and costs. Minor cracking does not affect the serviceability of a house and has been considered generally acceptable, In some conditions a concrete slab or footing may develop a single large crack or numerous smaIl cracks, Data I in Engineering Bulletin No.3, Design and Control of Concrete Mixtures by the Portland Cement Association, indicated that a high-quality slab or footing that is 50 feet in dimension may experience 0,36 inches of shrinkage during the first 38 months after construction. Approximately 0.12 inches of shrinkage would occur during the first month and an additional 0.2 inches would occur in the next 10 months, Moreover, concrete in residential structures is often placed with high water content, high initial temperatures, small aggregate, and during hot and dry weather conditions, All of these can increase the amount of shrinkage, In some slabs, the shrinkage may be expressed as one or two cracks rather than being distributed as smaIl shrinkage cracks, ill. CAUSES OF PLASTIC SHRINKAGE CRACKS AND RECOMMENDED CO RRECTIVE MEASURES These highly unsightly cracks are caused by a rapid evaporation of water and surface drying of ftesh concrete, Plastic concrete shrinkage cracks can be minimized by using good construction practices; such practices are listed below: 1. 2. Saturate the subgrade and forms. Lower the temperature ofthe concrete in hot weather (over 85°F), 3, 4, Reduce the time between placing the concrete and finishing it. Provide environmental controls, such as sun-shades, windbreaks or temporary 5. coverIngs, Don't overwork finishing effort as this will cause separation of aggregates and 6. bring excessive water to surface. Provide expansionlcontractionjoints, These may be accomplished by "cold joint", expansion material joint, or sawcut, within 24 hours of pour. The Engineer will be glad to review your building plans and provide recommendations. Avoid adding excessive water to PCC mix, as this reduces concrete strength and contnDutes to cracking, 7. COUNTY OF SAN DIEGO DEPARTMENT OF PLANNING AND LAND USE CODES DIVISION RETURN TO: SAN DIEGO OFFICE 0 5201 Ruffin Road. Suite 83 San Diego. CA 92123 565-5920 0 NORTH COUNTY OFFICE 334 Via Vera Cruz San Marcos. CA 92069 741 -4236 Project Location APA131- 2 f. 1.(- 030- "76 15 K. þ £) ..,.. Name of Permit~ L~c /"Y',.c L.. ¿¿y. t:~~"N""'" 5 Grading Permit So ,/ This report form for a "minor" grading project is to be completed and signed by the Registered Civil Engineer (or Architect) who has been designated on the Grading Plan and Permit as the Engineer who will furnish the compaction report for work authorized by a grading permit issued by the Department of Planning and Land Use, The intent of the format is to provide information to the Department of Planning and Land Use as to grading compliance with the approved Grading Plan and Permit. Where the questions below refer to location. configuration or quantity of cut and/ or filI areas, it is understood that your response will not normalIy be based on an actualla::d surveyor detailed earthwork quantity calculations. It should be noted, however, that the Department is particularly concerned where there are possible infractions with respect to over-steepened slopes, encroachments of required setbacks, uncompact~ tilIs placed. or where the quantity of filI placed differs substantialIy from that authorized, . The Department of Planning and Land Use requires that all fills authorized by a Grading Permit be compacted to a minimum of 90% of maximum density with the exception that not more than I r of uncompac:ed and untested fins may be dispersed over the land parcel. The need to compact aU fins that are beyond the present limits of the prese:lt proposed construction is to insure that future proposed construction of room additions or swimming pools or similar structur:s will not require that uncompacted fins be removed or recompacted, or that extensive foundation work be instaUed. Compaction reports will not be accepted unless this form is completed and siped by the registered person. A. COMPATIBILITY WITH GRADING PLAN AND PER~IT I. Was the compacted fin placed only in the approximate locations designated on the grading plan as areas to be fined? 