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Home My WebLink AboutSDP 05-04; DKN Hotel; Site Development Plan (SDP) (2)-.. -• -• -• -• • -.. - • -• -• -• -• -• -----• -• • Goodtnan &ASSOCIATES Hydromodification Exemption Report For Springhill Suites Hotel 3136 Carlsbad Boulevard, Carlsbad, CA Owner/Developer Mr. Kiran Patel DKN Hotels 42 Corporate Park, Suite 200 Irvine, CA 92606 August27,2012 2079 Sky View Drive • Colton, Ca 92324 • (909) 824-2775 • FAX (909) 824-2807 email • doug@goodman-assoc.com RECEIVED SEP 0 5 2012 CITY OF CARLSBAD PLANNING DIVISION ------------.. • • • • - • • • ------------- -- / // EXHIBIT PI: PROPOSED PERVIOUS AND IMPERVIOUS AREAS -~------ / / ·.<' / /OAK AVEfv[ff!jliF -/ ------:~----~- ? [i :j SCALE 1 "~ 30' 30 0 30 60 oz <(0 c co- C"oo cnCI) w -..J> Q ~-> N <(0 -W"J w <:) (.)(!) 0 0.. u.~ w w oz (/) ~ ~~ -..J Ua.. IMPERVIOUS AREA PERVIOUS AREA .'/ ' / t~ _____ _L_ ______ _ / / I -~-+·-·----!----__ _:_~:J;k':_. -- " EXHIBIT L 1: IMP AND DMA AREAS / 'oAK Ar!Efvu£'flJi / ------:/·" >~ i SCALE 1 "= 30' 30 0 30 60 QZ <(Q c m-U)!Q w c.... ...J> -C) > ('.~ o::--Ln <(Cl w c:;:) U<!> 0 0.... u..Z w U.f oz U? ~ >-Z 1-<C -...J Ua.. c w "' -C) > "' -IS") w c:::) 0 0.. LLI w (f) 0:: oz <CO m-en en ...J> a:::-<(0 ()(!) LLZ oz >-Z r-:5 Ua.. UNDERDRAIN IN CLASS 2 PERMEABLE MATERIAL ~----------54.8' GRATED TOP 3'W X 2'L GALVANIZED STEEL VAULT BOLTED TO PLANTER BOX PONDED WATER ELEVATION ws 0.5' 1.5' .SOfL LAYER 0.67' PROPOSED STORAGE = 0.5' X 638 SF = 319 CF NOTE: TOP OF WALL IS 1' ABOVE PROPOSED TOP OF GRATE. VAULT CAPACITY IS CALCULATED USING WEIR EQUATION, ASSUMING WS IS 0.5' ABOVE TOP OF GRATE. WEIR EQUATION: Q = 3 X (3+2) X 0.5 3/2 THEREFORE, Q = 10.6 CFS REQUIRED Q = 4.0 CFS PLANTER BOX DETAIL 1-----1--+-----2.0' PLANTER BOX WALL 3'W X 0.5' H GALVANIZED STEEL SLEEVE THROUGH PLANTER WALL ROCK-LINED CHANNEL -----.. --------- --- --- -----... -----.. -.. Purpose The City of Carlsbad has asked Goodman & Associates to provide this drainage study to demonstrate that the proposed Springhill Suites project is exempt from hydromodification requirements. The project team has completed the biological report to demonstrate that the proposed project is exempt under node 6 of the City of Carlsbad HMP Applicability Determination Matrix (Figure 2-1 on page 30 of the City of Carlsbad SUSMP). This report will show that the project is exempt under nodes 7 and 8 of the HMP Matrix by demonstrating the following: 1. 2. The project directly discharges to stabilized conveyances to exempt systems (Node 7) The stabilized conveyance systems have capacity for ultimate Q10. (Node 8) Project Setting The proposed project is located on an already developed site in an urban setting in downtown Carlsbad (See figure on the following page). Drainage conveyances within this area are stabilized, hardened, engineered systems -streets, storm drains, and concrete channels. Runoff from the proposed project drains to two distinct outfalls. A portion of the project drains to Agua Hedionda Lagoon, and another portion of the project drains to the Pacific Ocean. Runoff from the project reaches theses outfall locations via stabilized drainage systems in the following manner: Agua Hedionda __ Lagoon. Runoff from the eastern portion of the project will discharge to Lincoln Street and flow northwesterly toward the intersection of Oak