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HomeMy WebLinkAboutCT 14-09; UPTOWN BRESSI RANCH; PRELIMINARY DRAINAGE STUDY FOR BRESSI RANCH; GPA 14-04, MPA 178I, CT 14-09, PUD 14-10, SDP 14-13, SDP 16-06, CUP 14-09, CUP 16-01, EIR 15-01, LFMP 87-17(A); 2015-03-25---------'=-------..... IfECOI<:D COPY ~ (L _§_/t 1. ,,~'! Da.te PRELIMINARY DRAINAGE STUDY FOR BRESSI RANCH (LOTS 29 THRU 32) (PRELIMINARY ENGINEERING) PUD 14-10, SDP 14-13 GPA 14-04, MP 178(1), CT 14-09 Job Number 17169 November 24, 2014 Revised: March 25, 2015 RICK ENGINEERING COMPANY rickengineering.com L.J LJ DRAINAGE STUDY FOR RANCH THRU32 (PRELIMINARY PUD 14-10 B e R.C.E #65809 Exp. 09/15 Prepared For: Sa:rah Mo:rnll t: 1"1vni!,ri Shea Homes Mesa Rim Road Diego, California 92121 Prepared i:n.,;;'L.U\Jllli. (0Wni1l:r) Busim,ss Properties 9900MesaRim San California 92121 ru~k Company 5620 Friars Road Diego, California 921 l 0-2596 (619) November 241 2014 ,..~, •• ,,.rll• l'wfartb :ZS, 101.5 I •. J ~J \_ j ~. I ; :.... .. J \_, J -_J l __ j TABLE OF CONTENTS Revision Page ....................................................................................................................... i 1.0 Introduction .......................................................................................................................... I 2.0 Hydrology ............................................................................................................................ 4 3 .0 Hydraulics .......................................................................................................................... 10 4.0 Conclusion ......................................................................................................................... 11 Figures: Figure 1: Vicinity Map .................................................................................................................. 3 Tables: Table 2.1: Summary of Peak Discharge Rates ................................................................................ 8 Appendices: Appendix A: Basins 100, 200, 300, & 400: Modified Rational Method Analyses (100-year, 6-hour) [Post-Project] Appendix B: Backup Calculations for Weighted Runoff Coefficient and P6-hr Isopluvial Appendix C: Preliminary Pipe Sizing Appendix D: Reference Drawings Appendix E: Drainage Study Map for Bressi Ranch [Pre-Project] Map Pockets: Map Pocket 1: Drainage Study Map for Bressi Ranch [Post-Project] Prepared By: Rick Engineering Company -Water Resources Division BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 L I • J r'-I l ___ j L.J L_J l _J DRAINAGE STUDY FOR BRESSI RANCH LOTS 29 THRU 32 (PRELIMINARY ENGINEERING) Job Number 17169 REVISION PAGE(S) March 25, 2015 This Drainage Study presents a revision to the November 24, 2014 report pursuant to the first plan check comments, minor modifications to the site layout, and removal of the round-about. The comments have been included below and the response-to-comments have been provided in italics. 24. Address the comments on the attached drainage study and submit two revised copies and redlined copy with your next submittal. Response: The comments in the report have been addressed and additional revisions have been included as a result of the changes to the site layout that are proposed for this submittal. The revisions to the layout included eliminating the round-about at the main entrance of the site and slightly shifting the location of the buildings and retaining walls. Changes to this report that were a result of these changes include: Prepared By: Updated on-site rational method hydrology to account for minor adjustments Excluded off-site rational method hydrology since improvements along Gateway Road are no longer proposed. Updated text and tables in the report. Updated post-project drainage study map Rick Engineering Company -Water Resources Division BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 4_ ! I J !_._ I L._J 1~J i .. J 1.0 . INTRODUCTION Project Description: This drainage report presents preliminary hydrologic and hydraulic analyses for Lots 29, 30, 31 and 32 of the Bressi Ranch community in the City of Carlsbad (herein referred to as "the project"). The proposed project encompasses a 17.7 acre site and is located at the southwest comer of the intersection of Palomar Airport Road and El Fuerte Street; the intersection is located approximately 0.5 miles east of the intersection of Palomar Airport Road and El Camino Real. Gateway Road fronts the property along the south and Colt Place fronts the property along the west. See Figure 1, Vicinity Map, located at the end of Section 1.0. The project site was previously graded as part of the Bressi Ranch, Planning Area 4 project, under City of Carlsbad drawing number 400-SA, which was approved in December of 2003. The site has since remained undeveloped after completion of the mass grading operation. The existing terrain slopes at 2% to 2.5% from the northeast to the southwest. Subsequent grading and improvements were installed as part of drawing numbers: 400-SB, 400-SD, and 421-3. The preliminary analysis presented herein is in support of the entitlement phase of the project which includes processing a General Plan Amendment, Master Plan Amendment, and Site Development Permit to change the land use and zoning form Commercial/Industrial to a mix of Multi-Family Residential and Commercial/Industrial. Hydrology and Hydraulics: Hydrology and hydraulics are discussed in detail in Sections 2.0 and 3.0 of this report. Water Quality: The project will include low impact development (LID) site design, source control, treatment control, and hydromodification management BMPs to achieve water quality treatment and hydromodification management. Refer to the report titled, "Storm Water Management Plan for Prepared By: Rick Engineering Company-Water Resources Division BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 "· I LJ u \_j L_J Bressi Ranch (Lots 29 thru 32)," revised March 25, 2015 (or revisions thereafter), prepared by Rick Engineering Company (Job No. 17169), for further discussion of storm water quality requirements and post-construction BMPs. Detention: Pursuant to the Project Design Consultants (PDC) report titled "Drainage Report Bressi Ranch Mass Grading and Backbone Improvements", dated: February 01, 2003 regional detention is provided for the westerly portion of Bressi Ranch within Open Space Area 1 (OS-I Basin) located adjacent to Alicante Road south of Town Garden Road. The OS-I Basin was designed to reduce peak flows such that the total combined 100-year peak flows do not exceed existing conditions. Storm water runoff from the subject property is currently collected on-site and conveyed within an existing public storm drain system located within Gateway Road; the backbone system conveys runoff southerly within Alicante Road and ultimately discharges to the OS-I Basin. As the project proposes to change the land use and zoning from Commercial/Industrial to a mix of Multi Family Residential and Commercial/Industrial, resulting in a decrease in proposed impervious surfaces, it is expected that on-site improvements associated with this development will not increase peak discharges to downstream detention facilities above the peak discharge anticipated for a commercial/industrial development. The overall project's peak flow runoff is less than the 100-year design flows used in the mass grading phase and reflected on the as-built storm drain plans for the system installed to receive runoff from this project site. The preliminary hydrologic analysis presented herein supports the decrease in discharge. The OS-I Basin discharges to a downstream detention basin located at the intersection of Alicante Road and Poinsettia Lane (Alicante Basin). Said detention facility subsequently discharges to the La Costa golf resort; the golf course ultimately discharges to the Batiquitos Lagoon. Prepared By: Rick Engineering Company-Water Resources Division 2 BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 i.. I i_J c__J ,--, L_) l.J i. __ j I_ i r' Figure 1: Vicinity Map VICINITY MAP Prepared By: Rick Engineering Company-Water Resources Division 3 fNNQVATfON WY