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1997-5024 G/I/PE/VA/EX Street Address 3/&1 , Jjtz/ I} / Serial # Category Qfô-O32 fÞ111U/O£, V , Name Description (qqr; Plan ck. # Year recdescv . . r' 'W Phuoc V. Pham James A. Lare~ P.E. !£eI ~inee~Út! C¡¡¡~any 1 #nO. Wayne W. Wheeler, P.L.S. Dennis R. McCarty, P.L.s. CIVIL ENGINEERING. LAND PLANNING. SURVEYING. G.P.S. SURVEYING July 30, 1998 Job No, 531 REVISED DRAINAGE CALCS OLiVENHAIN SELF-STORAGE 5024-G OillWater Separator This facility is intended to collect low initial rain runoff flows for separation of the road oils from the rain water. Peak 100-year storm flows will bypass this system and traverse directly into the water treatment wetland areas proposed per 5024-G for eventual discharge into Encinitas Creek. The Olivenhain Self-Storage Facility has constructed its driveways, parking areas and driving surfaces with 6" P,C.C. concrete, Therefore, a substantial amount of the expected roadway oils typically generated from asphaltic paving is not expected from the subject due to the use of these concrete driving surfaces, Further, the entire driving surface area drains to the most westerly end of the developed site which allows for the installation of oil/water separation facilities and water treatment wetland facilities in one location. In accordance with the California Storm Water 8est Management Practice Handbook (8.M.P.) Chapter 5, Pages 1 and 2, the suggested design frequency storm is a 1-year storm, The paragraph reads as follows: Design Storm Size: It is commonly thought by those unfamiliar with urban runoff quality management that design storms for sizing water quality controls should be the same as those used for the design of drainage facilities, This is not true, The damage done to a receiving water by the pollutant wash-off of a 25 year storm (commonly used to size a drainage system) is inconsequential to the potential hydraulic damage. Of concern to water quality control are the small frequent events, smaller than the 1-year storm, that carry the vast majority of runoff and pollutants. There is little or no incremental benefit from sizing facilities to treat the extreme events. The Home Depot oillwater separator system as installed was designed using a 2-year, 6- hour frequency storm because 1-year frequency storm tables are not provided in the County Hydrology Manual used by the City of Encinitas. The Home Depot facility collects Page 1 of 3 5708 Calzada Del Bosque P.O. Box 9661 Rancho Santa Fe CA 92067 6197569374 FAX 6197564231 8 8 r ' .. this initial flush of oils and pollutants from a large asphalt parking area which experiences heavy daily traffic use, Therefore, the amount of first flush oils and pollutants from the Home Depot site is expected to be well in excess of the oils and pollutants that will be generated from the Olivenhain Self-Storage site due to the concrete driving surfaces and an Average Daily Traffic count far lower than that of the Home Depot site. For the purposes of the design for the oillwater separator for the subject property we have used the 2-year 6-hour precipitation storm which was determined to be 3.3 CFS from previous calculations, ie: OZYR= C 1A where C = ,85 12 = 2.25 in/hr and A = 1.75 AC therefore O;ý(l..= (.85) (2.25) (1.75) = 3.34 CFS The intent is to capture and treat the runoff from the first ten minutes of rainfall. Therefore, the first 10 minute runoff of a 2-year 6-hour storm, from previous calcs, attached hereto, is 1 ft3/sec. Therefore the oil/water separator should be designed with an inlet capacity of over 1 ft 3/sec and an outlet capacity of over 1 ft 3/sec. The separator is proposed to have a 6" diameter outlet pipe which will drain into the treatment pond. From previous calcs, the peak carrying capacity of a 6" P.v,C, pipe is 1.1 CFS. This therefore meets the design requirements of the facility. The oils and pollutants will be trapped in the oil/water separator by the baffle wall installed in the modified Type "B" inlet as proposed and shown on Grading Plan 5024-G. The oil/water separator is to be constructed of a 5' Type "B" curb inlet per SDCRSD No. D-2 and modified as shown on the attached sheet to include a 6" thick baffle wall. Assuming a 3" headwater depth at the curb inlet opening equates to a carrying capacity of the inlet in a sump condition as follows: At 3" depth of water at inlet with a 10" high curb per SDCRSD D-2 the capacity of curb inlet = .5 CFS/foot of opening, Opening length = 4' therefore capacity = 4 x ,5 CFS/ft2 or 2 CFS capacity, 2 CFS > 1.0 CFS required, therefore OK. The outlet 6" PVC pipe will control the flow characteristics through the oil/water separator and will set the separator capacity at 1,1 CFS which is in excess of the 1,0 CFS first flush storm water runoff, The 0100 flows to the oil/water separator as determined previously are as follows: Page 2 of 3 , , ~ 8 8 0100 = C IIOO A where C = .85 IIOO = 4,9 and A = 1,75 AC Therefore 0100 = (.85) (4,9) (1,75AC) = 7,3 CFS The flow through the oil/water separator is 1.1 CFS therefore 0 into treatment pond = 0100 - Ooil = 7.3 - 1.1 = 6.2 CFS From previous calcs the depressed concrete curb length = 13.5' and is to be depressed from 6" to 3" high as shown on the revised plans, This will allow approximately 6.2 CFS to pass from the parking area directly into the treatment pond. The total flow into the treatment pond for 0100 is 1.1 CFS from the separator and 6.2 CFS from the parking lot. The outlet spillway from the treatment pond should carry 7.9 CFS according to our previous calcs which exceeds the 0100 of 7,3 CFS therefore it is OK. Based upon our proposal to install a 5' Type "B" curb inlet, the depressed concrete curb and the treatment pond with outlet spillway as reflected on the revised grading plans (5024-G) the 100 year storm flows from the site can be adequately handled onsite, Additionally, should these facilities be constructed as proposed, the first flush oils and pollutants created onsite can be adequately contained within the oil/water separator as directed by the California Storm Water Best Management Practice Handbook. These facilities as proposed are ther e dequate for these intended uses. fi7TACh'"AAE7v/S C:\DA T AIGENNOTES\531 OIL. WTR Page 3 of 3 I . . . . . . . . . . 