Avenue and Lincoln Street. At the intersection, runoff enters an existing curb inlet catch basin connected to an 18" RCP storm drain that runs under Oak Avenue northeasterly toward the San Diego Northern Railway (SDNR) tracks. At the end of Oak Street, the 18" storm drain discharges to a concrete v-ditch that is approximately one (1) foot deep and three (3) feet wide at the top of the ditch. This ditch continues northeasterly to an existing 36" CMP storm drain that carries flows underneath the railroad tracks to a 54" RCP storm drain located north of the tracks within the SDNR Right-of-Way. The storm drain continues southeasterly along the SDNR Right-of-Way, increasing in size from 54" at Oak Street to 84" at the discharge point in Agua Hedionda Lagoon. August 27, 2012 -1-Springhill Suites, Carlsbad, CA Figure 1 -Conveyance to Agua Hedionda Lagoon August 27, 2012 ·2· Springhill Suites, Carlsbad, CA Pacific Ocean. Runoff from the western portion of the project will discharge to Carlsbad Avenue and flow southerly in Carlsbad Avenue to the existing catch basin located at the intersection of Carlsbad Avenue and Pine Avenue. The catch basin is connected to an 18" RCP storm drain that conveys flows northwesterly to the Pacific Ocean outfall at the base of the bluff below the intersection of Pine Avenue and Carlsbad Avenue. Project Site Figure 2 -Pacific Ocean Outfall Based on the descriptions above, runoff from the proposed project directly discharges to stabilized conveyances to exempt systems. August 27, 2012 -3-Springhill Suites, Carlsbad, CA -------------• ---.. .. -.. --.. --------- 10-year Storm Runoff Calculations The proposed project site was divided into the subareas shown on the enclosed hydrology map. Runoff was calculated using the Rational Method described in the San Diego County Hydrology Manual using the following parameters: Soil Type: B Percent Impervious: 90% C Value: 0.84 (Table 3-1) 1 0-year P6: 1.6 inches The time of concentration for each catchment was calculated using the allowable sheet flow runoff length and the formula in Figure 3-3. For the Lincoln Street Catchment, this runoff length was 70 feet, and for the Carlsbad Avenue Catchment, this runoff length was 60 feet. The tables on the following page show the runoff calculations for each catchment: August 27, 2012 -4-Springhill Suites, Carlsbad, CA ------------------------------------ Hydology Calculations (Rational Method) Proposed Condition Soil Type Percent Impervious Cvalue Carlsbad Avenue ·-----~-------~------~--- Catchment ------ Acreage Drainage Path Length Elevation Difference Slope Maximum Sheet Flow Length Time of Concentration Recurrence Interval 10-year Lincoln Street Catchment ---------.--------------------·----·--------· Acreage Drainage Path Length Elevation Difference Slope Maximum Sheet Flow Length Time of Concentration Recurrence Interval 10-year B 90% 0.84 (Table 3-1) 0.51 acres 250 feet 2.8 feet 1.12 percent 60 feet 3.5 minutes Intensity Ps (inches) (inches/hr) 1.6 5.31 0.33 acres 150 feet 2.9 feet 1.93 percent 70 feet 3.1 minutes Intensity Ps (inches) (inches/hr) 1.6 5.74 (Table 3-2) Formula Figure 3-3 Q (cfs) 2.27 (Table 3-2) Formula Figure 3-3 Q (cfs) 1.59 Therefore for the Carlsbad Avenue Catchment (the area that drains to the Pacific Ocean), the 1 0-year flow is 2.27 cfs, and for the Lincoln Street Catchment (the