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Home My WebLink AboutCT 15-04; The Grand Madison; PRELIMINARY DRAINAGE STUDY; 2015-05-15PRELIMINARY DRAINAGE STUDY THE GRAND MADISON 725 GRAND A VENUE CITY OF CARLSBAD Prepared for: Patrick McGuire Patrick Smith, LLC 2609 Ocean Street Carlsbad, CA 92008 Prepared by: bi-IA, Inc land planning, civil engineering, surveying 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 May 15,2015 W.O. 1004-1354-400 I. DISCUSSION II. EXHIBITS III. CALCULATIONS IV. REFERENCES The Grand Madison 725 Madison Avenue Preliminary Drainage Study TABLE OF CONTENTS Vicinity Map ........................................................ 4 Purpose and Scope ................................................ 5 Project Description ............................................... 5 Study Method ...................................................... 6 Conclusion........................................................ 7 Declaration of Responsible Charge ........................... 8 Existing Hydrology Map & Proposed Hydrology Maps .............................. 9 A. Existing and Proposed Hydrology Calculations ........ lO B. Proposed Hydraulic Calculations .......................... 13 ....................................................................... 18 bliA, Inc. land planning, civil engineering, surveying The Grand Madison 725 Madison Avenue Preliminary Drainage Study I. DISCUSSION bi-IA, Inc. land planning, civil engineering, surveying The Grand Madison 725 Madison Avenue Preliminary Drainage Study VICINITY MAP: bl-IA, Inc, land planning, civil engineering, surveying PURPOSE AND SCOPE: The purpose of this report is to publish the results of hydrology and hydraulic computer analysis for the development of the project called the "Grand Madison" located at 725 Grand Avenue, City of Carlsbad. The proposed project is a 0.32 acre site. The scope is to study the existing and proposed hydrology and hydraulics as it influences the surrounding properties during a 100-year frequency storm event (QlOO), and make recommendations to intercept, contain and convey the QlOO to the historic point of discharge. PROJECT DESCRIPTION: The project is located in the County of San Diego (APN 203-303-21 ). The site is bounded by Grand Avenue to the north, Madison Street to the west, an alley way to the east, and office buildings to the south. The property has an existing two story office building and asphalt concrete parking lot. Topographically, the site is flat (under 5 percent), sloping gently towards Grand Avenue and Madison Street. The on-site soil classification is Type-B from ArcGIS Web BMP Sizing Calculator Website (see References). The existing drainage for 1the site flows towards three different basins. See Existing Hydrology Map. Node 10 includes runoff from the asphalt concrete parking lot adjacent to the alley way and discharges the runoff into the curb and gutter of Grand Avenue. Node 20 includes runoff from approximately half of the existing office building roof and the adjacent asphalt concrete parking lot. A portion of the runoff is intercepted by two catch basin that discharge the runoff into the curb and gutter of Grand Avenue. The remaining runoff sheet flows into Grand Avenue. There is an existing curb inlet located just easterly of the street intersection of Grand Avenue and Madison Street. Node 30 includes runoff from the existing office building roof and the driveway. This runoff is