1., ':-4iT AC#//lF/l/TS I, FRo/i,f .6" ÐtfPoT SPECIFIC 'il . PL84 , . ~ / ð{? 8 O¿/I/ENHAIN SeLF STORAóé SITE \ \ \ \ \ \ \ -... - 18d- - - 1 tJlJ&. ---=-- tJlJ&. 2 zs....... 0.-_.- 21.9- 3 IU"'" 0.-_.- 11~..... 4' ~.II\1I'It- u..... leu..... 0.-- e.ø..... THE HOME DEPOT Encinitas I CA Exhibit II-I Master land Use Plan fI9 !I/IJlIUII J ~ I ;' ." i -- . ~ r.:-:-::, ¡-:-:.--:¡ r-,-! ! . l i , " .1 COUNTY OF SAN DIEGO. DEPARTMENT OF SANITATION & 'FLOOD CONTROL "" '- 45~ '. )0' IS' . , '. .. '. \ -' ~ 338, 45' . I E'repa...d by I 0,5, DEPARTMENT OF COMMERCE NATIONAL OCEANIC AND AT~IOSPHERIC AD~I/NISTRATlO( SPECIAL STUDIES BRANCH, OFFICE OF HYDROLOG\', NATIONAL "'EATHER SERVICE , ,. 301 ..,." "...' .~ 0:> ..... ..... 1 :Þ I CD 1180 li5 I 30' 151 11]0 1~5 I 301 151 1160 - /..- COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION $0., FLOOD CONTROL L:.;'~ r~':J:,', r:.~ rl .. :t'~:~1!~f\i':, ',::,~.-', ~ . '", " i_.; ;:i ...-,~ t." J ~ '. .-...! ~ . ,0," ,~;=:l r....-¡ '.. ,l k'~,' J ;:,.';. ::.] "::::~J , '. ,', r--\ "- ' . .! J" .,i 338,. . ,. -;. -oJ , .. , .. ;<'~ - ., , . -.~ 30' 15' .' 45' P~p~..d 'b,.' ,"- . :.' U,S. DEPARntENT OF COMMERCE . HAnONAL OCEANIC A..'fD ATI.IOSPHERIÇ ADw:-tISTRAnOH SPECIAL STUDIES BRANCH. OFFICE OF IIYDROLOCi\'. IfATIONAL WEATHER SERYJCK . I' . ! 30' H H I » I N IIBO", 1.51 , :;~':~\'::;,~;:~:~1~~'ii~\'\:'\ 301 ' 151 . - , .~; . ' ' , .,' ',.'1.\. I ibo . '1.51 30' . , . - -. . - - -. ~ -. - :---'---:" >cJ - - . ~2 ~ -- >< H '" - 111111 .,. Directions for Application: ~ .- 1) From precipitation maps determine 6 hr. ~nd 24 hr. amounts for the selected frequency. These maps are'printed in the County Hydrology Manual (10,50 and 100 yr. maps included in tt Design and Procedure Manual), 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65Z of the 24 hr. precipitation. (Not «rrlicable to Desert) 3) Plot 6 hr. precipitation on the rioht sijlt of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. *Not Applicable to Desert Region ~ 7-"--- H <: - 0-__' . ... "',1 ~ 10 15 20'. .' 30 40 50' 1 ' 2 ,. 3 4 5 6 Hntl rs - .4. f),.., \~~ APPENDIX XI . IV-A-14 Revised 1/85 INTENSITY..OUMT!ON DESIGN CHART -,._,..,~,..,."".,.,. .1.1 I.I~"'. ~ ËI~EL~~:~:~_""'~"-I. 'CI ~,2 H x X I 1-'-.1-'-1-1-1..0-""0.11-1 "'.".0- .,,~'.'. -0..'-1-'. -~'-"""'."'.'- , .> 3) t :; /0 min. c 4) I:; 4. 9 i n/hr. U\ ~ *Not Applicable to Desert Region ~. tb- APPENDIX XI IV-A-14 p",,; ",,(] 1 Inr ',' -..< --' r--A 8. .- Mð~'O (0 of 8 ----- , I ~'M'anh,jje frame and ~over see rawing M-2 M ~I .(' .... G",P,Jl.c. 1/ 4 n d ' r" ~ aroun opening Transition to normal I I . / curb height in 5' ft. I / on bot~ sides unless ~' otherwise noted I ' t - 1 )\1 -ðAFFéL WALL )j I ~ /:-- --L. - M'" I I eo2.J ./:i ----- IÉ fÕI,9 OVTt.l:T i\. .... , '" Galv. steel angle continuous and protection bar. r See drawing 0.12 4Lf @õ C .. C Curb Line ~.. radiys ~.IT ,," T 4- ---- l..-A PLAN 5' 8¡(5J roc. #4 8/'.!' r.C. .. P' ;,. . -"--'--" , , It) n) ~"l '!L~ 'P',: .. ~TL (p" ". - .. '. ~ . . -~. ..,.;.: ,-.-, I 4'. 0" .1 T l::- J.--/.5' SECTION A-A y::4' JTL ,.. SECTION C-C NOTES: 1. See Standard Drawings 0.11 & 0.12 for additional notes and details. 2. Types art designated as follows: (no wing) H, (one wing) 8-1, (two wings) B.2- 3. Exposed edges of I.ontrlte shall be rounded with a radius of 1/2". 4, When V exceeds 4' steps shall be installed. Sit Standard Drawing 0.11 for details. 5. Contrite gutter to match adjacent goUln. &, An expansion joint shall be placed at the ends of the inlet whert the curb is to adjoin, 7, Provide 1/4" tooled groove in top slab in line with back of adjacent curb. 8, Surface of top slab shall be sidewalk finished to drain toward street at a slope of 1/4" per foot, 9, Maintain 1 1/2" clear spacing between rainforcing and surface unless otherwise nand, LEGEND. ON PLANS 15' Type B.l inllt fT1-, ~ RECOMMENDED IV THE SAN DIEGO REGIONA~ STANDARDS COMMITTEE DRAWING NUMBER 0-2 CURB INLET - TYPE B Revision By Approved Date Notes. PS. 7-7'9 Referance 11( .ð. /,,~tZ Rebar ~ð. ~ Dash line ¿J, I-f. 7-88 SAN DIEGO REGIONAL STANDARD DRAWIN9 C14./t? ~ ~. Ins ~ II.C.(. 191111 0.. " . ' '",' . , , 10 8 48 7 of tj- :!i i¡ , OVERFLOW W 6/1< DEsIGNS F~O/l1 TR£f1.T)4 EN T PéJAj Do- : aloe) :: C-L~ /1 ~ é, 8S){ '7', 'lXI. 7S) = 7..3 cis ¿¿/h-er<::' c =0.8S- -hr CcJh?flìé3-rC/a/ cb ve/CJj/fi7cn t !;r C<-. broC(d- Crested W€/r Q.: C L H ¥z. , C :: Z,70 (k./;z;}s.. ~b/ ~ S-3) Q = (2. 70)( ~-: 0 ):". 7 ) Yz, (Q7TC1Cj,ç:d) -= 7 9 c¡:.=- > 7. 3 cf.$ O/é- - - I SO,7 :'Jc; . , ~ 0 5 I ~o ,0 , .c 0 ) ,Th'Rf.I Cu¡eß AT INLET .ßOX: ; :: !I , ---- ----_o----__n_:IT-__---_o_------------------ - ----- - -.It-___QoVer'f/o'-V-_::-_--qloo -=-cZc::porof-o,- --'------- -- - 0 !' I 0 -- -Un ----- --+~o_--- 0__--0______---=_7: 3_(;'¡~--~--I._l-cl.:; _0 __n_;;_--- 6" 2 c.¡s_-------- --- I ./ L = 13. S- ' 1 ' , OoZS-'~ 1 ~'\ ¡--hot>' í r' - ...Q.-;;:.CLH v~ I I C ~ 3. ¿,8 *L~C)iH % I /NLe-r 8ox I H:; (). 2~- I " -- (P,2/ -%. L --1 -... /(3.tøa){o,zs) , - - I .De.:s131'7 cc.¡rb depn::.:s.s-/on lor /OO./,eor S-70rrn .../YJ¡nu s: -¡Iou..; .acce¡okd by - 0/1 :S<:2?o;""o-/r;r: n______----- -, _u_------- -- -- -------- " '.'