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1998-5636 G Street Address . ------.----. _...- '6'l~ç I ~ /1?:rc:r Serial # Category )~3~ /61 Description Name Year Plan cK. # NORTH CO(JNTY COMPACTION ENGINEERING, INC. February 15, 1999 Project No. CE-5742 Whisper Winds Villa, LLC 1402 Oribia Rd. Del Mar, CA 92014 Attn: Majid Kharrati Subject: Report of Certification of Compacted Fill Ground Proposed Single Family Dwelling 515 Whisper Wind Lane Encinitas, California Dear Mr. Kharrati: 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 January 19, 1999 through February 2, 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 K & S Engineering of San Diego, California. Grading operations were performed by Mike Loyd of Fallbrook, California. Reference is made to a following previously submitted soils reports: 1.) "Preliminary Geotechnical Investigation" prepared by Barry & Associates, dated June 19, 1989 2.) "Rough Grading Report" prepared by Barry & Associates, dated March 23, 1993 3.) "Updated Geotechnical Investigation", prepared by Barry & Associates, dated August 23, 1998 P.o. BOX 302002 if ESCONDIDO, CA 92030 * (760)480-1116 FAX (760)741-6568 NORTH CO(JNTY COMPACTION ENGINEERING, INC. Project No. CE-5742 Page 2 4.) "Slope Stability Analysis" prepared by North County Compaction Engineering, Inc., dated January 19, 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". Grading operations were performed in order to re-grade an existing building pad to accommodate the proposed 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 soils reports prepared by 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. 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) 3. Direct Shear (ASTM D-3080) SOIL CONDITIONS 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. 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 15 feet wide, a minimum of2 feet in depth, and inclined into the slope. NORTH CO(JNTY COMPACTION ENGINEERING, INC. Project No. CE-5742 Page 3 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 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. RECOMMENDA nONS 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 formation underlying the site. NORTH CO(JNTY COMPACTION ENGINEERING, INC. Project No. CE-5742 Page 4 3). Temporary slopes to be retained and/or completed at a later date should be considered unstable and may prove to be a detrimental condition. Furthermore, we should be contacted to supervise backfill operations. Backfill materials should consist of non-expansive soils (having a swell of less than 2%)'placed at a width behind the wall equivalent to two-thirds of the retained height. Crushed rock (1 inch minus), approved by this office, may be an alternate method. All walls should be provided with drains. Drains should consist of 4 inch perforated pipe surrounded with crushed rock placed at a minimum of 1 cubic foot per lineal foot and have a minimum fall of one percent (1 %). A structural engineer should be contacted for a retaining devise recommendations. 4). Continuous footings having a minimum width of 12 inches and founded a minimum of 12 inches and 18 inches below lowest adjacent grade for one and two stories, respectively, will have an estimated allowable bearing value of 1500 pounds per square foot. 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 Preliminary Geotechnical Report prepared by Barry & Associates dated June 19, 1989. 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). 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. NORTH CO(JNTY COMPACTION ENGINEERING, INC. Project No. CE-5742 Page 5 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. 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. NORTH CO(JNTY COMPACTION ENGINEERING, INC. Project No. CE-5742 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, North County COMPACTION ENGINEERING, INC. ~ Æ:- a£-- Ronald K. Adams President RKA:paj cc: (3) submitted NORTH COCNlY COMPACTION ENGINEERING, INC. SOIL TESTING PROPOSED SINGLE FAMILY DWELLING WHISPER WIND LANE ENCINITAS, CA 1-- --- / .. \'" " "':::::..:: ~ cl TEST LOCA TION SKETCH PROJECT No. CE-5742 PLA TE No. ONE ~ ~ \ '"", NO SCALE . , NORTH CO(JNTY COMPACTION ENGINEERING, INC. Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu, Ft, Type Compaction 1 01/20/99 See 191.0 14,5 101.1 I 96,2 2 Plate 193,0 12.5 101.3 I 96.4 3 01/22/99 One 193.0 14.1 113,9 II 96,9 4 194.0 14,3 112.2 II 95.4 5 01/28/99 " 206.0 14.2 111.4 II 94,8 6 206,0 13,7 109.4 II 93.1 7 203,0 12.0 105.8 II 90.0 8 " 196,0 12.3 106.3 II 90.4 9 198.0 13,1 107,6 II 91.6 10 0 1/29/99 " 206.0 15,6 106.3 II 90,5 11 206,0 15,3 111.7 II 95,1 12 202,0 13.4 99.3 I 94,5 13 203,0 14,1 110,7 II 94.2 14 02/02/99 206.0 13.4 100.1 I 95.3 15 205.0 15,3 114.7 II 97,6 16 207.0 RFG 14.9 100,2 I 95.4 17 207.0 RFG 12,9 97.5 I 92,9 REMARKS: RFG = Rough Finish Grade PROJECT NO. CE-5742 PLATE NO. TWO . NORTH CO(JNTY COMPACTION ENGINEERING, INC. SOIL DESCRIPTION IYffi MAX. DRY DENSITY OPT. MOISTURE (LB. CD. FT) (% DRY WT) Tan White Silty-Sand I 105.0 12.5 Beige Tan Silty Sand II 117.5 12.8 SAMPLE NO. CONDITION INITIAL MOISTURE (%) AIR DRY MOISTURE (%) FINAL MOISTURE (%) DRY DENSITY (PCF) LOAD (PSF) SWELL (%) EXPANSION INDEX SAMPLE NO. CONDITION ANGLE INTERNAL FRICTION COHESION INTERCEPT (PCF) EXPANSION POTENTIAL I Remold 90% 12.3 7.1 12.3 94.5 150 0 Less than 5 DIRECT SHEAR I Remold 90% 30 100 PROJECT NO. CE-5742 PLATE NO. THREE 11-20-19955:25PM FROM Ðl/26/1~~~ Ð8;~S . à' ' , '. ' COMPACTION ENG Pt:Œ. 01 76Ð7416S68 NORTH COUNTY , C,OMPA CTI,Q IN ENCHNEERINCi. INC. ' January 19, 1999 Projec~ No. C£. ,5742 , . Whisper :Winds Villa" LLC 1402 OribiaRd. Del Mar~' CA 92014 Attn: Majid Khaitati Post..t" brand fax rransmittal memo 7671 ' To Subjed: : Slope 'Stability Analysis ' Proposed Northerly 1.S~ I, Cut Slope Proposed, Single: F amUy DMU~ ' '1 S Whisper Wind laI18 ' , , EnCùU1!aS, Califomia , DcarMr. ~barratj: 4t response to your request, we have performed a Slope Stability A,iJaJysìs for the: subject project. It is our UnderstaridiD~ the existin& 2: 1 (horizonlll1 to:'Veniça1 -) çu~ slope l~ted along the north pròptrty line wi 11 be fe-graded at mclina%íon of I, S : t . ' " . 'Our field mspection cf}anWliy ] S~ 1999, rm:al.cd tbatsoils, exposed in the face of the existing, 10 toot high, 2: 1 slòpe were comprised of ~ èem~ slightly 5ilty-wúfonn sandstoDcs , bomogeneo,us in nat\IJ~. " , 'Soil samples were obf~ from "the face of slope and retumed'to our laboratory Jor testing. Dirœt Shear tests weI:e performed On remolded (90%) soil,sampla in~ with ASTM , , 'D-3080.;S4bseqœnttotesting, tbeon-síœ.soüs were fo~tOhave~angJeofiritema1 friÇtjon ) ': ::fty 7.:= =:::::: =~ ûcUK ofsafety 9Í 1.5. and . à seismW load of; 1 G. Our analysis revealed that the proJ'O~ 1.~: 1 cUt slope rc-grad.ed to a maximum 'height of 12 feel will be, Stable with relation to deep Seated failure provided it' is , properly maintaU1cd Positive drainage away fmm the top ofme sbould be provided. Slopes $hould be planted as :iOOft as possible with lígh,t ground cover: indipous too the area. ' P. O. BOX JO2OÐZ * ESCONDIDO,.a" 92030 ~ (760)48t)a1116 FAX ("7~)741~ ,'",' ",': ';,' P.1 '";"",',,, ....,.,.'.~~ i.¿Î :[1 i:! XI ,':'~~r ';~ . '/~"\Q\ , /i¡t~ ,it ,:;/~~~ ./\:~ , ",T~~ .'~I ':6:~~ 11-20-19955:26PM FROM al/2~/1999 0S:45 76B7416568 ,- . ' . i NORTH COOl'O"Y, ' COMPACTION ENG.NEERINCi, INC.'.- , ' , CCJtPACTION ENG , , , ' , Projeçt No.' CE-S 742 page 2 " ' P.2 PAGE 1:12 !:, -""'~~ ;'1 ," ,<"~::s ""~~,'" -,:'~:~1~ "":-'.,.~ "':':;/$ , """".tli.to. "',,~!;~¡ "::;:i~:~ """'!"1~ ;'(1 ":!?:f~~ ,.'.'",ê'".:~,¡\j , ":h~'~ "', 'i1Ô-~!¡ :1~ :,..~ í '<':::î1 <':!;~ ,.~~ '""f"~ ,'if, ",-,~ :'<:;;:¡ '."oJ,,". ," \"':s-f'¡ ".';"~1i ""::":;:;~)~ ':, "~~'I" , , ' '.., ,.¡ > "'.~. ".::'j~FI;< ,'","""~ , """!£,, " ;\~~~ ,I' -~I "":'::{~il"'~' ::::,L~% -".'~':,:I 'i~J """,,1:,1 " ,~.y~ '.'<~11 .~~ , "If you haYe'aDY questi,)ÙS, please dO not hGi.. to,çOD~ us:, 'l1û~ opPortunity to be of service: ji siDœrc?ly 8W" è(.iated. " ',' " :' , , ' ' : ,a.e.speçtf\dly submitlel1~ " ' , ' ',N~J1hCOuty , ,', . ,ÇOMP~ctnON':EN~:¡eŒEBlNG,'lNc., ", ~~~/. ' , Rooald K. Adams ' President!" , ' 'R1V\:paj (~) 'submine(t ,çç;, , . .. ; , " , , .. ..' , - .: ' " .. .. ...' ", :," '1'.",,' , ,'," ..' , .' , , , " ,¡ ': "', '..' : , . , ,. " " '. , ' " \', , , ,: ' ,,' '," , , '. , ,.' '. 11-20-19955:26PM 131/213/113'3'3 138:45 Oo' ;' t: Ë ""- VI Co' ~ ~ ç ¡ c I : ~ ¡ '§ -::: : .~ ~ t"t..1 : § ~~~ :,~~ I . -. .. 0.-. ; It. "õ : ..::!. C , 0 . \ : !: ~" , c -. ~ : c= ~ f L.;J '- !- (/', <: ".' ~ '- (O ~:< <: ~'u.. U e>:c;.; ~ O'Q. 0 ~ . C ....J' , ~ :~. L:.O \ -' ~:~ ':/' <.;.'~ r'I ,~;;, ....... ir. ~ "V" ï\ ~. ,,¡po- ~'\. a: ('t ~ ~ "'", ::: :I/í 11 : G 1.1.' ~' ~ .' . I I. I ¡ . ¡ I .J ~'\ -'\ \1\ r{ '~', ~ " .) \9, ~¡ ~ . ~~\t, , ' I ~ . j ð o' \J..u UJ: ,!-. . z; o~'_~;,;~'¡~:':~ ',(9,' ".~'~';;~"~'~;':::G'~ ~"g"~"õ::'f2' a:¡ """'" U) 'U). c " '-J ~. 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Lb o,C, HÐeI"2... lTf - - i, .:ffSßA(LS @,(fe,o,c V6t.1. 2 _H:tL-4 ß.ðJlS ---;,-__--___m__--___-_____Uh - - ~SI" /"'LGM tJ-~SðL.lD-~/4ðIJ7ED .(JM~lz;oo - H -- n- --u --- I' =tt 4 BAilS --r¿> I go ,C, -#:-- ~ú>tJT\ --___n,_____----- -------------- -- --, -- ---- --------------------_------__m-o -- .. - -- u - -. - -- - -- - -- - -- -- ----- - ---- No SCALE ( I. ~ß I'" f\ -,l , II I -~ - " I' I ~? - -- - -- -- ---- --- 6(/ ~ (' p 0 ^ C? , 0 - -- --- -- ---- -- -------------,--------- --------- ..---- ------------------------- ------'.u_-- ----------_uu----u-- ------ --------- , 'I --,..-, -":'..«>----- __-__n.. -- I /- II 'l- - '" -2. _#4- ßI.~s Q)tJT - r . " ( / ~\ ~- (. M U )OL I 0 6~oIlTED f,., :/5ðo -W1t TER P~ffNG-fB~ARLttT\ ~ 4 ßI>.P-) @1'" O. (; HtJ((I:t;, (I -~ 4- ßÞ~) (? " 0\-(' VErLf. --'DR.AltJþ..-G.8 S'iS1eM PEf. t70ILS (l.E?fOl2T f-€éOHfA" un --- __n__- ---_h- u..- - ------ --_u_---------- - ---- li---"- ~ 4---ßÞ{2-8.@ I~.o.(-.. ---------- ! --~-+_c.o_tJr._--- u-- -- - - - _u_-- f ~ .._------- ----- ------- - hu.. --- ------------------- -...- --- ----- -- ---- ----------- --u----.. - --------------- -..-.._-_.._------------- - - u.. ..h- ,- ------- -- -- No CS£:,A,LE- ,---------------,,-'---_u_----..------- -------------- --- - - ---- ------------- _h - -____-_m- - -- un _u_-...--- --- -------..---u_-- ----- I -------- ----------- -- ----------------------------------,----------,-------_..--- - - --..---------------------- --------------- - -- - ----- _n- --------- - - - -- - -- --- - --- _u_- -_u- .. -------..____h______u_- - - - - --- OCT-Ø6-~998 17:37 FROM R,R. BRRRY & ASSOCIATES TO 16192965564 P.Ol , ~:" ;c' ;, , October 5. 1998 BARRY AND ASSOCIATI!$ GEOTECHNICAL ENGINëERING p .0. Box 230348 ' .' Encinit8S, ,CA 9202~..o348 (760) 753.9940 ; F~5-r¡; [ñì -fso n----~---r,"-:.