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1999-5877 G/CN/PM Street Address ~(1G I J-¡s 4 /h Category Serial # ¡P 11 '7 .<) - / ( LJ I Description Name /C¡C¡5' Plan ck, # Year - recdescv . PEÀR & ASSOCIATES~ IN~ ;' CIVIL ENGINEERING & !.AND SURVEYING 1If5E PENNSYlV/lNlAAVENUE ESCONDIOO. CA 92.025 181!1t nT-7V2 ....., ~.-- -.------------- -..-.----- ------..-----.. ¡O. ARBA (Ae.) H (FT.) ~ 0,'2.<- I ,- 7.=-----= :...~-J----- 6 L ..( FT . ) - IrõJr Œ @ ŒIT In ~I IUül Jl,L 2 1999 æJ¡ . f ~~~'--:î;:'¡lr;~;/E?r\;ICS ¡ ..------...-------- ---' 8 L\-I .~ IIYbäOLOttt CALœM'1'totts A."'...d h i - _u_- .. -5 TC+I0~.- --- -. 1 - -----C-__H~- --.. - 0.... - (lUN~) (l~_.l~"!lt..._- (CFS) ,. r: ,. .. -.. - - ..-- 2 2 2 2 -r -- '" z ë3 ~ ~ V')Q:: -< :::> :f V') l¿J Q:: \ \ \ \. I \J ~~~ \ A- I~ SEE SHE.E T 2- @ ¡f~ Ô, fo C é(: / J '~ ¿T'ý --~ 20 10 0 20 40 60 SCALE IN FEET SCALE: ," = 20' ~~ ~ SCALE: ,"= 20' ~ ~ t i :r -< I ~ ~11 \ I- l- V') X lLI, EXIST, RESIDENCE! O.(ÖO Ac. N 260-~ -~~ \ peR. tEC. 23, T135, R4W S,8.M. ~ I p P1 1- 8 Q -1 "q" lP ~ ~ ---- <8.,. -.?8.J i1J -'?8<'M III Q ::z: --8- r l~ >' Z --..£Q C ~ œ CJ i ----- "? \ n. ~ ~ ~ POWER POLE RE~,C, BERM / / / 5' PRIVATE DRAINAGE EASEM f2ER F-- - EXIST. RESIDENCE N \ ì \ \ ""~~m '\ - --~~ 19'N '\ ~~ó> 1- ~t:) -1 --;... -=.u,- I /'\r: ,., - AeN-- 260 l~' 17 --------PeR. SEC, 23, T135, R4W S.8.M. ~ .:1 . . ... CD U) ",,' . M ,-." M ~ ,. - ,. ~~ 'a G .... . / ' """.~ ~ ~\- ~ \ N ì ~ ( ffI, ~ ( :I'! ~ ..) . :: ~ " " , . .""",,¿ t " 'Il... - 'I.... .-" ".. t .. .". ... !('þ loJ;Jþ Ir oJ. IIJ'~ ..". e ~~ 9() /02. ~ ~ @ @ " ~ '/.'1" ~ ~ ~ I~ Z ~ .. \:::/ ZIp ,(1, , E '-' ':::\ ~ ...... &.....I ~ ~ (~ m " ~ :.c I '" . M N'I~6 " ~ t ~ - t~ ~ ~ (-', ~ ~ '" L4.I .... \.::/ ~ .. "\ Got .. M SI' L.A..I a: '" /';:', - ~~. t..:J t ~ \::.I ~ t~;- . J. '(If~' ~ ~ , '-' @ ~p ~è '; .. ,,\1\ "' f'I) ~ ". - 0 t. cor') . '. Y/. r- I ~\ -¡ \.:;J en 4\ ('4 8\'1 C'h.., ~ s~ ,., ø/1' /þ .', .. '" 44 1 ~ ~'f) i ~ @ .1. D 4 /; 0, ~ Ac" / - -- --~ @ ~ \ ~ I' EXI'&T. l+oU~ ~ \ 50 ~ , . ~ Q .. :3 a: --- /" ,/ I f$LID p~ope~T'( @ ': l.J ~ . ~ ... " ~ I :-..a ~ ~ <( ~ :r: .I ç Ol.~ UJ ~I~~. 3 ~ 0: //~,Øl ,f\ L- : NO.Þ%'oø-£ '-' r---- 0,...... '.ð".D! C) ~ 7~ @ PAR. 2 @ . . . . . ¡a;z. , . . " Þ../o.t1't'ø6'£ 7' II.,., ()/ @ PAR. t " " 8 . .. (€) C7' CJ:) ~ r- (' @) O.;1LAC ~ 7Z 'J-- '" () " 5.CALE: I":. so' CJ~ SHT. '2.. of 2.. 70 70 r -- .. 8 8 HYDROLOGY AND HYDRAULICS REPORT REVISED 4/28/1999 FOR ,- 9 I.. JEFF BLID 955 GRANGE HALL ROAD ENCINIT AS, CALIFORNIA 920071 LOCATION: 955 GRANGE HALL ROAD CITY OF ENCINIT AS; SAN DIEGO COUNTY; STATE OF CALIFORNIA. BY: SPEAR & ASSOC'S, 1Ne. CIVIL ENGINEERS AND LAND SURVEYORS 1115 E. PENNSL YV ANIA AVENUE ESCONDIDO, CA. 92025 PHONE: (760) 737-7272 FAX: (760) 737-7274 BY~~- DATE ~/~ RICHARD W. EY, PROJECT ENGINEER RC.E. 20934: EXPIRES 9/30/2001 (" ¡ S&A, INC: 1. N. 94-172 8 8 ... TillS IS A SINGLE FAMILY LOT. THE OWNER PROPOSES TO CONSTRUCT A SINGLE FAMILY RESIDENCE ON THE SITE. THERE ARE NO ON-SITE DRAINAGE SYSTEMS OR STRUCTURES REQURIED. ALL DRAINAGE IS SURF ACE AND DRAINS TO THE STREET. THE PROPOSED GRADING WILL COMPLY WITH THE CITY OF ENCINITAS'S GRADING ORDINANCE AND STANDARDS. WE USED THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL TO DETERMINE SURF ACE RUN-OFF. ~.