. . , .. , I ," I 8 8 ð6F8 WEILAN D_r3IiA_L/fd£LLT D.E.Z£"~.?lÇ2~O-AI.D__- --------- --'- ---....- --'------------'------- ---"p-.. '- -----__n--__--...------------------- ....---------- ------ -... -' The w._e"floa..d__-freafment dé!fertt/DI1_¡;.onci.;,s 1-0. be "s;'zed +0 delQ/n The f;'rst /0 rn//IuTe rC/l?off of .-. fhe:: :2~-/-Ç5t)~.1 ¿,- hDurSTorrn.TÁe /O/Y)/l7uf-e. _0- run olf_cu/ / ¿ be re/eClsc:,d ._£r£?rn__rh_e__?orJ d_-I-h ru.. njn¡'¡,liro'fio~ of The?o~'1.d ÞaitoJYJQr.é'£¿.- Overflow "in c::.x-ce.SJ' 0 f the 10m/oCAte - t/t)/uh1e 61//// /;e ... c/./sc.Äac!}c. d fro,;y¡ fhé! .fJor;d b77:he VJ_r= of , ... a... VJ ~I r . \' __Iofq I_volvr'r) dO f /Q-~ÞrJ.l~J..A f-e f¡'r:;t_I/!.A..$b /~2x20_--t6 3 I ---0 Pond..dep-fh +0 be 2.4s: Wé1//5 of po/?d 1-0 b<:; s/C)p~d err 2:/ B..Ll. / I I .n olTOrn d;'rl")(2/J s/Ol? S ~ -¿:,-~ - 5 )i 8 '.. --- --... - ------Vo/Ui'Yu:._-Ç)_£__L:)(J'1_d -~-~_ZO--tt:__2__3r2o_--f:£~_-Q~- ------ f . -- - - .- -- n --- ...--- ------ --- -------- -- --_h__. --- ----- _n ------- -.. - ----- - -....-. -- -"-__h____- - ----- ---- - ..----- - --------------------- _, I~ - no_- -------- ,-- jI I!' ,NE1L:rI2.ÆTLt2N RA r,.=:- o£ßo7rONf AREA OF PðN D : ii '! ¿¿s.<=-.Dnr~/I~ Ef~ ~: Ak ~ ---- ------------w)u:~L~A -= /70 -PI::. 1:. --- ---- 0 - - ---- - -u_-- -------~- -- <tf,_.8--2_£j;/dCLy-_L:s~~~ii~chc:.d_SÇ_S..1~fyrc_c_/c;ss lis-: .. --- -- ----- -0- -- ---- Gf.,----=--.L.---------- -~----- --.-- --.------ --.. ----- -------------a:: (/z..Q~')(~J3_ZÆ/-d.ç.-7;(I) -= ~Z8~p.-Y -------- :J -- - ---------..-- -.:j;>-_rim_c:...._-fo_£~ ~-----=-- 570 +; ----::---! -do.y--- - -------- . -- --------------_U"-------_--_h_- 5_?f!_~)1 - - ~--- -.-- . , . ' . ... . , . . If. ., 8 /~F ;!. 3> 8 DESIGN FOR THE TREATMENT OF ON-SITE RUNOFF FOR OLiVENHAIN SELF STORAGE GRADING PLAN NO. 5024-G . '" , -, J. .. I 8 8 ¥Z3 DISCUSSION OF DESIGN PARAMETERS The project site is within Planning Area 4 of the Home Depot Specific Plan, The Specific plan calls for projects to provide an oil/water sediment separator along with a wetland treatment system to mitigate harmful pollutants such as landscaping fertilizers and pesticides, Please refer to the attached pages taken from the Home Depot Specific Plan which discuss these objectives. The source of these solids and pollutants will be the building and paved surfaces of the site to include the on-site landscaped areas. DESIGN APPROACH The first task is to remove the oils and silts which will be washed from the paved surfaces during rains. This is a relatively small site consisting of 1,75 acres of drained area. Due to this small area, the first ten minutes of rainfall would be adequate to flush the contaminants from the site. This "first flush" treatment approach is discussed and advocated as part of the Home Depot Specific Plan and was employed as part of the Home depot site development. The following design is intended to capture and treat the runoff from the first ten minutes of rainfall. The 2-year, 6 hour storm was selected as the basis for this "first flush", The wetland treatment pond is designed to retain this same "first flush" volume. Treatment for this runoff volume is adequate for the site due to the very small areas of landscaping which would carry the potential for fertilizer and pesticide pollutants. The evaluation and design of overflow runoff of the treatment systems will be based on the peak flows for the 100-year, 6-hour storm. letters\oliven.stu . . ". ',". ,FROM HOM£ D'OT SpeCIFIC Pt.rJN 8 3.'¿::Z3 fØ.øN1 t18U'~ I I I I I I I ---Þ- sufficiently to eliminate the risk of flooding the structure and parking lot. The finished floor elevation for the Home Depot pad is to be 92 feet. The parking lot elevations will range from 92.0 feet at the building to a low of about 83.0 feet adjacent to the wetlands area. Parking lot grades shall be kept as low as possible while still maintaining sufficient grade to provide positive drainage to the creek. This will reduce to a minimum the amount of fill needed within the floodplain area. A portion of the floodplain will be excavated to provide a more suitable area for wetlands revegetation. The excavated material will be used to raise portions of the parking area above the anticipated flood level. 3. Nuisance Water Treatment Commercial development significantly alters the characteristics of storm runoff. Large paved parking areas collect motor oil and other products associated with automobile usage. Landscaped areas contribute fertilizers and pesticides. The accumulated impacts of such contaminants can have a detrimental effect on downstream water courses. Other less harmful materials such as silt, sand and ," ash tend to be transported more quickly to natural water courses across the impervious paved surfaces thereby adding to the problem of siltation of the stream beds and downstream lagoons. There are two basic objectives to be met. The first objective is to treat the runoff from the Home Depot site to remove harmful pollutants. The second objective is to minimize the amount of silt and other solids which are deposited in Encinitas Creek as a result of the project development. Control of silt and other solids is a two-fold problem. The first occurs during construction when grading is in progress and the ground has been disturbed. Construction related silt will be controlled through conventional desilting basins, silt fences and sandbagging. Also, grading is proposed to be performed during the drier season of the year. Long term control of silt and debris from the developed site will be accomplished by the use of oiVwater separators in conjunction with a routine parking lot maintenance and sweeping program, The oil/water separator system is designed to protect the adjacent Encinitas Creek from the "first flush" storm runoff which typically contains oils and other deposits from the pavement and other hard surfaces. The system consists of oil interceptors similar to septic tanks which separate the oily substances from the water. The oily residue collects in the upper portion of the interceptors and is periodically pumped out and removed to an approved disposal site. Sediment will collect in the bottom of the interceptors and will also be pumped out and removed. An oiVwater separator is illustrated on Exhibit 11-9. 