discharged into Madison Street curb and gutter. Two (2) Points of Compliance (POC) have been identified, 1) The curb and gutter in Grand Avenue and 2) The curb and gutter in Madison Street. See the Existing Hydrology Map. The project proposes the development of a four story building for thirteen condominiums for commercial, office and residential use. The disturbed area is 0.32 acres. The project will be divided into two separate basins. Basin 1 will collect runoff from the roof and upper stories of the building and a trench drain will intercept runoff along the entrances to the parking garages. Runoff from Basin 1 will collect runoff from the roof and fourth story of the building and runoff that is intercepted at the entrances to the parking garages by a trench drain. A private storm drain will then convey the flow to a proposed storm drain in the alley way that will be connected to a proposed 36-inch reinforced concrete (RCP) storm drain in Grand Avenue per City of Carlsbad Drawing No. 457-4H (See References) at Node 20.2. Basin 2 will collect runoff from the second story common area and discharge it into the Madison Street curb and The Grand Madison 725 Madison Avenue Preliminary Drainage Study bl-tA, Inc. land planning, civil engineering, suNeying gutter via a sidewalk underdrain at node 30.1 The remainder project area will sheet flow off- site. STUDY METHOD: The method of analysis was based on the Rational Method according to the San Diego County Hydrology Manual. The Hydrology and Hydraulic Analysis were done on HydroSoft by Advanced Engineering Software 2013. Drainage basin areas were determined from the proposed grades shown on the tentative subdivision map and 10-scale existing topographic survey. The Rational Method provided the following variable coefficients: Rainfall Intensity I = 7.44x(P6)x(Tc) "'-0.645 P6 for 100 year storm= 2.6 inches Soil group "B" will be used for a runoff coefficient for the existing and proposed hydrology analyses. Runoff Coefficient values are taken from Table 3-1 of the 2003 San Diego County Hydrology Manual. For both the existing and proposed hydrology conditions, a runoff coefficient of C=0.87 was used with a 5-minute time of concentration. See the hydrology calculations. Table 1.1 below summarizes the existing and proposed hydrology drainage areas and cumulative 100-year peak flow rates. TABLE 1.1-Summary of Existing and Proposed Flows Existing Condition POC/Basin Node Acres Basin 1 10 0.06 Basin 2 20 0.19 30 0.09 Basin 3 Total 0.34 The Grand Madison 725 Madison Avenue Preliminary Drainage Study Q (cfs) Tc (min) 0.36 5 1.16 5 0.52 5 2.04 5 Proposed Condition Node Acres Q (cfs) Tc (min) 20.2 0.25 1.46 5 30.1 0.05 0.27 5 40 (REMAINING 0.05 0.31 5 AREAS} 0.34 2.04 5 MiA, Inc. land planning, civil engineering, surveying CONCLUSION: While the actual redeveloped drainage area and discharge points differ from the existing condition, the overall runoff discharge is equal to that of the existing runoff flow. The Hydraulic calculations show that the proposed storm drain facilities can sufficiently convey the anticipated 0100 flowrate: without any adverse effects. Based on this conclusion, runoff released from the proposed project site will be unlikely to cause any adverse impacf to downstream water bodies or existing habitat integrity. By utilizing the proposed LID systems, this project mitigates the quality of runoff that will ultimately leave the property. It is our professional