-' ,-.- 8 8 courrrv OF SAN D !EGO 30' ~.- 8 F"lOOO corrTROl ',.1.- . i.,- I 15' : I -I- I 33- ! . LtS' ----,.-....,-......-... ' ., ""OR 'ð It, , U.S. DEP^RTMEN r or COMMERCE flATIO:fAL OeHAtnc: MIO liT' (lS"II£IfI~ ^"'~'N"TRAT'OH trECtAL STUD'£' DItMlt"II. or'IC:1'. of'' I)ROLOOY, NAflOHAL WIATtlltI S.RYlCE ~ .... 1 ). 1 ...., I . -I I' 81 "S 1 30' IS' )0' 151 116- - - --" - -" - -' 30' ~ COUNTY OF SAN DIEGO OEP^RTHEHT OF SANITATION ~ FlOOt) CONTROL 1.5 ' 30' IS I 338 ,-1- -1- itS 1 --, """'æ" ..,. U.S. DEPART,.1! r 0' COMMERCE NATIONAL OC.""',C AND ",-.. II'U.llie AO*"IIT.ÁTIUN ,,'CfAL nU.ICI ..A:08ell, o,I'8CI& Q' II 01lO1o00\'. NATIUN,", .CAT"III :lCR'I(CI ... ... I þo 11f1'" "~ I JO' Ii' 1'18 , I ~j I 10' I~' , 16'" rNTENSITY-DUMTION DESIGN CHART &; (::'I::~- "'G - 1'112 - ~ ÞOO4 >< >< ÞOOI "".,_"""". -_'.,_,. 1-4 < 1-1_. .-1-'.0. ~,1 ~ 10 15 20 40 SO' 1 30 2 3 4 5 6 II. "'u *Not Applicable to Desert Region , " SPEAR & ASSOCIATES~Ç, . CIVil ENO1NI!entNG & lAND SlIÂIÆYINO . ItIS E. PlNN8VLVANM.AYI!NtÆ . ESCOHOmO, CA t2OI& 1811) 731-7272 SPEAR & ASSOCIATES, INC . .- CIVIL ENGINEERING & lAND 5UIWEYING 1115 E. PSINSYUINMAVENUE ESCONIJ8O. CA S!IJC!5 lIt" 731-7212 1 'I'~~--::::=:::::---- -----.-------.------- - 2- *>. I ARBA (Ac. ) B (FT.) A 6.ò1-J ~ C! 64. -r" 1 e.. 0,'2.6 - - --- . .. _w -_J J L\ - t --'k-' ømltOLOd1' ~...totts J . s L p(FT. ) TC.f-l0 ------- --.. ., I . -- 'n_. - ------ c.._--- -._- ..-- - 0---. (III_It~) - ._I_~~l~_....- .---.-- --. -- J~S) - - - - - . J l '1~ I? .ç - --- .-- .. ;,I Q'7 I .. 1-,4" At" ,¡t ,~ -/J .. - _.- - 6 c Ii 1 . r; fO !JlI. 1 , 1 t. --- I: l' .. ~... __h. '1 '1 '1 '1 r- --- 8 8 Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: SPEAR/ASSOC'S 94-172 Comment: CR. FLOW DEPTH FOR CONC. BROW DITCH D-75 Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n.....' Channel Slope.... Discharge....... . Computed Results: Depth. . . . . . . . . . . . Velocity.. ....... Flow Area........ Flow Top Width... Wetted Perimeter. Critical Depth... Critical Slope... Froude Number.... 1.00:1 (H:V) 1.00:1 (H:V) 0.016 0.0100 ft/ft 1.11 efs 0.58 ft 3.25 fps 0.34 sf 1.17 ft 1.65 ft 0.60 ft 0.0089 ft/ft 1.06 (flow is Supercritical) Open Channel Flow Nodule, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 0 10 0 20 SCALE IN FEET SCALE: 1" = 20' SCALE: 1"= 20' :g ~ 1&1 I y~ . fI r- ~ ~ EXIST. RE'SIDENCE' I AP-1>O ~AI\ "., 17 - " Z ~ Cl)D::: :::;) fß 9" EXIST, RESIDENCE ,/"" ./ -- a c 0 lie N 260-191-15 POR. iEC. 23, T135, R4W S.B.M. BROW D~CH AERD-75 CMODfFIEDJ ! ~/" MIN, &:~ 1:) 1') J-. e &:) ~ -1 t¡:) ~ ~ - - <8.,. "<8.) 1j;J "<8iM " ..... Q 18, t:) ::z: -1 Ln e ,...... 