area that drains to Agua Hedionda Lagoon), the 1 0-year flow is 1.59 cfs. August 27, 2012 -5-Springhill Suites, Carlsbad, CA ---------------.. ---.. ------.. ------ • - Existing System Capacities Agua Hedioncla L§!JIOOfllbjncQfn __ $_f[_flet Catq_hm~!11l The plans for the 54" and larger storm drains (the Vista/Carlsbad Interceptor Sewer reaches VC5B to VC 11 A and South Carlsbad Storm Drain Projects, City of Carlsbad Drawing Number 360-5), show that these storm drain systems were built to convey 1 00-year flows. Therefore these storm drains meet the exemption criteria. For the existing18" storm drain and existing concrete v-ditch, Manning's equation is used to calculate the capacity of each stormwater conveyance. Ditch slope, s = 0.01 S112 =0.1 Manning's "n" = 0.015 Area, A, = 0.5 x 1 x 3 = 1.5 sf Wetted Perimeter, WP, = 2 x .r (1 2 + 1.52) = 3.6 ft Hydraulic Radius, R = (AIWP) = 1.513.6 = 0.4167 R~13 = 0.558 Omax = (1.486 X A X R213 X s112) In Cmax= (1.486 x 1.5 x 0.558 x 0.1) I 0.015 = 8.29 cfs (for Concrete V-Ditch) Pipe slope, s = 0.011 S1'2 = o.1os Manning's "n" = 0.013 Area, A,= (n(1.52))14 = 1.77 sf Wetted Perimeter, WP, = 1.5TI = 4. 71 ft Hydraulic Radius, R = (AIWP) = 1.7714.71= 0.38 R~13 = 0.52 Omax = ( 1 .486 X A X R213 X s 112) I n Cmax = (1.486 X 1.77 X 0.52 X 0.105) I 0.013 = 11.05 cfs (for 18" RCP) Both the concrete v-ditch and 18" RCP have capacities greater than the 1 0-year Q of 1.59 cfs. August 27, 2012 -6-Springhill Suites, Carlsbad, CA -.. ---------------• --- ---.. • -----• -.. - Pacific Ocean (Carlsbad Bol![f?_I!J~IQ _C_a._tqhm~n_t) As for the Agua Hedionda catchment, Manning's equation is used to calculate the capacity of the existing 18" RCP storm drain. Pipe slope, s = 0.02 S1'2 = o.1414 Manning's "n" = 0.013 Area, A,= (TT(1.52))14 = 1.77 sf Wetted Perimeter, WP, = 1.5TT = 4.71 ft Hvdraulic Radius, R = (AIWP) = 1. 77/4.71 = 0.38 R~13 = 0.52 Omax = (1.486 X A X R213 X s 112) In Qmax= (1.486 x 1.77 X 0.52 x 0.1414) I 0.013 = 14.88 cfs (for 18" RCP) The existing 18" RCP has capacity greater than the 1 0-year Q of 2.27 cfs . Conclusion Based on the calculations above, and the capacity numbers on existing as-built plans, the stabilized conveyances for both the Agua Hedionda Lagoon and Pacific Ocean catchments have 1 0-year capacities. The proposed project meets the criteria for HMP Exemption 7 and 8 in the HMP Matrix of the City of Carlsbad SUSMP. Coupled with the exemption under node 6, the proposed project meets multiple criteria for the City to grant the project exemption from Hydromodification Plan Requirements. Limitations This drainage analysis is for addressing the requirements for the proposed project to obtain exemption from hydromodification requirements under Nodes 7 and 8 of the City of Carlsbad HMP Decision Matrix on page 30 of the City of Carlsbad SUSMP . Goodman & Associates shall not be held responsible for any unauthorized application of this report and the contents herein. The opinions expressed in this report have been derived in accordance with current standards of civil engineering practice. No other warranty is expressed or implied. August 27, 2012 -7. Springhill Suites, Carlsbad, CA --------------------- ------------.. • -.. APPENDICES 1-Rational Method Data Sources 2 -54" Storm Drain As-Built Plans 3 -18" Storm Drain As-Built Plans 4 -Hydrology Map (In Map Pocket) August 27, 2012 -8-Springhill Suites, Carlsbad, CA --------------... -.. -------- .. -.. -• -.. - San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (L1vi)) of sheet flow to be used in hydrology studies. Initial Ti values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION (Ti) -- Element* DU/ .5% 1% 2% 3% 5% 10% Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 "10.3 100 8.7 100 6.9 LDR l I 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N.Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 II II II II 11 II II I I II II II f J f I II II II II II I I 1-w w LL. 0 z UJ (.) z ~ C/) 5 UJ C/) a:: ;::) 0 (.) a:: w 1-~ EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) = L3% Runoff Coefficient (C)= 0.41 Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 T= 1.8(1.1-C)Vo 3vs U) w 1-;::) z 20 ::i 6 w ~ i= ~ 0 -l LL. 10 ~ :5 0::: w 6 FIGURE Rational Formula -Overland Time of Flow Nomograph 3·3 I I I I I I I I 0.0 6 7 8 9 10 15 I I I I I I I J I I I I 20 30 Minutes I = +H+ffiH+I-Ht I = Intensity (in/hr) Ps = 6-Hour Precipitation (in) +H*+H+I-!11 D = Duration (min) 40 50 2 3 4 Hours Duration I I f J 2.5 2.0 1.5 1.0 5 6 lntenstty..Ouratkm Design Chart • Template ' 1 I I I 1 I I I I I I I J Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (1 o. 50. and 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 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side 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. (a} Selected frequency /0 year (b) P6 = ~in., P24 = .:6 = 53 %<2> 24 (c) Adjusted p6<2l = /, 0 in. (d) tx = __ min. {e) I = __ in.lhr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 I I l I I I I I l I 2.63 3.95 5.27 6.59 7.90 9.22'10.54 1UI6 13.17 14.49 15.81 7 2.12:3.18: 4.2( 5.30. 6.36:7.42; 8.48: 9.54 10.60 11.66 12.72 10 U8 2.53 3.37 4.21 5.05 5.90 6. 74 7.58 8.42 9.27 10.11 15 1.30 ·1.95.2.1S9'3.24'3.89~4.54' 5.19 ~ 5.84. 6.49. 7.13. 7.78 ··· · 1 :oo '1.62 ).1s ~ 2.69 ~ 3.23 ). n: 4.31 : 4.1J5 . 5.39 : 5.93 : 6.46 25 0.93 1.40 1.87 2.33 2.80 3.27 3.73 4.20 4.67 5.13 5.80 0.83 1.24.1.66 2.07 2.49' 2.90· 3.32. 3.73. 4.15. 4.58 4.98 .so o.69:1.03:u8:1.72 2.07:2.4(2.76:3.10 345.3.79:4.13 0.60 . 0.90. 1.19. 1.49. 1.79. 2.09. 2.39 . 2.69 2.98 . 3.28 . 3.58 0.53 0.80 1.08 1.33 1.59 1.88 2.12 2.39 2.65 2.92 3.18 0.41 0.6( 0.82 1.02 1.23. 1.43 1.63 1.84 2.04. 2.25. 2.45 0.34 : 0.5( 0.68: o.a( 1.02: 1.19: 1.36 : 1.53 . 1.70 1.87 : 2.04 0.29 0.44 0.59 0.73 0.88 1.03 1.18 1.32 1.47 1.62 1.78 ·o:26 : o:39I o.s( o.es : o. 78: o.91 : 1.04 : us . 1.31 . u4 : u1 0.~ .0.33j 0.43. 0.54. 0.65. 0.76. 0.87. 0,98. 1.08 1.19. 1.30 0.19 ,0.28~0.38, 0.47 .0.58.0.88, 0.75. 0.85. 0.94 1.03. 1.13 0.17 0.25 0.33 0.42 0.50 0.58 0.67 0.75 0.84 0.92 1.00 Orange _ County -0 in (f) .... 0 . 0 ,.._ ,.... ,... ..-..... ..... i'n ..-0 . ,.._ ..-..- I g 0 ,.._ ..-..- 8 .0 ,.... ..... ..... . 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All Rlslhlo -- -,.-_.,.,._ 1-from theSANDIIG Ragionol ~-~wHdlc:er-be~-tho wriUen ,_,_ d BANDIIG. Thla pttlduc:t--tm>..-whlclll'es_Aip'Oduced_ penrioeion IJW1Iod by"Thorlu--Mapo. Miles 0 · ~ ~ co 0 .,. o . .... co <P .... "':" ..... .... .... ..... 0 it> I ·0 rn 0 ,.. ('t) .... 0 v ('t) 0 . 0 0 0 0 . .... .... .... co co ... ..... ..... ..... .... .... ... ...... ih ..... o· . co ...,. ..... 