opinion that the recommendations provided in this report, and the drainage system as proposed effectively intercept, contain and convey the expected storm water runoff generated by this property to mimic pre-development conditions. The Grand Madison 725 Madison Avenue Preliminary Drainage Study bi-IA, Inc. land planning, civil engineering, surveying DECLARATION OF RESPONSIBLE CHARGE I hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge over the design of the project as defined in section 6703 of the business and professions code, and that the design is consistent with current standards. I understand that the chec:k of project drawings and specifications by the City of Carlsbad is confined to a review only :and does not relieve me, as Engineer of Work, of my responsibilities for project design. Ronald L. Holloway· R.C.E. 29271 The Grand Madison 725 Madison Avenue Preliminary Drainage Study Date bi-JA, Inc. land planning, civil engineering, surveying The Grand Madison 725 Madison Avenue Preliminary Drainage Study II. EXHIBITS EXISTING HYDROLOGY MAP & PROPOSED HYDROLOGY MAP bliA, Inc. land planning, civil engineering, surveying r ~ t i! 'I ,, H ,,_,_ OPEN TO BELOW m STORAGE ~ ~i '" ,--;===l-- __ji : ! sr•R I , : ROOF : i: BELOW i I i I !I PU.NlER BELOW 2nd FlClCR --~-:.::::=::::.:::::::::J ·----------=--=------·-· ROOF DECK \ 1 DECK \ DECK \\ • ' ' I i • 1 P01EN]Al ,r,.,, WAll. PolENnAL ISING WALI()Ffl CE 2, 767 S.F. NET 3,458 S.F. GROSS - DECK ...... ! • . OFFICE 1,298 S.F. NET 1,622 S.F. GROSS I i ··.··· -' I i ''" VWAV ! . I : ' : . PLANlER • OPEN TO BELOW ' • i Jl i ~-- 11 I ~'----;:i-1---'1-''--1. ~~ ""'{~ (O.Q2) ' ~ • ' ' '-.._../ PLANlER BEl.llW l ------------------· ·---·-·-·----·------------· "" '"""" --~::::::::~~---, __ _ THIRD FLOOR 1\ : ! ""' :=, . -.. ·----~_ec-ce_-·_-_j CONDO UNIT A 2 BEDROOM 1,407 S.F. D£0< FOURTH FLOOR DECK OFFICE 1,298 S.F. NET 1,622 S.F. GROSS SECOND FLOOR DECK CONDO UNIT C 2 BEDROOM 1,258 S.F. ?LANlER BELOW • UNIT D 2 BEDROOM 1,464 S.F. STAIR ROOF BEl.llW DEO< . 'i ----------c:::_:=::"__J ------.. ----··-··· DECK DECK ' POlENliAL TIJ ISING WALL POlENllAL 1 1SING WAU()ff1CE r 2,767 S.F. NET _ 3,458 S.F. GROSS _ I """"' ' : I : : ' ' ' ' ' -------- . ' .. \ UNE OF ~ BUILDING ' ' WAll ABO't't: '. ,, ' ' \ I \ ' . 17 ~~ '" \ ' \ -----~ \ ------- ~LTI LOBBY ~ 457 SF ~ If. ~ "'·' ~~ "'! ' ,... itl -~ ~II "" ' .. ' . "-.._( 40 ~ \25' FIRST FLOOR 5' 0' 1 0' 20' 30' ~~~~l~iiiiiiiiiiliii~l~~~i SCALE: 1" = 10' -------~---- PARJ<JNG ~All,;;:' ----------. r;QMMERCIAL RETAIL --3,680 S.F. NET ''" 19 4,600 S.F. GROSS 8/MOCC. TYPE 1118 CONS1RUC110N to-o" CEIUNG HEIGHT "' IIH "' '" ' "" c COVERED PARKING 24 SPACES 6,308 SF 5-2 occ. lYPE 1118 CONSlRUCTION 20 ~ 22 23 ' 24 H PARKlNG STAlL; UFT •,_., PARKING STAlL UFT 7-~ PARKING STAI.L UFT STAIR 2 ~~ECYC!£ ~ ~ LEGEND: SURFACE NODE SURFACE FLOW, 100 YEAR BA9N AREA----------------------------------------------~ ROOF AREAS DRAINING TO 4TH FLOOR PLANTER----------------WWA//?J 4TH FLOOR AREAS DRAINING TO 3RD FLOOR PLANTER ----------&"" S"" S"J 2ND FLOOR AREAS DRAINING TO 1ST FLOOR PLANTER PROPOSED HYDROLOGY AREA MAP THE GRAND MADISON bliA,Inc. land planning, civil englneertng, surveying 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4-387 (760) 931-8700 ) " """"--·-·--· '\.-; ; '.-: ) --'""'-(\.