11-16 sp~. -, ~T. . cßF Z 3 , ", FROM IfO,J/lDéPoT SPECIFIC p~ . \ , , J . I ," to ---- First flush flows and other minor flows will pass through the separators. Treated effluent from the separators will then be routed to a nuisance water treatment wetlands area for further treatment prior to entering Enclnitas Creek. These wetland treatment areas will contain marsh-type vegetation which has a capacity to treat contaminants In the water. A typical nuisance water treatment pond area Is'shown In section on Exhibit 11-9. The FreshwaterlBrackish Marsh plant palette Is described In Chapter III, Section C. Larger storm runoff volumes will bypass the olVwater separators and go directlY to the wetlands tre~tment area. Concrete overflow weirs are provided for major storm flows which exceed the holding capacity of the wetlands treatment area. ' . " F. OPEN SPACE The Home Depot Specific Plan consists of approximately 55.4 acres, of which about 44.3 acres or 80 percent will remain In some form of open space. The open space system serves two primary functions. Arst, It aets as an aesthetic amenity to the community. Second, it assures the preservation of significant environmental habitats. Open space areas have been divided Into three categories within the Specific Plan: Wetlands Open Space, Upland Open Space, and Refined Open Space. Open Space locations are Illustrated on Exhibit 11-10. 1. Wetlands Open Space The Implementation of 'the Home Depot Specific 'Plan will result In the preservation of approximately 17.9 acres of wetlands open space. The . wetlands habitat which occurs within the Specific Plan area is a result of the Enclnltas Creek drainage system. Within the' Specific Plan approximately 11.3 acres of wetlands open space Is located In Planning Area 3 and 6.6 acres Is located In Planning Area 4. For further details regarding the wetlands area, refer to the Wetlands Program described in Section D of Chapter III. 2. Upland Open Space Areas designated as upland habitat open space within the Specific Plan area are located on the west- and north-facing slopes of Planning Area 2, and the north-f~clng slopes of Planning Area 4. Approximately 25.3 acres will be placed in 'open space easements as a result of Implementation of the entire Specific Plan area. This will include 23.9 acres In Planning Area 2 and 1.4 acres in Planning Area 4. These open space slopes consist primarily of Chaparral vegetation. II 11-18 '\ " FI<OM Ht7UAt:>£PoT SPEC/PIC RA~ 5øF23 1 " N~ Fr~ -- -¡- -- 5 ft. ~ 6ft. 0 Capacity 1,600 Gal, AsSumed Aow-650 GPM -1,5 cis Plan 8 ft. " Section End Typical Oil/ Water Separator Prepared Soil Flow Through Pond Section Nõt to Scale NUISANCE WATER TREAIMENT . . . , . , . . . . . . . '. ,.......... . : The: HQl1le .Depot: : : ::Encinîta:s~CA':::::::::.::: .:::::.... , Exhibit ß-9 æ .~ THE ~ AUSTIN ---., H A N S E N -..:..c'_- G R 0 U P . . . . . . . . . ;;¡;¡¡¡;-- ... - """"'- . . . '\' " FROM.OM¿:- DEPtJT SPirC/F/~ PiAN bð¡:J"23 I ,. should be maintained at an elevation that promotes flowage and reduces back-flooding, The flooding that has Occurred In the past in Planning Area 4 will be reduced by the dredging beneath and just upstream of the EI Camino Real bridge, The project applicant for Planning Area 4 will be responsible for maintaining the channel on-site along the frontage in Planning Area 4. b.) Wate( Qualit}! . Sedimentation of Encinitas Creek: (1.) An erosion control plan shall be designed and Implemented for Planning Area 4. The plan should be prepared by a registered civil engineer and approved by the City of Encinltas. The plan shall Include all necessary erosion control measures, and monitoring shall be done before. during and after grading to ensure that the necessary measures have been implemented and are effective. The on-site erosion control plan should be revised as necessary to ensure that It Is achieving its purpose, (2.) All grading should be accomplished during the dry months, from approximately April 15 to October 15 unless a specific erosion control plan and program have been approved by the City Engineer and Director of Community Development and all necessary erosion control devices are in place, The grading periOd may also require alteration for the protection of sensitive species. ' In order to provide the most protection, grading should be completed by mid-summer so that areas to be planted may be established prior to the rainy season. The fm for any surcharge operation may remain in place during the wet months providing proper erosion control measures are provided as required by the City Engineer. (3.) All erosion control measures and devices m.rst be periodically monitored after project completion to ensure that they are In working order and are successful. Defective and/or damaged devices must be replaced, Monitoring and maintenance should continue throughout the life of the project, and if ownership Is changed, the new owner must be notified of these requirements and must agree to continue the monitoring and maintenance. A covenant to be recorded with the property title will alert future property owners of.these requirements. (4.) All graded and cleared areas must be revegetated immediately upon the COmpletion of grading. The fill used for any surcharge operation, as well as exposed slopes, should be immediately reseeded with a suitable erosion control ground cover. (5.) The future development of Planning Area 4 should include an oillwaterlsediment separator system and nuisance water treatment wetland area similar to that planned for Planning Area 1 for any area of development adjacent to wetlands that will drain toward the wetlands and/or creek. It should treat all runoff from Planning Area 4. 