3 ~ m· (') 0 § -'< 32°30' County of San Diego Hydrology Manual Soil Hydrologic Groups Legend Soil Groups D GroupA Group B D D D D Group C Group D Undetennined Data Unavailable DPW ~GIS ~trt~r~·~t{;W·:voii ~.,JJ:Ih!!: • .,....,.,.....:ll.'t ... S'.-.'cc~ We Have San Diego CClvcrcd! N THIS MAP IS PROVIDED WrrHOUT WARRANTY OF /lJ('( IOND, Em<ER EXPRESS + OR IIFUED, INa.UOING, BUT NOTUMITED TO, THE IMPLIED WARIWITIES OF MERCIWITABIUlY AND RTNESS FOR A PART1CULAR PURPOSE. CawtghtSenGIS. All Rlghlo -· Thlo producl& -conlllln lnblrt-.tlcln from 1ho SANDAG R8glonal •-s,otom wNch comot be reprocU:od-lho wrillen-dBANDAG. -product--·rto--.... -ropoduc:ed-pomiooiofl~by--Ma!>l-s 3 0 3 Miles ro-w; g in .... .0 ~ ..... .... .... ..... ..... . I · .. '.. , .... " .... _,•" ": \ . ~ .. ___ ....... . .. . .. . ·ex_ t 0 ('t) 0 co .'I"":' . ..... •, in ..... -0 co ..-: ...... .. -· ....... , ..... -........ _____ . ., .. 33 15' .. ... ···········-2:&······· ............. ~-.. -·-.. -.... ... .... · ... .. . ··.. . .. \ . . .. ~ ...... ' \. "..,~ .. ···" .· . """'• .·-/ .· , .... - l .. . . -------" in ..... o· co ,....._ ..... ................... ....... 3°00' 3 -o CD ::::!. Q) ""'""' County of San Diego Hydrology Manual Rainfall Isopluvials 10 Year Rainfall Event -24 Hours lsopluvial (inches) "eoii"W~ ~ Put.W; W::on;; Sr.<q"Vp""":= !-V~ ... 'tl1f.ll"' s~.r.v-S" S:IGIS We Have S:m Dicgn Cc:.vcrcd! THIS MAP IS PROIIlOED WrrHOUT WARRANTY OF Nf'f IONO, EmlER EXPR OR IIIPUED, INaJ.JDING, BUT NOT UMITED 10, THE IW'UED WARRANTIES OF MERCHAHTAIIIUlY AND RTNESS FOR A PARTICtAAR PURPOSE. ~SenGIS.N. Rlghll-. Thlo~moy...-lnbm-rilnfromhSANDAG~ 1-s,.tom-carnotbe~-h _ _.....,. dSANDAG. Thloproduc:t--lnlo--~~re-.--penriooion p1IOd by Thcmlo--Mops. -------------------------------------------------------------- CONSTRUCTION PLANS FOR= Vista/Carlsbad Interceptor Sewer Reaches VC58 To VC11A And South Carlsbad Storm Drain Projects VICNTY MAP NO SCALE I H£REIIY OEQ.AR£ llill T I AM THE OIGtNEER OF WORK FOR 'IHIS PII().£CT, lliAT I HAVE EXERaSED RESPOHSIIIL£ CHARGE OVER THE OESIGN OF THE PRO.JECT AS OEf1HED IN SECTION 6703 OF THE 11U1S1NESS AND PROFESSKlHS CODE, AND lliAT THE OESIGN IS COHSISlEHT 'Mlli CURR£NT STAHDAROS. I UN0£RSTANO THAT 1liE CHECK or THE PRO.JECT DRAWINGS AND SPECIACAnON IIY THE CITY or CARtSIIAO IS CONANED TO A RE'IIEW ONLY, AND DOES HOT !iWEVE liE, AS ENGINEER OF WORK, OF MY R£SPONS11!11Jn£S FOR THE PRO.ECT DESIGN. ® SHEET NUMBER INDEX MAP SCALE: 1" = 400' flENCHMARK 1M£ llEHCHMARK FOR THIS PROJECT IS CAI:I'IWIS fdONllM£N'f "TAM' AS OESCRISED IN CAL111AHS CONTROl MONUM£NT DATA RECORDS, DISTRICT 11 OffiCES. .:rae l£AO AND CllH TAG IN CENTER OF BRIDGE DECK OF TAMARACK AVENUE OVER IH1£RSTAT£ ROIJIE 5. N: 2,000,717.301 E: 6.229,161.862 ELEVATION 72.20 liSt. (NG\10 29) 'NJBUl..T' ~c_g,..._ -~ ..... ....3:::11-QI ........ ..., / 1. mu: SHEET 2. GOIEIIAl NOTES J. I.EGEND/-llONS/DETAILS 4. SllHR R/W -SEWER/STORM ORNN -STA. 1 +00 TO 11 +00 5. SOHR R/W -SEWER/STORll ORNN -STA. 11 +00 TO 23+00 6. SOHR R/W -SEWER/STORM llRAIH -STA. 23+00 TO 35+00 7 · SONR R/W -SEWER/STORM 0RA1N -STA. 35+00 TO 48+00 8. SllHR R/W -SEWER/STORM ORNN -STA. 48+00 TO 58+ 72.50 9. CHESTNUT AY£N\.IE -SEWER/S'IORiol DRAIN -STA. 10+00 TO 19+00 10. CHESTNUT AVENUE -SEW£11/STORll DRAIN -STA. 111+00 TO 29+50 11. HARDING STREEr STORM DRAIN -STA. 1+00 TO 11+00 12. 13. 14. 15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. HARDING STREEr STORM DRAIN -STA. 11 +00 TO 22+00 HARDING STREEr STORM DRAIN -STA. 22+00 TO 29+35. 