-.,') ---- ----, ---1 ____ J ___ "_L -,_ "" ~ --1.'SL'. --------"SD ,,,_ ...... . / z:-:------- -'(> ,, ·,,. ! --- '.SD'- -- ' / > > -' -. ·--------·-----------l , I / / I , I ----.. ( ) .. ',/ ,< ·< r-~" 1 ( \-/) ----· ~ \-.;) ---- ' " _c,_. < !:f' I --r l 1 '' 'I" -~ ! ' -----. :t:Y:''' ('• r''._ J . -~ .. ~ .,---~ ----'-' ---- -~--7 /' / :.:.~ / .~~, _.,_ -·- ';- ;.- /'-., ;....__)/ '/ Y-,___, ·, .. /) ----· ('.,-,:) ---- / ---- / / / ' ' ' \: 2f J '> ---~----.. ··--/ , < S D l /"'-. -,/: _···>...: \__/ ' . --------'.....-.,--------- . _/'• .. '> (\j) ---- .... ~- ,_/ (,/)--- .. J I I I I I I I I • I I I I I I • I I I • I . ------ ------------------- <> '---...//; '-' GRAND A VENUE . -~. -- ' r --1 - '(- ~--·-· ;--~-::;:.:;: . ., ... =·-----r""'--"-"f-:--" . .....:.:-------- -----------~>- !/ / / '::..'." '' '' / / / / / ~ /, . ---·-"'· / / / / / / / ------------------c ··---------.. ····-----·-·- -------------------------------------------------------- \ .,-- (". ·-J/-) \,_/ \ \ \ \ \ ' " " ;'/" \ ._,/ ' -~-""-- •'i/ ----. i --. - -------~~;;c,·------~ --------------··------~~~·,:_ --'f I ' • • I I I • :'-~~--· '-,_ i.-"'---~ II I I ·-~ --- 1 li ' I --' .. ------:~-"-'-... ~:-0 \'~. - 0.36 ..... """". """"'"' ~""" 0 • • 1-- _,._, / ' ~ '' 'y \ • . I ' ' . ' --· ·-.... -t .. -- 1 I <. i c '•' ' ' ' ,. : . "'" ----;";;--~--/~- LEGEND: SURFACE NODE SURFACE FLOW, 100 YEAR BASIN AREA @ BASIN LIMIT SUB-BASIN LIMIT . --.. FLOWPATH EXISTING HYDROLOGY MAP THE GRAND MADISON bliA,Inc. land planning, civil engineering, suiVeylng 10' 5' 0' 10' 20' 30' ~I ~~~~~l~iiiliiiiiii~l ~~~~ SCALE: 1'' = 10' 5115 AVENIDA ENCINAS SUITE "L" CARLSBAD, CA. 92008-4387 (760) 931-8700 III. CALCULATIONS A. EXISTING AND PROPOSED HYDROLOGY CALCULATIONS The Grand Madison 725 Madison Avenue Preliminary Drainage Study bi-IA, Inc, land planning, civil engineering, surveying EXISTING HYDROLOGY P6= NODE 10 Q=CIA PERCENT IMPERVIOUS c I (in/hr) 0.87 6.85 NODE20 Q=CIA PERCENT IMPERVIOUS c I (in/hr) 0.87 6.85 NODE30 Q=CIA PERCENT IMPERVIOUS c I (in/hr) 0 .. 87 6.85 TOTAL The Grand Madison 725 Madison Avenue Preliminary Drainage Study 2.60 Tc=5 MIN 95% A(ac) Q (cfs) 0.04 0.24 95% A(ac) Q (cfs) 0.19 1.16 95% A(ac) Q (cfs) 0.09 0.52 0.32 1.92 bHA, Inc. land planning, civil engineering, surveying PROPOSED HYDROLOGY P6= 2.60 Tc=5 MIN NODE 10-ROOF AREAS DRAINING TO 4TH FLOOR PLANTER Q=CIA PERCENT IMPERVIOUS 95% c I (in/hr) A(ac) Q (cfs) 0.87 6.85 0.18 1.05 NODE 20-3RD FLOOR AREAS TO 2ND FLOOR PLANTER Q=CIA PERCENT IMPERVIOUS 95% c I (in!hr) A(ac) Q (cfs) 0.87 6.85 0.02 0.11 NODE 30-AREA DRMNING TO PARKING GARAGES Q=CIA PERCENT IMPERVIOUS 95% c I (in/hr) A (ac) Q (cfs) 0.87 6.85 0.01 0.05 SUBTOTAL 0.20 1.22 NODE 40-2ND FLOOR AREAS TO 1ST FLOOR PLANTER Q=CIA PERCENT IMPERVIOUS 95% c I (in/hr) A (ac) Q (cfs) 0.87 6.85 0.06 0.37 ALL REMAINING AREAS Q=CIA PERCENT IMPERVIOUS 95% c I (in/hr) A (ac) Q (cfs) 0.87 6.85 0.05 0.33 GRAND TOTAL 0.32 1.92 The Grand Madison 725 Madison Avenue Preliminary Drainage Study bi-IA, Inc, land planning, civil engineering, surveying B. PROPOSED HYDRUALIC CALCULATIONS The Grand Madison 725 Madison Avenue Preliminary Drainage Study bl-tA, Inc. land planning, civil engineering, surveying ********************"******************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyriqht 1982-2013 Advanced Engineering Software (aes) Ver. 20.0 Release Date: 06/01/2013 License ID 1459 Analysis prepared by: BHA, INC 5115 Avenida Encinas, Suite L Carlsbad, CA 92008-4387 (760) 931-8700 ******************'<******* DESCRIPTION OF STUDY ************************** * PROPOSED HYDRAULIC