111-63 I '0 FROM8/fOM¿=- LJéPt;iT SPéC/'C 7r;F23 ~AN c.)~ . Indirect impacts from water quality degradation: (1.) Grading should be restricted to the period from April 15 through October 15 to minimize the Indirect Impacts of erosion and sedimentation on biological resources unless a specific erosion control plan and program have been approved by the City Engineer and Director of Community Development and all necessary erosion control devices are In place, The grading of the upland areas should be limited to late summer and early fall to avoid conflicts with the California Gnatcatcher breeding season or as directed by the U.S. Ash & Wildlife Service, (2.) Temporary deslltation basins and standard construction sedimentation control measures should be Implemented to prevent siltation of Encinitas Creek. Èxposed slopes should be immediately reseeded with a suitable erosion control ground cover after completion of grading. long-term sedimentation and water quality Impacts should be addressed by ensuring slope stability, adequate slope drainage systems, and effective revegetation of exposed slopes. (3,) An erosion control plan approved by the City Engineer should be . implemented, . Wetlands impacts: (1.) The area south of Encinitas Creek In Plaming Area 4 indicated as developable in the Specific Plan Includes approximately O.2-acre of wetlands. The northern limit of the developable area should be scaled back, at a minimum, to the wetland'boundary. (2.) The designated developable area south of Encinitas Creek includes approximately 1.3 acres of steep slopes. It is recommended that the uses of the steep slopes be restricted to those which do not require grading or exposure of the soil. (3.) A nuisance water treatment wetland similar to that designed for Planning Area 1 should be constructed and maintained for any development in Planning Area 4. It should be designed when development is proposed. (4.) The degraded wetlands should be used for buffering the existing wetlands. (5,) If the developable areas are not reduced as recommended in # 1 and #2 above, mitigation for the loss of wetlands within Planning Area 4 may require off-site mitigation. 111-64 . . . I I I I I I "., I,' F!<o/t/ Até DePoT Spec/PIC Ikr'!.','~~ J "" - '" 1- .....' /' 8dF23 P.8N OlI1/6NHA/N Sét..r STORA6t£" SITE \ \ \ \ \ \ \ \ \ \ \ ~ - Land 11M - - 1 f.7 AI;. - ~ CenIor f.7 Ac. 2 ZS,9 Ac. 00Ien -- . - ZS,9.... 3 11.3 Ac. 00Ien -- - - 11.3 Ac. 4 1Q.SAc. ~-IIhI-- UAc. 00Ien -- 1.0 M. THE HOME DEPOT Encinitas, CA Exhibit fl-! Master 'Land Use Plan EI9 !IIII/IUII J ~ . "" f,' , " I Ii! ----~--------------~ 'W_-----....... 8 ß,c2~ 8 OIL ~PA RA TOR. .sIZING jDES/6.,V SIZE O/(.. SEPI1í<¡c) ì?J/2. To /9CCOMOOI'9TE THE FI.t?sr /0 MIA/ViES OF 77/E Z-YI< (a-HR. SìORA4. "I U..JE' 77-IE COV/!/7"Y OF S/fN D/E6CJs SI/-</9/6//T a/vii /"/)--'£)1<',)6£/'9,£))/ .~ .Þe'TE.c~..-1//Vg 77-I/s VOLc.//V16" /}¡'JI,) Pc:"AK FLOv/. Qp ¡~ ~ & = /. Ú 7 tp '4ofq / ~ q, fì .: 0. 4 ¡~)(¡. 7 S 1Ic)( 43.1 5'(0{) -Pi!') 10. 088 -Ci ì - 8 858 -Pt ~ l- /1" -; / = 328 c,1". q p~ ~ ~. 3 c-f! s / - 2 Vp T:..r - Qp~ é 2 ) (. 37S-t 8.1 858 -r-i 3) = - 3. 3 ~/~ec 33. S- /?'?';', Q/o /C) :::; t¡o Q...p -t~ _(10 n1/n) ( 5. 3 -ft /see) 33. 5" 11?1~. = j f6 /sec V aloe 610 /0;: 1 2 ~ (J ft; /s e,J( IOn¡ /~)( &/0 :,~ C j ,,3CO -{i 3 2- - ~ Z 45" "qOfls AU1At.tBRA FOUNDRY t.tOOEL A-1494 t.tANHOLE FRAt.tE Ie COVER v"TH INSPECTION HOLE, OR ÈaUAl. ADJUST TO FINISH GRADE. PRECAST CONCRETE RISERS AS NECESSARY TO REACH FINISH GRADE. " 8 , " I- 8'-0. -I ri"---¡ ~68 OUTLET I I I ~ I ~I L L~L___J PlAN VIEW I . N " .. 1 SLOT 01 . 4. X 308 , ~ ~ - . 0 l~ J I in ~~ L INLET ELEV. PER DATA TABLE. CJ . " INLET 'f . ~ N I in ---1 28 X 68 REDWOOD SLEEPER SAN AND OIL INTERCEPTOR TANK TO BE PRO-CAST t.tODEL 8PC-SG-1500. t.tODIFIED AS SHOWN, OR EQUAL. t.CODIFICA TlONS TO BE THE DELETION OF SAt.tPLE BOX, USE OF 88 INLET AND 68 OUTLET, AND USE OF' CIRCULAR RISERS. TANK AND t.tANHOLE RISERS TO . BE DESIGNED F'OR H-20 LOADING, INLET AND OUTLET OPENINGS TO BE CORED AFTER l' RISER IS INSTALLED. 1.500 GAL. PRECAST SAND & OIL INTERCEPTOR TANK 8 1t1()f?~ . . .?/ , I I , " ./: I ,I " I 'I ,I 'I 0 --'-- I 1 I (28,91 SF) I I I L____~ Ii I' END VIEW ,¡ ¡.j (! Ii "~"--- -" - ill '. ",,' .' 8 I ., - - - - - - - - - - - - - - - -- - - - ~ . 8 /1t1p ,23 /i/ ¡hcJ /'01., 'I--h e all separa -10 r -fa/? /.: co /? hold af>l'rox, I.- .5"00 JYCi"/s-, /-1 can 'pro ces s . ,I,' I / (! -r / ""/" ap¡:;/'ox/h:1Qìe,)/ . c.::-s, / n ere ¡,)/"è) /:;J/"7 C ~ 5:'00 -:}a// On --j--¿¡./}k: C-ù,,// be odet'--'of.e tf, hC?líd/e The pee/K. /0 !?-?/nu1-e rC/I7CJff, C/}LCU¿J9 713." SIZE O¡:-' CONT,Æ:.¿¿ OUTL ET PIPE To /HE 0/ ¿ -::- .r- 0.1"1, r.,:' /': ~,"'\ I::? .,- .....;..or¡-"7/,N/V,,_, I-ltJU/ /é?o~/r;"", /r; I e.-t , hox ....... I or::> be? 0;0 ¡o ~ I c {..s . Manning Pipe Calculator Given Input Data: Shape. . . . . . . . . . . . . . . . . . . . . . . . . . . Solving for ..................... Diameter. . . . . . . . . . . . . . . . . . . . . . . . Depth ........................... Slope. . . . . . . . . . . . . . . . . . . . . . . . . . . Manning's n ..................... Computed Results: Flowrate ........................ Area ............................ Wetted Area ..................... Wetted Perimeter .........,..,... Per i meter. . . . . . . . . . . . . . . . . . . . . . . velocity....................,.,. Hydraulic Radius ""'" "" .,.., Percent Full,.................., Full flow Flowrate .............. Full flow velocity.............. Circular Flowrate 6 .0000 in ~ 5.8000 in 0.0200 ft/ft 0.0100 /' USE 1 Ú /)IA PVC PIPE 1.1017 cfs - 0.1963 ft2 0 . 1943 ft2 16.6463 in 18.8496 in 5.6687 fps 1.6812 in 96.6667 % 1.0316 cfs 5.2538 fps Q III -----~---------------- . ',' , 8 8 /21J¡:: 23 . , '.' I ' ::SIze INLET BoxEs To BR/Néi FIRsT /0 MIN. RfJ~J()FF 70 aiL- 5òP,c;/¿A 'TOl2 5 ?eat /0 m/nu/-e +'/oUJ = / c-ls 19 SS c'¡ Ir) e 0, Z 5 iðù t 0 I c.,lja -I~, Qve r /17 / e. -t q rQ f ~ , '-'" /) 8 ,I ¡- I I r: . ~5e roo/( -,-"Iet Dox /v'). /2/2 /"' J " . . c..-7 rC1 Te.. i"../ /I"YJ e n :s /:;) h"::; : 1111111 IS> /s /I From of/ached inleT d/schorq<"".. qro~h: v '-" , p;: 2 (;, zs / ;x I. 2 :;,- ) ::; .s--It Vse 0, S x P ~,.. C/O83/'y h cl::.iel"')<"~:2 efleci/ve O/':;;"c;-(, ///;ermlS -t-erø y C#ect//~ P -=- 2. S- 'It .'. retv/re,d d/scho~e tel': fOð t tJ f e flð:. t:/ve: ¡Der;m(!;t:er == / c-Fs /2.S it o. 0, 40 c-ts /-PocJ-t rh/.s 3ro te. U/,'/ / accef't " ;I :. /~- ~ IS- IYJ/e f 0, 41- c:/ s ¡:; e r k t (tOH1 c/x;,-t) OK- rof-a/ Inlet Co¡:;âC/~ (), 1~ ~ /. Z~-1.x4 .::: OZ, 2 c{.s OIL -.:.~ " .' " , " Curb, " ~rn(B( . --f LENGTH (l~) f- P.2B+LII A.. AREA OF CLEAR OPENING IN GRATE TO ALLOW FOR CLOGGING DIVIDE P OR A BY 2 BEFORE OBTAINING d. WITHOUT CURB P.2CB+lb) I- LLJ 10 LLJ 9 u.. Z 8 7 LLJ 6 ~ a:: 5 <.:) a:: 4 LLJ > a 3 a:: LLJ ~ 2 == u.. 0 - 1.5 ~ ;; 1.0 I- 09 a. 0.8 I LLJ 3 4 5 6 7 8 9 10 15 C DISCHARGE PER SQUARE FOOT OF EFFECTIVE CLEAR OPENING 0.8 ~ - I I r I ì , r II lilT I .;," - CURVE (AI ..,. ' , - I I I I_lt~ .......' ....' I 1/ I ,/' I d ~ ~ ._' ,; I ' .. (/. /./ I I 17 ì I V ~-. 1' . ff' 11 c-+-y' ~ oj I I I I rHS OVER USE CURVE (AI FOR DEF GRATE LESS THAN O.B T. I I ' i ' I J, ! I I- LLJ 0.6 LLJ u.. Z - 0.4 LLJ ~ a:: <.:) ffi 0.2 > 0 a:. LLJ I- ~ 0.1 u.. 0 :I: I- a. LLJ C 0.1 0..15 0..2 0..3 0.4 O~ 0.6 0.7 0.8091.0 l5 DISCHARGE PER FOOT OF EFFECTIVE PERIMETER 3 2 BUREAU OF PUBLIC ROADS REv. AUG. 1968 HYDRAULIC CAPACITY OF GRATE INLET IN SUMP 12-12 ---------- .-- . ., /3(~¿3 Chart 3 20 d ~ O. 25 - .. .... . . II ~ ---------~---~ --..-.------. ---....... , . 0; .' 8 8 /~p' 23 . " . OveR.FLOvt/ W £//< D£.5/6/J.s F¡:OM TR£A-TUGNT Pé)/'jD : O/t?C) :: C ~ /l ~ é. 8S){ -7. 'V~.>. 7 S) = 7..3 cis I r - :J ,- --hI' ,.Jher('3 ",,- -,0.,"'1- "r --," ,,' ," '"'t./ '/, ~.' u . , , . . '. cb ve/cYéJO7cn t.. hr ex. brOCtd- Crcs.ted ,!./J€,', ,3/ Q.:: C¿H 72. ", , Yz Q = [' /' 7:;',,"// <,:-" /J,{' 7) '- <- ' ~/ , --- , ,,' ~ ' .=: 7. 9 c{.~ > 7..3 cf.s c ;: Z, 70 ():::.1-"'7:; " 1-0.6/ I!? S- 3) /' '-' ' , , --"""") '- /" ,./-/':: "'),.../ Ok... -==- I -1- 0.7 ,',':. J~ .. ,s, l~. . ' '-0 ' J TIIJ<.LI CU¡<'. ß Æ T INLET .ßOX: D~3&n c:.¡rb a'epYc:;?,,::;..:,'i'/,on lor /OO-/eo/ -==-::ir...-y} /y)/I?US f'/OU/ ac::c¡of~(d b/ O"/s<::;¡:;o,r-o;Lor: ~verflo(..<./ -::: í ~'\ Q~CLH .y1.. :::¡, L ~ Oy{; H %. -- (po 2/ .1/z --- /C3.&8){O,Zs) ~ / 3. S I --====0 4/00 - ~<3l"orQf.o,... 7.:3 c.¡. s - /. I c I.:; .:::~, 2 cl's L. = /3. S- : í D. 25' ~ t t2 1~,Z5" r -- - I I C~ :3.cP8 /N¿ET Sox I H (J - I I .:: . 2~ L__--1 - I '\,'" 8 8 /56F23 , " WETLA/vO TREA7/1./1£//T DETE/l.5/:?,I.¡/ ,":::::?}.:D TAe UJsf!o/)(/ -!rc.ofn-;er/¿ dé:fentt'O/î ror;d IS -fa be s/zed +0 de/ain -fhe frsf l't) l1?i'r)(",fe r:.¡'n,-'?':'~ _Î~ , þ¡'¡" ,.a ,,",'-0 /' " .' -¡r'/ I ,-' ¿-/'(;??/ '_::,,-;-; ,?'/r :::;-rorn-:. /I?e Ie; r/J/I?/.Fe rj/7)1~A cu/// be r -1¿~qs"':J' -/;-OYh i-he Fond,' -I-hrv-:. In' .1¡/frr->.....t/O'r> Of ~ie ;"~"~(:i.,..........,,, <..:?/'".'"I.. /)vc::rJlO"1 I. c,.,# I - ¡ ,.. f"(?/ì ,,::) f- ',/ V'r ! - V rl vv ~/; (,' /0 rn"n.-//e ./tJ/:-I)/)C' /r; ,~--,,-,Ce .':~ ,,:' ? /"/// ¿.c . ' Ct. .. ::;c n,::, 0-' I I) ,,'] ",. . -t./ ¡ 1'7:3 r::) r () b;y t-he j~' e ,"') .~ '- Q... C/Je,ir. -r- ...i ;' ¿) / ,:' \'- :' , I " ¡ ') - '-. /'. ". ~' ','e> 1../ , r. r ¡ ../: . ~~ -1,/' -'J i - r- j.., 415'; I~ 3:?o -Æ 3 n...¡..¡.. Do l I (}"..; ('-=1 .. I"ì? e /:;:, i .) r:: I Pone/ c.:i~f"'.'/ì 7õ C!:'- 2... 4S WQ//5 c?l' f../JI/O' 'ì~ be s/oí(}(-=d o.G I I I I I 8 I Ì'J b ("3 5 )t Vo I Un; c :J f' P/),":i ~: S70 ff 3 """. / ¿.../ <' > 3 ..£.1 ~ 00 \ V or:-. - I de:: 2,.45" . ¡ç LIJFILTf;¿¡t:¡T/?/-/ RATE of 130/'T7:..J"/ /-! .~/;;.c t:JP' //0,;',- .. Use. Darc,/,5 £[UC;¿OI7 ,~Jhcre: A.:: /20 ft j( : 1-. 8 2 'Pi/clo/ r::h :: L ê?:A,k~ --.L...L I , ..I : ::sr': .; :7::;':/:-:'::1 ,"; 'r-:: -,: Tex: TT.ÁI'C C k7-"---:' /51.;.! /") /" I .":' " - :..x~:: ~.~ ¡ «:...:J < -: -; '3 ~ -~- /! ~ - -./ "-/' .-", ~ ' /, -,,-. Q ::7' 7ïmc -/'o ¿n¡::> .:::: ^'ì! .c: I " --=" 5 7 8~'-j:~ , 570 it / de>,y 578 -ft/:ky;:: ,,~ . , I \, .,' . .. 8 8 . . " I /{,1F1l3 Såturated hydraulic conductivity K depends on site-specific soil types. It can be estimated from soil borings or in situ tests such as with double-baITel infil- trometers. Such tests involve expenses, and do not always give consitent results. An alternative method is to identify soil types from SCS soil surveys or (prefera- bly) on-site examination, and then to estimate I by association with soil texture. The table below lists average conductivities found in the laboratory by highway drainage engineers and USDA soil scientists. When on-site data are extremely lim- ited, OIÙY very conservative assumptions would be prudent: for a wet pond, assume soil texture with permeability as high as can be found in the region; for a dry basin, . assume texture with permeability as low as can be found. Hydraulic conductivity 1< in! hr ft! day Crushed stone: 4.S1:M