\ì" : I 0 ) r'=~-_IL_,_~J::~ ¡ " : : ,~' In," .. ; , : ,i 9 , ",I ",L. .. ',:'1 ¡ ~.. Whisper Winds Villa L~C 1402 orib1a Road Del Max. Californ1a9.2014 Att: Mr. Majid Kharrat! , ; , , Subject: Active ~ressure for Retaining Wall a.t,ba;~e :of cut slope Parcel 2 of PM 17075 ' ; Whisper W1ndDrive ' Encinitas"California " , :, ' Reta.inina Walls " ,;" , Retaining walls at the base Of the cut slope shoU!ð J6e designed in accordance with the tolloWil'lg soil perimeters:' " . ,;, . , Soil TYD~ 5quivalent Fluid Pressure (PCF) (Unrestrained Walls) AdditiotlaltJriif6rm pressure' (P:s~) (Reetra1~Qd:~alls) Native Soil (Level Backfill) 2:1 backt11l 1. 5: 1 33 6xH~ ..' 45 65 , .... *H~ He1ght of wall in feet .. .. Walls shoUld be adeQuately drained to prev~nt' ,build-up of' hydrostatic pressures... If you. have any questions. please call us at 76Ò.7S3..9940. ::, '" .. TOTAL P.01 " i, .. ¡.. i I I I ! . AUG-26-1998 13:37 FROM . ' A. R. BARRY & ASSOCIATES TO P.01 ~ 16192965564 '. . ej(. % -6. e.. Z\o&9V BARRY AND ASSOCIATES GEOTECHNIOAL ENGINEERING P~O. Box 23Ò~48 Encinitas. CA 92023-0348 : (~60) 753-994°\":" , '" \!:,'",R, [] WI,"', " ~ rn'-\ ; i:\ ~ [C) LG U, 1!J l ~ I\Dlí , , Ii ,ì ;.v -: \'\ n \! 2 j 19~8 \ :; \'! ',' "J \ ',,\ "'_._'°:-:: :; \ August 23, 1998 WhisperWinðs Villa LLC 1402 Oribia ~oad Del Mar, Ca11fornia92014 Att: Mr. Majid Kh~rrati ; , Subject: UPDAT~D GEOtECHNICÞ~ INVESTIGATION Parcel 2 of PM 17075 Whisper Wind Drive: Encinitos, California References: 1. ROUGH GRAD!NG REPORT Parcels 1, 2 and 3 ot Parcell of PM 10526 Western Enð ot Whisper Win~ Drive !ncinitas, California Prepareð by Barry and Associates Dated March 23, 1993 2. , , " , '~RELIMINÀRY GEOTECHNICAL INVESTIGATION Proþoseðsingle Family Residences Parcell, PM 10526 ' Lo~ateð 'near tha western terminus 'of 8th Street Encinitas. California Prepared by Barry anð Associates Dated July 19, 1989 bear Mr. ~harra~i, In response to your reqUest, 'we have reviewed the above referenced report in regards ,to the re-grading and construction of a single- t:am.ily residence. and garage for the subject property. This , , evaluation is based on a site inspection and review of vertinent geo-:echnical data. No subsurface exploration or laboratory testing Was conducted because of the limited scope ot this stUdy. SITE CONDITIONS Based on a visual inspectionot the subject property and the ¡::¡UG- 26-1998 13 ; 37 FROM ¡::¡ , R. EI=IRRY &. ASSOC I ATES TO 1619296'55~ P.02 " ' August 23, 1998 W;O. # P-1622 þåge 2 adjacent properties. the site conðitioI1s remain'eSåênt1allY the same as those ðisclos.ð in the referenced grading report. PROPOSED GRAnING Proposed grading will "include ~he lOWering of th~ existing house pad by 3 feet. In addition the owner would like to increase the pad area by trimming back the slope to a maximum of 1.5:1. We feel that the format1onal soil discussed in the report will support a steeper slope than 2:1. ho~ve~ at this point in time wewili'plan on a 2:1 cut slope with a 3 to 4 foot high retaining Wall ~upport1n~ a 3 to 4 foot vertical cut at "the base of the slope. If dui~ng grading the formational material shows it will support a 1.~: l':~ Slo~ we will provide a slope stability letter to the bu11ding:ðeÞartment. CONCLUSIONS AND ~COMMENDAT~Qti~ General . ". Based on cur review,' the recommendations pres~nt~a in the on the site. ratereneed report are dornpa.t1ble with the geotechni~ål conditions this office prior to the :r1nal plan approval fro~ the C.i ty of Encin1tas, to insure that all the recornmenðat10nsp~eaented in the The tinal:cuilding plans will have to ,be reviewed by ~eferençed report are incorporated into the plans. Gradinq .' See grading specifications in rete:enc~ g.Otechnic~l report. . , AUG-26-19'38 13:39 FROM A. R. BARRY & ASSOCIATES TO 16192965554 P.05 , . " ", ~ A~\1U~t 23, 1998 , . W':'O.I ' p~ 1622 ',' page: 3 Inspection and ~ðn;1tv Testirta , , All t:ooting excavations should be inspected by a ,re~~esentative of, " . this firm prior to the placement Of steel. Fill sijould be placed while a reprasentat'ive'of thi:~ firm is present too1?$erve and test. Should any unforeseen ~otechpical conditions be encountered during ',' , : , '. " ' the con5truction~øhase, additional recornrnendat~~ns maY,be " '," ," :' necessary. All of thë applicable recQnunendations ,11\ 'the: referenced , , "" geotechnicðl report sh?uld b$ implemented dùrinq ~he construction ~ ¡ phase. , : , . , ' ", , ' '~ ' '.. ,.,' :. ~,' .. , , If YOU have any questions, please call us at (7~O)' :7~3~9940. ':, " This opport'Jnity to be of sarvice is 9'!'eatly ap~r~c,1atElð. . ;,:' .; , , ' , I ~ , ;: TOïR.. P,05 BARRY AND ASSOCIATES GEOTECHNICAL ENGINEERING P.o. Box 230348 Encinitas, CA 92023-0348 (760) 753-9940 Whisper Winds Villa LLC 1402 Oribia Road Del Mar, California 92014 1 .1. . Att: Mr. Majid Kharrati Subject: UPDATED GEOTECHNICAL INVESTIGATION Parcel 2 of Parcell of PM 10526 Whisper Wind Drive Encinitas, California References: Dear Mr. Kharrati, ROUGH GRADING REPORT Parcels 1, 2 and 3 of Parcell of PM 10526 Western End of Whisper Encinitas, California Prepared by Barry and Dated March 23, 1993 Wind Drive Associates 2. PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Single Family Residences Parcell, PM 10526 Located near the western terminus of 8th Street Encinitas, California Prepared by Barry and Associates Dated July 19, 1989 In response to your request, we have reviewed the above referenced family residences report in regards to the re-grading anå construction of a single- and garage for the evaluation is based on a site inspection and review of pertinent subj ect property. This geotechnical data. No subsurface exploration or laboratory testing SITE CONDITIONS was conducted because of the limited scope of this study. Based on a visual inspection of the subject property and the July 22, 1998 w.o. #P-1622 page 2 adjacent properties, the site conditions remain essentiall the same as those disclosed in the referenced grading report. PROPOSED GRADING Proposed grading will include the lowering of the existing house pad by 3 feet and re-grading of the existing cut slope to 1.5:1 in the formational sandstone. This will extend the cut slope to the north. CONCLUSIONS AND RECOMMENDATIONS General Based on our review, the recommendations presented in the referenced report are compatible with the geotechnical conditions on the site. The final building plans will have to be reviewed by this office prior to the final plan approval from the City of Encinitas, to insure that all the recommendations presented in the referenced report are incorporated into the plans. Gradinq See grading specifications in referenced geotechnical report. INSPECTIONS AND DENSITY TESTING All footing excavations should be inspected by a representative of this firm prior to the placement of steel. Fill should be placed while a representative of this firm is present to observe and test. July 22, 1998 W.O. #P-1622 page 3 Should any unforeseen geotechnical conditions be encountered during the construction phase, additional recommendations may be necessary. All of the applicable recommendations in the referenced geotechnical report should be implemented during the construction phase. If you have any questions, please call us at (760) 753-9940. This opportunity to be of service is greatly appreciated. Respectfully A.R. BARRY ore A.R. Barry, P.E. Principal Engineer . , I I I I , f I '.. August 19, 1993 CARDIFF GEOTECHNICAL CONSULTING ENGINEERS AND GEOLOGISTS\..,....--2-:-, íf\\ \ \\j Ii , ., A ¡9~8 I'! i ....-\ J " ,? ' \ L GINEERING SER\'CES i' '.\\1 \,:" \ . , EN CITY OF ENC\NITAS ~ ~ ~ ~ ~ ~~~~ \ ' ~ at*'{' ~ c£J\\j\C:S ~t:.t\\Ñ~C\~~ ~ 'i:-~ß\~ o'i: ~ Partne£.8h1þ OBG, A California Limited c/o Henry Tubbs 518 Whisperwind Drive Encinitas, CA 92024 Subject: ROUGH GRADING REPORT Parcel 1 of PM 10526 Whisperwind Drive Encinitas, California Reference: 1. ADDENDUM REPORT AND GRADING PLAN REVIEW Parcel 1 of PM 10526 Whisperwind Drive Encinitas, California Prepared by Barry and Associates Dated April 21, 1993 2. ROUGH GRADING REPORT Parcels 1, 2 and 3 of Western end of Whisperwind Drive Encinitas, California Prepared by Barry and Associates Dated March 23, 1993 3. PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Single-Family Residences Parcel 1 of PM 10526 Located near the western terminus of 8th Street Encinitas, California Prepared by Barry and Associates Dated July 19, 1989 135 LIVERPOOL DRIVE. SUITE A . CARDIFF. CA 92007 (619) 753-3697. FAX (619) 753-4158 . . ' Dear Mr. Tubbs: In response to your request, we have performed field observations and testing during the rough grading phase on the above referenced property. The results of our density tests and laboratory testing are presented in this report. Based on the results of our testing, it is our opinion that the fill was placed in an adequate manner and compacted to a minimum of 90 percent of the laboratory maximum dry density. If you have any questions, please do not hesitate to contact us at (619) 753-3697. This opportunity to be of service is greatly appreciated. Respectfully submitted, CARDIFF GEOTECHNICAL j(~~ Mark Burwell Geologist J~~ Vithaya Singhanet, P.E. Geotechnical Engineer ;~' " ~¡ ~ I t COMPACTION REPORT Þiifcêl 1~of;PM;10526' Whisperwind Drive-" Encinitas, California Prepared for: Mr. Henry Tubbs 518 Whisperwind Drive Encinitas, CA 92024 August 19, 1993 W.O. G-I04073 Prepared by: CARDIFF GEOTECHNICAL 135 Liverpool Drive Suite A Cardiff, California August 19, 1993 W.o. IG-104073 Page 1 INTRODUCTION This report presents the results of our observations and field density testing on the subject property. The project included the cutting and filling of a previously graded hillside lot, in order to develop a level building pad. The t!9_~l!i)l.;L_-~~~:r;a~~~ti~nal" P~9 was ,undercut a miniumm. of 3.0 vertical"et and replaced with compacted fill. The results of our density tests are presented on Table I. The approximate locations of these tests are shown on the enclosed Grading Plan, Plate I. LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557-78. Field density tests were performed in accordance with ASTM D 1556. The results of the laboratory maximum dry density, for the soil used as compacted fill on the site, is summarized below: Soil TvDe DescriDtion Maximum Dry Density (D.c.f. ) Optimum Moisture (%) A Mixture of on-site tan to brown silty and fine grained sand 118.0 9.2 B On-site deposits, tan to brown fine and medium-grained sand 125.0 9.0 " ,~ 'j, i: :'i " , ' August 19, 1993 W.O. IG-I04073 Page 2 GEOTECHNICAL CONDITIONS Previous grading of the site gen~rated,~fill deposits .along ~~~H~F 1 s!?~e +n the southeasterJ1- and eastern ~t;..J:on of the lot. t.