CALCULATIONS * * ******************'<******************************************************* FILE NAME: 1354P1.DAT TIME/DATE OF STUDY: 14:49 05/15/2015 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO ~~AL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* * * * HALF-CROWN TO STREET-CROSSFALL: WIDTH CROSSFALL IN-I OUT-/PARK- CURB HEIGHT GUTTER-GEOMETRIES: WIDTH LIP HIKE MANNING FACTOR NO. (FT) (FT) SIDE I SIDE/ WAY (FT) (FT) (FT) -----=======:== ================= ====== ----------------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 GLOBAL STREET FL01i\7-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum ,~llowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* (FT) (n) -----======= 0.167 0.0150 **************************************************************************** The Grand Madison 725 Madison Avenue Preliminary Drainage Study bi-IA, Inc. land planning, civil engineering, surveying FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================= USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 6.85 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 1.16 *******************"******************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 41 >>>>>COMPUTE PIPE--FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================= ELEVATION DATA: UPSTREAM(FEET) = 45.98 DOWNSTREAM(FEET) = 45.48 FLOW LENGTH(FEET) = 50.40 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.89 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.16 PIPE TRAVEL TIME 0UN.) = 0. 22 Tc (MIN.) = 5. 22 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 30.00 = 50.40 FEET. *******************'~******************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================= TOTAL NUMBER OF S~rREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRA'riON (MIN.) = 5. 22 RAINFALL INTENSITY(INCH/HR) = 6.67 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.16 *******************'k******************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================= USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 6.85 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.05 *******************k******************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< The Grand Madison 725 Madison Avenue Preliminary Drainage Study bi-IA, Inc. land planning, civil engineering, surveying ============================================================================ TOTAL NUMBER OF S'I'REAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRA'I'ION (MIN.) = 5. 00 RAINFALL INTENSITY(INCH/HR) = 6.85 TOTAL STREAM AREA(ACRES) = 0.01 PEAK FLOW RATE(CFS:) AT CONFLUENCE = 0.05 * * CONFLUENCE DATA. ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.16 5.22 6.666 0.24 2 0.05 5.00 6.850 0.01 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULll, USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.16 5.00 6.850 2 1. 21 5.22 6.666 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 1. 21 Tc (MIN.) = 5.22 TOTAL AREA(ACRES) = 0.2 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 30.00 = 50.40 FEET. *******************~'******************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.10 IS CODE = 41 >>>>>COMPUTE PIPE--FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================= ELEVATION DATA: UPSTREAM(FEET) = 45.48 DOWNSTREAM(FEET) FLOW LENGTH(FEET) = 8.10 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.94 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = PIPE-FLOW(CFS) = 1.21 PIPE TRAVEL TIME 0UN.) = 0. 