2. Did the quantity of fin material placed approximately conform to the grading plan? 3. Did the toe of fin or the top of cut appear to meet the prescribed property line ~back (1.5' for fin; 3,0' for cuts)? 4. Were the finished fill slopes equal to or less than 2 horizontal to I verticaI". 5, If the fin material was obtained by cuts on the site, were the cuts made in the proper location and to the proper slope approximately as shown on the approved grading plan:' 6. Were brow ditches constructed approximately as shown on the grading plan:' B, LOCATION AND AMOUNT OF COMPACTION TESTS I. Have you attached a sketch and data showing the location and relative elevation for aU compaction tests? 2. Was a compaction test made so that there is at least one test in each 2' thick leas of compacted material? 3. As indicated by inspections, observations and compaction test results, was the fill. excluding th~ top 1,0', compacted to at least 90% of maximum dry density? C, QUALITY OF FILL COMPACTION OPERATION I. Was the area to receive fin properly prepared in terms of brush removal, benching, wetting, removal of noncompacted fill or debris and related items? 2. Was all detrimentaUy expansive soil placed in the fin at 3' or more below finish grade? 3, Have you attached a copy of your curve showing the relationship between optimum moisture content and maximum density? 4. Was aU material used as fill (earth, rocks, gravel) smaller than 12. in size? S. Are all areas of the fill suitable for support of structures? 6. Were all existin2 filIs on the site recompacted in accordance with the provisions i)f the grading ordinance'! Yes V No- Yes""""" No'- Yes ~ No- Yes~ No- Yes V No- Yes V No- Yes V No- Yes V No- Yes ~ No- Yes"""" No- Yes~ No- / Yes No- No- G'A/4"Aj1f"'<'Y Yes Yes V No- Yes£;"" No- D. STATISTICAL DATA I. Dates the grading work was performed: / - / /- 't. 7""D z.. 1'/- , C. 2. Dates your representative was on site and number of hours on site for each date, and name of representative: R. A. ,¿;AN7?$ 7 z..~ ~ A~J' #ÞuJts E'At:..H .:bAV. I E. AS-BUILT DATA :s ({;" c:: A.sðlAI'4, I. If the fill placement was not in accordance with the approved grading plan, did you notify the permittee to obtain approval for deviation from the plan before proceeding with additional fill placement? 2. If the approved grading plan does not reflect the actual location, depth and type of fill, have you submitted for review and approval an as-built plan? ~/A Yes- ]1.;0- ~/ ,A- Yes- ~o- REMARKS: ...:sg~ AA'~~ ~/ A?racr ^~ ßc._~ tE"NL':JA-r?IIN.!: - . .,,:sp r ~ ~ ;Pr ~ /' .ð &: v ~, ,., ~ ,.., t!' .,.,/ r CERTIFICATION I hereby certify, under penalty of perjury, that the information provided in this certification is true to the best of my knowledge and belief. ENGINEERING & SURVEYING 1525 Escondido Blvd.. Suite A, Escondido, CA 92025 (619) 741-0533 FAX (619) 741-5 4 BY: IS, RCE 33220 OPl 1173 Rev. 5-7-79 LABORATORY COMPACTION TEST RESULTS OIL DESCRIPTION. MAX. WET DENSITY (PCF) R c..t:'í CLAYEY _<:"'A1:J:::. I.J 8. 51 7Y .K:Oc.KEý CLAY /38.0 1? 'DISH etAY /nIXE/) WI J?/JClrJ3~,g 51 ïý CLAV J3c" S-. OPTIMUM MOISTURE CONTENT (%) / 1.9 Y. ¡ 2.5"0/. /3,0°1- IF-O % MAX, DRY DENSITY (PCF) IZ:l.~7 I "2.3 . '2. I Z / , , flg,7 >- ..... -?l\- - - I V) I Z , UJ I 0 I I I I MO I STURE ATE TEST LOCA nON --ß:-&. F.G. FIELD FIELD OF NO. OF TEST MOISTURE DENSITY EST ELé\l. CONTENT (%) DRY (PCF See /23.7 I Z I ~ k'ETc. lot I../~ /.).7 /llot;, qo.2. 1-2.1./- (p Z SG~ L/ 1./5' I Lt. 2. //1,'1 /2'3.7 90.5 s¿£rc# 1 2'1-1(, 3 ~£t: it/8 15. {p I 1 1, 8 /23,7 QZ.8 ..!SK- rc ¡../ / -z'l-9(P 'I Sfé, '-/'-1 ¥ 13.2. I/Ò. 0 /23.7 8'1.0 5C6' -r (. # / 1'1- (, - SE£' I-N 3 /5, / 1/8.3 I? 3.7 q5'- {p ::> 5-<Erc¡,/ / Z5- 9(, (p 5¿E ¿¡ J./ S- /z. ~ 110;.1 /23.7 qc..'t s¿:-rC/..,! I z9-9c, 7 S.=-'E '1'/8 I 'I. 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