œhe . eJÇisting silty and fine-grained sand deposits were removed and I ) J J ~ I I I I I II I ~ ~ replaced as compacted fill, where encountered. <underlying the surficial deposits, dense arkosic sandstone is present. The sandstone, designated as Torrey Sandstone on published geologic maps, is well exposed along the 2: 1 cut slope in the western portion of the site. EXPANSIVE SOILS The on-site deposits' are predominately granular deposits with a potential expansion in the very low range. DISCUSSION The following is a discussion of the grading operations, as they were performed on the site: 1. All surface deleterious material was removed and disposed of off-site, prior to the placement of fill. 2. A minimum 12 foot wide key was excavated along the ba~e of the proposed fill slope. The key was extended into the underlying sandstone. The building area was undercut approximately 3.0 vertical feet below the proposed pad grade. However, in the central portion of the pad, an undocumented 7. 8. t i- Y August 19, 1993 W.o. fG-104073 Page 3 fill on-site of composed materials with considerable vegetation was encountered. The buried fill was removed and replaced with compacted fill. was approximately 7.0 feet. The maximum depth of removal 3. Fill excavated materials was consisting of a mixture of placed in lifts of about 6.0 to 8.0 inches thick. 4. The fill was moistened as required, to achieve near optimum moisture content, and compacted by track and wheel rolling with heavy earth-moving equipment. s. The lli4.l1'..extends. a minimum of-5. 0 feet beyOAd,.the building perimeter. Fill slopes were overbuilt and trimmed'back to,a. maximum gradient~of 2:1 (horizontal to vertical). 6. The fill deposits have a potential expansion in the very low range, within 3.0 feet of the building pad. Based on selective testing, the fill was placed to a minimum of 90 percent of the laboratory maximum dry density, as indicated by our test results. The placement of additional fill deposits will be required once the proposed retaining walls are completed. August 19, 1993 W.o. IG-I04073 Page 4 CONCLUSIONS AND RECOMMENDATIONS General As per our discussion with Doug Logan of Logan Engineering, it is our understanding that the proposed crib-type wall along the western side of the driveway will be changed to a conventional masonry block retaining wall. Additional changes include 25+ lateral feet of the proposed wall in the northeastern portion of the site. This wall will be relocated slightly southward in order to obtain sufficient lateral distance from the base of the wall footing to the face of the descending slope. Foundations Footings for the proposed structure should be a minimum of 12 inches wide and founded a minimum of 12 or 18 inches below the lower most adjacent grade for one and two story structures, respectively. A 12 inch by 12 inch grade beam should be placed across the garage openi~g. Steel reinforcement should consist of \. ., four No. 4 bar~, two bars located 3.0 inches from the top of the ~,' ~.. ~ g ;JJ' , footing and two bars located 2.0 inches from the base. All structural footings should be maintained a minimum of 8.0 lateral feet from the face of the nearest slope. Footings founded a minimum of 12 or 18 inches into approved compacted fill should be designed for a bearing value of 1500 pounds per square foot. Footings founded into competent sandstone should be designed for a bearing value of 2000 p.s.f. ". ,.., '! The bearing value indicated above is August 19, 1993 W.O. #G-104073 Page 5 for the total dead and frequently applied live loads. This value may be increased by 33 percent. for short durations of loading, including the effects of wind and seismic forces. Resistance to lateral load may be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.35 may be used with dead-load forces. A passive earth pressure of 250 pounds per square foot, per foot of depth of fill or sandstone penetrated to a maximum of 1500 and 2000 pounds per square foot, respectively, may be used in the design. Slabs on Grade Slabs on grade should be a minimum of, 1.0 inches thick an~ reinforced in both directions with No.3 bars.placed 24 inches on ; center. The slab should be underlain by a minimum 4.0-inch sand blanket which incorporates a minimum 6.0-mil Visqueen or equivalent moisture barrier. Utility Line Backfill We recommend that all utilities be bedded in clean sand to at least one foot above the top of the conduit. The bedding should be flooded in place to fill all the voids around the conduit. On- site granular material compacted to at least 90 percent relative compaction may be utilized for backfill above the bedding. , ' August 19, 1993 w.o. IG-I04073 Page 6 Retaininq Walls The proposed walls which will retain a 2: 1 surcharge should be designed to withstand an equivalent fluid pressure of 45 pounds per cubic foot . All retaining walls should be provided with an adequate backdrainage system. Backfill behind the walls should consist of granular deposits compacted to a minimum of 90 percent of the laboratory maximum dry density. Temporary slopes excavated in well-indurated sandstone should be trimmed to a gradient of 1/2:1. Temporary slopes in fill should be trimmed to a 1: 1 gradient. Drainage All pad water should be directed away from foundations and around the residence to area drains or the driveway. All roof water should be collected and conducted to the driveway or suitable location via non-erodible devices. Pad water should not be allowed to pond or flow over fill slopes. CONSTRUCTION OBSERVATIONS All structural footings excavations should be observed by a representative of this firm, prior to the placement of steel. The placement of additional fill should be observed and tested by a representative of this firm. , . August 19, 1993 W.o. IG-1O4073 Page 7 LIMITATIONS This office assumes no responsibility for any alterations made without our knowledge and written approval to the slope or pad grade on the subject lot, subsequent to the issuance of this report. All ramps made though slopes and pads, and other areas of disturbance which require the placement of compacted fill to restore them to the original condition, will not be reviewed unless such backfilling operations are performed under our observation and tested for required compaction. ENCLOSURES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .APPENDIX A PLATE A PLATE I I ; .m , . APPENDIX "A" LABORATORY TEST RESULTS TABLE I Field Dry Density and Moisture Content Moisture Dry Relative Test Test Content Density % Soil No. Location Elev. % (pcf) Compaction. ~ 1 See Map 188' 14.0 96.9 82* A 2 See Map 188' 13.8 94.7 80* A 3 See Map 188' 13.8 97.5 83* A 4 See Map 188' 12.2 107.1 91 A 5 See Map 190' 8.1 112.2 95 A 6 See Map 192" 8.8 114.7 97 A 7 See Map 194' 8.1 113.4 96 A 8 See Map 196' 8.1 112.2 95 A 9 See Map 198' 7.1 113.4 96 A 10 See Map 200' 9.8 118.6 95 B 11 See Map 202' 9.8 116.5 93 B 12 See Map 197' 10.1 112.1 95 A 13 See Map 199' 12.9 119.9 96 B 14 See Map 201' 11.3 109.9 93 A 15 See Map 202' 12.2 110.2 93 A 16 See Map Grade 11.6 115.0 92 B 17 See Map Grade 12.3 117.5 94 B * Failed test, area scarified and aerated, recompacted . , I, , ~ I a I , ,,' ,,--..,..,. -----""'" , ..- .- ..' -'--'-'-"'-"~"",,"".'.,'.'-"-""-'" ::'., CONC. INTERCEPToR DRAI~' , . -....-.-.. - _... ,- .------... ., - " -- -... . .-.. , ..-.- -.. - . 18" COMPACTED ".......,.....--.,.....,-'..---..,..- . .... ...... . Ô ()tÞ 1>11 ¿) Þ ~ {)IJð . ¡).4fJ . 1 0 D Þ(J FABRIC ð 0" , ð Þ () ð () tJo ð I> () Ó IJ ¿.J ð ð 3/4 to CRUSHED 'ROCK OR . . .-. . , ¡MARIDRAIN6000 OR EQUIVALENT d. -----.- , ...-.,...,------....--.. p. ........--.-.--"'" PERVIOUS FILTER' .._m""'" 4" DIA. PERFORATED PIPE () I> -0 () OR WEEP HOLES I i I :1 ," , " . ." .... _. ....' -.-.. . -----,..-..-. , I~.JBC ~~':n: I~l X ~ <G} ¡ ~ ~ JI.a J1:n N.T.S~ ,PLATE A \ I April 21, 1993 BARRY AND ASSOCIATES GEOTECHNICAL ENGINEERING P.O. Box 348 Encinitas, CA 92023-0348 (619) 753-9940 l ,,/,/ ,;' >-'1\' ,r""--"-------'"." ,-'-', ! :,1 '. Ii ,<I ~' " """ IUi ¡ I \ \ " ",'. luuL ,: "', ~ \ ENGINEERiNlJ SEA' ICES CiTY OF ENCINITAS OBG, A California Limited Partnership c/o Henry Tubbs' 518 Whisper Wind Drive Encinitas, CA 92024 ADDENDUM REPORT AND GRADING PLAN REVIEW Párcel 1 of PM 10526. Whisper Wind Drive Encinitas, California Subject: References: 1. 2. Dear Mr. Tubbs, This has report ROUGH GRADING REPORT Parcels 1, 2 and 3 of Parcel 1 of PM 10526 Western End of Whisper Wi~d Drive Encinitas, California Prepared by Barry and Associates Dated March 23, 1993 PRELIMINARY GEOTECHNICAL INVESTIGATION Proposed Single Family Residences Parcel 1, PM 10526 Located near the western terminus of 8th street Encinitas, California Prepared by Barry and Associates Dated July 19, 1989 been prepared your request and presents at supplemental recommendations for the development of the site. This study is based on a review of the proposed grading plan and geotechnical data obtained during our previous investigation. (lliffi ~ li U \lj ß{]) MAY 07 1993 ENGINEERING SERVICES CITY OF ENCINIT AS April 21, 1993, w.o. #P-131S Page 2 PROPOSED DEVELOPMENT As indicated in reference No. 1, rough grading of the 1 ot w~ conducted during July~and August, 1990. The development of the parcel was conducted in accordance with a previous grading plan and residential design. The new grading plan'lior the development of the parcel was prepared by Logan Engineering. The plan indicates that a larger building pad will be required in order to accommodate a new single family residence. Proposed grading includes a variable height 2:1 fill slope constructed along the southeastern portion of the parcel and a driveway along the western portion of the lot. The base of the existing 2:1 cut slope along the western portion of the site will be retained by a variabl e height, up to 8.0 feet, gravi ty-type wall. GEOTECHNICAL CONDITIONS Artificial Fill Previous grading of the site has generated fill deposits along 2:1 slope in the southeastern and eastern portion of the parcel. In addition, the building pad was partially undercut and replaced with fill deposits for the previous grading and residential plans. The fill deposits are composed of on-site materials and are classified as silty and fine-grained sand. These deposits have a potential expansion in the very low range. April 21, 1993 w.o. Ip-1315 Page 3 Formational Rock The site is underlain by dense arkosic sandstone which has commonly been designated as the Torrey Sandstone on published geologic maps. The sedimentary rock is well exposed along the 2:1 cut slope in the western portion of the parcel. Groundwater No evidence of perched or shallow groundwater tables was observed on the site. However, it is possible that minor seepage problems may occur after construction. These are usually minor phenomena, often associated with over-irrigation and poor drainage control. CONCLUSIONS 1. Minor eroslon of the site has resulted from the recent prolonged rains. However, no evidence of deep-seated instability was observed. It is anticipated that the proposed grading of the site will correct erosional damage. 