03 LONGEST FLOWPATH FROM NODE Tc (MIN.) = 0.00 TO NODE 5.25 30.10 1 45.40 58.50 FEET. *******************'~******************************************************** FLOW PROCESS FROM NODE 30.10 TO NODE 30.20 IS CODE = 41 >>>>>COMPUTE PIPE--FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================= The Grand Madison 725 Madison Avenue Preliminary Drainage Study bl-tA, Inc. land planning, civil engineering, surveying ELEVATION DATA: UPSTREAM(FEET) = 45.10 DOWNSTREAM(FEET) = 44.40 FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.61 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.21 PIPE TRAVEL TIME (HIN.) = 0. 38 Tc (MIN.) = 5. 63 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 30.20 = 140.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 7 >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================= USER-SPECIFIED VAI,UES ARE AS FOLLOWS: TC(MIN) = 5.00 RAIN INTENSITY(INCH/HOUR) = 6.85 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.37 *******************~'******************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.10 IS CODE = 41 >>>>>COMPUTE PIPE--FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================= ELEVATION DATA: UPSTREAM(FEET) = 49.36 DOWNSTREAM(FEET) = 48.76 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.010 DEPTH OF FLOW IN 4.0 INCH PIPE IS 2.1 INCHES PIPE-FLOW VELOCITY (FEET I SEC. ) 3 . 9 5 GIVEN PIPE DIAMETER(INCH) = 4.00 NUMBER OF PIPES = 2 PIPE-FLOW(CFS) = 0.37 PIPE TRAVEL TIME (MIN. ) = 0 .13 Tc (MIN. ) = 5 .13 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 40.10 = 170.50 FEET. ============================================================================= END OF STUDY SUMMl\RY: TOTAL AREA(ACRES) = PEAK FLOW RATE(CFS) 0 . 1 TC (MIN. ) = 0.37 5.13 ============================================================================= ============================================================================= The Grand Madison 725 Madison Avenue Preliminary Drainage Study bHA, Inc. land planning, civil engineering, surveying The Grand Madison 725 Madison Avenue Preliminary Drainage Study IV. REFERENCES b~A, Inc. land planning, civil engineering, surveying The Grand Madison 725 Madison Avenue Preliminary Drainage Study CARLSBAD Buena Vista Creek El Saito 904.21 HYDRO SO!l GROUP 8 Oceanside Basin bi-IA, Inc. land planning, civil engineering, surveying ""0 ~ -§' s· ~ tJ .... '"' s· '"' ~ [/l [ ~ --.j "' -Olct :S::G Ill 0: c.._ u;· c 0 -::J < )>0: < !:: (I) cr. ::J c c: -(I) OJ ::J Q_ ""0 OJ ::J ::J :J (Q 0 $: CD ::J CQ ::J CD CD ..... :J (Q (/) c t: < :I CD ;!; '$ ..... ::J (Q -c-:: 33.30' ;::1'\llrilkl ... • •. -··-~-I. -.... ,_,-1-. I ' " ',' 1.1 , ! . I I 33.,~ ·1 ·~~., ... ·7~· ?·dPT~:·tt·_~:?t.en, :'·1 : ~·rl0t::JIJ::_11r:>t·:,~· ··~~:..,Jf~!~J: 33•oo• J .~ 1 ; ~ .......... ~ .. ~~r,:"' ·--:· 1 32'4S: -, --.f 32•atr ,fl II II Ill County of San Diego Hydrology Manual Rainfall Jsopluvials 100 Year Rainfall Event-6 Hours I ........ 1"'1!1UVlalfm~~ DPW <~ __ """:.·:~_-GIS ~9}~ '""~ '"" ~~;:,.-,;,:_~I" 1'"-,~q ,,, •.• !' N ,... _______ IWIHO-,rrnt:JII~ + ~----~ .. ··--17--.m'-~-·~~--..,....___ ........ _____ ... _,..... ________ .... ___ .. IA.I6fo0. _......,._ .... ~ ..... ----__ ...,.., __ __ 3 0 3MIIes ~ '"d-..J '"I "' -(!) CJ'1 ct ~S:::G s !ll 0: ~-a. -~ u;· -$):> 0 c ~ :::1 < )>0: I 'b 0 < !: ., g ~. -~---0·-······· ~ -I County of San Diego '"I CD cr. ~ ~~ ''-:. ~: ·::. $):> :::1 c ::i '' ~-~· \ ~~--:: ~·c = .... ..._'_;OJ:_angeJ l r ' : ij I I Hydrology Manual ~ CD I . '' $):> ,"··· ... ~- (tQ (!) C/1 2 0.. ..... ---. I ~-~-r·. · :· U tit,· ¥¥-i:f.i··~:~r:::.