J.Qf(HlAV.F.W PAlO,MAN AIRPORT li'O BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 L .. ) 1) L~.J L_I 2.0 HYDROLOGY Hydrologic Methodology and Criteria: The 100-year 6-hour project peak flow rates were determined for runoff from the project site using the Modified Rational Method. The hydrologic methodology and criteria utilized for the project has been taken from the San Diego County Hydrology Manual June 2003. Modified Rational Method Methodology and Criteria: The San Diego County Hydrology Manual June 2003 requires that the modified rational method be used for hydrologic analysis of a watershed less than approximately 1.0 square mile. The drainage area tributary to each of the proposed storm drain systems total less than 1.0 square mile. The Modified Rational Method computer program developed by Advanced Engineering Software (AES) was used for this study because it satisfies the County of San Diego's design criteria. The hydrologic model is developed by creating independent node-link models of each interior drainage basin and linking these sub-models together at confluence points. The program has the capability to perform calculations for 15 hydrologic processes. These processes are assigned code numbers that appear in the results. The code numbers and their significance are as follows: Subarea Hydrologic Processes (Codes) Code 1: Confluence analysis at a node Code 2: Initial subarea analysis Code 3: Pipe flow travel time ( computer-estimated pipe sizes) Code 4: Pipe flow travel time (user-specified pipe size) Code 5: Trapezoidal channel travel time Code 6: Street flow analysis through a subarea Code 7: User-specified information at a node Code 8: Addition of the subarea runoff to mainline Code 9: V -Gutter flow through subarea Code 10: Copy mainstream data onto a memory bank Prepared By: Rick Engineering Company -Water Resources Division 4 BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 Li l _J ' _J LJ i __ .. J Code 11: Code 12: Code 13: Code 14: Code 15: Confluence a memory bank with the mainstream memory Clear a memory bank Clear the mainstream memory Copy a memory bank onto the mainstream memory Hydrologic data bank storage functions The pre-project flows, as compared within this study, were referenced from the as-built plans titled "Storm Drain Improvement Plans Bressi Ranch Industrial" (DWG 400-8D). The 100- year peak discharges are annotated on the profiles of the existing backbone system within Gateway Road. Refer to Appendix E for the pre-project condition map with outlet locations. In order to perform the post-project hydrologic analysis; base information for the study area is required. This information includes the land uses, drainage facility locations, flow patterns, drainage basin boundaries, and topographic elevations. The project was split into four (4) major basins, each labeled "DMA-#". The information used for post-project analysis can be found in the exhibit titled, "Drainage Study Map for Bressi Ranch [Post-project]", included in Map Pocket 1. The hydrologic conditions were analyzed in accordance with the County of San Diego's hydrology criteria as follows: Design Storm: 6-hour Precipitation (inches): Soil Type: Rainfall Data: 100-year, 6-hour P100 = 2.8 D Based on 6-hour Rainfall Isopluvial Modified runoff coefficients from the San Diego County Hydrology Manual were used for post- project hydrologic analysis. Permeable pavers will be used in various areas throughout the project. It is assumed that 10% of the remaining area is pervious landscape. To account for these factors, a weighted average of runoff coefficients for each major basin area was calculated. The weighted runoff coefficients, along with a sample calculation, can be seen below: Prepared By: Rick Engineering Company-Water Resources Division 5 BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 ,, L .. i LJ i __ ,i L_J L-l Total Area of Assumed Pervious Percent Percent Percent Area Area Pavers Area Pavers Pervious Impervious (acres) (acres) (acres) DMA-1 7.7 0 0.77 0% 10% 90% 0;82 DMA-2 7.9 1.8 0.61 23% 8% 69% DMA-3 1.3 0.3 0.1 23% 8% 69% DMA-4 0.4 0 0.13 0% 33%' 67% Sample Calculation for DMA-2 C-value: Area of 12a1:ers 1.8 acres Percent PaFers = , . x 100 = x 100 = 2'.H(: Tota., Area 7.9 acres J.::-:V:aluesfrorri:San Diego,'.. ,C:6unty Hydrology Manual \: Impervious areas: Pave rs: 0.87 0.35 Other pervious areas: 0.35 {Total Area -Area of Pavers -Assumed PerutousArea) Percent ln1per.•ious = ' x 100 Total Area 0.9acres -1.8 acres -. 61 acres) = ' .. X 100 = 69qt;j, 7.9 acres TVeighted C n2Jue Results: = PeTce:nt Pm.:ers X .35 + Percent Percious x .35 + Percent lmperi,iaus x .87 = .71 The results of the Modified Rational Method analysis for the post-project are provided in Appendix A of this report. The map titled "Drainage Study Map for Bressi Ranch [Post-Project Condition]," located in Map pocket 1, presents the drainage area boundaries, nodes, and areas used in the Modified Rational Method analysis. Prepared By: Rick Engineering Company-Water Resources Division 6 BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 LJ l.J LJ i .. .J '1 Table 2.1 presents a summary of the Modified Rational Method analyses for the post-project condition compared to the existing pre-project outlet location flows referenced on the aforementioned off-site improvement plans for Gateway Road. Prepared By: Rick Engineering Company -Water Resources Division 7 BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 c__J ,r--ci LJ l,J L__! ,., : . .J u Table 2.1: Summary of 100-Year 6-Hour Pre-Project and Post-Project Peak Discharge Rates for Bressi Ranch ', :,;,;; ' ,,,, .,. '::; ··<·'\.::.:;,, .. ·:,,, ,, '' \ . .'\ ·,: ., ,Existing :,;.,,;i·· Drailiiifinshl" ,:;;;;;:,;,~};$;·;{:'.;;}'~< .100~ Year, •6~Hour" '.:Q,utfall ·,:;;.,re···+·-,;:·: >f;.i·; ,' ·': r .. Peak Flow Rate Mitigation: Miasure (cfs)1'2 Capacity {:i' " .(cfs)3 \ .,,i :. '· ',, As-built Plan Design Flow - -Pre- Project 35.8 Existing capacity is 30" RCP from Sta. 1+93.7 to Sta. close to post-project DMA-1 Outlet 3+74.0 Colt Place 66.8 peak flow rate per Post-Project normal depth sizing [Node 195-196] 42.1 table.2 As-built Plan Design Flow - -Pre- Project 18.0 Existing capacity is DMA-2 & 24" RCP from Sta. 44+52.4 to Sta. 28.7 close to post-project DMA-4 Outlet 47+05.5 Gateway Road peak flow rate per Post-Project normal depth sizing [Node 295] 29.6 table.2 As-built Plan Design Flow - -Pre- Project 31.5 None, existing pipe is 24" RCP from Sta. 41+62.81 to Sta. adequate for post- DMA-3 Outlet 44+52.4 Gateway Road 37.9 project peak flows per Post-Project normal depth sizing [Node 320] 34.3 table. 2 Total at As-built Plan Design Flow - -Pre- Manhole Project (Intersection) D/S of Colt Place & Gateway Road 74.7 None, pre-project Colt Place 36" RCP@ Sta. 41+62.81 Gateway 141.8 peak flows exceed & Road post-project peak Gateway Post-Project flows. Road [Node 199] 66.2 Notes: 1. "cfs" = cubic feet per second 2. Impacts to existing storm drain system within Gateway Road as a result of any increases in peak discharge, will be analyzed as part of final engineering; furthermore, a detailed pipe flow analysis will be performed on the off-site storm drain commencing at the intersection of Colt Place and Gateway Road to ensure adequate capacity. 