2. The proposed grading plans are acceptable from a geotechnical viewpoint provided the following recommendations are implemented during the design and construction phases. , . April 21, 1993 w.o. #P-1315 Page 4 RECOMMENDATIONS Gradinq ;Pr9þ()'s~d ;:fi 11 ~lopes ,shoulci bt:!provided with aminimurn 12-foot-wide key along the base of the slope. All 'fi 11 should be keyed and benched into competent sandstone or previously placed fill. The building pad should be cut/fill transitions undercut to a minimum of 3.0 vertical feet and replaced with properly compacted fill. The fill should extend a minimum of 5.0 lateral feet beyond the perirneter,of the foundation. All fill should be placed in 6.0- to 8.0-inch lifts, moistened as required and compacted to a minimum of 90 percent of the laboratory maximum dry density. Excavated sandstone is suitable for re-use provided it is cleaned of all debris and large fragments which do not break up during compaction. All fill and cut s lopes should not exceed a gradient of 2:1 (horizontal to ver:.:.,::al). Additional recornmendations will be provided during the grading phase. Foundations Footings for the pro?osed structure should be a minimum of 12 inches wide and founded a minimum of 12 inches or 18 inches below the lower most adjacent grade for one- and two-story structures, respectively. A 12-inch by 12-inch grade beam should be placed across the garage opening. steel reinforcement should consist of four No.4 bars, two bars located 3.0 inches from the top of the footing and two bars located 2.0 inches from the base. All . . April 21, 1993 W.o. Ip-1315 Page 5 s~ruc~ural footiqgs should be maintained a min~um of 8.0 lateral. "e, feet from the face of the nearest slope. r.o~.~i~9~founded a minimum of 12 inches or 18 inches into approved compacted fi 11 should be designed for a bearing val ue of 1500 pounds per square foot. Footings founded into competent sandstone should be designed for a bearing value of 2000 pounds per square foot. The beari~g value indicated above is for the total of dead and frequently applied live loads. This value should be increased by 33 percent for short durations of loading, including the effects of wind and seismic forces. Resistance to lateral load may be provided by friction acting at the base of foundations and by passive pressure. A coefficient of friction of 0.35 should be used with dead-load forces. A passive earth pressure of 250 pounds per square foot per foot of depth of fill or sandstone penetrated to a maximum of 1500 and 2000 pounds per square foot, respectively, may be used in the design. Slabs on Grade Slabs on grade should be a minimum of 4.0 inches thick and reinforced in both directions with No.3 bars placed 24 inches on center,. The slab should be underlain by a minimum 4.0-inch sand blanket which incorporates a minimum G.O-mil Visqueen or equivalent April 21, 1993 w.o. #P-131S Page 6 moisture barrier. utility trenches underlying the slab may be backfilled with the on-site granular materials. However, sufficiently compacting the bac~fill deposits .i!iY.. damage or break shallow utility lines. As such, minor settlement of the backfill in the trenches is anticipated. In order to reduce the possibility of cracks occurring, the slab should be provided with additional reinforcement to þridge over trenches. Retaininq Walls The proposed wall, which will retain a 2:1 surcharge, should be designed to withstand an equivalent fluid pressure of 45 pounds per cubic foot. All retaining wall s shoul d be provided wi th an adequate backdrainage system. Backfill behind the walls should consist of granular deposits compacted to a minimum of 90 percent of the laboratory maximum dry density. Temporary slopes excavateà in well-indurated sandstone should be trimmed to 1/2:1. Temporary slopes in fill should be trimmed to a 1:1 gradient. Drainaqe All pad waters should be directed away from foundations and around the residence to an approved location. All roof waters should be collected and conducted to the driveway or suitable location via non-erodible devices. Pad water should not be allowed to pond or flow over fill slopes. April 21, 1993 w.o. #P-131S Page 7 Inspections and Density Testinq All structural footing excavations should be inspected by a representative of this firm prior to the placement of any steel. All fill should be placed while a representative of this firm is present to observe and test. Plan Review A copy of the final building plans should be submitted to this office for review prior to the initiation of construction. Additional recommendations may be necessary at that time. UNFORESEEN CONDITIONS Barry and Associates assumes no responsibility for conditions encountered which differ from those conditions found and described in the preliminary geotechnical investigation report. LIMITATIONS This report is prese:1ted with the provision that it is the responsibility of the owner or the owner's representative to bring the information and recommendations given herein to the attention of the project's architects and/or engineers so that they may be incorporated into pla~s. If conditions encountered during construction appear to differ from those described in this report, our office should be notified so Apri 1 21, 1993 W.O. #P-1315 Page 8 that we may consider whether modifications are needed. No responsibility for construction compliance with design concepts, specifications or recommendations given in this report is assumed unless on-site review is performed during the course of construction. The subsurface conditions, excavation characteristics and geologic structure described herein are based on individual exploratory excavations made on the subject property. The subsurface conditions, excavation characte::-istics and geologic structure discussed should in no way be const::-~e¿ to reflect any variations which may occur among the exploratory excavations. Please note that fluct~ations in the level of groundwater may occur due to variations i~ ::-a:nfall, temperature and other factors not evident at the time measurements were made and reported herein. A.R. Barry and Associates assumes no responsibility for variations which may occur across the site. The conclusions and rec~~mendations of this report apply as of the current date. In time, however, changes can occur on a property whether caused by acts of man or nature on this or adjoining properties. Additionally, changes in professional standards may be brought about by legislation or the expansion of knowledge. Consequently, the conclusions and reco~mendations of this report may be rendered wholly or partially invalid by events beyond our April 21, 1993 w.o. #P-131S Page 9 control. This report is therefore subject to review and should not be relied upon after the passage of three years. The professional judgments presented herein are founded partly on our assessment of the technical data gathered, partly on our understanding of the proposed construction and partly on our general experience in the geotechnical field. Our engineering work and the judgments given meet present professional standards. However, in no respect do we guarantee the out~ome of the project. If you have any questions, please do not hesitate to contact us at (619) 753-9940 This opportunity to be of service is appreciated. Respectfully submitted, A. R. BARRY AND ASSOCIATES J1(~~ Mark Burwell Geologist afZ~ A. R. Barry~ P.E. Principal Engineer ¡:¡UG-26-1998 13:38 FROM ¡:¡. R. EJ=IRRY & ¡:¡SSOCI¡:¡TES TO 1619'2965564 f , , P.03 , ", ""'" ",' n ~ ~;;c;~ , .z.~°V' , 4 SUbject: ROUGH GRADING REPORT Parcels, 1" ,2 and 3 ,of parcel,' 1 0'£ :,PM 10526 ; Wes't4arn ,', End 0 f Whisperw1nd Encirii tas, ~, C'a11,forri1a BARRY AND ASSOCIATeS GEOTEOHNICAL ENGINEERING' , :" . ' P.O. Box 23Ó~48 '//;:~;---;:~~ ~~\ Enciniœs, CA 92023-034~/,;:'-"/' \'.;.:-~\,;/-:~ \~\ (7eO) 753-9940 \, ----- ,',.' \:) , ~ I), '.: ':1, " 'öjO '[.;.\ " (', .\ "', ¡ '; , ,\;.<;!,' \",\ "-\J\C \)""~\ ':';"",,',,:,,~,,;::,5t-,;~þ..S , ~\.s?};~..c>._, \ '. ~C'l'-)""",:;"IÌY, ',". - \ ...' C\"'" ',' \, , . ~. ' . , , March 23, 1993, ,: Ms. Novine Macð.onald.:' 1427 Valleda Lane Encin1tas, CA 92024 , " , , , , I Drive Reference: " ' , " 'PRBLIMiNARY GBO".t'ECHNICAL ¡NVESTIÒAT:tÓN . Pz:oposed Single-f'and.ly Resiðenc:ei' " Parcel~, PM 10526 LQoateã near the western ~~1~UB ot Stþ Str&e~ £n~init~s, cal1fornia P~pared by Barry and Associates Dated JUly 19, 1989 Dear Ms, Macdonald,' .! , , , In response t,o 'your, rfi¡!quest, We have preþared a;,:t;'ough grading report on the abOve :referenceð property. The rough grading Phase was cond¡,¡,cteddurihgJuly and August. 1990. .' Based on our recent gitä inspection and previous denS1ty testing in 1990, it is our opinion that the till was placed, 1~ ,an adequate manner and was compacted to: a minimum of 90' pe~c.nt of the laboratory maxírnum dr~"density. However. due tor6¿~ntprolongeð rains, remedial gr~di~g of thé parcels will be n.c~s'arý. " . If YOU have any qU~st10hS, please do not hesitate t'ó ,contact us at (ô19) 753-9940. " ", Thi,s opportunity to be ot service is appreciated. ' .., , ," , .. <-: : :::, .. , , : : '>¡ ",' , ,;;.; - ,,; , " ,,'.... , ,':";' ¡ ~ . . March 23, 1993 W.O. #G-1100 Page 2 INTRODUCTION AND SITE HISTORY A preliminary geotechnical investigation on the above referenced property was prepared by this firm in June, 1989. The rough grading phase for the three subject parcels was conducted during July and August, 1990. At that time, the project was placed on hold. The proposed drainage facilities and slope planting were not completed. As a result, erosion and minor sloughing occurred along the exposed areas during the recent prolonged rains. Remedial clean up and erosion control was recently initiated on the site by Mike Scott Grading. The results of our density tests are presented on Table I. The approximate locations of these tests are shown on the enclosed "As- Built" grading plan prepared by Logan Engineering. LABORATORY TEST DATA The laboratory standard for determining the maximum dry density was performed in accordance with ASTM D 1557-78. Field density tests were performed in accordance with ASTM D 1556. The results of the laboratory maximum dry density, for the soil used as compacted fill on the site, is summarized below: Description Maximum Dry Density (pc f) Optimum Moisture (%) Tan to brown fine- and medium-grained sand 125 9.8 March 23, 1993 w.o. #G-1100 Page 3 GEOTECHNICAL CONDITIONS The geotechnical conditions encountered during the grading phase were in substantial conformance with those described in our preliminary geotechnical report. Existing fills were encountered along the berm in the northern portion of Parcel 2 and the pad area in Parcell. Alluvial deposits are present along the northern portion of Parcels 2 and 3. Underlying the surficial deposits, medium-grained arkosic sandstone is present. This sedimentary unit has commonly been designated as the Torrey Sandstone on published geologic maps. DISCUSSION The following is a discussion of the grading operations, as they were performed on the site: 1. All surface deleterious material was removed from the proposed fill pad area. 2. A 12 to 15 foot wide key was excavated at least 2.0 feet into the underlying sedimentary rock, along the base of the proposed fill slopes. The excavated materials were replaced as compacted fill. The fill was keyed and benched in to sedimentary rock. 3. All fill was placed in 6.0 to 8.0 inch lifts, moistened as required to achieve near optimum moisture content and 4. March 23, 1993 W.O. #G-1100 Page 4 compacted by track rolling with heavy earthmoving equipment. Where failing tests occurred, the area was reworked until 90 percent of the laboratory maximum dry density was achieved. 