71 DAK AVENUE STORM DRAIN PIN£ AVENUE STORM llRAIH PALli/NAilNOUA AVENUE STORM DRAIN CHINQUN'IN AVENUE STORM llRAIH STORM DRAIN LIITERAL PROALES STORll DRAIN DETAILS sroRu DRAIN DETAil.S CONHECllONS TO EXIST SEWER DETAILS AND SEcnONS SEWER DETAILS SEWER DETAILS SEWER DETAILS GENEJW. DETAILS 26. n'PICAI. TUNNEL DETAILS 27. STORM CRAIN COHNECTION DETAILS 1-5 R/W 7.11. SLOPE REPAIR GRADING PIAN 29. 30. 31. Sl111P1NG PL11N -CHESTNUT AVENUE 32. TRAFFIC CONTROl JJ. TRAFFIC CONTROl 34. TRAFFIC CONTROl 35. TRAFFIC CONTROl. 36. TRAFFIC CONTROl 37. 38. 39. -40. 41. 42. 43. 44. 45. 46. 47. 45. TRAFFIC CONTROl TRAFFIC CONTROl TRAFFIC CONTROl TRAFFIC CONTROl TRAFFIC CONTROl TRAFFIC CONTROl TRAFFIC CONTROl TRAFFIC CONnROl TRAFfiC CONTROl TRAmC CONTROl TRAFFIC CONTROl TRAFfiC CONTROl 49. TRAmC CONTROl 50. TRAFfiC CONTROl Plan Set 2 of 2 CITY OF VISTA PROJECT NO. 3011 -DWG 1>-3558 I i I 2 c i _____ __] 40 40 30 20 10 10 r!i!JNR RAfiRoAo ·TIW:K$·. · · ~. · .. -.._. ' ••••t,.",(., ,· ',,.,, ~ j}· 'ASBlLT' REMARKS : 4• PVC WAlER --: ... ~:9;-... """~ £14'.1::..1/:PI SEWel AND STQF!M ~ ~ HORIZ: 1 • ~ 40' GRAPHIC SCALE 20 40 40 ~ g I 'It II ! i : z ~ ~ c i w i ~ ~ ~ ~ 20 20 I() 40i 30 ~ ~ ~~~---~-~-c'·•·'-~Hr-~-~-~-•-~~--~~--~~--~-•-··--·+ ~~~#IF~~#¥~~~~ I() i w ~ ~ ~ REIIARKS 16.0V' 84" SD D-30l50 28.00' 84" SD D-30l50 442.00' 84" SD D-30l50 402.00' 84" SD 0-28!!0 ,~-1· ., ' ' ·j-:· ,: ~· ' ' "• ·.~-~ ',.}, I ~-=......,:~~-~-~;.-.;;_.:..~..,..,...,.-_::::::~·,~~~.:.!J.. '"'· ==-- •·• G -----···---G ···••••·· ....... s ·-~-T- __ 25 XL-. ~-1 -· ·······-+·-· --i ----·-+--········-- ·-w---·....:...;_' -·-·G .••.. . .L":·fX ·········-!-- W-0 .. r -··~··--· 0 ?<.----l ~.RI'!tROAo~~ ,, '5' _r _s3. --it +-- 30 ' I z ~ ~ 40 30 40 30 ii: 35+00 <0 ! w ~- ~ ~ -; : ; ' ~,"80-<lfi -;84" Sll • I i" :of'"~Cf'h;· ;~~·4~-:--~ r r===:.:·c; ...... '--@ g 1-';it'-1-7.~ !!' -y I t 37+00 38+00 39tQO i ! . IIlli' RADIUS LENGTH REWARKS 27.11' 10" Pile WAlER 41.22' 10" PIIC WA 29.83' .. co ~ i 40 g I IJ w L i i ~ ~ i ~ 30 -~ ' -l i 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 ~ 40 g I q L ~ i! i I 30 ,_ w----·-----······-G ----· G "i ----~-- .-L ----L--'_t_ -~ ~--~ =-~ :--:r: -~ ""<;-~ --~---·--~ ~- 96"75 BUSINESS P-AVE, SAN DIEGO. CA 92131 !I HYDRAULIC DATA STA 48+00 TO SIIH# 11 ~da0.75 -mQd -- " -0.012 SIIHI 11 TO S11H 12 o~ 32.75 MOO 0 0/d • 0.75 PEAK Q • 26.42 mQd -Od~0.64 n m 0.012 ----- t---'-'H':-:YD~RA;;:.U:::;L;:;.IC==:D:;;.A-:7T.:...A ___ __l 15" PI/C TO SIIHI 11 1 Qm 7.119 MGD 0 OJd • 0. 75 PEAK Q • 0.69 mQd 0 d -0.19 n m 0.012 SEWER LATERAL ~~-.~J STATION 49+01.91 'C:J HORIZ: I" m 40' VERT: 1" ~ 4' 8.00' 466.00' 433.58' 28.04' 48.74' REMARKS 48 SEWER 54" SO 0-21100 54" SO 0-2900 54" so 0-2900 36" so 0-2000 54" so D-2900 ' r .,. l -· ... ···~w--....... _ G-......... .. ··' SONR AALFIOAD R/W __ru,_ ,52 ,,_, --"-+-·---.--1 --+ SEW§'L~ STORM DRAt~ PL.AN HORIZ: 1* = 40' DEMOUT!ON/RB..OCATION NOT§! @ REMOVE EXISTlNG SEWER MANHOL£. 3l PROTECT EXISTING TELEPHONE UNES IN PlACE. @) ABANDON EXISTING SEWER IN PlACE. Pll/G EACH ENQ. @ (SE[ DETAIL) ~ @ ~~ERST~~~ PI~~'=. ~~ GRAPHIC SCALE @ ~~:UST?~o:'~~ ~N~)TO ~~rl_lri'iii·~~t•"~: ~~i·--·-••"'~, ~~~~~~--~-~J~"" @ EXTEN0 EX1STING STORM DRAIN TO STORM DRAIN CLEANOIIT. tlneb=40 fl. 1 i \·· 54_.