3. The capacity of the existing storm drain system in Gateway Rd. was calculated using normal depth per as- build slopes. Prepared By: Rick Engineering Company-Water Resources Division 8 BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 - J LJ ,·, ' I l __ j c-i :_J ,r----i :_J r··1 : J l_.J c .. J The project site in the post-project condition has been divided into four ( 4) separate drainage basins: DMA-1, DMA-2, DMA-3, and DMA-4. • In general, DMA-1 storm water runoff is conveyed through the proposed storm drain system on the residential side of the project, toward an outlet connecting to existing storm drain on Colt Place. • DMA-2 storm water runoff is conveyed overland of the commercial side of the project, and is collected and conveyed via on-site storm drain facilities toward Gateway Road. The collected runoff enters the existing 24 inch storm drain within Gateway Road replacing Outlet #4 of the existing system. • • DMA-3 storm water runoff is conveyed overland and is also collected and conveyed via on- site storm drain facilities toward Gateway Rd. prior to entering the existing storm drain line within Gateway Rd, replacing Outlet #3 of the existing system. DMA-4 is conveyed overland to two (2) bioretention basins located behind the main entrance curb returns then it is collected and conveyed via proposed storm drain facilities into Gateway Rd. and ties into the existing 24 inch storm drain within Gateway Road. The development proposes to utilize one (1) existing connection point to the public storm drain system, and two (2) new connections. A detailed analysis of the pipe system will be analyzed as part of the final engineering. The project site's runoff is less than the 100-year design flows used in the mass grading phase. The decrease in peak discharge is attributed to the change from Commercial/Industrial to Multi-Family Residential coupled with an increased time of concentration due to on-site routing. Prepared By: Rick Engineering Company-Water Resources Division 9 BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 L_J LJ l _ _j LJ LJ 3.0 HYDRAULICS Hydraulic Methodology and Criteria: The 100-year, 6-hour proposed peak flow rates determined using the Modified Rational Method were used to determine preliminary sizes for the on-site storm drain drainage facilities. Preliminary pipe sizes were estimated using an open channel normal depth table with varying flow rates and slopes, assuming a consistent 1 % slope on all pipes, while including a 30% increase in discharge to account for losses within the system. Existing storm drain adequacy was determined using an open channel normal depth table. Inlet sizing, riprap sizing, and detailed hydraulics will be provided as part of the final engineering. Pipe Sizing Results: Refer to Appendix C for the "Preliminary Storm Drain Size" table used to size the mainline systeµis for the project. Refer to the Rational Method results for the determined preliminary pipe sizes. Prepared By: Rick Engineering Company-Water Resources Division 10 BH:JVR:ch/Report/17169 .004 11-24-14 Revised: 3-25-15 .1 r--,-i I. I u l .. .J u t ,-J ; .i 1 .... .1 4.0 CONCLUSION This drainage report presents the 100-year post-project hydrologic analyses for the Bressi Ranch project. The post-project condition peak discharge rates were determined using the Modified Rational Method based on the hydrologic methodology and criteria described in the County of San Diego Hydrology Manual June 2003. The 100-year, 6-hour proposed peak flow rates determined using the Modified Rational Method were used to determine preliminary sizes for the on-site drainage facilities. The storm drain system is designed to convey flow in an open channel condition where feasible. The development proposes. to utilize one (1) of the three (3) existing points of connection to the public storm drain system and proposes two (2) new connections to the existing line on Gateway Rd. The project site's runoff is less than the 100-year design flows used in the mass grading phase. The decrease in peak discharge is attributed to the land use change from Commercial/Industrial to Multi-Family Residential coupled with an increased time of concentration due to on-site routing. The post-project discharges were compared to the peak discharges as annotated on the "Storm Drain Improvement Plans Bressi Ranch Industrial" (DWG 400-8D). Inlet sizing, riprap sizing, and detailed hydraulics will be provided as part of the final engmeenng. Post-project storm water runoff will be treated per the Storm Water Standards Manual, dated January 14, 2011. Please refer to the report titled, "Storm Water Management Plan for Bressi Ranch (Lots 29 thru 32)," dated of March 25, 2015 (or revisions thereafter), prepared by Rick Engineering Company (Job No. 17169) for more information with regard to water quality. In order to meet the Final HMP Criteria and to address downstream conditions of concern, a hydromodification management strategy is also discussed within the Storm Water Management Plan (SWMP) for the project. Prepared By: Rick Engineering Company-Water Resources Division 11 BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 r--- l,_, j .J LJ r--, ri L_, r • L_j Prepared By: APPENDIX A Basins DMA-1, DMA-2, DMA-3, & DMA-4: Modified Rational Method Analyses (100-year, 6-hour) [Post-Project] Rick Engineenng Company -Water Resources Division BH:JVR:ch/Report/17169 .004 11-24-14 Revised: 3-25-15 L_j LJ METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE @ .. i.,.,.,...,,.,. FLOOD CONTROL OISTRICf ************************** DESCRIPTION OF STUDY************************** * Bressi Ranch * * ns OMA-l,OMA-2,0MA-3,0MA~4 * * Post-Project 100 Year 6 Hour storm Event * ************************************************************************** FILE NAM!:.: BRP100.AAT TIME/OAT!:. OF STUDY: 16:12 03/24/2015 2003 SAN DIEGO MANUAL CRITERIA SPEtCiiFUD STORM EVENT(VEAR) "' 100.00 ir,,-.,.,,,,r. OUAATION PRECIPITATION (INCHES) "' 2 .1300 SPE:CIIF!E:O MINIMUM PIPE SIZl!(INCH) ""' 18.00 PEC:IF'.U:D PERCENT OF GAADIENTS(OECIMAL) TO USE FOR FRICfION SLOPE "" 0. 90 SAN DIEGO HYDIOI.OGY "C"-VALI.JES USED FOR AATIONAl METHOO USE MODIFIED METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *us;ER-OE:rll'iED snEET-SECfIONS FOR ccn.lPLEO PIPEROW AND STREETFLOW MODEL* HALF-CROWN TO STREET-CROSSFAlL! CURS GUTTER-GEOMETRIES: MANNING IN-/ PARK-HUG!ff LIP HIKE FACTOR NO. SIDE / WAY (FT) (FT) (FT) (n) 1 2 .OlS/0.020 0.61 .020/0.020 0.50 GLOBAL STREET FLOW-DEPTH ,..,..,, .. ::'l"tU,TM'F"' 1. Relative F1ow-oepth ~ as {Maximum A11owab1e 2. {Oepth)*(Velocit:y) rnr,.:'f",.,:mint = *SIZE PIPE WITH A FLOW CAPACITY GREATER OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* i. 0.0313 0. 1. 0.0100 0. O.Ol.50 0.0180 ••*****•·············******************************************************* 100.00 TO NOOE l.05.00 IS CODE~ 21 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .8200 S.C.S. CURVE NUMBER (AMC II)~ 0 INITIAL FlOW-lENGTI-!(FEET) = 60.00 ELEVATION(FEET) = 422.00 tlO\IJNSTREAM El.EVA FEET) "" 419.90 ELEVATION DIFFER FEET)~ 2.10 SUBAREA OVERLAND TIME OF FlOW(MIN,)"" 2. 100 YEAR RAINFALL INTENS!TV(INCH/HOVR) ~ 7. NOTE: RAINFALL INTENSITY !S BASED ON TC"" S~MINUTE, SUB.AREA RUNOFf(CFS) ~ 0.60 TOTAL AREA(ACRES) ~ 0.10 TOTAL RUNOFF(CFS)"' 0.60 FLOW PROCESS FROM NOD~ 105.00 TO NOOE 110.00 IS CODE= 41 1 \.~_j rc---i l, J :--1 I u LJ L__.J ELEVATION DATA: UPST ~ 410.10 fLOW lENGiH(FEET) w 41 DEPTH Of flOW IN 12.0 INCH PIPE PIPE-FLOW VElOCITY(fEET/SEC.) ~ 21 GIVEN PIPE DIAMETER( ) ~ 12 NUM~ER Of PIPES~ 1 ?IPE-R.OW{CFS) w 60 PIPE TftAVEl TIME{MIN.) = 2.12 ~ 4,69 LONGEST FLOWPATH FROM NODE 100. 110.00 ~ 476.30 FEET. UO, 00 TO NODE 110.00 IS CODE= 1 TOTAL NUMBER Of STRE:AMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTftATlON(MIN.) m 4.69 ftAINfALt INTENSITY(INCH/HR) m 7,3g TOTAL STREAM AREA(ACRE5) = 0.10 ?EAK flOW RATE(CFS) AT CONFLUENCE~ 0.60 111.00 TO NOOE 112.00 IS COOE = 21 •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• FLOW PROCESS FROM NOOE 112, TO NODE 113,00 IS CODE~ 51 >>>>>CCWIPUTE TRAPEZOIDAL CH1~!EL >>»>TAAVEl TIME THRU SUBAREA !:CVOC<::TTM,r".'. ELEVATION OATA: UPSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) m CHANNEL BASE(FEET) = 0.00 "Z" MANNING'S FACTOR~ 0,015 100 YEAR RAINFALL NOTE: ll.AINFA!.1.. :Ulffa!SITY IS *USER SPECIFIEO(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT~ .8200 5,C,S. CURVE NUMBER (AMC II) w 0 TRAVEL TIME COMPIJTIED USING ESTIMATED FlOW(CFS) ~ TRAVEL TIME THRU S1JBAREA BASEO OM VElOCITY(FEET/SEC.) AVERAGE FLOW DEPTH(FEET) = 0.23 TRAVEL TIME(MIN.) iC(MIN,) = 4,26 SUBAREA AREA(ACRES) '"' 0.20 SIJBAREA ,s,rr..,1,vrr AREA*AVEftAGE RUNOFF COEFFICIENT~ 0.820 TOTAi. AREA(AtRES) 0. 30 PEAK FLOW RATE(CFS) ENO OF SUSARE:A CH,t;Nfll~!.. OEPTH(f:EET) "' . FLOW n'"'-"''"'"' .., 2.6(1 1.21 1.81 LONGEST FtOW?ATH FROM NOOE 113.00 ~ 138,00 FEET. ~-J LJ L.) BRP100.RES **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 110.00 IS CODE~ 41 w-----------~-------------~-----••----------------------------------••------>>>>>COMPUTE PIPE-FLOW TAAVEt TIME nm:u SUMIU:A<<<<< >>>>>USING USER-SPECIFIED PIPE.SIZE (EXISTING ELEMENT)<<<<< = 411,60 m 410,74 MANNING'S N = IS 6. 