5. The maximum depth of fill is approximately 15 vertical feet, along the southeastern portion of Parcel 3. 6. The fill a minimum of placed 90 to of the percent was laboratory maximum dry density, as indicated by our test results. 7. The fill deposits are predominately granular deposits, with an expansion potential in the very low to low range. 8. The alluvial deposits in the northern portion of Parcels 2 and 3 were not removed and replaced as compacted fill. This area is designated as a non-structural fill. CONCLUSIONS 1. Based on our site inspection, no evidence of significant failures or instability was observed along the fill slopes. However, due to the recent prolonged rains, erosion was observed along the slope faces and along the cut/fill driveway in Parcel 3. Remedial grading will be required, in order to correct the erosional features. 2. It is likely that new grading plans will be prepared for each of the parcels. In lieu of remedial grading at this time, it . , March 23, 1993 W.O. #G-ll00 Page 5 is suggested that corrective grading be combined with new grading plans for each of the parcels. RECOMMENDATIONS 1. Revised or new grading plans for each of the parcels should be submitted this office for review. Pertinent to recommendations for remedial and new grading will be prepared at that time. 2. A copy of the proposed building plans should be submitted to this office. Additional recommendations for foundations and retaining walls will be necessary. LIMITATIONS 1. This office assumes no responsibility for any alterations made without our knowledge and written approval to the slope or pad grade on the subject parcels, subsequent to the issuance of this report. All ramps made through slopes and pads, and other areas of disturbance which require the placement of compacted fill to restore them to the original condition, will not be are reviewed unless such backfilling operations performed under observation for required and tested our compaction. Loose material cast over compacted slopes shall negate our certification of slope face compaction, unless the material is removed in accordance with our instructions. AUG-26-1998 13:39 FROM A.R. BARRY & ASSOCIATES TO 16192965564 "":~.. , , , , ',' '" .. d.. , . . ' ',;' " , ,.'" , ., " " . - " ", M~~C:b\23" ,1993 W;.~Q t, #~¡-11ÒO ' ~~. : ' EV¡ " , 1 " ':'fH,'r.:",i, ' please do not heaita~~t:òcóntact , c ~ t,:, ~,¡'!; J.., ' :~. ¡ ¡ ~, ; ",: I , service is, greatly a~p~ïa~èd. : ,";' j i " j ¡ ,,'. , " :: ," ,"'. I f you have any: qU~$t'~on$ . 753-9940. (619) , , '" ;', .' , 'rh1s ,: 'f', " v" opportuni ty: ,to 'Qe , " .'. of . ' . , '" , . " , ' , ' , ,', ~, I:' ," ': " , ~ " . dH ',', " ,,', ~ c' . , ,. " ~ , ;,' '. -' "" - ' , ) -- '.' ,', ' ',', ,"", ; ; : :', ;:~: " " . f' , - , , ',', .' ~,} ~';:'::: . ,¡ ';', ',', :,~ : '.. , ; , .. - , , " ,,' ¡' ,: <', ' ; ~ , " ,; ',0' , , " ", ' :; >,:: '."' " :',' :,:~,i~,~:::. , , , , .- . : , : ,0 , ~ ': ... , , , , " .. ; / :'" " , ",', " , , .. ',; ':.,': . ~ ~¡;~:.- : i ~ . ~ =,:' ~HU?';" ~,~H¡' .' (H H t: ' " , .. " '.' ' . ;, " P.04 us at -. ' ,., " " '. . " .; , " i " , - .' I, ' i ,,' , .. ", " " , , '. ..', ' ", . , . , ' , ê ,j :,' "', ; , , " '" '.. , , . . APPENDIX "A" LABORATORY TEST RESULTS TABLE I Field Dry Density and Moisture Content Moisture Dry Relative Test Test Approx. Content Density % No. Location Elev. % (pc f) Compaction Parcel 3 1 See Map 175' 9.8 113.1 90 2 See Map 177' 10.1 114.8 92 3 See Map 178' 9.3 116.1 93 4 See Map 180' 9.4 115.1 92 5 See Map 182' 10.0 113.8 91 6 See Map 184' 9.2 114.6 92 7 See Map 186' 8.3 115.2 92 8 See Map 188' 9.8 114.8 92 9 See Map 190' 11.9 114.6 92 Parcel 2 10 See Map 200' 10.6 113.8 91 11 See Map 202' 10.1 114.2 91 12 See Map 204' 14.4 113.7 91 13 See Map 206' 12.2 114.8 92 Parcel 1 14 See Map 195' 10.1 113.1 90 15 See Map 197' 11. 2 114.7 92 16 See Map 199' 12.1 115.2 92 17 See Map 201' 9.8 116.1 93 SOUTHERN CALIFORNIA February 12, 1991 SOIL AND Mr. Denton Kimball c/o Scott Richards 2093 San Elijo Avenue Cardiff, California 92007 Report No.1 SUB J EC T: R e p 0 r t 0 fIn -. p 1 ace Den s i t Y T est s, Sewer T r e n c h Backfill, \vhispering Winds Drive and Rancho Santa Fe Road, Olivenhain area of San Diego County, California. Gentlemen: . In accordance with your request, this report has been prepared to present the results of the in-place density tests performed in the sewer trench backfill, at the subject site. These tests were performed by Southern California Soil & Testing, Inc. between December 27, 1990 and January 31, 1991. Field density tests were performed by our firm in accordance with ASTM D 1556-82. The tests were performed at various locations in the sewer trench backfill. Test locations were chosen by our field representative. The results and locations of the field tests are provided on the attached plates. Maximum dry density determinations were representative samples of the soils used in backfill according to ASTM D 1557-78, Method A. performed on the compacted The results of these tests were used in conjunction with the field density tests to determine the percent of relative compaction of the compacted backfill material. 6280 RIVERDALE STREET. SAN DIEGO. CA 92120 . 619-280-4321, FAX 619-280-4717. P.O, BOX 600627, SAN DIEGO, CA 92160 678 ENTERPRISE STREET. ESCONDIDO, CA 92029 . 619-746-4544, FAX 619-746-6579 SCS&T 9021151 February 12, 1991 page 2 If you should have any questions after reviewing this report, p.lease do not hesitate to contact this office. This opportunity to appreciated. be of I?rofessional service is sincerely Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Charles H. Chris~ian, R.G.E. #00215 Supervisor ,...-:t ,-? ~~ "r. C:-"b£.~ CHC/OH/MH/Vp c c: ( 4 ) S u bm i t t e d (1) SCS&T, Escondido . 08 NAME: Sewer Trench Backfill N-PLACE DENSITY TESTS, ASTM D1556-82 JOB NO: 9021151 PLATE NO: 1 ---------------------------------------------------------~------------------ , EST :"JO. DATE 12-27-90 12-27-90 12-27-90 12-27-90 12-27-90 12-28-90 12-28-90 12-28-90 12-28-90 1 ø, 1-7-91 11 1-7-91 12 1-7-91 l-7-91 14 -_-Î-91 13 1-7-91 16 1-8-91 17 1-8-91 18 19 1-8-91 1-8-91 20 1-8-91 21 1-9-91 22 1-9-91 LOCATION ELEVATION MOISTURE DRY DEN. SOIL REL.COMP. (feet,MSL) (percent) (p.c.f.) TYPE (percent) Private Driveway Main, Station 16+40 Private Driveway Main, Station 15+00 Private Driveway Main, Station 14+60 Private Driveway Main, Station 14+00 Private Driveway Main, Station 13+25 Private Driveway Main, Station 19+00 private Driveway Main, Station 18+20 Private Driveway Manhole #7, Station 17+38 Rancho Santa Fe Road parkway, Main, Station 1+15 Whisperwi~d Drive Manhole #4, Station 10+86 Whisperwind Drive Main, Station 9+25 Whisperwind Drive Main, Station 10+25 Whisperwind Drive Main, Station 11+10 Whisperwind Drl~e Main, Station 11+80 Private Driveway Manhole #5, Station 12+66 Private Driveway Lateral, Station 19+32 private Driveway Lateral, Station 18+61 Retest of S4 Rancho Santa Fe Drive parkway, Main, Station 2+30 Rancho Santa Fe Drive parkway, Main, Station 3+20 Whisperwind Drive Lateral, Station 11+75 Whisperwind Drive Lateral, Station 11+75 169.Ø 162.0 154.5 153.0 151.0 189.5 181.0 176.5 116.0 135.0 119.0 129.5 136.0 142.0 147.5 193.0 170.0 153. ø 117.5 119.5 142.0 143.5 13.ó 11.1 14.3 9.9 11.1 16.3 13.6 11.1 14.9 14.9 15.3 8. 7 14.9 16.3 14.3 17.6 17.6 13.6 14.3 14.9 11. 1 14.9 114.5 110.3 114.6 101.6 111.3 113.5 113.3 108.3 106.7 112.2 113.0 108.1 1Ø9.8 1;:38.4 108.6 116.7 115.0 110.2 106.9 104.6 109.0 109.6 1 96.4 1 92.8 1 96.5 1 85.5 1 93.7 1 95.5 1 95.4 1 91.2 2 92.7 1 94 .4 1 95.1 1 91.0 1 92.4 1 91. 2 1 91.4 1 98.2 1 96.8 1 2 92.8 92.9 2 90.9 1 91.8 1 92.3 JOB NAME: Sewer Trench Backfill JOB NO: 9021151 PLATE NO: 2 IN-PLACE DENSITY TESTS, ASTM 01556-82 ----------------------------------------------------------------------------- TEST DATE LOCATION ELEVATION MOISTURE DRY DEN. SOIL REL.COMP. ~O. (feet,MSL) (percent) (p.c.f.) TYPE ( percent) 523 1-9-91 pr i va te Driveway 152.Ø 14.9 101.8 1 85.7 Manhole #6, Station 14+32 S24 1-10-91 Rancho Santa Fe Road 120.5 19.0 106.7 2 92.7 Parkway, Main, Station 3+10 S25 1-10-91 Rancho Santa Fe Road 119.0 11.1 107.5 1 90.5 parkway, Main, Station 3+30 S26 1-10-91 Rancho Santa Fe Road 121.0 16.3 115.6 1 97.3 parkway, Main, Station 4+10 S27 1-11-91 Retest of S23 152." 14.9 113.2 1 95.3 828 1-14-91 Rancho Santa Fe Road 120.0 14.9 115.k3 1 96.8 Par kwa y, Main, Station 4+50 S29 1-18-91 Rancho Santa Fe Road 118.5 13.6 99.6 1 86.5 parkway, Main, Station 4+10 530 1-18-91 Rancho Santa Fe Road 120.0 16.3 114.8 1 96.6 parkway, Main, Station 4+70 531 1-19-91 Rancho Santa Fe Road 123.0 14.9 111.5 1 93.9 parkway, Main, Station 4+75 S32 1-18-91 Rancho Santa Fe Road 124.0 13.6 112.9 1 95.0 parkwa y, Main, Station 5+00 533 l-21-91 Rancho Santa Fe Road 119.0 13.0 107.9 1 90.8 parkway, Main, Station 5+20 534 1-21-91 Retest of S29 118.5 15.6 111.8 1 94.1 S35 1-22-91 Rancho Santa Fe Road 120.0 10.5 109.1 1 91.8 Par kwa y, Ma in, Station 5+90 S36 1-22-91 Rancho Santa Fe Road 122.0 11.1 109.8 1 92.4 parkway, Main, Station 5+60 S37 1-24-91 Rancho Santa Fe Road 120.0 10.5 109.2 1 91.9 parkway, Main, Station 6+45 S38 1-24-91 Rancho Santa Fe Road 123.1,3 11 .1 112.4 1 94.6 parkway, Main, Station 6+70 539 1-24-91 Rancho Santa Fe Road 119.5 9.9 106.4 3 88.7 parkway, Main, Station 7+15 S4Ø 1-24-91 Retest of S39 119.5 11.1 108.7 3 90.7 ", OB N AM E : Sewer Trench Backfill ~-PLACE DENSITY TESTS, ASTM D1556-82 JOB NO: 9021151 PLA TE NO: 3 ---------------------------------------------------------------------------- " EST ~O. DATE 1-25-91 1-28-91 43 1-28-91 44 1-28-91 45 1-29-91 46 1-29-91 47 1-29-91 48 49 50 1-30-91 1-3Ø-91 1-30-91 51 1-30-91 52 l-3Ø-91 53 1-31-91 LOCATION ELEVATION MOISTURE DRY DEN. SOIL REL.COMP. ( fee t , MS L) (pe r c e n t) (p. c . f .) T Y P E ( pe r c e n t ) 121.:3 Rancho Santa Fe Road parkway, Hain, Station 7+60 Rancho Santa Fe Road parkway, Main, Station 8+00 Rancho Santa Fe Road parkway, Lateral, Station 8+58 Rancho Santa Fe Road parkway, Main, Station 8+40 Rancho Santa Fe Road parkway, Manhole #3, Station 9+05 Rancho Santa Fe Road parkway, Lateral, Station 7+60 Rancho Santa Fe Road parkway, Manhole #2, Station 6+18 Retest of S45 Retest of S44 Rancho Santa Fe Road parkway, Lateral, Station 6+92 Rancho Santa Fe Road parkway, Lateral, Station 6+92 Rancho Santa Fe Road parkway, Manhole #1, S"tation 4+40 Rancho Santa Fe Road 199.