-- --.... .;------1 --- CITY OF VISTA PRO.IECT HO. 306 -DWil D-3556 WIW' PlUIOi£R DEPUTY OlY ENGINEER REG. EXPIRES 3-31-02 ~------- EARTHi>T E C OATt IITIAL 9676 BUSINESS FARI< AVE, SAN DIEGO, CA 92131 .......,. <F W0111< 40 i g I II L i '~ I 30 40 30 c _____ _;: · ,,. Plan Set 2 of 2 REVISION DESCRIPTION I i f 511 . r r I 1 . 1:1 l j ! I i .. ' i .71.1 i .7()' .7(} _, I I I ; I ' ( I i f I , t f i ! I t [ t ' i r · I '-· .! I , I I ! I i r i r ,~ I I i I l I I j ' ! l i ! i ! j ~- Ti I II -EI I I l ~ ' ! I I · ~~,~: 1 r 1 : " I I ' I I T. -,1 "1"1 ' -~~ . 1 I 1-; j I .. r~rllj· u I ; ! I I : I I I -r t·-r r !-: ' I ! ' ; I -----1 14 RfliAR I I u t~l ! i I i !-1 DETAIL 'A' RCP CONNECTION TO EXISTING QLEANOUT OR INLET !-1 [ t I I 1 • I I j I ! NTS 1/tJ 5(} .71.1 .76 1--",7,""',1'---1 ~~ 1--_,Jl,l,i',___, .~ ~ 'oJ > 0 or rt , i 1":20' HORIZ. '--"",Jl><-~-l ~ L i ' i i 1"=4' VERT. ' L ~----~~~~~-LJ-~~~~-L~~~~-L~~~~~-L4-~~~-L~~~~~-L~~~~~-L~~~~-L~~~~~-L~~~~~~~~~~~~~~~-~~~~~~~~~~--~----------~-----------------~~--------~--~------~~----------L------I~ CONSTBUCUQN NQTES n Underground Service Alert ®Call: TOll. FREE 1-800 227-2600 TWO WORKING DAYS BUORE YOO OIG :':~--Eil=-:~ I() ~~--~~Et-.Lf ,-,;~tnr=t~~tcoo~d=±::t= t;j(l) II w ~ Foo~-~~~~~~~~~~~~~~~~ BASIS OF BEARINGS: NAO M (1991.35 EPOCH) FOR MS Uvn· iS n£ UN( E£1'WEDt: a..s8-129. N 20051101.52:7', E 422~.SIG8', ROS 1727t, S" SO ~OISl< WON. 1C TCP CF CONCR£TE SIGHAl BAS£. 500" NORTH OF COAST WAY 101 HTERSfCttc:fll '(jllJ1 RAII.JtOAD tRAQ(S, 14' EAST l'S tRAO<S. CARlSBAD WATER FAW1'Y ~ a..sB-130, N 200J724.50S, E 62248 188', ROS 17271, t.s• DI9C STAMP£0 a.sB-UO L.S. t215. MON. lS~TI<E 5-E CORNER OF ORAitAClE BOX K.ET AT lH£ DC fS OJRB FlElVRN IN N-£ C0RN£R fTI GRANO AVE.. AH0 WASiiNGTOH Sf., Sl" \\fST fTI TRACKS AHD 411 NORTH OF lHf: ctHmt OF GRANO AVE. BENCH MARK: a..s8··12t (L£V.: %0.040' OATI\M: NGVD 2'11 R(COA{J Qr SJR:\IlY I 1211 ~~': ~rv~CF ..\ CONCfiEtr =~~~~":;= m.t.ac:S. 14 fttT EAST OF TR~ !fo,l ~ eACK Cl CAAl..5l!lMJ \fA tm FApUTY <At{'M'~£ f.J..\0!~ v •RtJSf 3~.3 CN< A~'[ :,P!'-1· 20)->:eQ-00 "' "' ~----P.E. ~.liJ9_ EX!'. DATE ~--DATE N@l'H SAN !)..(GO .:CVNTY rRANSif ~.:f'.(LOPU(~f ij"QA,_:<,.) ·~o 51-rt >OORE;SS l,F"i .<>O-t--Ot0-1~ OAK AYfNUE TRENCH QETAIL ti.T.S. UNE LENGTH BEARING/DELTA Jl) L 21o.1r N56'5&'29"E TYPE 18" 1700-D J&l. 41.50' N78'0J'20"E 14'l<23. E1.UPTICAL 2700-D 0 SlURRY Flll El<IS!lN(l STORM ORAJH. @ CONSTRUCT STORM 0RAJH ClF.N«lUT 1'I1'E A PER SCRSO D-9. @ PROTECT IH PIKE (.:;\ IHSTALL 18" ReP STORM ORAJH PER SDRSO 0-60 ~ G-24 0YPE A), TRENC!l ~ AHD RtSIJRf"ACE PER Cf1Y OF CI.RI.S8AD STD. OWG. 111-2 a. GS-25 N40 DETAIL SliOWH ON SHEET 6. ROIO'iE PORIION(S) OF EXlS11HC STORM ORAJH, AS NECfSSMY, TO AC(;OMC!)ATE C0NS1R1JC1i0i1 OF PROI'OS£D STORM 0RAJH. ~ IHSTALL H"X23" EI..LIP11CAL. RCP srollll 0RAJH PER SDRSO 0-60 AND G-24 ~ (m>E A), TRfNCH N40 RESURFACE PER CIIY OF C1.R1.S8AD STD. DWG. 111-2 a. CS-25 ANO DETAIL SHOWN ON SHEET &. REiotOVE PORTlON(S) OF EXISTING STORiol ORAJH, AS NECESSARY, TO ACCOIIOOATE CONSTRIJC110N OF PROPOSED STORM ORAJH. @ R£CONSTRIICT AC DIKE. Tl1'£ A. PER SDRSO C-5. (.:;;\. COHNECT PROPOSm STORM ORAJH TO EXIS!lHG STOI!M ORAJN SlR\JCllJRE ~ (ClENHli.IT OR INlET) PER DETAIL 'A' ON SHEET 6. * EXIS11NC UT1I.mES (CONTRACTOR S1W.L POlliOlL TO VERifY DEPTH) 11£ CONTRACTOR S1W.L COORDINATE IWlH ALL UliUTY AGENCIES PRIOR TO C01Af£.NC61ENT OF CONSmuCTlON TO RELOCATE EXISllNC fACIUTIES. lliAT ARE Ill CONfiJCT IWlH PROPOSED STORti ORAJH. 