2 INCHES PIPE-FLOW VElOCITY(FEET/SEC. = 4.41 GIVEN PIPE OIAMETER(INCH) = .00 NUMBER OF PIPES & 1 PIPE•FlOW(CFS) = 1.81 PIPE TRAVEL TIME(MIN.) = 0.32 iC(M!N.): 4.58 LONGEST FLOW?ATH FROM NOOE 111.00 TO NOOE 110.00 = 222.50 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NOOE 110.00 IS CODE= 1 >>>>>DESIG~TE INDEPENDENT STRfM4 FOR CONFLUENCE<<<<< >>>>>ANO COMPUTE VARIOUS CONFLUENCEO STRfM4 VALUES<<<<< TOTAL NUM8ER OF STRfM4S ~ Z CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION{MIN.) ~ 4.58 RAINFAll INTENSITY{ HR)~ 7.38 TOTAL STREAM AREA(ACRES = 0.30 PEAK Fl.OW RATE(CFS) AT CONFLUENCE = 1.81 ** CONFLUENCE DATA** STR!!AM RUNOFF (CFS) 0.60 l.81 AREA (ACRE) 0.10 0.30 AAINFALl INTENSilY ANO TIME OF CONCENTAATION AATIO CONFLUENCE FORMULA USEO FOR 2 STRfM4S. ** PEAK FlOW AATE TABLE""" STRfM4 TC NUMBER 1 2 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FlOW AATE(CFS) = 2.42 TC(MIN,) = 4,69 TOTAL AREA(ACRES) m 0.40 LONGEST flOWPATH PROM NODE 100.00 TO NODE 110,00 = 476.30 FEET. *****************************'*******'**************************************** Fl.OW PROCESS FROM NOOE 110.00 TO NODE 115.00 IS CODE~ 41 >»>>COMPUTE PIPE-fLOW TAAVEI.. TIME THRU :.v1~AM,1::A<:<:•~<.;; >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ~~1~~c:n ELEVATION DATA: UPSTRfM4(fEET) "" 410. 74 = 408.30 flOW LENGTH{FEET) = 240.00 MANNING•s N = OEPTI-1 Of FLOW IN l8. 0 INCH PIPE IS 6, 0 ........ ,n::.;:, PIPE-FLOW VElOCllY(FEEi/SEC.) = 4.69 GIVEN PIPE OIAMETER(INCH) ~ 18.00 NUMBER OF PIPES; 1 PIPE-FLOW(tFS) = 2,42 PIPE TAAVEL TIME(MIN.)"" 0,85 TC(MIN. = LONGEST FlOWPATH FROM NODE 100.00 TO = 716.30 FEET. FLOW PROCESS FROM NODE 115 .00 TO NODE 115.00 IS CODE= 61 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< YEAR RAINFALL INTENS!TY(INCH/HOUR) = 898 SPECIFIEO(SUSAREA)! L__j I _J -~J . I '--'--" LJ \ __ J \ ___ } !JSER~SPECIFIED 5.C.S. CURVE NUM6ER AREA-AVERAGE RUNOFF ,.,..,~r"·-rr-.-r::~,--.- SUEAREA. AREA(ACRES) = AltfA(AC::RES) "" ) "' s.ss **************************************************************************** FLOW PROCESS FROM NOOE 115.00 TO NODE 115.00 IS CODE"" 1 TOTAL NUMBER OF STRJ:AMS"" 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 5.55 RAINFALL INTENSITY(INCH/HR) = 6.90 TOTAL STREAM AREA(ACRES) ~ 2,SO PEAK FLOW RATE(CFS) AT CONFLUENCE~ 14,14 **************************************************************************~* FLOW PROCESS FROM NOOE 185.00 TO NOOE 186.00 IS CODE~ 21 *USER SPfCIFIEO(SUBARfA): USER-SPECIFIED RUNOFF COEFFICIENT '"' , ll200 C,$, CURVE NUMBER (AMC II)= 0 SUBAREA flOW-LENGTH(FEET) = ELEVATION(FEET) ~ 418.50 ELEVA FEET)= 417.90 ELEVATION DIFFERE FEET)~ 0.60 SUBAREA OVERLAND TIME Of FLOW(MIN,) 11111 3.904 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ~ 7.311 NOTE: IS BASED ON TC~ S-MINUTE. SUBAREA O. 60 TOTAi. 0 .10 TOTAL R!JNOFF(CFS) 11111 0.60 187.00 IS COili m 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVEi.TIME THRU (EXISTING ~b:~i•ic:o~ ~ 417.90 IXIWNSTRfAM(FEET) ~ ~ 82.00 CHANNEL SLOPE= 417.00 0.0110 = FACTOR~ 10.000 MANNING'S = 0 MAXIMUM DEPTH(FEET) * 2.00 100 YEAR RAINFALL INTENSITY(!NCH/HOUR) * 7,377 NOTE: RAINFALL INTENSITY IS BASED ON Tc 5-MlNUiE. *USER SPECIF!EO(SUBAREA): USER,,SPECIF!EO RUNOFF COEfF!CUNT • 8200 5,C,S. CURVE NUMBER (AMC II)~ 0 TRAVEL TIME COMPUTED USING ESTIMATED TRAVEL TIME THRO SUBAftfA ilASEO ,.,,..,.,....,r,-,. AVERAGE FLOW OEPTH(FEET) m 0. 0. ,) : ,) -TC(MIN,) "' 4,51 SUBAREA ARfA(ACRES) ~ 0.10 SU!lAREA RUNOFF(CFS) ~ AREA-AVERAGE RUNOFF COIEfF'.ICIEIIIT "' 0. 820 TOTAL ARfA(ACRES) = PEAK FLOW RATE{CFS) tt ENO OF SOOAREA CHANNEL FLOW DEPTH(FEET)"" 0.22 FlOW ""''-'-"---'-) "' 2.41 0.60 1.21 LONGEST FlOWPATH FROM NODE 187.00 = 142.00 FEET. FLOW PROCESS FROM NOOE 187.00 TO NODE 180.00 IS CODE~ 41 >>>>>COMPIJTE PIP!:H~LOW TRAVEL TIME THRIJ :1m:il-\11,1:.A·<;;,;;<;,;;,:;; >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING LJ \ __ J I _J l:iRP100.RES ElEVATION DATA~ UPSTREA1,1(FEET) ~ 410.70 tlOWNSTREAM(fEEl') ~ 409.40 FlQW LENGTH(ffET) m 138.90 MANNING'S Nm 0.013 DEPTH OF FlOW IN 12.0 INCH PIPE rs s.o INCHES PIPE-FlOW VELOCITY(FEET/SEC.) ~ 3.86 GIVEN PIPE DIAMETER(INCH) w 12.00 NUMBER OF PIPES= 1 PIPE-FlOW(CFS)@ 1,21 PIPE TRAVEl TIME(MIN,) ~ 0. Tc{MIN,) = LONGEST flOWPATH FROM NOOE .00 TO NODE @ 280,90 FEET, 180.00 IS CODE~ 81 >>>>>ADDITION Of SUBAREA iO MAINLINE PEAK flOW<<<<< = 7.271 S.C.S. CURVE NUMBER AREA-AVERAGE RUNOFF SUBAREA AREA(ACRES) = AREA(ACRES) "' ,) "' S.11 flOW PROCESS FROM NODE 150.00 TO NODE 115.00 IS CODE"' 41 >>>>>COMPUTE PIPE-flOW TRAVEL TIME THRIJ ::iU!l!AR:1;A<<«:<:< >»>>USING !JSER-SPECIFil!D PIPESIZE (EXISTI!>lG i:;1,.i.;;v1c:iH ==~=~~===:=:;;;m1rn.1rme:-=.=~~=~==~==~====~ ElEVATION OATA! UPSTREAM(FEET) = = 408.30 FLOW l..ENGTH(fEET) = 101.80 DEPTH OF FlOW IN 24.0 INCH PIPE-FLOW VflOCITY(FEET/SEC. GlVel PIPE DIA!\iETER ( "" 1 PIPE-FlOW(CFS)"' PlflE TAAVEI.. ilME(MIN.) = 0, T!:'.(MIN,) "' LONGSST, FLOWPATH FROM NOOE .00 iO NODE .00 ~ 382.70 FEET. 115,00 TO NOOE 115.00 IS COPE~ l >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>ANO COMPUTE VAR!OIJS CONFLUENCED STR!'::AM VALUES<<<<< TOTAL NUMBER OF STREAMS~ 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATlON(MIN,) = 5.37 RAINFALL INTENSITY(lNCH/HR) = 7.05 TOTAL STR!:Af,1 S) = 1.50 PEAK FLOW AT CONFLUENCE= 3.94 ** COMFlUENCE DATA** STREAM NUMBER 1 l TC (MIN,) 5.SS 5.31 AREA (ACRE) 2.50 1.50 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STR!:Af,15, INTENSITY (lNCH/HOIJR) 7.049 6.89$ COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) ~ 22,90 Tt(MIN.) ~ S. TOTAL. ARl!A(ACR!ZS) "" •L 00 lONGEST FlOWPATH FROM NODE 100.00 TO NOOE 115.00 = 716.30 FEET. Page 5 ) L ) C) \.) '· .J \__J C 1 llS,00 TO NOOE 120.00 IS CODE~ 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREI\<<<<< >>>>>USING USER-SPECIFIED PIPESlZE (ID<ISTING ElEMENi)<<<<< 407.50 802.40 FEET. 120.00 IS CODE= 81 >>>>>AOOITlON Of SUBAREA TO MAINLINE PEAK flOW<<<<< YEAR RAINFALL INTENSITY(INCH/HOUR) = 6,759 SPECIFIEO(SUBAREA): USER-SPEC!FIEO RUN(lff COEFFICIENT= .8200 S.C.S, CURVE NUMBER (AMC II)= 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8200 SUBAREA AREA(ACRES} = 0.50 SUBAREA RUNOff(CFS) = 2.71 AREA(ACRES) = 4.50 TOTAL RUNOfF(CFS) = 24,94 ) .. s.n THRLI ;;,v,~""'·&J"I"'"'''""'" LISi~RwSPl:C!J:It:O i:1,r©r:c:7 ;•1: (EXISTIIIIG c.o.i;;,.,;;;;,-. ===--,,~==~g.~=-~~==~~--:--:m;:-:.:m:: ELEVATION DATA, UPSTREAM(fEET) = 50 DOWNSTREAM(FEET) m 406.40 FLOW LENGTH(FEET) "" 103.60 "" !'.L013 DEPTH Of flOW IN 30.0 INCH PIPE IS INCHES PIPE-FLOW VElOCITY(fEEi/SEC.) = S GIVEN PIPE OIAMETER(INCH) = 30.00 NUM5ER Of fifES.. l PIPE-flOW(CfS) = 24,94 PIPE TRAVEL TIME(MIN.) = 0.20 TC(MIN,) = LON~ST FLOVJPATI4 FROM NOOE 100.00 TO NOOE = 906.00 FEET. 125.00 TO NODE 125.00 IS CODE~ 81 100 YEAR RAINFALL INTI::NSITY(INCH/HOUR) ~ 6.610 *USER SPECIFIED(SU!AREA): USER-SPECIFIED RUNOFF COEFFICIENT= .8200 S.C.S, CURVE NUMSER (AMC II)~ 0 AREA-AVERAGE RUNOFF COEFFICIENT= 0.8200 SUBAREA AREA(ACRES) = 0,30 SUBAREA RUNOFf(CFS) = TOTAL AREA(ACRES)"" 4.80 TOTAL RUNOFF(CFS) = TC(MIN.) = 5.93 ELEVATION DATA: UPSTREAM(FEET) '* 406.40 DOWNSTREAM(FEET) = 405.60 FLOW LENGTH(FEET) ~ 86.20 MANNING'S N = 0.013 OEPTH Of Flt!W IN 30.0 INCH PIPE IS 18.4 INOiES PIPE-FLOW VElOCITY(fEET/SEC,) :a 8.26 GIVEN ?!PE OIAMcTER(INCH) ~ 30,00 NUMBER OF PIPES~ 1 6 LJ l) I.J LJ \ .J [_ I PIPE-FlOW(CFS) ~ 26.02 PIPE TAAVEl TIME(MIN,) ~ 0, LONGEST FlO~PATH FROM NOOE !!JO YEAR ,.,._,nr,.,,.LL. *USER ;;;F:!::\..CU"J!,(;U\.:31J!:ll'\l'\,t:J'I USER~SPECIFIED crnEFFTCrE!lrn 5,C.S. CURVE NUMBER AREA-AVEAAGE RIJNOfF c.mrFFIC[E:NiT SUBAREA AREA(ACRES) ~ TOTAL AREA(ACRES) ~ TC(MIN,) = 6.10 130.00 TO NOOIE 6,10 130,00 ~ 992.20 FEET, >>>>>COMPUTE ?I?E-Fl~ TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEVATION DATA: UPSTREAM(FEET) ~ 405,60 OOWNSTREAM(FEET) ~ 403.90 FLOW lENGTH(FEET) = 168.20 MANNING'S N = 0.013 DEPTH OF FLO~ IN 36.0 INCH PIPE 16?6 INCHES PlPE-FlOW VELOCITY(FEET/SEC.) e ,69 GIVEN PIPE OlAMETER(INCH) = 36 NUMBER OF PIPES= 1 PIPE~FlOW(CFS) = . 