~~::;"-1!~~ c:.) ''{11'>r~\;~,~ '1--['1\f-·r·!.Of I r·r~-.: \: 1 h; ---~-· ~ I I ~ I .. , •-_ . .... : . .• • '•• , , "•1. I 1 f ! ' . ., • ! • : .1 ! ••~ • ,•. •• -~ ":• ~. • .._ Rainfa/llsop/uvials 33'1 100 Year RatnraJI Event-24 Hours I ·····-·· l&oplwlal f"c:hes) I . '~e1 ~-,"'•''!'''·~····"'.J.;'"·!J;l.''·1'' ,. •l' '"' ...... I !)liJ. f'~-~i'-J\'l,';f; :1.\o+~r:r;LJ..!..:il./ . ·:~ --I 0 •' ·•-;.:'• ;' 'tr,. _ ~.:~--.~. L " .:.1 ;_~., r.J·-j, { \-;..:._~~-~~' ·~; -Stt /' · ~ '<:>'! 'C1' ,.:...., .... 33'00' I ~- i5) •C' :J Q_ I l C1 '0 r-w~ i5) -· ')) :J ?: :J :J <_0 0 ~: . •32'45' CD :J DPW ~· CD s· -§:GIS '~.:,;~~::GIS CD "-...... ,-,} -, __ ,.. __ '""'"ll.H. -:,pj),_, •. r·,,,,,.,ll CD ------~ ... '"" :J +~=~= CD t:J/1-MV!TUCimte':dfal .. ,~~ ~-----_..,.._ ____ ... ~R..- (/) =:=::::-... ~ .. --~ ... c t: ::=.::..-..-...::=.....--=----< :::r 32'30' CD J; !;: 3 0 3 Miles '< s·' ·;, ~ CD f. ""1::1 [ §" s· ~ d >-! ~ s· ~ (!) C/1 2 ~ ......... -I "' ::::r OlCD S::Q ~ ...., a. Ill -· ::J (J) a. g s:: }>Ill < 9, CD Ul ::J 0 c:: ::J CD OJ ::J 0.. "0 OJ ::J ::J ::J (Q () ~: CD ::J (Q 5 CD CD ..., ::J (Q ~ 0"" < ::r-~-~ ::J (Q s () San Diego County Hydrology Manual Date: June 2003 Table 3-1 Section: Page: RUNOFF COEFFICIEt..J'TS FOR URBA~~ AREAS Land Use I Runoff Coefficient "C" Soil Tl:~e NRCS Elements Coun Elements %1MPER. A B Undisturbed Natural Terrain (Natural) Pennanent Open Space 0* 0.20 0.25 Low Density Residential (LDR) Residential, 1.0 DU/ A or less 10 0.27 0.32 Low Density Residential (LDR) Residential, 2.0 DU/ A or less 20 0.34 0.38 Low Density Residential (LDR) Residential, 2.9 DU/ A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/ A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DUI A or less 40 0.48 0.51 Medium Density Residential (MDR) Residential, I 0.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 High Density Residential (HDR) Residential, 24.0 DU/ A or less 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/ A or less 80 0.76 0.77 Commercialllndustrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercialllndustrial (G. Com) General Commercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited 1.) Limited Industrial 90 0.83 0.84 Commercial/Industrial (General I.) General Industrial 95 0.87 0.87 c 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 3 6 of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DUI A dwelling units per acre NRCS =National Resources Conservation Service 3-6 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 em~ct where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studi~~s. Initial T; 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 (T;) Element* OU/ .5% 1% 2% 3% 5% 10% Acre LM T; LM T; LM T; LM T; LM T; LM T; Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LOR I 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LOR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LOR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MOR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MOR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MOR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MOR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HOR 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!. 