Ø parkway, Private Drive, Station 19+90 119.0 120.0 121.5 118.0 120.0 121.0 118.0 121.5 119.0 122.5 117.5 13.6 13.6 13.0 11.1 16.3 16.3 13.6 14.9 16.3 15.6 13.6 16.3 11 . 7 110.5 110.2 108.7 105.9 104.4 107.9 109.0 110.4 110.9 110.5 108.6 114.1 109.5 3 3 3 1 3 3 1 1 1 1 1 1 1 MAXIMUM DENSITY AND OPTIMUM MOISTURE DETERMINATIONS, ASTM 1557-78 ----------------------------------------------------------------- SOIL TYPE 1 2 3 METHOD DESCRIPTION A Light Brown, Silty SAND (SM) A Light Green, Clayey, Silty Sand (SC) A Brown, Silty, Sand (SM) OPTIMUM MOISTURE (percent) 12.5 14.9 10.1 HAXIMUM DENSITY ( pc f) 118.8 115.1 119.9 92.2 91.9 90.7 89.1 87.1 90.0 91.8 92.9 93.4 93.0 91.4 96.0 92.2 K&S ENGINEERING Planning Engineering Surveying HYDROLOGICAL ANALYSIS FOR WHISPER WIND PARCEL 2 IN CITY OF ENCINITAS - --.-------...-..... .. í~ r- I~ 0 ~-,...- WI L_.., F t\, (, '.' ,j IN 9801B .---.'" ' July 21, 1998 ~(/9L DAT / r Court, Suite 200.San Diego, California 92108. (619)296-5565 . Fax (619)296-5564 '" r' I TABLE OF CONTENTS 1.HYDROLOGY DESIGN MODELS 2.HYDROLOGIC CALCULATIONS .......................... APPENDIX A 3.TABLES AND CHARTS ................................ APPENDIX B 4. HYDROLOGY MAPS ................................... APPENDIX C .. 1. HYDROLOGY DESIGN MODELS A. DESIGN METHODS THE RATIONAL METHOD IS USED IN THIS HYDROLOGY STUDY; THE RATIONAL FORMULA I S AS FOLLOWS: Q = CIA, WHERE: Q= PEAK DISCHARGE ¡N CUBIC FEET/SECOND * C = RUNOFF COEFFICIENT (DIMENSIONLESS) I = RAINFALL INTENSITY IN INCHES/HOUR A = TRIBUTARY DRAINAGE AREA IN ACRES *1 ACRE INCHES/HOUR = 1.008 CUBIC FEET/SEC THE OVERLAND FLOW METHOD IS ALSO USED IN THIS HYDROLOGY STUDY; THE OVERLAND FLOW FORMULA IS AS FOLLOWS: To= [1. 8 (l.l-C) (L) .5] / (S%) 1/3 C = RUNOFF COEFFICIENT L = OVERLAND TRAVEL DISTANCE IN FEET S = SLOPE IN PERCENT To= TIME IN MINUTES B. DESIGN CRITERIA - FREQUENCY, 100 YEAR STORM. - LAND USE PER SPECIFIC PLAN AND TENTATIVE MAP. - RAIN FALL INTENSITY PER COUNTY OF SAN DIEGO 1993 HYDROLOGY DESIGN MANUAL. C. REFERENCES - COUNTY OF SAN DIEGO 1993, HYDROLOGY MANUAL. - COUNTY OF SAN DIEGO 1992 REGIONAL STANDARD DRAWING. - HAND BOOK OF HYDRAULICS BY BRATER & KING, SIXTH EDITION. APPENDIX A (2. HYDROLOGIC CALCULATIONS) OFF-SITE HYDROLOGY SAN DIEGO COUNTY RATION AL-HYDROLOGY PROGRAM PACKAGE Rational Hydrology Study Date: 7-21-1998 *USER SPECIFIED HYDROLOGY INFORMATION* Rational method hydrology program based on San Diego County Flood Control Division 1985 Hydrology Manual Stonn Event(Year) = 100,00 Map data precipitation entered: 6 HOUR, Precipitation(Inches) = 2.900 24 Hour Precipitation(Inches) = 5,200 Adjusted 6 Hour Precipitation (Inches) = 2,900 P6/P24 = 55.8 % San Diego Hydrology Manual "C" Values Used Runoff Coefficients by RATIONAL METHOD +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process &om Point/Station 1.000 to Point/Station 2,000 u* INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = ,000 Decimal Fraction Soil Group C = ,000 Decimal Fraction Soil Group D = 1.000 RURAL (lots> 1/2 acre) runoff coefficient = .4500 Area Type is: RURAL(Greaterthan 1/2 Acre) Time of concentration computed by the Natural Watersheds nomograph, (App, X-A) TC = [11.9*Length(Mi)^3)/(Elevation Change)]^.385*60(MINIHR) + 10 ßÚn, Initial Subarea Flow Dist. = 670.00 Highest Elevation = 321.00 Lowest Elevation = 225,00 Elevation Difference = 96,00 TC = [(11.9* .1269**3)/( 96.00)]**..385 = 2.475 + 10 Min. = 12.475 Min. 100.00 Year Rainfall Intensity(In,/Hr,) = 4,237 Subarea(Acres) = 3,20 Subarea Runoff{CFS) = 6.10 Total Area(Acres) = 3,20 Total Runoff{CFS) = 6.10 TC(MIN) = 12.47 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process &om Point/Station 2.000 to Point/Station 3,000 u* PIPEFLOW TIME (USER SPECIFIED SIZE) u* Upstream point elevation = 216,00 Downstream point elevation = 206,00 Flow length(Ft.) = 200,00 Mannings N = .015 No.ofpipes= 1 Requiredpipeflow(CFS)= 6.10 Given pipe size (In,) = 24,00 Calculated Individual Pipe flow (CFS) = 6,10 Nonnal flow depth in pipe = 6,05 (In.) Flow top width inside pipe = 20.84 (In.) Velocity = 9,821 (Ft/S) Travel time (Min,) = .34 TC(min,) = 12.81 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process &om Point/Station 4.000 to Point/Station 2.000 ... INITIAL AREA EVALUATION ... Decimal Fraction Soil Group A = ,000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = ,000 Decimal Fraction Soil Group D = 1.000 RURAL (lots> 1/2 acre) runoff coefficient = .4S00 Area Type is: RURAL(Greaterthan 1/2 Acre) Time of concentration computed by the Natural Watersheds nomograph. (App. X-A) TC = [l1.9.Length(Mi)^3Y(Elevation Change)]^.38S.60(MIN/HR) + 10 min. Initial Subarea Flow Dist. = 300.00 Highest Elevation = 326.00 Lowest Elevation = 27S,OO Elevation Difference = S1.00 TC = [(11.9. .0568"3Y( 51.00)]"..38S = 1.248 + 10 Min, = 11.248 Min. 100.00 Year Rainfall Intensity(1n./Hr.) = 4.529 Subarea(Acres) = .50 Subarea Runoffl:CFS) = 1.02 Total Area(Acres) = .50 Total Runoffl:CFS) = 1.02 TC(MIN) = 11.25 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process &om Point/Station 2,000 to Point/Station S,OOO ... PIPEFLOW TIME (USER SPECIFIED SIZE) ... Upstream point elevation = 216.00 Downstream point elevation = 201.00 Flow length(Fl) = 125.00 Mannings N = ,OIS No. of pipes = I Required pipe flow (CFS) = 1.02 Given pipe size (In.) = 24.00 Calculated Individual Pipe flow (CFS) = 1.02 Nonnal flow depth in pipe = 2.0S (In.) Flow top width inside pipe = 13.42 (In,) Velocity = 7.852 (Ft/S) Traveltime (Min.) = ,27 TC(min,) = 11.51 End of computations.,. TOTAL STUDY AREA(ACRES) = 3,70 ON-SITE HYDROLOGY SAN DIEGO COUNTY RATION AL-HYDROLOGY PROGRAM PACKAGE Rational Hydrology Study Date: 7-21-1998 *USER SPECIFIED HYDROLOGY INFORMATION* Rational method hydrology program based on San Diego County Flood Control Division 1985 Hydrology Manual Stonn Event(Year) = 100,00 Map data precipitation entered: 6 HOUR, Precipitation(Inches) = 2,900 24 Hour Precipitation(Inches) = 5,200 Adjusted 6 Hour Precipitation (Inches) = 2.900 P6/P24 = 55,8 % San Diego Hydrology Manual "C" Values Used Runoff Coefficients by RATIONAL METHOD I +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process ITom Point/Station 1.000 to Point/Station 2,000 ..* INITIAL AREA EVALUATION ..* Decimal Fraction Soil Group A = ,000 Decimal Fraction Soil Group B = ,000 Decimal Fraction Soil Group C = ,000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = ,5500 Initial Subarea Flow Dist. = 15.00 Highest Elevation = 215.00 Lowest Elevation = 206,80 Elevation Difference = 8,20 Time of concentration calculated by the Urban Areas overland flow method (APP X-C) = 1.00 Min. TC = [1.8*(1.1-C)*DIST ANCE^,5Y(% SLOPE^( 1I3)J TC = [1.8*(1.1- ,5500)*( 15.00^.5Y( 5.46^(113)}= 100,00 Year Rainfall Intensity(In./Hr,) = 4.884 Subarea(Acres) = ,03 Subarea Runoff(CFS) = .08 Total Area(Acres) = .03 Total Runoff(CFS) = .08 TC(MIN) = 10,01 1.006 USE TC=IO MIN. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 ..* PIPEFLOW TIME (USER SPECIFIED SIZE) ..* Upstream point elevation = 205.30 Downstream point elevation = 204,85 Flow length(Ft.) = 45,00 Manning¡¡ N = ,013 No. of pipes = 1 Required pipe flow (CFS) = Given pipe size (In,) = 4,00 Calculated Individual Pipe flow (CFS) = ,08 Nonna! flow depth in pipe = 1.82 (In.) Flow top width inside pipe = 3.98 (In,) Velocity = 2,090 (Ft/S) Travel time (Min,) = ,36 TC(min,) = 10.36 ,08 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process ITom Point/Station 2,000 to Point/S1.'ltion 3,000 *** SUBAREA FLOW ADDITION *** 100,00 Year Rainfall Intensity(In,/Hr.) = 4,775 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = .5500 Subarea(Acres) = .04 Subarea RunofJ(CFS) = Total Area(Acres) = .07 Total RunofJ(CFS) = TC(MIN) = 10.36 ,11 .19 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process ttom Point/Station 3.000 to Point/Station 4,000 *** PIPE FLOW TIME (USER SPECIFIED SIZE) *** Upstream point elevation = 204,85 Downstream point elevation = 204.40 Flow length(Ft) = 45,00 Mannings N = .013 No. of pipes = 1 Required pipe flow (CFS) = Given pipe size (In,) = 4,00 Calculated Individual Pipe flow (CFS) = ,19 Normal flow depth in pipe = 3,19 (In,) Flow top width inside pipe = 3.21 (In,) Velocity = 2.485 (Ft/S) Travel time (Min.) = .30 TC(min,) = 10.67 .19 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process ttom Point/Station 3,000 to Point/Station 4,000 *** SUBAREA FLOW ADDITION *** 100.00 Year Rainfall Intensity(In./Hr,) = 4,687 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = .5500 Subarea(Acres) = ,02 Subarea RunofJ(CFS) = Total Area(Acres) = ,09 Total RunofJ(CFS) = TC(MIN) = 10,67 .05 ,24 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4,000 to Point/Station 5,000 *** PIPEFLOW TIME (USER SPECIFIED SIZE) *** Upstream point elevation = 204.40 Downstream point elevation = 204,09 Flow length(Ft.) = 31.00 Mannings N = ,013 No, of pipes = 1 Required pipe flow (CFS) = Given pipe size (In.) = 6,00 Calculated Individual Pipe flow (CFS) = ,24 Normal flow depth in pipe = 2.72 (In,) Flow top width inside pipe = 5,97 (In,) Velocity = 2.738 (Ft/S) Traveltime (Min,) = ,19 TC(min.) = 10.86 .24 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4,000 to Point/Station 5.000 *** SUBAREA FLOW ADDITION *** 100,00 Year Rainfall Intensity(In,/Hr.) = 4,634 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = ,000 Decimal Fraction Soil Group C = ,000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = ,5500 Subarea(Acres) = ,03 Subarea RunofttCFS) = Total Area(Acres) = ,12 Total RunofttCFS) = TC(MIN) = 10.86 .08 ,31 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5,000 to Point/Station 6.000 *.. PIPE FLOW TIME (USER SPECIFIED SIZE) *.. Upstream point elevation = 204,09 Downstream point elevation = 203.83 Flow length(Fl) = 26,00 Mannings N = .013 No, of pipes = 1 Required pipe flow (CFS) = Given pipe size (In.) = 6.00 Calculated Individual Pipe flow (CFS) = ,31 Nonnal flow depth in pipe = 3,21 (In,) Flow top width inside pipe = 5.99 (In.) Velocity = 2,936 (Ft/S) Traveltime(Min.)= .15 TC(min,)= 11.00 ,31 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6,000 ..* SUBAREA FLOW ADDITION ..* 100,00 Year Rainfall Intensity(In./Hr.) = 4,594 Decimal Fraction Soil Group A = ,000 Decimal Fraction Soil Group B = ,000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = .5500 Subarea(Acres) = .02 Subarea RunofttCFS) = Total Area(Acres) = .14 Total RunofttCFS) = TC(MIN) = 11.00 .05 ,36 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6,000 to Point/Station 7.000 ..