stone size; No.3 stone 50,000 No.4 stone 40,000 No.5 stone 25,000 No.6 stone 15,000 100,000 80,000 50,000 30,000 Natural..lJlß: SCS texture c/ius.;;. Sand f Loamy sand Sandy loam Loam Silt loam Sandy clay loam Clay loam Silty clay loam Sandy clay Silty clay Clay 8.27 2.41 1.02 0.52 0.27 0.17 0.09 0.06 0.05 0.04 0.02 16.54 4.82 2.04 1.04 0.54 0.34 0.18 0.12 0.10 0.08 0.04 SIoa8 cl.ala inCcmd (RIIQ H.R. Ccdcrpœ IIId cxbc:n. 1972. GIIiMIüou 10' IIw O"i,1I o{ SlIIuwfau DruiNJ,. S}sú-/o, Hi,lt-r SlrucIWøJ S.C/lQJII, RepeIIINo. FHWA.RJ).3o. WulliallGll: Fcdcn1 HiaJ¡way AclmiNsualion Office 0" K-.ch 4I1d I)cYe!opmau; oød T.b18 2.1 afH.R. ÇodCr¡na.19T1, su,..,..O'aüta,.,IIII4F/QwN.u, New York:Wjlcy. Sail conducliyWca fn>m W.J. Rawla. Dl.. Brakauick and K.E. SU1GR,1982, Esumauon o(Soi! WalCC ~ rr_1itHu ofllw AMuicMS«:Nl1of ""~£II'ÎItun. vol. 25, no. S, pal- 1316-1320 IIId 132&. 75 Water Balance ..' r en I :c 0 c -s "0 -s to n "" "t:I "" r+ 6.0 ~ 5.5 o' 5.0 :::J 4.5 - ' 4,.0 ;;. , App1 ication Form: 3 5 n " ' 4 ¡ 0) Sel ected Frequency 2- 3.0 ~, , '2.5 ,1) P6= /.4 in.. P24= 2.1 .- L ::s ,.:,g ..~ . "r. ,~ I U~"",lrTirhni . -on T'rrlTnmdll'¡~"1'""",III""""lIlIhll -, , .. '64'S Je. '-rr¡ : I I . -. ,}~~~; ~:I~:r.':,i Equation: I ,,= 7.44 P6 D " .', ~.~~I'b':i'r . I " I a Inten~ity (In./Hr.) ~~[':t-r ,=.-,:', I.I~~- P III 6 Hr. Precipitation (In,') 6.. N f" ~I N.. "'to. I 'I I II :f~I' 6 : . Iì'.~ ""IL'~ I 1ft¡, . I'- ' .... "',"', ,!Iii r ' I~ " -', """" r:~:, ~ I ¡{[)-:: >, [:i;! 'ii; 'w ", D = Dur":t10n, (Mln.) , !' 7'-. 'I. .",' N.I.!. r ,.( I I I . I!J ! ¡Ù, . , r'" ';r. ! 'I ¡-Ii.; '1- I I, 11/1"'1 II'lriW ~I'.,,' II' , ,-~.:': ,': ~1:: ,', :' lit! 3. [ffi- f, ~1"~"r' .lH: ~1'~: I~'tffilll'!o '/1::::..:1: :::1:r~J. ,~,I,l' {H. cr- ""/[['/1 'I, 'I f~ 11__,_., ~=i:, ..,.-r'rm ".I:"'" :' j '. 1", I "'!!:'~""~'-""-':,:I."" <,'1¡'r!! ~\~iriy, lIlt ~¡ ¡1:P!mP lil~ ~~~~~::J' 'Li' !!1!1¡l: m) , '-, $~~I IILI' 11' Jh1'Ñ:!h~¡'o - f. 't.~tS:!0 ::1,,:: =:-.*-:tl "~.~~ iill 'f; 11 TIfJ;J¡~'!It 'Itk1- ßìilli. I;. ~~ !iii' :~r1"~r~J. I 1~1' ~¡I'II¡ 1~11~/II~II~/I~~IIIL-lI 1~~Oi: :~~ . 11-""11 '. I. 11I1:1':'01!.. 1 -I. 'II"!:.I 1. ï~.~~-"lll'~>1' 1. tltr~¡,¡~b'lll¡-. ~r. i !If,¡¡:~..j.. j"1-;i RL~i-¡-!IM1I"i I ;,.:'. i'!J~1 9 '-1.+.,_- -f- H I:'\~ IIIII HJ.TtI ' "'I~~)f', . '.,"', '" fiX 1 i ~I~" J I !~11 'I, If. 11':'1: . '- -~.. .. ~',I . ~ I ". . ~ ,"." "i' "." :, ':;" J >,,- I-I ,-', I~: ;:IJI~L~,-r.."I"'f';' !I.- 1f!~I':';." r,~-.~,.:._,-:-:" :" I . - "'!I'¡"':"~~fL"I-;'~t" L-,~I~'-'!;¡'I' .. , - , - .... I ". lit, ,,' '---o-,u':',-, "'~"",', 11I'!!,II:,: -:', ' ::':, ~",':'" ~I'I-Uu." , ~I-'~', '+Þ.~,I,.'I'I;~j!.::¡~' i~.t,.¡._. " " -~~:mu"'lllill'I¡'" '., , ... "¡'~"" . I "It """. ",..'. ',.. -..-1-'... "'~-,I+~ '-~ 7,.( :, ".., ", . ", ".co-""!;; 'j.. l.f'IIII~! I,. "'I"'" " "', -"'o..;..t:Ì-:~' ,~'I'II:!lì ':::","':""0"" ::",' '::::::""""-':-::,' 1tI,~II' -,--- ~" '" ,,- ,.""",.- ."~ ,.. " , .. ..,.."""" , , : " ..: = I:: ," . .. " ,', '. ,..,.. -.. ""'. , "", '-"~""..".. T 'I ~~~Ò~~L,:;:-:: .'. '.. ':,:; ...-1->-" ~.':":;"l :¡I: ' - ------,~_. - '.., o'..Mfa . ',,' , ~- .,-- 0.. , , r- '.. - '. -1- -, - - , , , - ...... CI)o 'CU .c 'U c:: ...., - '~ ,,4.J -.... ~ c GJ 4.J C ,- ~ "Ø ~ t-i >< '>< 1-4 I-f < , >0 , ~10 15 20 Minut'es 40 50' 1 30 2 , , 3 4 5 6 n- --- -...... -.. Hours 2.0 : .5 .0 Directions for Application: - ; 1) From precipitation maps detenmine 6 hr. ~nd 24 hr. amounts for the selected frequèncy. These maps are'printed in the County Hydrolog Manual (10,50 and 100 yr. maps included in t Design and Procedure Manual). - 2) Adjust 6 hr. precipitation (if necessary) so that it is "lith in the range of 45% to 65% of the 24 hr. precipitation. (Not aprlicab1e to Desert) 3) Plot 6 hr. precipitation on the rioht Si~ of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. 2) Adjusted *P6= /, 5 3) tc = /0 min. 4) I III Z,?':;- in/hr. yr. * . P 6 c ii!.J;:, P 24 ------ in. ' ............. *Not Applicable to Desert Region ~ ~ AP~ENDIX XI ()J IV-A-14 Revised 1/85 ... ò"" ".,. ." r.,:-~. ,. ~~ , ,.. ~ ., tcl ..' j .,'j j " .. COUNTY OF SAN DIEGO. DEPARTMENT OF SANITATION & FLOOD CONTROL -. 45~ r . - . " , 30' IS' . " ... ..' \ ./ .. 33-' ., . . . 45' . I Prep.red by I U.S, DEPARTMENT OF COMMERCE NATIONAL OCEANIC AND ATt.IOSPHERJC ADMINISTRATION SPECIAL STUDIES BRANCH. OFFICE OF HYDROLOGY. NATIONAL .'EATHER SERVICE , " .... .... , » , ()) 1 18° ItS' 30' IS' 1 17° 45' 30' IS' ~ '~ N 116o\)J 30' ~""~ "/~.,,, ::.::,"7; .~-'..,...- : , ' .,d ' ': .',',>.:: L-J ç ,:: :..1 L.,,; ;j f ""j :,'~:J .,-..,--, :,,;';';,~ C.i-_,B i,,' J (-i ,~'J .~ ,:,~';.:".J '=:;;~J ~l .:;--.-, IS' . . . ~ . . - .t"t . . COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION ~ FLOOD CONTROL -0 -'i . 30' 330, 4S' Ph"""'" by U,S, DEPARTMENT OF COMMERCE HAnoHAL OCEANIC A.'CD AnIOSPHERIC ADU&'IISTRAnOH SPECIAL STUDIES BRANCH, OFFICE OF IIYDROLOG\', NATIONAL WEATHER SERVICE ' '" ! M .... 1 » 1 N 30' " . 118° 1.5 ' 30' 15' :' .'.. \. '. . , 11]° 45' 30' .'15' 116. . . JNTENSITY,..DUAATiON DESIGN CHART -h".,."". ~ I=Et£EI:IIL:':/.J:l:..,., , tT1 - Š2 H >< >< H ., ,.,.,.,.. ., .,., -'.".M ,. ._-,.+-~. H < :1,...1 I ~ 10 15 20 30 40 50 1 t:1iwL.fes -. , 2 Hours 3 4 5 r 0 I C'\ I :c 0 s::: -s " -s ro n "'" Directions for Application: 1) From precipitation maps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County HydroloQ Manual (10,50 ñnd 100 yr. maps included in t Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not ùprlica~ to Desert) . 3) Plot 6 hr. precipitation on the rioht side of the chart. min. ~ ~. ~ ~ i n/hr. *Not Applicable to Desert Region APPENDIX XI IV-A-14 D~H~ ~~..J , Inr- ,< .',' i~ -'--- - r--- ' - ' - -" -. -" -" -' '-----' ,- COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FLOOD CONTROL' P,.paf4 b, U.S. DEPARTMEN r OF COMMERCE , NATIONAL OCt:A:'>IC ANO AT' OSPHERIC ADMINISTRATION SPECIAL STUDIES BRA~CII. OfflCK 0,. "fOROI-OOV. NATI~NAL "!tATtlER S.ERVICE , , 30' -I' M . H , , > . 