27.67 PIPE TRAVEL TIME(MIN.) "' 0,32 TC(MIN.) "" LONGEST FLOWPATH FROM NODE 100.00 TO NOOE ~ 1160.40 FEET, ****··················••*********••••*•••••••*•••••••••••******************* 135.00 IS CODE~ El YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.275 SPECIFIED(SUSAREA): USER-SPECIFIED RUNOFF COEFFICIENT~ .8200 S. C. S. CJJR\IE NUM8ER (AMC II) "' 0 AREA-AVERAGE RUNOFF COEFFICIENT~ 0.8200 SU6AREA AREA(ACRES) ~ 0.30 SUBAREA AREA(ACRES) = 5.50 TOTAL ... ,.,. •• ,. .. ) "' 6.42 **************************************************************************** 135.00 TO NOOE >>>>>Cm'lPIJrl! PIPE-FI.J'.lW TRAVEL TIME >>>>>USING USER-SPECIFIED PIPESIZE 140.00 IS CODE= 41 ELEVATION OATA: UPSTREAM(FEET)"' 403.90 OOWNSTREAM(FEET)"' 402.40 FLOW LENGTH(FEET) = 148.80 MANNING'S hi= 0.013 DEPTH OF Fl~ IN 36.0 !NCH 16,8 INCHES PIPE-FLOW VELOCITY(FEET/SEC. ~ .74 GIVEN PIPE OIAMETER(INCH) = 36 NUMBER OF PIPES~ 1 PIPE-Fl~(CFS) ~ 25.31 PIPE TRAVEL TIME(MIN.) = 0. Tc(MIN,) "' LONGEST FUll>JPATH FROM NOOE 00 10 NOOE ,. 1309. 20 FEET. **************************************************************************** 140.00 TO NOOE 140.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< "" 6.104 7 l,:i 0 CO!::FF:CCIENT "" 0, 8200 StJBAREA RllNOFF(CFS) "" TOTAL RUNOFF(CFS) = •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• FLOW PROCESS FROM NOOE 140.00 TO NOOE 140.00 IS CODE"" 1 160.00 TO NOOE >>>>>RATIONAL METHOD INITIAl SU6AREA ANALYSIS<<<<< *USER SPECIFIEO(SIJBAREA)! USER-SPECTFIED RUNOFF COEFFICIENT"" .8200 S.C.S. CURVE NUMBER (AMC II)~ 0 INITIAL SUBAREA FLOW-LENGTH(FEET)"" 60.00 UPST~EAM ELEVATION 415,10 DOWNSTREAM ELEVATI ~ 413.90 ELEVATION 01 = 1.20 SUIAREA OVERLAND TIME Of FlOW(MIN,) ~ 3.099 100 YEAR RAINFALL INiENSITY(INCH/HOUR) = 7.377 NOTE: RAINFALL INTENSITY IS BASED ON Tc m 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.10 TOTAL m 0.60 •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 165.00 TO NODE 155.00 IS CODE~ 41 >>>>>COMP!.ITE PIPE-FLOW TRAVEL TIME THRU >»»USING USE.R-SPECTfIEO Pl?ESIZE (EXISTING EUlME!'tTJ !:!lEVATION DATA: U FLOW LENG"l'H(fE!n") = DEPTH OF fl.OW IN 12,0 INCH PIPE-FlOW VELOCITY(FEET/SEC. GIVEN PIPE DIAMETER(INCH) = PIPE-FLOW(CFS) = 0.60 ~ 409.00 OOWNSTREAM(FEET) = MANNING'S N = 0.013 3.4 INCHES .21 NUMBER OF PIPES~ 1 PIPE TRAVEL TIME(MIN.)"" 0.81 TC(MIN.) ~ 407.40 LONGEST FlOWPATH FROM NOOE 160.00 TO NODE 3.91 155.00 "" 218.80 FEET. FLOW PROCESS FROM NOOE 155,00 TO NOOE 140.00 IS CODE~ 41 >>>>>COMPUTE PIPE-FlOW TRAVEL TIME THRO SUEAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) m 407.40 OOWNSTREAM(fEET) ~ 402.40 FLOW LENGiH(FEET) ~ 124.80 MANNING'S N: 0.013 DEPTH OF FLOW IN 12.0 INCH 2.4 INCHES PIPE-FlOW VELOCITY(F ,32 GIVEN PIPE DIAMETER( NUMBER OF PIPES= 1 PIPE-FlOW(tFS) ~ 0. PIPE TRAVEL TIME(MIN.) = 0,39 Tc(MIN.) ~ LONGEST FlOWPATH FROM NOOE 160.00 TO NOOE = 343 fEET • •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• >>>>>DESIGNATE INDEPENDENT STREAM FOR Page 140.00 IS CODE= 1 --, \ ,_I \~ ) I-) j ' -~ ~ SRP100.RES >>>>>ANO COMPUTE VARIOUS CONFlUENCEO STREAM VALUES<<<<< TOTAl f4UM13ER OF STREAMS"' 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME Of CONCENTAATION(MIN..)"' 4.30 RAINFALL INTENSITY(INCH/HR) "'. 1.38 TOTAL STREAM AREA(ACRES)"' 0,10 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.60 ** CONFLUENCE DATA** STREAM NUMBER 1 2 TC (MIN,) 6.71 4.30 1.311 AAINFAll INTENSITY ANO TIME OF CONCENTRATION AATIO CONFLUENCE FORMULA USED FOR 2 STREAMS, ** PEAl< FLOW AATE TABLE** STREAM RUNOFF Tc NUM!ER (CFS) (MIN.) l 32.08 4.30 2 313.54 6.71 COMPUTED CONFLUENCE INTENSITY (!NCH/HOUR) 7.377 6.104 ARE AS FOLLOWS: Ti:::(MIN.) "" 6.71 PEAK FlOW RATE(CFS) = TOTAL AREA(ACRES) ~ LONGEST FlOW?ATH FROM NOOE TO NODE 140.00 ~ 1309.20 FEET. 140,00 TO NOOE PIPE-flOW TRAVEL TIME THRU SUBAREA<<<<< USi:R,.SP[lCIFiilO PIPl:.SIZE (EXISTING ELEMENT)«:<« ELEVATION DATA: UPSTREAM FLOW LENGTH(FEET) 20 DEPTH OF FLOW IN 0 f'IPE-f!.J)t'J GIVEN ) "" 402.40 MANNING'S N"" B.8 INCHES .40 NUMBER Of PIPES 0.22 n::(MIN,) "' 100.00 TO NODE 199.00 TO NOOE 1 .. 1510.SO FEET. **·····················*·····*••••••••••••••*•••••••••••••••*•*****········· FLOW PROCESS FROM NOOE 200.00 TO NODE 205.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIHEO(SUBAREA)! USER-SPECIFIED RUNOFF COEFFICIENT"" .7100 S.C.S. CURVE NUMBER (AMC II)= 0 INITIAL SUBAREA flOW-LENGTH(fEET) = 60.00 UPSTREAM ELEVATION(FEET) = 423.90 OOWNSTREAM ELEVATION(FEET)"" 422.90 ELEVATION OIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.586 100 YEAR AAINfALL INTENSITY(INCH/HOUR) = 7.377 NOTE: IS BASED ON Tt = 5-MINUTE. SUBAREA 0.52 TOTAL 0,10 TOTAL "" 0.52 TO NOOE 210.00 IS CODE~ 41 Page 9 ' I \._I j ,---"':' BRP100.RES TRAVEL TIME THRY SUBAREA<<<<< SPEtCiir::'IEU PIPESilE (EXISTING ELEMENT)<<<<< ~ 417.90 DOWNSTREAM(FEET) = 417.30 = MANNING'S N = 0.013 DEPTH OF 12.0 lN(H PIPE 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) ~ .16 GIVEN PIPE DIAMc:TER(INCH)"' 12 NUMBER OF PIP!:S"" l PlPE-FLOVl(CFS) "' 0. 52 PIPE TRAVEL TIME(M!N.) = 0.30 TC(MIN,); 4.89 LONGEST FLOWPATH FROM NOOE 200,00 TO NODE 210.00 ~ 117.60 FEET, •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 210.00 TO NOOE 100 YEAR WU.NFAlL INTENSITY(lNCH/HOUR) ~ MlNfAll INTENSITY IS BASED ON Tc "" .. r,•, .. u,u SPECifIEO(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= .7100 S,C.5. CURVE NUMBER (AMC II)~ 0 AREA-AVERAGE RUNOFF COEfFICIE!\!T = 0.7100 :..v1:1,p.K;:A AIUtA(ACRES) = 0.:20 SUBAREA AREA( ""' 0. 30 TOTAL RUNIOFf;n:1::s -rrnn·u ) = 4+! 1. •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 215.00 IS CODE~ 41 >>>>>COMPUiE PIPE-FLOW TRAVEL TIME THRU SUSAREA<<<<< >>>>>USING USER*SPECIF!ED PIPESIZE (EXISTING ELEMENT)<<<« 417 30 IJOWNSTREAM(FEET) = 414.90 YIANINIJJG "" 0. OU PIPE IS INCHES ) "" 4. = 12.00 NUMBER Of PIPES~ l 0.95 Tc(MIN.) ~ 5.84 200.00 TO NOOE 215.00 = 357.70 FEET. 215.00 TO NOOE 215.00 IS CODE~ 81 :U.iO YEAR RAIN?'Atl !lfit:'.NSITY(!NCH/liOUll) = 6.675 *USER SPECIFIEO(SUaAREA): USER*SPECIFIEO RUNOFF COEFFICIENT~ .7100 S.C.S. CURVE NUM!!ER (AMC II)"' 0 AREA-AVERAGE RUNOFF COEFFICIENT~ 0.7100 SU8AREA AREA(ACRES) ~ 1.20 SUBAREA RUNOFf(CfS) ~ 5.69 TOTAL AREA(ACRES) = 1.so TOTAL RUNOFF(CFS) ~ 7.11 TC(~IN,) = 5.84 **************************************************************************•• FlOW PROCESS fROM NODE 220.00 IS COOE ~ 41 -~~--~~---~----------------------~~-------~---------~----------------------->>>>>COMPUTE PIPE-FLOW TAAVEl TIME THRU SUBARfA<<<<< >>>>>USING USER~SPECIFIEO PI?ESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: U?STREAM(FEET) = 414, DOWNSTREAM(FEET) ~ 413.70 FLOW LENGTH(FEET) ~ 120.10 MANNING'S N ~ 0.013 DEPTH OF FlOW IN .0 INCH PIPE IS 11,2 INCHES PIPE-FLOW C.) "" 6.13; GIVEN "' ULOO NUMBER OF PIPES "" 1 ,11 0~33 TC(MIN* = 6~17 Page 'l \_ ) \~ J •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• FLOW PROCESS FROM NOOE 220.00 TO NODE 220.00 IS CODE"' 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< USEIFSPECIFIEO !?IJMOIJ!t COlffF:IC:U!f\lT S.C.S. CURVE NUMBER AREA~AVERAGE RUNOFF SUBAREA AREA(ACRES) ~ TOTAL AREA(ACRES) "", TC(MIN.)"' 6.17 "' 6.445 220.00 TO NOOE 225.00 IS CODE"' 41 >>>>>COMPUTE PIPE*FlOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER~SPECIFIEO PIPESIZE (EXISTit,IG "''"'"''"''"" ELEVAilON DATA: UPSTREAM(FEEi) = 413 .10 "" 412 ~ 20 FLOW LfNGTH(FEET)"' 157.00 MANNING'S N .. DEPTH OF FLOW IN 24.0 INCH PIPE 11,1 INCHES PIPE-flOW VElOCITY(FEET/SEC.) = .45 GIVEN PIPE OIAMETER(INCH) "' 24 NUM!U~R OF PIPES "" 1 PIPE-FlOW(CfS) ~ 9,15 PIPE TAAVEL TIME (MIN.) .. 0, 41 n:(MIN.) "" LONGEST FLOWPATH fROM NOOE 200.00 TO NOOE 634,80 FEET. 255.00 IS CODE= 21 50.00 5.347 = 7 .065 "' 0.50 **************************************************************************** 255.00 TO NOOE 260.00 IS CODE= 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL flOW<<<<< >>>>>TRAVElTIME iHRU SU8AREA (EXISTING~~•~•·•~'" ELEVATION DATA: UPSTREAM(FEET)"" 423.00 OOWNSTREAM(FEET).. 421.90 CHANNEL LENGTH THRU FEET).. 100.00 CHANNEL SLOPE= 0,0110 CHANNEL !ASE(FEET)"" "Z" FACTOR"' 10.000 MANl~Ii\lG S FACTOR = MAXIMUM OEPTH(F£Ei) 2. 00 11 ,_ j ' .j \_.,_) BR?100. 100 Y~ RAINFALL INTENSITY(INCH/HOUR) *USER SPEC!FlEO(SUBAREA): USER~SPECifIEO RUNOFF COEffICIENT ~ .7100 5. C. S. CURVE NUMBER (AMC II) "" 0 TRAVEL TIME COMPUTED USING ESTIMATED fLOW(CfS)"" 1 TRAVEL TIME THRU Sl16AREA BASED VE!..OCITY(FEET/SEC.) ~ AVERAGE FLOW OEPTK(fEET)"" 0 TRAVEL TIME{MIN.) ~ TC{MIN,)"" 6.01 SUSAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CfS) ~ 1.86 AREA=AV!RAGE RUNOFF ~ 0.710 TOTAL AREA(ACRES) "" PEAK FLOW AATE(CFS) "' 2.'