* PIPEFLOW TIME (USER SPECIFIED SIZE) *** Upstream point elevation = 203.83 Downstream point elevation = 203.48 Flow length(Ft.) = 35,00 Mannings N = ,013 No, of pipes = 1 Required pipe flow (CFS) = Given pipe size (In,) = 6,00 Calculated Individual Pipe flow (CFS) = .36 Nonnal flow depth in pipe = 3.52 (In,) Flow top width inside pipe = 5,91 (In,) Velocity = 3,042 (Ft/S) Traveltime(Min,)= ,19 TC(min,)= 11.19 .36 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6,000 to Point/Station 7.000 *.. SUBAREA FLOW ADDITION *** 100,00 Year Rainfall Intensity(In./Hr,) = 4.543 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = ,000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = .5500 Subarea(Acres) = ,03 Subarea RunofttCFS) = Total Area(Acres) = ,17 Total RunofttCFS) = TC(MIN) = 11.19 .07 .44 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7,000 to Point/Station 8,000 ..* PIPEFLOW TIME (USER SPECIFIED SIZE) ..* Upstream point elevation = 203.48 Downstream point elevation = 203.16 Flow length(Fl) = 32,00 Mannings N = .013 No, of pipes = 1 Required pipe flow (CFS) = Given pipe size (In,) = 6,00 Calculated Individual Pipe flow (CFS) = .44 Nonnal flow depth in pipe = 4,00 (In,) Flow top width inside pipe = 5.66 (In.) Velocity= 3,162(Ft/S) Traveltime(Min,)= ,17 TC(min,)= 11.36 .44 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 n* SUBAREA FLOW ADDITION *n 100.00 Year Rainfall Intensity(In./Hr,) = 4.500 Decimal Fraction Soil Group A = ,000 Decimal Fraction Soil Group B = ,000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = .5500 Subarea(Acres) = .02 Subarea Runoffl:CFS) = Total Area(Acres) = .19 Total Runoffl:CFS) = TC(MIN) = 11.36 ,05 .49 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7,000 to Point/Station 8.000 *n CONFLUENCE OF MINOR STREAMS *** 100,00 Year Rainfall Intensity(In,/Hr.) = 4.500 ALONG THE MAIN STREAM NUMBER: I The flow values used for the stream: 1 are: Time ofconcentration(min,) = 11.36 Rainfall intensity (in.lhrl) = 4.50 ToL'l1 flow area (Acres) = ,19 Total runoff(CFS) at confluence point = .49 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9,000 to Point/Station 10,000 *n INITIAL AREA EV ALUA nON n* Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = ,5500 Initial Subarea Flow Dist, = 35.00 Highest Elevation = 207,67 Lowest Elevation = 206,70 Elevation Difference = .97 Time of concentration calculated by the Urban Areas overland flow method (APP X-C) = 4,17 Min. TC = [1.8*(1.1-C)*DIST ANCE^,5)1(% SLOPE^(l/3)] TC = [1.8.(1.1- ,5500).( 35,OO^,5)1( 2,7^(l/3))= 4,17 USE TC=1O MIN. 100,00 Year Rainfall Intensity(In./Hr,) = 4,886 Subarea(Acres) = .02 Subarea Runoffl:CFS) = ,05 Total Area(Acres) = .02 Total Runoffl:CFS) = ,05 TC(MIN) = 10,00 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10,000 to Point/Station 11.000 .n PIPEFLOW TIME (USER SPECIFIED SIZE) ... Upstream point elevation = 203,64 Downstream point elevation = 203.41 Flow length(Fl} = 23.00 Marmings N = .013 No, of pipes = 1 Required pipe flow (CFS) = Given pipe size (In,) = 4.00 Calculated Individual Pipe flow (CFS) = .05 Nonnal flow depth in pipe = 1.45 (In.) Flow top width inside pipe = 3.85 (In.) Velocity = 1.875 (Ft/S) Travel time (Min.) = .20 TC(min.) = 10.21 ,05 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process ftom Point/Station 10,000 to Point/Station 11.000 *** SUBAREA FLOW ADDITION *** 100.00 Year Rainfall Intensity(In./Hr.) = 4.823 Decimal Fraction Soil Group A = ,000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = .5500 Subarea(Acres) = .05 Subarea RunofI{CFS) = Total Area(Acres) = .07 Total RunofI{CFS) = TC(MIN) = 10.21 ,13 ,19 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 8,000 *** PIPEFLOW TIME (USER SPECIFIED SIZE) *** Upstream point elevation = 203.41 Downstream point elevation = 203.16 Flow length(Ft) = 25,00 Marmings N = .013 No, of pipes = 1 Required pipe flow (CFS) = Given pipe size (In,) = 4.00 Calculated Individual Pipe flow (CFS) = ,19 Nonnal flow depth in pipe = 3,20 (In,) Flow top width inside pipe = 3,20 (In.) Velocity = 2.486 (Ft/S) Travel time (Min.) = .17 TC(min.)= 10.37 ,19 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 8,000 *** CONFLUENCE OF MINOR STREAMS *** *** Compute Various Confluenced Flow Values *** --- 100.00 Year Rainfall Intensity(In,/Hr.) = 4.772 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time of concentration(min.) = 10,37 Rainfall intensity (in./hrl) = 4,77 Total flow area (Acres) = ,07 ToL'l1 runoff(CFS) at confluence point = ,19 Confluence infonnation: Stream runoff Time Intensity Number (CFS) (min,) (inch/hour) ----------------------- -- 1 .49 11.36 2 ,19 10,37 QSMX(l) = + 1.000* 1.000* ,5) + ,943*1.000* .2) .664 QSMX(2) = +1.000* ,913* ,5) + 1.000* 1.000* ,2) 4.500 4,772 .632 Rainfall intensity and time of concentration used for 2 streams, Individual stream flow values are: .49 .19 Possible confluenced flow values are: .66 ,63 Individual Stream Area values are: .19 .07 Computed confluence estimates are: Runoff{CFS) = ,66 Time(min.) = 11.363 Total main stream study area (Acres) = ,26 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8,000 to Point/Station 12,000 ... PIPEFLOW TIME (USER SPECIFIED SIZE) ... Upstream point elevation = 203,16 Downstream point elevation = 202,86 Flow length(Fl) = 30,00 Mannin~ N = .013 No, of pipes = 1 Required pipe flow (CFS) = Given pipe size (In,) = 8.00 Calculated Individual Pipe flow (CFS) = .66 Nonnal flow depth in pipe = 4.23 (In.) Flow top width inside pipe = 7.99 (In.) Velocity = 3.544 (Ft/S) Traveltime (Min.) = .14 TC(min,)= 1LSO ,66 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8,000 to Point/Station 12.000 ... SUBAREA FLOW ADDITION ... 100.00 Year Rainfall Intensity(In./Hr,) = 4.464 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = ,000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = .5500 Subarea(Acres) = ,03 Subarea Runoff{CFS) = Total Area(Acres) = .29 Total Runoff{CFS) = TC(MIN) = 1LSO .07 ,74 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12,000 to Point/Station 13,000 ... PIPEFLOW TIME (USER SPECIFIED SIZE) ... Upstream point elevation = 202.86 Downstream point elevation = 202.41 Flow length(Ft.) = 45,00 Maruùn~ N = .013 No, of pipes = 1 Required pipe flow (CFS) = Given pipe size (In,) = 8,00 Calculated Individual Pipe flow (CFS) = ,74 Nonnal flow depth in pipe = 4.52 (In,) Flow top width inside pipe = 7.93 (In,) Velocity = 3,634 (Ft/S) Travel time (Min,) = ,21 TC(min,)= 11.71 .74 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13,000 ... SUBAREA FLOW ADDITION ... 100.00 Year Rainfall Intensity(In,/Hr,) = 4.413 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = ,000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = .5500 Subarea(Acres) = ,01 Subarea Runoff{CFS) = Total Area(Acres) = .30 Total Runoff{CFS) = TC(MIN)= 11.71 ,02 .76 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process ffom Point/Station 13.000 to Point/Station 14,000 *u PIPEFLOW TIME (USER SPECIFIED SIZE) u* Upstream point elevation = 202.41 Downstream point elevation = 201.60 Flow length(Fl) = 38,00 Mannings N = ,013 No, of pipes = I Required pipe flow (CFS) = Given pipe size (In.) = 8,00 Calculated Individual Pipe flow (CFS) = ,76 Nonnal flow depth in pipe = 3.67 (In,) Flow top width inside pipe = 7.97 (In.) Velocity = 4.869 (Ft/S) Traveltime(Min.)= .13 TC(min.)= 11.84 .76 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process ffom Point/Station 13.000 to Point/Station 14,000 *u SUBAREA FLOW ADDITION *** 100.00 Year Rainfall Intensity(In./Hr.) = 4,382 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = ,000 Decimal Fraction Soil Group C = ,000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = ,5500 Subarea(Acres) = .03 Subarea Runoff{CFS) = Total Area(Acres) = ,33 Total Runoff{CFS) = TC(MIN) = 11.84 ,07 .83 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process ffom Point/Station 13.000 to Point/Station 14.000 u* CONFLUENCE OF MINOR STREAMS *** ----- --- 100,00 Year Rainfall Intensity(In,/Hr.) = 4,382 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 1 are: Time of concentration(min,) = 11.84 Rainfall intensity (in./hrl) = 4.38 Total flow area (Acres) = .33 Total runoff(CFS) at confluence point = .83 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process ffom Point/Station 15.000 to Point/Station 16,000 u* INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = ,000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = ,5500 Initial Subarea Flow Dist. = 30,00 Highest Elevation = 204,00 Lowest Elevation = 203.40 Elevation Difference = .60 Time of concentration calculated by the Urban Areas overland flow method (APP X-C) = 4.30 Min, TC = [1.8*(1.1-C)*DlST ANCE^.5)/(% SLOPE^(I/3)] TC = [1.8*(1.1- ,5500)*( 83,OO^.5)/( 2,O^(113)])= 4.3 USE TC= 10,0 MIN. 100.00 Year Rainfall Intensity(In./Hr.) = 4,871 Subarea(Acres) = .03 Subarea RunofJ{CFS) = Total Area(Acres) = .03 Total RunofJ{CFS) = TC(MIN) = 10.05 .08 .08 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ProcessûomPoint/Station 16,OOOtoPoint/Station 14.000 I ... PIPEFLOW TIME (USER SPECIFIED SIZE) ... Upstream point elevation = 201.90 Downstream point elevation = 201.60 Flow length(Ft.) = 30.00 Mannings N = .013 No. of pipes = 1 Required pipe flow (CFS) = Given pipe size (In,) = 4.00 Calculated Individual Pipe flow (CFS) = ,08 Nonnal flow depth in pipe = 1.81 (In.) Flow top width inside pipe = 3.98 (In.) Velocity = 2.089 (Ft/S) Travel time (Min.) = .24 TC(min,) = 10.29 .08 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process &om Point/Station 16,000 to Point/Station 14.000 ... CONFLUENCE OF MINOR STREAMS ... ... Compute Various Contluenced Flow Values ... 100,00 Year Rainfall Intensity(In,/Hr.) = 4,797 ALONG THE MAIN STREAM NUMBER: 1 The flow values used for the stream: 2 are: Time ofconcentration(min,) = 10,29 Rainfall intensity (in./hrl) = 4,80 Total flow area (Acres) = .03 Total runoff(CFS) at confluence point = ,08 Confluence infonnation: Stream runoff Time Intensity Number (CFS) (min,) (inch/hour) 1 ,83 11.84 2 ,08 10.29 QSMX(I) = + 1.000.1.000. .8) + ,913.1.000. ,1) .908 QSMX(2) = + 1.000. .869. .8) +1.000.1.000. .1) .806 4.382 4.797 Rainfall intensity and time of concentration used for 2 streams, Individual stream flow values are: ,83 .08 Possible contluenced flow values are: .91 .81 Individual Stream Area values are: ,33 .03 Computed confluence estimates are: RunofJ{CFS) = ,91 Time(min,)= 11.841 Total main stream study area (Acres) = ,36 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process &om Point/Station 14.000 to Point/Station 17,000 ... PIPEFLOW TIME (USER SPECIFIED SIZE) ... Upstream point elevation = 201,60 Downstream point elevation = 189,50 Flow length(Fl) = 43.00 Mannings N = .013 No. of pipes = 1 Required pipe flow (CFS) = Given pipe size (In.) = 8,00 Calculated Individual Pipe flow (CFS) = ,91 Nonnal flow depth in pipe = 2.03 (In.) Flow top width inside pipe = 6.97 (In.) Velocity = 12.995 (FIlS) Traveltime (Min.) = ,06 TC(min.) = 11.90 ,91 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process &om Point/Station 14.000 to Point/Station 17.000 ..