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 The Grand Madison 725 Madison Avenue Preliminary Drainage Study bl-tA, Inc. land planning, civil engineering, surveying ! I 0 1 2 3 4 5 6 =t=F-r---t45---t---r--- 40 F I 12+00 13+00 15+00 16+00 ) / / __./' 0 EX 4" -·,: ~ ' - m REMOVE EX TREE STORM BEARING/DELTA N 59•54'54" E N 85.25' 14" w N 55.57'52" E N 34•04' 10" W N 55.58'27" E N 34.01'33" W a:: a =>N 0 . 0> m..,- -H DRAIN RADIUS DATA LENGTH 149.83' 49.29' 120.71' 2.55' 44.72' 9. 17' *WITH WATER-TIGHT JOINTS -::· . : .. • • . I TABLE NOTE 36" RCP 1350-D* 24" RCP 1350-D* 36" RCP 1350-D* 36" RCP 1350 D* 48" RCP 1350 D* Hi" RCP 1350 D* I f l' II • "' II _,. n/ -+ II ' 0 "' ID II II ,_ -: . . . ' APN: 203-302-02 JEANENE ENTERPRISES INC 752 GRAND AVE EX CLEAN OUT APN: 203-302-03 OWNER: MAR!l YN WILSON TRUST ADDRESS: 756 GRAND A 'IE EX WATER ME ER (TYP) "' w ____. ___ __ EX TRANSFORMER APN: 203-302-04 O'o"'NER:SHARIPOVA AM!NAT & MAHACH£V GADJI ADDRESS:786 GRAND AVE --ArT----AfT----AfT----ATT----AH-- 1 CONSTRUCTION NOTES I(}) PROTECT IN PLACE Q) TRENCH, RECOMPACT, & RESURFACE PER CITY STD GS-24 OR GS-26 AS APPROPRIATE. ~DEMO, REMOVE, AND REPLACE EXISTING WATER VALVE. NEW VALVE SHALL BE THE SAME SIZE AS THE VALVE BEING REPLACED. THE VALVE SHALL BE INSTALLED PER STANDARD DRAWING W-16, MATERIALS PER CMWD APPENDIX C CD SAWCUT f-i\ @ THE VALVE SHALL BE INSTALLED PER CITY STANDARDS __ ___,\!__;PIPE BEDDING AND TRENCH BACKFILL PER CITY STD BASED ON THE VALVE TYPE AND MATERIAL. VALVES S-5 FOR PVC, AND SDRSD D-60 FOR RCP SHALL BE DISINFECTED, FLUSHED, AND ~DEMO AND REMOVE EXISTING CURB INL~T HYDROSTATICALLY TESTED IN CONJUNCTION WITH THE --Arr--\V · "-PIPELINES IN WHICH THEY ARE INSTALLED ~~~~~~~~~~~~~~~~b~5~==c=~~~~~~~~~~~~~~ ~~TD~~~I~ING~~A~M~J~ j7 IS COMPLETE. PROVIDE 4" SAND OVER 4" CLASS I I @ DEMO AND REMOVE CONFLICTING PORT! ON OF 18" STORM BASE FOR BEDDING. DEMO, REMOVE, AND REPLACE DRAIN. INSTALL END CAPS. EX 2" GAS ,- // GRAND A VENUE APN: 303-21 PACKARD BUILDING PARTNERSHIP ET Al 725 GRAND AVE CURB DATA TABLE . -~ .-: . ·-:·-·: . . . -· ,,--EX . 'i· :.s. -•. - 2 N 55•55 '50" E 10.00' 6" CURB & GUTTER PER SDRSD G 2* 3 N 55.53'03" E 10.00' 6" CURB & GUTTER PER SDRSD G 2* 4 89. 30' 18" 5.00' 7.81' 6" CURB & GUTTER PER SDRSD G 2* *TRANSITION FROM 10" REVEAL AT INLET TO STANDARD 6" REVEAL 14+50 • ~ '-i;l &~I I 1 2 3 4 "~. •.'· BEARING/DELTA RADIUS LENGTH 15+50 CONTINUE GR I NO AND OVERLAY . APPROX. 40' TO JEFFERSON AVE [] ------~-·--.0_ NOTE DECORATIVE CONCRETE STRIPS IN KIND. t,;;\ @1 REPLACE LANDSCAP lNG AND IRRJGAT JON IN KIND ~RELOCATE EXISTING FIRE HYDRANT PER CITY STANDARD W-12. ABANDON OLD SERVICE WITH BLIND ~TYPE B CURB INLET PER SDRSD D-02. MODIFIED PER FLANGE. REPLACE SEGMENT OF ACP MAIN TO NEAREST CITY STANDARDS. TOP WILL EXTEND ACROSS ENTIRE JOINT. SIDEWALK @TYPE B CURB INLET PER SDRSD D-02 @)DEMO, REMOVE, AND REPLACE CONCRETE IN KIND 161 DEMO AND REMOVE CONFLICTING PORTION OF 12" STORM@ PER DETAILS ON SHEET 3, LENGTH WILL VERY PER DRAIN. INSTALL END CAPS. JOINT LOCATION ~TYPE B5 STORM DRAIN CLEANOUT PER SDRSD D-10 ~DEMO AND REMOVE EXISTING GRATE INLET -® ADD INLET STENCILING PER DETAIL ON SHEET 3 ® 2" GRIND AND OVERLAY GRAND AVE BETWEEN STA ±3+40 ~ TO STA ±16+39; REPLACE STRIPING IN KIND AND @) DEMO AND REMOVE EXISTING STORM DRAIN MANHOLE AS NECESSARY E STRUCTURE -@) l NST ALL B !0 CLEAN ROUND G l SB INLET F l LTER W JTH .. -.... ...:. --~-- TROUGH. 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