.33 ENO Of SUBAREA CHANNEL fLOW HYOAAULICS: DEPTH(fEET) "" 0.19 FLOW VEI..OCnY(fEET/SEC..) "" LONGEST flOWPATH FROM NOOE 250.00 TO NO!if ·······················********************•*••····························· FLOW PROCESS FROM NODE 260.00 TO NOOE 261.00 IS CODE= 41 TRAVEL TIME THRU SUBAREA<<<<< USf:R-SPl:CI:Fil::O PIPESIZE (tiXISTil«i ELEMENT)<<<« ~~~=--==~-=~=.=~=--~~-~~=~~m== ELEVATION DATA: UPSTREAM ) ~ 416.60 OOWNSiREAM(fEET) .z 413.00 FLOW lENG'iH(fEET) = 35 MANNING'S M"" 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.3 INCHES PIPE-FLOW VELOCITY(fEET/SEC.) = 4.66 GIVEN PIPE OIAMETER(!NCH) ~ 11.00 NUMBER OF PIPES~ 1 PIPE-flOW(CFS) ~ 2.33 PIPE iAAVEL iIME(MIN.)"' 1.27 Tc(MIN. ~ 7.29 LONGEST FI..OWPAffl FiOM NOOE 150.cm TO 261.00 "' .80 FfET, ·····························••***························•••*••············ fLOW PROCESS FROM NODE 251.00 IS COPE~ 31 S.C.S. CURVE NUMBER AREA•A\JEAAGf !Ul!roff c:rn~FF:n:::cEt-rr "" 7100 SUBAREA ARfA(ACRES) "' SUMREA RUN:Off{CFS) "' 4 TOTAL AREA(ACRES)"' TOTAL RUNOFF(CFS)"' 6. TC(MIN.)"' 1.19 **********************•••···············*··································· 225.00 IS CODE= 41 >>>>>COMPUTE PIPE-flOW TAAVfl TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED P!PESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(fEET) = 413.00 DOWNSTREAM(FffT) ~ 412.20 FLOW LENG'i'H(FEET) ~ 88.40 MANNING'S N = 0.013 DEPTH Of FLOW !Ill 18.0 !NOi PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(fEET/SEC.) ~ 5.80 GIVEN PIPE DIAMETER(INOI) "' l!LOO NUMBER Of PIPES = 1 PIPE-FLOW(CfS)"' 6.57 PIPE TAAVEL TIME(MIN.) = 0,25 TC(M!N.); 7.54 LONGEST FLOWPATH FROM NODE 250.00 TO NOOE 225.00 = 594.20 FEET, ························································•*••••••••••••*••••• 225.00 TO NOOE 225.00 IS CODE~ 1 >>>>>DESIGNATE INDEPENDENT STREAM !!OR COOFU!ENCE<«<< >>>>>AND COMPUTE VARIOUS CONflUENCEO STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS~ 2 CONFLUENCE VALUES USED FOR INOEPENOENT STREAM 2. ARE: TIME OF COMCENTHATION(MI~.) 7.54 AAINFALI.. !NTENSITY(INCH/HR)"" 5.66 r~ \ I e,_ __ j BRP100.RES 1.60 I..Ul''il"I..MCl'd.C. *> 0, 51 ** CONFLUENCE OATA ** STREN,1 RUNOff NUMBER (CFS) 1 9.15 2 6.57 Tc (MIN,) 6.51 7.54 AAINFAll INTENSITY ANO TIME CONFLUENCE FORMULA USEO FOR ** PEAK FLOW RATE TABLE** STREAM RUNOfF TC NUMBER (CFS) 1 14.8$ 2 14.95 rr.;, • .,,,....,,.. CONFLUENCE "'"'4r7u, • ...-,=r AREA (ACRE) 2.00 L60 CONCENTRATION RATIO STREAMS. INTENSITY (INCH/HOUR) 6.185 5.660 AS FOllOWS! Tc(MIN,) = 7.54 FLOW RATE(CfS) = TOTAL AREA(ACRES)"" LONGEST FI..Oi&PATH FROM NOOE 200.00 TO NODE 225,00 ~ 634.80 FEET. 226.00 IS CODE~ 41 >>>>>COMPUTE PIPE-FLOW TRAVEl TIME THRU SUB:AREA<<<<< >>>>>USING USER-SPECIFIED PIPES!ZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) ~ 412.20 OOWNSTREAM(FEET) = 410.60 flOW lENGTH(fEET) = 160.00 MANNING'S N = 0.013 DEPTH Of flOW IN 24,0 INCH PIPE IS 14,7 INCHES PIPE~FLOW VElOCITY(fEET/SEC.) = 1.39 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER Of PIPES~ l 'PIPE~fLOW(CFS) ~ 14.95 PIPE TAAVEI.. T!ME(MIN.)"" 0. TC(M!N.) = 7.90 LONGEST flOWPATH FROM NOOE 00 ro NOOE 226.00 = 794.80 FEET. 100 YEAR JZ, 5 .492 *USER SPJEC]CFIEOL~IJD~l«~M USER-SPECIFIED KUrnUrl" .noo S.C.S. CURVE NUMBER AREA%AVE.RAGE RUNOFF ,.;,..,,.,,.,,,,,,,,.,,.,,Mrr "' • 7100 SUBAREA ACRES) a SUBAREA RUNOfF(CFS)"' TOTAL ~ TOTAL RUNOFf(CFS) = 18, TC(M:UL 226,00 TO NODE 221.00 IS CODE"' 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU >>>>>USING USER-SPECIFIED PIPE.SIZE (EXISTING b~,~~•~rn ELEVATION DATA: UPSTR "' 410.60 OOWNSTREAM(fEET) ~ 409.00 FLOW lENGTH(FEEi)"' MANNING'S N"' 0,013 DEPTH OF FlOW IN 30.0 INCH PIPE IS 13.9 INCHES ptpf,·FlOW VELOCITY{FEET/SEC.) "' S.22 GIVEN PIPE OIAMHEJt(IN(H) "' 30.00 NUMBER OF PIPES "' 1 PIPE-FlOW(CFS) 18.33 PIPE TRAVEL TIME(MIN.) ~ 0. LONGEST FlOWPATii FROM NODE "" .40 FEET • • 00 TO NOOE 227 .00 IS "' l \, J LJ 'c. I BRi:>100. iU:S >>>>>DESIGNATE INDEPENDENT STREAM fOR CONFLUENCE<<<<< TOTAL Nl.JMBER Of STREAMS= 2 COl\ffUJENCE VALUES ...... ,,,,,,,.,.,. .. ,.,,,.,. STREAM 1 ARE: TIME Of COliCciNTAAl,IONl RAINfAll TMir-1: .. ,,eT·rvt'TMlf"< TOTAL STREAM "''"""'~'"'"" ... u PEAK fU)lrJ 18.33 228.00 TO NOOE 229.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT~ .7100 5.C.S. CURVE NUM6ER (AMC II)~ 0 INITIAL SUSA.REA flOW-LENGTH{fEE'f) ~ 60.00 UPSTREAM ElEVATION{fEET) = 424,90 OOWNSTREAM ELEVATION(FEET) = 424.00 ELEVATION DIFfERENCl!(FEET) = 0.90 .:iuctf\l\t:A OVERLAND TIME OF fLOW(MIN,) "' 4. 750 YEAR RAINFALL IN"l'l:;NSITY(INC!i/OOUR)"" 7.377 NOTE! RAINFALL INTENSITY IS SASEO ON TC"' 5-MINUTE. SUBAREA RUNOFf{Cf5)"' 0.52 TOTAL AREA(ACRES) ~ 0,10 TOTAL = 0.52 **************************************************************************** 229.00 TO NODE 227.00 IS CODE= 41 >>>>>COMPl.liE PIPE-FlOW TRAVEL TIME THRU >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING mrn,TT<Ut DATA: IJPSTR ) "' 410.SO OOWNSTREAM(FfET) "" 409.00 FLOW LENGTH(FEET) ~ 14 MANNING'S N = 0.013 DEPTH Of FLOW IN 12.0 INCH IS 3.2 INCHES PlPE-FlOW VELOCITY(FEET/SEC, = 3.16 GIVEN PIPE OIAMEiER(!NCH) ~ .00 NUMBER OF PIPES= l ?!PE-FLOW(CFS) = 0.52 PIPE TRAVEL TIME(MIN.) ® 0.77 ~ LONGEST FLOWPATH FROM NOOE 228 ~ FEET. >>>»DESIGNATE: INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS~ 2 CONFLUENCE VALUES USEO FOR INDEPENDENT STREAM 2 ARE: TIME Of CONCENTAATION(MIN,) 5.53 RAINFALL INTENSlTY(!NOi/HR) w 6.92 TOTAL STREAM AREA(ACRES) ~ 0.10 PEAK FLOW RATE(CFS) AT CONFLUENCE~ 0.52 ** CONFLUENCE DATA** STREAM RUNOFF TC (MIN.) 8,1$ 0.52 5.53 INTENSITY (INCH/HOUR) 5.369 6.917 AREA {ACRE) 4.70 0.10 RAINFALL INTENSITY AND TIME tONfLUENCf FORMULA USED fOR CONCENTRATION RATIO STREAMS, ** ?EAK flOW RATE TAIL!** STREAM RUNOFF TC NUMBER (CFS) 1 14. 75 2 HL73 INTENSITY (I/IICH/OOUR) 6,917 5.369 Page 14 L) BRP100.tU:S COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW AATE(CFS) "' 18. 73 Tc(MIN,) "" 8.1! TOTAL AREA(ACRES) = 4.80 LONGEST FLOWPATH FROM NOOE 200.00 TO NODE = 934.40 FEET, 227.00 TO NOOE 230.00 IS COOE ~ 41 >>>>>COMPUTE PIPE-Fl.OW TRAVEL 111Rtl :SUl$AK:!:A·<<<:<< >>>>>USING USER~SPECIFIED (EXISTING ===·=====~=~m,a~-=fflmi:m1•~~==@~%t~~=*~~=*:lffl:m~~~~=====~m==== ELEVATION DATA: UPST m 409.00 OOWNSTRcAM{FEET); 408.40 FLOW lENGTH(FEET) MANNING'S N = 0.013 OEPTH OF FLOW IN IS 14.6 INCHES PIPE-FLOW "' 7, 89 GIVEN 30.00 NUMBER OF PIPES= l 0.13 Tc(MIN,) ~ 200.00 TO NODE FEET • •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 230.00 TO NODE 230.00 IS CODE M 81 ••••************************************************************************ 235.00 IS CODE~ 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU >>>>>USING USER-S?ECifll::O ?IPESUE (EXISTING "''-"''''!;;.'~ ELEVATION DATA! UPSTREA!V!(FEET) ~ ,40 DOWNSlREA!V!(FEET) m 407.70 FLOW LENGTH(fEET) = 69.70 MANNING'S N = 0.013 DEPTH Of FLOW IN 30.0 INCH PIPE 15.6 INCHES PIPE-FLOW VELO(ITY(fEET/SEC.) ~ .07 GIVEN PIPE DIAMETER( ~ N!JM3ER Of PIPES 1 PIPE-FLOW(CFS) ~ 2 6 PIPE TRAVEL TIME(MIN.) ~ 0.14 = 8.45 LONGEST FlOWPATH FROM NOOE 200. 235.00 ~ 1063.50 FEET. ••••••••••*••••••••••••••*•************************************************* 235.00 IS CODE"" 81 >>>>>ADDITION OF SUSAREA TO MAINLINE PEAK FLOW<<<<< "" 5.258 nuNur.-rru:;cc•rrTe~rr ,,, , 7100 FFI:Cil::NT "" 7100 SUBAREA RUNOFF(CfS) = TOTAL RUNOFf(CFS) ~ 21. 