* SUBAREA FLOW ADDITION *** 100.00 Year Rainfall Intensity(In.IHr.) = 4.369 Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = .5500 , Subarea(Acres) = .06 Subarea Runofi{CFS) = .14 Total Area(Acres) = .42 Total Runofi{CFS) = 1.05 TC(MIN) = 11.90 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 18,000 *** INITIAL AREA EVALUATION *** Decimal Fraction Soil Group A = .000 Decimal Fraction Soil Group B = ,000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = ,5500 Initial Subarea Flow Dist. = 105,00 Highest Elevation = 215,00 Lowest Elevation = 198.76 Elevation Difference = 16,24 Time of concentration calculated by the Urban Areas overland flow method (APP X-C) = 4,07 MiD. TC = [1.8*(1.1-C)*DIST ANCE^,5)1(% SLOPE^(1I3)] TC = [1.8*(1.1- ,5500)*( 310.00^,5)1( 15.46^(113)])= 100.00 Year Rainfall Intensity(In.IHr.) = 4,875 Subarea(Acres) = .12 Subarea Runofi{CFS) = .32 Total Area(Acres) = .12 Total Runofi{CFS) = ,32 TC(MIN) = 10,04 4.07 USE TC=10 MIN, I +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19,000 to Point/Station 20,000 *** INITIAL AREA EV ALVA TION *** Decimal Fraction Soil Group A = ,000 Decimal Fraction Soil Group B = .000 Decimal Fraction Soil Group C = .000 Decimal Fraction Soil Group D = 1.000 SINGLE FAMILY runoff coefficient = .5500 Initial Subarea Flow Dist. = 95,00 Highest Elevation = 204,00 Lowest Elevation = 188,25 Elevation Difference = 15,75 Time of concentration calculated by the Urban Areas overland flow method (APP X-C) = 3,78 Min, TC = [1.8*(1.1-C)*DISTANCE^,5)1(% SLOPE^(1I3)] TC = [1.8*(1.1- .5500)*( J05.00^,5)1C 16,6^(113)])= 100.00 Year Rainfall Intensity(In,IHr,) = 4,885 Subarea(Acres) = .08 Subarea Runofi{CFS) = .21 Total Area(Acres) = .08 Total Runofi{CFS) = ,21 TC(MIN) = 10.00 J,78 USE TC=10 MIN, End of computations,.. TOTAL STUDY AREA(ACRES) = ,62 (3. APPENDIX BI TABLES AND CHARTS) 1-1 EG{j~TION F~~I Tc. (I/¡L. J) ..384" $"""IJ lë. 7lm6 J CIJ/1&6/11n2T/M ~IJIJIJ L. L6~/h D~ wQ¡ltI'r,sohtl'd II" /)¡A"6r,/1C6 in ,,1,vtZIÚ:Jn tZ./M9 31J1J1J e!'/'t>c¡l/y.. SIIJØf!t 1//16 (.fe!'" ..9NCnmx )(.8) ¡;. L. 't: M//6S r4!' 4!' I' N~;s Mi/1vle!'s 2""'" 4 24tJ .31J , 5ð()() .. ~~IJ " J()()I) " " " 2()(}(} " la()() "- Iii"" 141J() I~"" lOOt) 7 9IJO B()() Ii 71J1J ¡PI) S sot) II- ~PI) .3 f . I as /1) 3ðO oS 21)() IIJIJ NOTE ~-~-_-...-~ IFOR NATURAL WATERSHEDSj 21J I ADO TEN MINUTES TO . (1COMPUTED TIME OF CON-j CENTRATION. ~ ~.::III: =- -==-"""""- IIJ 5 20() H L .3 ¿o /81) 2 l21J IIJO '1) 8() 70 IiO I so 'J . - '-.; < ,~.:,-:1 ," t " .,.,.~; f SAN 01 EGO COUNTY DtPARTMENT OF SPECIAL DISTRICT SERVICES DE SIGN MANUAL APP'ROVED ,3./-/' /~~ 7é NOMOGRAPH FOR DETERMINATION OF TIME OF CONCENTRATION (Tc) . FOR NATURAL WA TERSHEOS , DATE I~ /II~ 1 APPENDIX X-I / "... _1n PP1l c: SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES -"-""~-i> . _.. DESIGN MANUA~. -"'.';4A~PROVEO ;/../ . 't"i"':~ L,L...-r' tl .r:-. . . , I . i i . ; .-.--. . i. -.. .~ WQ/~,..sht::d O/v,d'c "\ .---- --- - ~ ----J _..- ,# /# ./ ~ ..---- - / ,- ---. '"'- '-- ' , --- ~# ~ "-- ---- - - L W¿:z/"r.shed /)ivia'ø TO, H J L L I .I /lr~a /9" . /lrea. ':8. COMPUTATION OF EFFECTIVE SLOPE FOR NATURAL WATERSHEDS '. - , ~ , APP.ENDIX X- F' . / , IV-A ./ , DATE .- .--- ,338 -. 8 DEPARTMENT OF SANITATION So. FLOOD CONTROL 1t5' 30' 15 ' '"\ ,-1- Its' .,....f'4 It, u.s. DEPARnU:Nlr OF COMMERCE "AT'ONAL OC:"ASIC: ^"o A":o\O:âI'IIENIC AO308I1UIITRATION , ' ~PICI~L STUDIES lutA~C:II. O'f,CK 0,. IIjONOLOGY. NATIU:IIAL Wa::ATIlItR SEICVlCE . 301 - .... .... ' , ~ . I W. I,S' JO' ....' 1178 II ~i 1 JO' l!i' 11(,. w ... " '--"'. ,- .TV OF SAN DIEGO ~_.ART"ENT OF SANITATION & FLOOD COtlTROL .~ " . "51 ,. --\. I 301 I I 151 ~ I 338 " "51 ---....-. -~...- - ;.,.;.~,.~, . u.s. DEPARnlEN r OF COMMERCE IIATlO:tAL OCEANIC AltO AT. OSPIIEIIIC AO....:tISTRATION . .,aCIALITVDIKI..A:'ft'H, ornc. or II UROLOGY, NATIONAl. .EATtlE. IIRYJCE 30' ... .... . :a- . ... 1181 451 )01 IS' 1178 '.51 )01 15 . 1168 HIGHWAY DESIGN MANUAL 810-11 f' 1000 I- W W U. Z - \ u.i 600 0 Z c( I- en - e 400 -oJ W > c( a: l- e z 200 c( -oJ a: w > 0 800 o. rsil . Figure 816.6A Overland Time of Concentration Curves - -f,!- ~ (> Q: if fO- ~""'" - N! 0- ¡¡j I 1/ ~ T7 "'"' To - 1.8(1.1-C) (L)1/2 0 - [S(100)]1/3 \ ff- fI 1-, - .. I fO - CtJ! - <'v(Q 7- 91 to 7r o';:/- J ~ o' IJ II If v 11 J ,- , I a a. 'a v~;' o~~ 0;. .,0 . ....,. t.,.. If) ..,~. 1/ '0. " ~ .... I .s þo I.;' ;' " I.;' ~ .... JIUluary,lQ87 II en w I- ::;) ~ ~ 80 ~ ...r . ! W '" > c( a: 60 I- u. 0 w ~ I- 40 e z c( -oJ a: w > 20 0 .9' =- .iJ_5 0 Where: C = Runoff Coefficient L = Overland Travel Distance in feet S = Slope in ft.lft. To == Times in minutes . . :: en" I s: C ., "" ., I'D n -'I. oa ~ 15) This line is the intensity-duration curve 'for 6.0 ~ the location being analyzed. 5.S o. 5.0 ,:J~..., 4.5 - 4.0 ~. '¡APPlication Fonn: 3 5 n , . ij;0) Selected Frequency 3.0 ~. 2.5 il) P6. in.. P248 '--... INTENSITY-DURATION DESIGN CH^RT '" , ~ - ..,:--.,::-:,'..:' '.' ." -. ..'. .. , m - ,.-, ~ - - .. Þ-4 - .. '><"~ .. ~ - - - )ole M 1-1-1-1-1-..,.. .llllli ..' If 1--1"1-.. ,. ,.- M < I-f-+~f + .:..a .'1 15 20 30 40 50 1 2 , 3 4 5 6 Directions for ^pplication: 1) From precipitation MapS detennine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology' Nanual (la, 50 ~nd 100 yr. maps included in the Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 451 to 65% 0' the 24 hr. precipitation. (not applicable to Desert) 3) Pl)t 6 hr. precipitation on the riDht'$id~ of the chart. . 4) Draw a line through the point parallel to the: plotted lines. I yr. * . P6 8 P24 in. 1* 2) Adjusted *P68 3) tc. min. 4) I 8 in/hr. *Not Applicable to Desert Region APPENDIX XI T\I .. 1.. ( TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBANt Coeffi~~...f Soi I Group (1) Land Use A ! C D Res i dent i a I : Sing I e F am i I Y .40 .45 .50 .55 Multi-Units .45 .50 .60 .70 Hob i 1 e homes .45 .50 .55 .65 Run I (1ots greater than 1/2 acre) .30 .35 .40 .45 Conmerci a1 (2) .70 .75 .80 .85 80% Impervious Industrial (2) .80 .85 .90 .95 90% Impervious NOTES: (I) Soil Group m~~s are available at the offices of the Department of Public Works. (2)Where actual conditions deviate significantly from the tabulated impervious- ness va1ues of 8004 or 90%, the values given for coefficient C, may be revised by multiplying 8004 or 90% by the ratio of actual imperviousness to the tabulated "imperviousness. However, in no case shall the final coefficient be less than ~.50. For examp1e: Consider commercial property on 0 soi I. group. Actual imperviousness . 5004 Tabulated imperviousness. 80% Revised C . 50 x 0.85 . 0.53 80 IV-A-9 .,. \ APPENDIX IX-B : Rev. 5/81 ( ... '., f . Average Values of Roughness.Coefficient (Manning's n) Type of Waterway 1. Closed Conduits (1) Steel (not lined) Cast Iron Aluminum Corrugated Metal Corrugated Metal Corrugated Metal Corrugated Metal Concrete RCP Clay (sewer) Asbestos Cement~ Pvc:.. Dr~in Tile (terra cotta) Cast-in-place Pipe Reinforced Concrete Box (not lined] (2) (smooth asphalt quarterlining) (2) (smooth asphalt half lining) (smooth asphalt full lining) 2. Open Channels (1) a. Unlined Clay Loam Sand b. Revetted Gravel Rock Pipe' and Wire Sacked Concrete Lined , Co"frete (poured) Air\ Blown Mortar (3) Asphaltic Concrete or Bituminous Plant Mix c. d. Veg~tated (5) Grass lined, maintained Gra~s and Weeds Grass lined with concrete low flow channel 3. Pavement and Gutters (1) ¡ Concrete Bituminous (plant-mixed) . ..' >'\ "T" - , , , Roughness Coefficient (& I . . , 0.015 0.015 .021 0.024 . 0.021 0.018 0.012 0.012 0.013 0.011 0.015 0.015 0.014 0.023 0.020 0.030 0.040 0.02S 0.025 0.014 0.016 0.018 - .035 .045 .032 O.OlS 0.016 APPE.~DIX XV!, .\ I . '. . ., E....lt f. Brltlr Ind HorlCI Willilms IUnl HANDBOOK OF I j . . ; Table 7-14. Values of K' for Circular ('hannds in tJ)(, Formula I , K' Q = - d~!JS1'.: It D - depth or watt'r d - dialllc'tc-r or channcl : I .00 I . .01 .02 .03 .04 .0.'> .06 .07 .08 .09 _1__. ..- - , .0 .00007, .00031 .00074' .00138, .00222 .00328 .00455 .OOfiO4' .00775 .1 .00967 .0118 .0142 .0)(i7 ,0195 .0225 .0257 .0291 .0327 .03(;(; I) . 04,Ofi .0448 .().I!}2 .0537 ,058,:) .0034 .0086 .0738 .07H3 .0849 ,.. .3 .0907 .09fi6 .1027 .1089 .1153 .1218 .1284 .1352 .1420 .] 4!JO .4 .1561 .1633 .1705 .1779 .1854 .1929 .2005 .2082 .2160 .2238 .5 .232 .239 .247 .255 .2fi3 .271 .279 .287 .295 .303 .6 .311 .319 .327 .335 .343 .350 .358 .3(ifi .373 .380 .7 .388 .395 .402 .401' .416 .422 .429 .435 .441 .447 .8 .45j .458 .463 1.-&68 ...73 .477 .481 .485 .-&88 ..a91 .9 .49.a .496 .497 ..&98 ..&98 .498 .496-.'. .494 ..a89 .483 1.0 .463 ., ,:" . :.a~. : '0 . ..' ""': ., ~ 1 - .' .,.. ... ~(; . : ., . . . 't. . - : 1 , APPENDIX C ( 4 . HYDROLOGY MAP) ....- '. "..- ."'., '..'" [ ~ [ [ ~ ( '" ~ ( ~ [ [ ( ( / A . �k to r X f A 4 ol t,A AL �EXI - nNo OPER' SPACE S EASEMENT PER P.M. NO, 17075 8" DITCH TYPE 8 BROW DITCH! C4 PE .1111I ' Now PER 0 R D-75 N 16*W. 1 E it Now f f___ TF t No woo wow it 4 f P4..- NNW. WOOL- "RETAINING WALL,�R BULL�TA-222 ------ ViiiiIiii PVC 0 1.0% 206.80 IE 2,05-30 ff 20# 70 FS FS 200-96 200 lu 206.80 204.85 ' 45 # 04 P vc 0 1-.0% 011 0. IE 204.60 FL, 199.77 T)TE 8' BROV DiTOi TO 206.40 PER D-75 1 E 204.40 IS ZU4.N FS 204.50 198.76 mono �4 Fill 07,667 Fl. 203 35 PA 207,600 FL 203.35 A tic TO R06.40 10 SCALE. 1 JE 204.09 FL 2 �FL 203. 3 Ic 0 1. 26 1-6 1 0 1. Lix < L4 TW 205.00 TW 205 .00 203.40' IE 201.90 TO 206.60 RE NO WALL IE 203.41 RU 222 sop 2 0 VATE ROAD EASEMENT -Ile 1E 202,4t EXISTING, OPEN SPACE' EASEMENT PER P.M. Nt �5 Ac 2V 20' 7i 2(*.40 TIC 206.50 1 3.83 P IE 203-16 ......... 0 1.0% 45 P ---------------- - EX T. EAS ENT,:TO.SDG&E`, PER DOC. REC. 9-11-90 AS F/P A 203.40 TO ILI IF 201.67- C.O. IE 203.68 43' P VC 0 x kip D 0 lip. 0 10 0 0 0 TG 206 0 1E 20148 0occ) TO 206. 0 2 IE 202-86 Oil? Aes � EXIVNGI SPACE� 'EASN N E0 PER M. 17075 4 dbwgw > -now now# 17*33'23' W 199-93 1 > is IE 189-50 ;6 TYPE 8 BROW DITCH PER 0-75 00 0 190 > MCE R TANT NO SECTION 4215/4217 OF TH E GOVERNMENT CODE REOUIRES A DIG ALERT IDENTIFICATION NUMBER TO BE ISSUED "PERMIT TO EXCAVATE" WILL BE VALID. PER YOUR DIG ALERT I.D. NUMBER CALL UNDERGROUND SERVICE ALERT P d e enc f on TOLL I IAJID FORE YOU DIG RAT1+ gy, c DESIGNEQ DRM _KED DATI N_ H M 'REVISION �APPROVED -REFERENCES, DATE BENCHMARK SCALE- COMMUNITY DEVELOPMENT CITY OF ENCINITAS ENGINEERINGr DEPARTMENT DRAWING NO. QESMP110N COUNTY BENCH MARK NO. PLANS PREPARED, UNDER SUPERVISION r OF: RECOMMENED APPROVED GRADING AND EROSION CONTROL PLAN FOR: _CHIS. so r OC wn IN TOP OF N/k HEADWALL HORIZ'ONT&: T DATE 13Y.- BY. u )knoN -S.W. CORNER EL C AMINO DEL N(ATE W - C.E. NO. 48592 HISPER WIND RARCEL 2 WORK PRWECT NO. SHEET 2 OF EXP, 06-36-2000 'TPM '89-140 ''NL & RANCHO SANTA FE ROAD.. 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