451 30' J 51 ,338 45' - L.. . . , -, , " -. .. . . .. ~ .-1- IIU. 115 ' 3D' 117. . . IS' I,!i . )0' 116- l!i' ~ , ,. " ..; cour, DEPARTMENT OF SANITATION & FLOOD CONTROL .. 451 '.f -. & ,S " ,. 33° ------..---. ,'... '-- - p'e~fl1!dbr; U.S. DEPARTMEN r OF COMMERCE NATIONAL OC£A~IC AND AT, OSPIfEHIC ADr.:INISTRATlON SPECIAL STUDIES DRASCH. OFFICE Of' II OROLOGY. NATIONAL "'EATHER SERVICE I-C I-C I » I 'l ItS' 45' 301 151 11]° 30' 151 ~ .. N ~ N II 6° ~ 301 5-40 '" , HANDBOOK OF HYDRAULICS Table 5-3. Values of C in the Formula Q - CLH'" fw Broad- crested Weirs' ...\. .' Meaøured head in feet, H 0,2 0.4 0.6 0,8 1.0 1,2 1,4 1,6 1.8 2.0 2,5 3.0 3,5 4.0 4,5 5,0 5,5 Jheadth of _t of weir in feet 0, 5OF11. 0011,5012.0012.5013,0014,0015.00110 i 00115, 2.80 2,75 2'69.~'62 2.M 2.(8 2.« 2'88~'3' 2,49 2. 2,922.80 2,72 2,M 2.612,60 2,118 2.M 2.50 2,56 2,71 3,08 2,89 2,75 2.M 2.612.60 2.68 2.69 2.70 2/10 2,71 3,30 3.CK 2,85 2.68 2,60 2,60 2.67 2.68 2.68 2,69 2. 13.32 3.14 2,98 2.75 2.66 2.M 2.65 2.67 2.68 2,68 2. 3,32 3,20 3.08 2.86 2.70 2.65 2.M 2.67 2.661 3,323.26 3,20 2.922. '17 2.68 2.M 2.65 2,65: 3,32 3,29 3.28 3.07 2.892.752,68 2.66 ,65' 3,323,323,313,07 2.88 2.74 2,68 2.66 2,65 3.323.313.30 3.03 2.85 2.76 2.72 2.68 2,65 ,3,823,32 3.813.28 3.07 2.89 2.81 .72 2.67, 3,323,32 3,32 3.32 3,203,05 2,92 2.73 2.66 3,32 3.32 3,32 3.32 3.32 3.19 2,97 2,76 2.68 3.32 3.32 3,~ 3.32 3.32 ~.32 .07\2,79 2.701 3,32 3,32 3,3)13.32 3.32 3,32 3.32 2.88 2,7i 3,323,32 3,32\3,32 3.32 3,32 3.32 3.07 2,79 3,323,32 3,32 3,32 3,32 3.32 3,32 3,32 2.88 2.69 2. 2.67 2. 2,M 2" 2~M 2, 2.M 2. 'I 2,~~, 2\oM 2, 2~M 2. 2,M 2. 2.M 2. 2,(Ii 2, 2,M 2, Table 5-4, Values of C in the Formula Q ... CLH% for Models of Broad-crested Weirs with Rounded Upstream Corner i A:I A. Head in feet, H 'õi .; Name of 'õ";; A- 'õJ! ..1. ,1,.,1, "\" '\"+ ++,1,., experimenter !'~ +><1 +><1 ].;: .c.~ :at> .~.¡¡ ..~ f'¡¡ ~,, ~IJ tlh Buin... ,... ... 0,33 2,112 2.46 2.113 2,117 2,98 3,01 3.CK Buin...,...... 0.33 6,56 2,'6 2.70 2.82 2,87 2,89 2.112 U. S, Deep Waterways... 0.33 2.112 4.67 .... 2.77 2.80 2.83 2,112 3,00 3,08 3,17 3,84 3,60 U.S. Deep Waterways. .. 0.33 6.56 4.56 2,83 2.83 2,83 2,82 2,82 2.82 2.82 2,81 WEIRS 5-41 J Table 5-5, Values of C in the Formula Q - CLH% for Broad.. crested Weirs with Crests Inclined Sli~htly Downward (0) Energy head - H. Crest 0.5 0,6 0.7 0.8 0.9 1.0 1.2 1.4 1.5 - - - - - - - - LeveL,...............,. 2.78 2.79 2.80 2.81 2.82 2.83 2.85 2.85 2.85 Slope - 0.004....,...... 2.95 2.94 2.93 2.92 2,Jl1 2.90 2.88 2.87 2.87 Slope - 0.026........... 3.07 3.06 3.05 3.04 3.Ò3 3.02 3.00 2,99 (b) Slope of Length Head in feet, H of weir creet in feet 0.1 0.2 O,3 0.4 0.510.61°,7 12 to 1...,....,.., 3,0 2,58 2.87 2,57 2.60 2,84 2.81 2.70 18 to 1......""., 3.0 2,91 2.92 2,53 2.60 2,80 2.74 2.62 18 to 1......,.. , ., 10.0 2,52 2.68 2.73 2.80 2,90 2,80 2,68 Table 5-6, Values of C in the Formula Q ... CLH% for Weirs of Triangular Cross Section with Vertical Upstream Face and Sloping Downstream Face i Slope of Height Head in feet, H down- of weir atream in feet, 0.2/°.3 O,4 1°,51°.6 10.7/°,8 10.9 1.0 1.2IU~ face P Hor, Vert. 3,8513.85 3.8513.85 3,85/3,85 3.8513,& lto1 2.46 3.88 3,& 3.85 2to1 2.46 3.48 3.48 3,49 3.49'3.50 3,50 3.50 3.50 3.50 3.513,51 2to1 I.M 3.56 3.47 3.47 3.51 3.M 3.57 3,118 3.58 a.58 3.69 3,57 8to1 10M .... 2.90 3.11 3,22 3.26 3.33 3.37 3.40 3.40 8,41 3,41 Sto1 2.46 .... 3.08 3.06 3.05 3.05 3.07 3.09 3.12 3.13 3.13 3.13 10 to 1 2.46 .... 2.82 2,83 2.84 2.86 2.89 2.90 2.111 2.ln 2.92 2,93 ~" SOUTHERN CALIFORNIA8 "\. / SOIL & TESTING, INC. 6280 Riverdale Street, San Diego, CA 92120 P.O. Box 600627, San Diego, CA 92160-0627 619-280-4321, FAX 619-280-4717 8 July 7, 1997 Mr, Robert Halliday 4285 Ibis Street SCS&T 9511218 San Diego, California 92103 Report No.8 SUBJECT: Report Clarification, Proposed Self-Storage Facility, Olivenhain Road, Encinitas, California. REFERENCE: "Summary of Field Observations and Tests for Relative Compaction, Mass Grading Operations, Proposed Self-Storage Facility;" by Southern California Soil and Testing, Inc" dated June 6, 1997, 9511218-6. Ladies/Gentlemen: In accordance with your request, this report has been prepared to update the items requiring additional grading operations contained in the "Remaining Work" section of the above referenced report~. The project site was recently observed by a member of our staff along with a representative from Halliday Construction, Our observations, along with the information provided by Halliday Construction, indicated that the loose soils existing on the proposed building pads will be removed when the building foundations are excavated. It should be noted, however, that the foundation excavations should be observed by a member of our engineering/geology staff subsequent to their excavation to verify removal of the loose soils, In addition, the loose soils existing on the proposed driveway areas and on the temporary fill slopes located above the loffel block walls will be removed and replaced as compacted fill in conjunction with the raising of said walls and as part of paving operations, Our firm should be contacted when the aforementioned operations are performed in order to verify that they are done in accordance with job requirements and local grading ordinances. , 10 8 SCS&T 9511218 July 7, 1997 8 Page 2 If you should have any questions regarding this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 7~~~ Michael B, Wheeler, RC,E. #45358 MBW:GET:mw cc: (6) Submitted "