235.00 TO NOOE 236,00 !5 CODE~ 41 >>>>>COMPUTE PIPE-FLOW TRAVEi. >>>>>USING USER-SPECIFIED THRU SUBAREA<<<<< (EXISTING ELEMENT)<<<<< "' 406.70 i~J i~.J ~ __ J i -) \ __ ,/ L _i FLOW PROCESS FROM NODE 236.00 IS CODE~ 81 100 YEAR *USER PE1:u:!Elh;,ui:;,,1,l\1r:.M1 USEIHiPECIHED 5,C,S, CURVE NUMBER AREA-AVERAGE RUNOFF ,.,..,,ie,,,,.,...,..,,11,,,,.. "" S.179 "' ,7100 SUBAREA AREA(ACRES} ~ "" 1.47 AREA( "" 22.so ...,,.,,, ....... ) "' •••*•••••••••••*····················*·························•************* FLOW PROCESS FROM NODE 236.00 TO NODE 240.00 IS CODE"" 41 >>>>>COMPUTE ?!PE-FLOW TRAVEL TIME >>>>>USING USER-SPECIF!al PIPESIZE ::;;~=== ----•~=~-=~=~;w=----==~=~--~-=a~w==~~ ELEVATION DATA: UPSTRE/IJ4(FEET) ~ 406.70 DOWNSTRE/IJ4(FEET) ~ 406.30 FLOW LENGTH(FEET) ~ 33.80 MANNING'S N"' 0.013 DE?TH OF F!..OW IN 30.0 INCH PIPE IS 15.7 INCHES PIPE-F!..OW VELOCITY(FEET/SEC,) ~ 8,79 GIVEN PIPE OIAMETER(INCH) = 30.00 NUMBER OF PIPES= 1 P!PE-FlOW(CFS) = 22.80 PIPE TRAVEL TIME(MIN.)"" 0.06 Tc(MIN, "" 8.72 LONGEST FlOWPAiH FROM NOOE 200,00 TO 240.00""' 1195,40 FEET, 240.00 IS COOE = 1 TOTAL NUMBER OF STREAMS= 2 CONFLUENCE VALUES USED FOR INDEPENDENT STRE/IJ4 l ARE; TIME OF CON'CEITTRA TION (MIN,) ""' !s. 12 RAINFALi. INTelSITY(I HR) "" $, 15 TOTAi.. STRE/IJ4 AREA(ACRE = 6.20 PEA~ FLOW RATE(CFS) AT CONFLUENCE"" 22,80 **************************************************************************** FLOW PROCESS FROM NOOE 263.00 TO NOOE 264.00 IS CODE~ 21 >>>>>RATIONAL METHOD INITIAL SUMREA ANALYSIS<<<<< . .,..,,,..,,,,....n OVEIUAND TIME OF YEAR RAINFALL NOTE: RAINFALL INTENSITY SUBAREA RUNOFF(CFS) = TOTAi. AREA(ACRES) ~ FLOW PROCESS FROM NOOE • 7100 60.00 264.00 TO NODE 4.316 7.377 "' 5-MINUTE. 265.00 IS CODE~ 51 LJ !. .! L.) \ ) BRP100. >>>>>COMPUTE TRAPEZOIDAL CHANNEL flOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ENO OF SU13AR.EA "-1'!1"'1"r,i:;1. OEPTH(fEET) ~ FLOW LONGEST FLOWPATH FROM NOOE 265.00 TO NODE >>>>>Ol'i!PUTE PIPE-FLOW TRAVEL TIME >>>>>USING USER-SPECIFIED PIPESlZE 7.11 7.61 240.00 IS CODE"" 41 = 414.60 :w 406.30 MANNING'S N"" IS '/.4 INCHES "" 11.21 .00 NUMBER OF PIPES"" 1 Tc(MIN.) = 5.51 .00 TO NOOE 240,00 = 444.40 fEET • •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 240.00 IS CODE"" 1 >>:>>>•OESI!~Nt1TE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>:>>,•Awu COMPUTE VARIOUS CONFLUENCED ST~l:!AM VALUES<<<<< TC (MIN,) 8.72 S.51 INTENSITY (!NCH/HOUR) 5.155 6.929 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USEO FOR 2 STREAMS. ** PEAK FLOW RATE TASlE ** STREAM TC NUMBER 1 2 INTENSITY (!NCH/HOUR) 6.929 5.155 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS)"' 28.46 Tc{M!N,) "'· 8,72 TOTAL AREA(ACRES) = i.70 LONGEST FlOWPATH FROM NOOE 200.00 TO 240.00 = 1195.40 FEET, i ___ ) : J '-j ', >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SIJ!AREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING "" 4015.30 "" 406.00 FLOW LENGTH(FEET) ~ 3 DEPTH Of FLOW IN 30.0 INCH PIPE-FLOW VElOCiiY(FEET/SEC. GIVEN PIPE OIAMETER(INCH)"" PIPE-FLOW(CFS) = 2$.46 MAJ\JN!tJG • S N ""' 20. 8 INO!ES 85 NUMBER Of PIPES= l 8.80 PIPE TRAVEL TIME(MIN.) = 0 LONGEST flOWPATH FROM NOOE 245.00"" 70 FEET. 245.00 TO NOOE 245.00 IS COPE= 1 TOTAl NUMBER OF STREAMS= 2 \.Vl'tr1.,.uc:r1\.c: VALUES USEO FOO INOEPENOENT STREAM 1 ARE: TIME CONCENTRAT!Ol\i(MIN.) "" s.ao RAINFALL .INTENSITY(INO!/HR)"" 5.12 TOTAL STREAM AREA(ACRES)"" 7.70 PEAK FLOW RATE(CFS) AT CONFLUENCE~ 28.46 •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 270.00 TO NODE 271.00 IS CODE"' 21 .7100 56.00 TOTAL RUNOFF(CFS) = 0.52 •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 271.00 TO NOOE >>>>>COMPUTE TAAPEZOIOAL 0-!ANNEL FLOW<<<<< >>>>>TAAVElTIME THRO SUBAREA (EXISTING c:k1~1•1c;$'1 425.00 OOWNSTREAM(FEET)"" 424.50 = 69.00 CHANNEL SlOPE = 0.0072 CHANNEL SASf(fEET) = FACTOR = 15.000 MANNING'S FACTOR~ MAXIMUM OEPTH(FEET) ~ 2.00 100 VEAR RAINFALL INTENSITY(INtH/HOUR) ~ 7.377 NOTE: RAINFALL INTENSITY IS BASED ON Tc~ 5-MINUTE. *USER SPECIFIEO(SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT= ,7100 S.C.S. CURVE NUMBER (AMC II); 0 TRAVEL TIME COMPUTED USING ESTIMATED TAAVEL TIME nmu SUBAREA ,..,..,, ..... ,, AVERAGE FLOW OEPTH(FEET) = TC(MIN,) ~ 3.25 1. SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CfS) ~ AREA-AVERAGE RUNOFF COEFFICIENT~ 0.710 TOTAL AREA(ACRES) ~ 0.30 PEAK FLOW 1.05 .. 1.57 1_.J I ' •• I !__ .) I ' (._,_J _I . ERPlOO.RES DEPTH(FEET)"" o.n FLOW VELOCITY(FEET/SEC.).. 1.95 LONGEST FlOWPATH FROM NODE 270.00 TO NOOE 275.00 ~ 125.00 FEET • •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• 245.00 IS CODE= 41 >>>>>COMPUTE PlPE~FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT}<<<<< ELEVATION DATA: UPSTREAM(FEET) = 408.20 DOWNSTREAM(FEET) 406.00 FLOW LENGTH(FEET) ~ 219.40 MANNING'S N = 0.013 OEPTH OF FlOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VElOCITY(FEET/SEC.) ~ 4.13 GIVEN PIPE DIAMETER(INCH) ~ 18,00 NUMBER OF PIPES~ 1 PIPE-FLOW(CFS) = l.57 PIPE TRAVEL TIME(MIN.) ~ 0.89 Tc(MIN.) = 4.14 lONGEST FlOWPATH FROM NOOE 270.00 TO NODE 245.00 = 344.40 FEET. ****************************************************"'********"'*"'***"'******** FlOW PROCESS FROM NOOE 245.00 TO NOOE 245.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCEO STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS~ 2 CONFlUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 4,14 RAINFALL INTENS!TY(INCH/HR) = 7,38 TOTAL STREAM A ACRES)= 0.30 PEAK FlOW RATE(CF) AT CONFLUENCE~ 1.57 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 23.46 2 1,57 TC (MIN.) 8.30 4.14 INTENSITY (INCH/HOUR) 5.124 7.377 AREA (ACJU:) 7.70 0.30 RAINFALL INTENSITY ANO TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS, ** PEAi< STREAM NUMBER 1 2 FLOW RATE TABLE** RUNOFF n: (CFS) (MIN.) 21. 34 4.14 29,55 8.80 INTENSITY (INCH/HOUR) 7.377 5.124 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK flOW RATE(CfS) = 29.55 TC(MIN.) m 8,80 TOTAL AREA(ACRES) = 8.00 LONGEST FLOWPATii FROM NOOE 200.00 TO NODE 245.00 = 1233.70 FEET. 245.00 TO NOOE 230.00 IS CODE= 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION OATA: UPSTREAM ) = 410.78 DOWNSTREAM(FEET); 406,00 FLOW LENGTH(FEET) ~ 26 MANNING'S N = 0.013 ASSUME FULL-FLOWING PIPELINE PIPE-FLOW VELOC!TY(FEET/SEC.) = 9.41 PIPE FLOW VELOCITY~ (TOTAL FlOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE OIAMETER(:[NCH)"" 24.00 NUMBER OF PIPES= 1 PIPE•FlOW(CFS) = 29.55 PIPE TRAVEL ilME(MIN.) = 0.41 TC(MIN.) = 9.27 LONGEST FlOWPATH FROM NOOE 200.00 TO NODE 280.00 = 1498.70 FEET, FLOW PROCESS FROM NOOE 280.00 TO NODE 280.00 IS CODE~ 81 r--1 ,--.,, : __ J L .. i L i BRP100.RES >>>>>AOOITIOW OF SUl3AREA TO MAINLINE PEAK FLOW<<<<< USE!HiPEClFIEO "" .7000 S,C.S. CURVE NUMBER AREA-AVl:JW,GE RUNOfF mi::i::i::Jrc:ri::NT "" , 7098 SUBAREA AREA(ACRES)"" SUl3AREA RUNOFF(CFS) = TOTAL AREA( "" TOTAi. RUNOFF(CfS) "" TC(MIN,) = 9.2 NOTE! PEAK FlOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** Fl.OW PROCESS FROM NOOE 280.00 TO NOOE 290.00 IS CODE"" 41 CROSS SECTION NUMBER OF PIPES Tc:(MIN,) = ,00 TO NOOE "" 1543.49 FEET. 290.00 TO NODE 290.00 IS CODE"" 81 YEAR RAINFALL INTENSITY{INCH/HOUR)"" 4. SPECIFJ:EO(SUBAREA): !JSER-Sl'ECIFIEO RUNOFF COEFFICIENT"' .7000 S.C.S. NUM5ER (AMC II)~ 0 COEFFICIENT~ 0.7095 = 0 •. 20 SUMREA 8.40 TOTAL 295.00 IS COOE"" 41 >>>>>COMPUTE PIPE-FLOW >>>>>USING USER-SPECIFIED PilPE5,I2E m 405.35 OOWNSTREA.M(FEET) = 405.10 MANNING'S N = 0.013 !L41 /(PIPE CROSS SECTION AREA) NUMBER OF PIPES~ l 0.05 Tt(MIN.) = 200.00 TO NOOE IS COOE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEVATION DATA: U?STREAM(FEET) ~ 404.77 DOWNSTREAM(FEET) ~ 401.83 FLOW LENGTH(FEET) ~ 238.80 MANNING'S N = 0,013 ASSUME FULL-FLOWING PIPELINE ?!PE-FLOW VELOCITY(FEET/SEC.) = 9,41 PIPE FLOW VELOCITY~ (TOTAL FLOW)/(?lPE CROSS SECTION AREA) Page 20 '1._,.J '~, J BRP100.P.ES NUMBER Of PIPES= 1 320.00 TO NODE 320.00 IS CODE~ 10 ------~--~-----~-----------------~~-~------~~-----~-~--------~-------------- **************************************************************************** FLOW PROCESS FROM NODE TO NOOE 305.00 IS CODE~ 21 .7100 55.00 5.374 "' 7,042 RUNOFF(CFS) ~ 0.SO FLOW PROCESS FROM NOOE 315,00 15 COOE"' 51 TRAPEZOIDAL CHANNEL FLOW<<<<< THRU SUBAP.EA (EXISTING ELEMENT)<<<<< ==~~'#;m:im~=-~~~~~'*=--=~-~-=~~:w=~==--===~=~= S.C.S. CURVE NUMBER TRAVEL TIME TRAVEL TIME THRU SUBAREA AVERAGE FLOW DEPTH(FEET)"' n:(MUl,) "' 8, 12 SUBAREA AREA(ACRES) ,... l. JO AREA-AVERAGE RUNOFF COEFFICIENT"" TOTAL AREA(ACRES) "" 1.40 ENO Of SUBAR~ flOW HYORAI.JlICS: 3. OEPTii(FEFf) = FLOW VElOCITV(fEET/SEC.) m 2.42 "' 416.10 ,., 0.0084 4.98 LONGEST flOWPATH FROM NODE 300.00 TO NOOE 315,00 = 401.70 FEET. IS COOE = 41 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRIJ >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING~~·~•·•~,,. ELEVATION DATA: UPSTREAM(FEET) ~ 406.16 OOWNSTREAM(fEET) = 401.83 FLOW lENGTH(FEET) ~ 65.40 MANNING'S N ~ 0.013 DEPTH Of FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITV(FEEi/SEC.) 11.48 GIVEN PIPE OIAMETER(INCH) ~ 18.00 NUMBER OF PIPES= 1 PIPE=FLOW(CFS) "' S. 36 PIPE iRAVE:l TIME: (MIN. ) "' 0. 