28 S' PRIVATE DRAINAGE ËASEM ~-\ ttJ . ~'M ~ ($) ~ 1- ~'CJ -1 n, <a: ~ ~ It') NORTH COUNTY 8 COMPACTION ENGINEERING, INC. 8 July 19,2000 Project No, CE-5644 Jeffrey Blid 955 Grange Hall Rd. Cardiff, CA 92007 vuLZI 2OOD ~, Subject: Report of Certification of Compacted Fill Ground Two Proposed Modular Homes 955 Grange Hall Road Cardiff, California ----- - '--'- "- '-' Dear Mr, Blidd: 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 10,2000 through July 17,2000. 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 Richard W. Hartley, RCE #20934, Reference is made to the following soils reports prepared by our firm: 1.) "Preliminary Soils Investigation" dated November 23, 1998 2.) "Update Letter" dated November 18, 1999. 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. O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480-1116 FAX (760)741-6568 8 8 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-5644 Page 2 Grading operations were performed in order to remove and recompact loose surficial top soils and to construct two (2) level building pads to accommodate the proposed modular homes. 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 our previously submitted reports. 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 MoisturelMaximum Density (ASTM D-1557) 2. Expansion Potential Test (FHA Standard) SOIL CONDITIONS Native soils encountered were silty-sands, clayey-sands and silty-clays. Fill soils were imported and 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 varying between 48 and 108 and are classified as being "low" to "high" in expansion potential. Therefore special recommendations will be necessary to reduce the probability of structural damage. 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 the attached Plate No. One entitled, "Test Location Sketch". A tabulation oftest results and their 8 8 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE- 6544 Page 3 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 topsoils were removed to fion native ground and recompacted to a minimum of ninety percent (90%) of maximum dry density. C), The dense nature of the foonation underlying the site. D), On-site soils possess relatively high cohesion characteristics. 4.) Retaining walls were constructed during the grading phase along the west property line, The wall was backfilled with non-expansive imported soil compacted to a minimum of ninety percent (90%) of maximum dry density. 5.) 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 800 pounds per square foot. 8 8 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6544 Page 4 6.) 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. 7.) Plumbing trenches should be backfilled with a non-expansive soil having a swell of less 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.) 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. 9.) 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. 10.) Expansive soils conditions observed during grading operations will require special recommendations to reduce structural damage occurring from excessive subgrade and foundation movement. Therefore, all foundation for the proposed modular homes should be constructed in accordance with the special expansive soil recommendations presented in our "Preliminary Soils Investigation" dated November 23, 1998. 