11£ CONTRACTOR S1W.L SUPPORT N40 PROTECT N.J.. EXIST!NC UliUTY CROSSIIIGS AS REQIJIRED. GRAPHIC SCALE i i d (DifUT) 1 ~b ... 20 tt. ~~~~· ..• ~~~~·~~~~~===---4~~~~~ CitY Nl'f'ffOY/4.. I l·J ,.., il: '· (/) Ill 1·-'{ f·· (/) NCIYt.,N fAMilY n1tcS1 J015 CARLSBAD et'>IO J.PN: 20.~-261-01 BENCHMAR.: a..S&-121 £1£V.: 1U.040" OAT~ NC\'0 21 RECORD IJf SUR\£'~' \/ll'l l" SAN llGO COUNTY OfSk lrMJN,;UOfr 15 IN n£ I'OP !6 A.,(::()N(Rflt: SKiNAL SASE, 000 ft:f.T NORnt OF COAST ttelHWAY 101 W'IER'SEC'T'!Of'4 N RNlROAD TRAO<S. 14 FEET EAST tS S. IN lH£ REVI£VED BY• ~cli'lc:L 1"=20' HORIZ. 1"=4' VERT. 0 SlURRY Fli.L EXlSllNG STORM ORAIH. @ CONsmu<:T STORM DRAIN Cl£ANOUT rtPE A PER SORSO 0-9. @ CONsmu<:T STORM DRAIN ::IDHOUT rtPE A PER SORSO 0-10. @ PROTECT IN !'lAC£ ~ R£IIOVE AND RQ>I)oCE CVIl8 IWo!P W11H SllRSO G-29 1Y1'E C RAMP. 17() 68 517 N 53 511 .,, .,17 .,., .,,e .,II 38 317 3~ 33 3() 38 36 '.:V COHTRACTOR TO MATCH EXISTlNG STREEf SURFIQ: ANO AOJACEIIT SjDEWN..K £1.£VATIOHS. {.':;\ IHSTALL 18" RCP STORM ORAIH PER SORSD D-60 i\Nfl 0-24 CriPE A), !RENCH v.:.J ANO RESURFIQ: PER CI1Y Of C.1R1.SB10 Sll). owe. 'N-2 !It GS-2:1 ANO OETNI. SHOWN ON SHEET G. R010VE PORllON(S) Of EXlS1lNG STORM ORAIH, N> N£CESSN<Y. TO ACCOMOOAtE CONSI1I\ICl'ION Of PROf'OSED STORM ORAIH. {.;;', REMOOEl. EXlSllNG. SEWER LA!ERN.. PER GREEK BOOK STN«!ARR Pl.ii.NS FOR '.:V PIJilUC WORKS COHSlRUCTIOH PLAN NO. 223-f CAS£ 0. f · @ ~ RECOHSTRIJCT G" C900 PVC PIPE F1R£ S£R'IICE PER MOOiflfl) CI1Y Of CARI..SB.OD 0~ Sll) owe W-I 2 AND FIRE H't1lRAHT S£R'IICE CROSSING OETAIL ON SHEET 5. It @ IHSTALL 6" PVC STORM Oft'IH, S1lR 35, PER SllRSO 0-60 ANO G-24~ :Jio 1-:"S:,.,~~~~~s:-~-2~ ~./>S 0 J1 N£CES&AY, TO ACCOMOOATE COHSTRUCTKlH Of~ STOR~. 1~ ~ C0NN£CT TO EXlS1lNG 6" PVC STORM Oft'IH W1111 45' El80'11. R010VE f( ~ PORTIOH(S) Of EXlS1lNG I a• STORM ORAIH, AS N£(:{SSMY. TO ACCOMOOATE j • CONS1R\ICbON Of PR0P0sm STORM Oft'IH. IJ] r:;;;-, CCNN£CT PROf'OSED STORM ORAIH TO EXlS1lNG STORM ORAIH SJRUCTlJR£ ~ (ctfNl-()IJT OR INlET) PER DETAIL 'K ON SHEET 6. * EXlS1lNG Ul1UTlES (CONTI!ACTOR SHAlL f'()ll«JlE TO 'IERifY DEPTH) 1HE CONlRICTOR SHAlL COOIIOIHATE WllH ALL U11U1Y AGENCIES PRIC,R TO C01111ENCE1o1EN Of CONSlRUCI10N TO RELOCATE EXISllNO FH:IllllES lllAT ARE IN CXlNf1JCT WllH PROPOsm STORII ORAIH. lliE cotflRACTOR SHAlL SUPI'ORT ANO PROTECT All EXlS1lNG UTIIJlY CROSSINGS N> REQUtREO. GRAPHIC SCALE i i d fSHfflll CITY OF CARLSBAD 1191 L~ ENGINEERING DEPARTMENT • ~ RE'<ISION OESCRit'nON OTHER- !~~t~·~r,~? Re zS.oO' Lr $5.16' 'i.~N/J,~Ji z'J,'IrR ,r?# 55'.00' --~------'\ CARLSBAD BLVD. cv~-r:s N:e.:r. &WrR 40. u 6.ti•el'~~4n .e~$5'.00' L-40.54' "'- A'.A'cC P/Pe ourt....e:r 'i~' i:?OCk :,5( q,pe PNOrec..-rtC>A/ sro OrtUt:;. CJ-1'5 0£TI?/C... DR'"'IN~'Gc:-OE:./1¥/L.S SCift.~· ~: l":t~.:/!0' V£1?/": 1"•4• TYP!OIL STREET SECTION C,.QRLSB/?0 t:ILVO- ST/1. 6!1+3G.IZ TO ST.I'9. GG+.!fS. 5!!1 I .• /·: •. SCALE 1 ':o ;:O I 20 20 ·10 0(2)-1.42 cfs 0110J = 2.27 cfs 01100l = 3.55 cfs ·-----/ / EX BLOC T(l RFMAIN OAK N56~ 01 '·1& "[_ OAk AVENUE £X. !/ U STC!R[ TO f?F.MAIN Q( 2) 0(10) .:::: 1.59 Q( 100) o...a ••• aas.l&ltS _. ... -.-. .... .., AVE .......... .-.ca ... .......... I I ·-r-.. ---.. -.. 1··- l LJ UJ r:r: 1-··· ·····--···-··--·-----·-·--------------_j PLANNING DIRF.CTOR OAT[ -----·-· Or\TE DAT[