11.) 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, INe. 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. 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 8 8 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-5644 Page 5 "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 ofthe owner and/or his representative to cany 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. 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. ~~ Ronald K. Adams President RKA:paj cc: (3) submitted ~ ~ I NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING APPROX. SCALE I" = 40' ~~ I ~ () '" . IV 0 ~~ I ~ . 1 g c§1 "'I '", ¡; L . - :IE \\ \ I \ 11 TEST LOCA TION SKETCH PROJECT No. CE-5644 PLA TE No. ONE 8 8 NORTH COUNTY COMPACTION ENGINEERING, INC. T Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction I 05/11/00 See 276.0 10.3 117.3 III 92.9 2 Plate 278.0 18.1 107.9 II 91.8 3 05/12/00 One 278.5 12.8 114.0 III 90.3 4 279.0 11.4 115.4 III 91.4 5 278.0 09.4 116.7 III 92.4 6 279.0 10.1 116.1 III 91.9 7 278.0 13.6 113.8 III 90.1 8 05/15/00 " 281.0 18.6 108.5 II 92.3 9 282.0 12.1 113.9 III 90.2 10 05/16/00 280.5 12.2 105.9 II 90.1 11 282.5 13.3 107.7 II 91.6 12 283.0 10.0 116.6 II 92.3 13 05/16/00 279.5 16.2 107.0 II 91.0 14 280.5 13.7 105.9 II 90.1 15 280.5 10.7 113.6 III 90.0 16 279.5 11.4 114.2 III 90.4 17 280.5 11.6 113.8 III 90.1 18 05/17/00 275.5 BOF 14.4 107.9 II 91.8 19 06/13/00 279.5 10.3 124.7 IV 91.4 20 279.5 11.7 123.2 IV 90.3 21 06/14/00 279.5 11.1 123.4 IV 90.5 22 280.5 13. I 120.8 III 95.7 23 282.5 09.6 123.7 III 98.0 24 06/15/00 282.5 16.2 114.8 III 90.9 25 283.5 RFG 10.4 115.3 III 91.3 26 282.0 RFG 10.8 114.3 III 90.5 27 276.0 13.8 116.2 III 92.0 28 297.5 16.8 116.0 I 92.8 29 276.0 14.4 115.7 I 92.5 30 278.0 14.4 112.7 II 95.9 31 280.0 14.1 115.0 III 91.1 32 06/16/00 277.5 13.3 120.7 III 95.6 33 278.5 13.8 117.6 I 94.0 34 278.5 14.2 118.5 I 94.8 REMARKS: RFG = Rough Finish Grade BOF = Bottom Of Footing PROJECT NO. CE-5644 PLATE NO. TWO NORTH CO<JNTY 8 COMPACTION ENGINEERING, INC. 8 T Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 35 06/16/00 See 279.5 14.5 115.7 III 91.6 36 Plate 280.0 12.8 118.5 V 90.2 37 One 279.5 12.6 123.6 V 94.1 38 280.5 12.1 118.6 V 90.3 39 06/28/00 " 280.0 13.2 118.7 V 90.4 40 " 280.5 12.8 115.2 I 92.1 41 " 281.5 RFG 13.7 109.6 II 93.2 42 281.5 RFG 09.2 120.5 V 91.7 REMARKS: RFG = Rough Finish Grade PROJECT NO. CE-S644 PLATE NO. TWO (page 2) NORTH COUNTY 8 COMPACTION ENGINEERING, INC. 8 y SOIL DESCRIPTION IYfE MAX, DRY DENSITY OPT. MOISTURE (LB. CD. IT) (% DRY WT) Mottled Grey-Orange- Yellow Clayey-Sand 125.0 10.5 Grey-Brown Silty-Clay II 117.5 13.7 Dark Brown Silty Clayey-Sand III 126.2 10.7 Brown Silty Medium Coarse- Sand IV 136.3 07.8 Beige Brown Silty-Sand V 131.3 09.0 EXPANSION POTENTIAL SAMPLE No. CONDITION INITIAL MOISTURE (%) AIR DRY MOISTURE (%) FINAL MOISTURE (%) DRY DENSITY (PCF) LOAD (PSF) SWELL (%) EXPANSION INDEX I Remold 90% 10.2 07.2 20.6 112.5 150 4.8 48 II Remold 90% 14.1 11.3 26.1 105.8 150 10,8 108 PROJECT NO. CE-5644 PLATE NO. THREE