09 Tc (MIN • ) ·*' LONGE:ST FLOWPATH FROM NOPE 300,00 TO NODE 00 = 467.10 FEET. **************************************************************************** 21 L l. __ J r• 13RP100. :UO. 00 TO NOOE .oo Is coot= 11 ------------------------------------------------~--------------------------- **MAINSTREAM CONFLUENCE DATA** STREAM TC INTENSITY . LONGEST FLOWPATH FRl.::IM NOOE (INCH/HOUR) 5.355 300.00 TO NOOE ** MEMORY BANK# 2 CONFLUENCE DATA** STREAM TC (MIN.) ~ur, LONGEST FlOWPATH FROM NODE ** PEAK FLOW itf.\TE TABLE ** STREAM TC NUMBER (MIN.) 1 8.22 2 9.82 COMPUTED CONFLUENCE PEAK ~lOW RATE(CFS) ~ TOTAL AREA(ACRES) ~ AS FOLLOWS: Tt(MIN.) ~ 9.82 467.10 FEET, **************************************************************************** FLOW PROCESS FROM NOOE 320.00 TO NODE 199.00 IS COOE = 41 >>>>>COMPIJTE PIPE-FLOW TRAVEL TIME THRU SUSAREA<<<<< >>>>>USING PIPIES!IE (EXISTING ELEMENT)<<<<< ELEVATION FlOW LENGTH = . DEPTH OF 24 INCH PIPE-FLOW VELOCITY(FEET/SEC, GIVEN PIPE D!AMETER(!NCH) ~ PIPE-FLOW(CFS) = 34.34 PIPE TRAVEL TIME(MIN.) ~ 0.15 TC(MIN.) = 9.97 1 393.21 LONGEST FLOWPATN FROM NOOE 200.00 TO NODE 199,00 ~ 1963.46 FEET. 199.00 TO NOOE **MAINSTREAM CONFLUENCE DATA** STREAM RUNOFF TC INTENSITY (CFS) (MIN.) (INCH/HOUR) 34.34 9.97 4.727 AREA (ACRE) !UW LONGEST FLOWPATH FROM NODE 200.00 TO NODE 199,00 = 1963.46 FEET. frfr MEMORY BANK I 1 CONFLUENCE DATA** STREAM RUNOFF Tt NUMBER (CFS) (MIN.) 1 38.54 6.93 LONGEST FLOWPATH FROM NOOE ** PEAK FLOW RATE TAijlE ** n: INTENSITY (INCH/HOUR) 5.979 4.727 COMPUTED CONFl.!JENCE ESTrAATES Af<E PEAK FlOW RATE(CFS) ~ 64.81 TOTAL AREA(ACRES) = 17.50 ""' 1510, $0 FEET. 9.97 ,-, '-, :n k.__1 l.) APPENDIXB Backup Calculations For Weighted Runoff Coefficient and P6-hr Isopluvial Prepared By: Rick Engineering Company -Water Resources Division BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 \ \ i i i \ i • 1 l • 1 l ! \ • i • • 1 • l • • : .... ................ ,: : : ; ................ .. ... t\ j\ . : ~ ... i , ......... .a \ \ ....... : :itu,.a Ctn•• \ \ i ..... r, , ..... r, .... ,. IDMA-2 I (1 \ ,c ........................ ~ .... ..,....,1 ,............. ----. :.. .......................................... .... ·r .......................................... , . ........ ~ ............ " ..... , ~ ....... -... -· ............................................ 1 S I I : ~ : j, .......................................... " ') :,r ''/ )( I oo -:: t ;v.: :; ( ? . " ct ff~ -\ 'I ..I . '1 ) e. ::: + , fGfND I re ) r,..·l OMA Are111 Pervioua Pev...-Rrea --. 7 a ,a,r._c; --;)l) r C" ...-r;)_I ,. • • l ~ (? .1..i ,., ,c., -'· ~ , .. ,,., • _, I~ ~10J~: ~ • = g~ - ? ( ....... u u \ .. J : __ J -··1 L, re-·-, LJ APJPENDIXC Preliminary Pipe Sizing Prepared By: Rick Engineering Company -Water Resources D1vis1o11 BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 a,eiw RiiflC!l O!>llrniga Stoor P,pe $,z,ng fil!;(;, No, 1716$ 11•5-14 J -i _j -, _I J Tl1e pt.n'P{}se oi this I.able is lo provide an m to amw11y lha 'lOO.year l!ovt rates wilt! a ming factor, NMu; l.luii (c:fs1i Marm!ng'sn: Sl2if!g Facto, {%): -................ _...,...,. 1. "clt,'"o.,t;icfffit pm -- 1. J\ki'limll.1'l pipe ,w;_e$""' ~aw4 wans !he ~'; @qmhoo l!M &$ r,~,;o,; ~ ilw h tatas ,..,lt, au% f.witOf, LJ r-1 u Prepared By: Rick Engineering Company-Water Resources Division APPENDIXD Reference Drawings BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 l-..J ~", L".~ ,·, L .... _ ___.: L.~ ' ' J: : ! . ----;,-,-,., PMIJMM! IJRl'fl&I l?ONJ ~~~--~· . L.01 4 ! ~01 6 Wliff GA/Wm 1/00J \lrnl/1~ row LOl 19 I UlT 10 Of ll:l l ~ ... , H 11/WSC LOT 11 I!! . ) fl()!W , ; . . 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JIW JY Jrr 11'!:1' -/M""1 -H>••·•"••'•_' _____ , !::'::.·li:ll:l:C 11:W lF C"(l(JJSMl//1!1.i<J;I•-·······-··------··"'•·•· '!i!~·iiil~-1\:. !I~ lF ~· 111:1' $1*(!/;NII •-••-·-•··-·-·------i':=~Z.Z: f;,, !:JU Ulll••••----·---M,._ ll'lf. lJ--•-• £A -·--------~$1111)$-J-- £;,, ~Ill!: ............. ·'"··-l'ti!I ~.!>·6-.l·······• [,O ~ll: lllfJ@<S -----.. --~ $-f ···--··" 16 CY AP /!Ill' •-••,,..••--•·-~O-<O:'--··••• --$-(PMN--••·--···---.--•=•••• ~ ;£All!M!t-··--·--·-------·--·--·· i:ms• im;y.a'4.<'!Bll<!n .......... -....... -........... . ~ !wt 'A' t'!CAAWI ""'--····--•,.•-·-00• ~ - NO'lr: il!t JIAAJl)AAI) OkA--llml! I'll s.w !l!'l;O Ml'A ~ SfMl)Mi:) l)IM-~ Omt'l!ors! -!W •• .IS -ur ow u !:AiltW!l sms ·As BlJ!Lr ~ l/,lff 0 :E· .... C) 0 .... ~ ;,iO 0 I ro 0 J a;t+W#a.L~V'..W'~ """f-'~=::=::::::::::::::~~~=~iii ~ --,-1 [ I-" f"- L L \ i i J "" ,! ""1 I~ -4 ! I J I_ r--, l______i ' ' i ~ i ' L___J I ~, L_______J ~·-~, ~ ' 6 %t g ,! i • t i -_J DWG400.SD 11 of 11 I' .. J 5'.: h g:tv ofi :a:. f§ \,;11-; Rr,p, i,),: tlr ~·13 ~!u it a b i!l s I "' b ! ~ " t ! t, » t 1a ... I ~ "' ~ ii: § I ~ ~ ! ::i :;:. t C___ -C L __ _! '-~ L L__ --~ ii ;! i Zt Ji,. ~ lit 'J :! (§ ~ s i d't/W IJ3BWnN 3QON H:::>JJQ M01::J3dld H:::>N'rll::J ISS:.:11:JB j 11»!fW (It tWIJ"'dJM /iJ/i1iffl{/JQK1 ¥JiJ?/f/N :mu Mf;1£!,Jkl 9' ' ? 1., • j i It I I ' 1 I /f./iiJrt(!fl fl! <fr/fi-dl/t CY li3timlN (!/ fi:Wil HJ ifiilreflN ~ H0li3d!J S)r f l ·-Ir ' ¥1 t f \·"'-·--·· ,, ·-,,.-. ··. N ,,.. Et !;: "" lfl 0 \ti 'El i 13 ;jz; -1 0 4J lJ L_i L.J r-1 LJ LJ Prepared By: Rick Engineering Company-Water Resources Division APPENDIX E Drainage Study Map For Bressi Ranch (Lots 29 thru 32) [Pre-Project] BH:JVR:ch/Report/17169.004 11-24-14 Revised: 3-25-15 N NO SCALE lR41AIF> 1111 (11 LEGEND EXIST BOUNDAR'r' -·· EXIST STORU DRAIN ------ : I ~~~J \ \ \ \ \I~ \ ~a~. ,LA\. l ~ '\ \ \ \ "\ \ \llm:m,\!1 EXIST 8" SEWER MAIN --s EXIST WATER UNE -w EXIST RECUJMED WATER Ul{E RW Lar NUMBER ® ~ ! BRESSI RANCH CARLSBAD, CALIFORNIA I '¥ P1te -Pj(.o~t;;c. i Q 100 's PER. .a. J-tMU' ::,,. ...... D!U< IN A<. "I) 11. T"~ IN ' -, --16666 1--.. S.P. I :-11-JAt{-2012 I ! I APPENDIX y :: .. • li I (-~ K ~. S6lO ,-JAa$ WAD SAN Dl(CO, CA ,2110 1,19.i,1.11101 IFAX)61U9lA1'5 tld•ftllfteeri"l·c•., SMt• -~~ s...1.1111olii..,..-~s.o--,,_.. ......... ,lo "'HS'ICl•l l\l"001l•111 '7-Stu<!Y\£attlblt•,t111ttlt.._u.111~1 .. .&,o,101t_l-tT•-Z.OC,, '"""-tml\lllcld,_tloy.-\.a1'-WoJ,oc:t•,CoroStu.toOIJll\lplot\CorDSf•...-_SO,-, U ·Jlll•tolt lhSJ b.J r' e,__J ,-· l~_.J ,--s,1 L.~ r· I 1~ LJ • J Prepared By: Rick Engineering Company-Water Resources Division MAP POCKET 1 Drainage Study J\,fap For Bressi Ranch (Lots 29 thru 32) [Post-Project] BH:JVR:ch/Report/17169 .004 11-24-14 Revised: 3-25-15 ------·-----------~--- \ '· -------------- so 30 o 60 120 180 iiiiiiiiii~~iiiiiiiiiiiiiiiiiiii~~~iiiiiiiiiiiiiiiiiiiii.iiil ' g GRAPHIC SCALE 1"= 60' I ~ ,M RICK i ENGINEERING COMPANY (9 San Diego 5620 FRIARS ROAD SAN DIEGO, CA 92 0 6 9.29 .0707 (FAX)6 9.29 .4 65 Riverside Sacrarrento ri cken ginee ring.com Orange Phoenix Tucson •, •' ,.,.,.• .• :~ .. , .. , .. ,·,vy·,·,,-, .... . .. . . . ,, , 'y. -,. ~1~12=ij:~0~.1~A~C~.~~1J717 ....:;:ai:l..:~1iTI-~ ~ = ·-~ -<) c::-,.. .~ -=::i ~ 0.2 AC. DMA-1 130 -~-~ l ~ ~ ~--~ ~ ~ l1 ---~1 ~TY~-l'nlc~~ --151 --+- ·,,r · -->. /·r .... L1 ,.,,,.,,, .. ,.,. a\· .... ,_ ·.\ ·,. "· --r 'I , ·,-... ,\ 1 : ... ' '" ,., ,. ,. ,: ' ' . t·./-1_, i l . I ,·,•. \,, /· !:.., / , ... -, . · .. -. ' . , I :5 / I .;· ' • f -' ! ~---'--.. // // ( 1.1 AC. ); I . ,/,. .. i i I ! I , ' .:,-.. .. .... _ ! I / \ ;. I / _ __.,,;__ _ __:_, \_ 1 1 1 \ // D M A -2 261 01. /1-;,: " 9 AC '/ \ "-'---~-----' I I I /\ \ I ,/_/; -----1 l. . ltl-M DMA-3 1"3 AC ··-. .. ; ' ! , r -:·.-, ::/ .·-.• .. , . .-, -'.-... '-.,., ... , I /;-' i / i / .,, . , .. ' --. . ··... ·: ··_ : · _ _._ . ,_. .. : . -~~--------,/-. ---.·. --~.:-~~,/_/_"·.--.: .. ~--:~~·-_:_,~K .~ ..I ' / \/ / I ,; l. ·- -. I 1.2 AC. ...,,., __ . 0.1 AC. -.J -.. '.:·· __ J •,. j ' . ... , . ... ' ...... ; ? ~<{.') .. • ,. ""' + ·-0 ,o : -, ' j 1 '")'" I / r ---------·--·····--··-----·~---·-------·-··-·-- / 1,. ,· I , I _1, . ' . ' /j ' I ' J INNOVATION WY LOKER AVE W COLT PL PALOMAR AIRPORT RD VICINITY MAP NO SCALE ,--?~----. -.,., ' .. ·2,) ·-· ' / ........ ~ .. ;~··.:. ~- • { _','f"•, ..... ;,;, ~.' . .-~; :-' ! t . i _; . ' . LEGEND: SUB BASIN BOUNDARY (xx.x AC) SUB BASIN AREA I XXX I IDMA-4 i NODE NUMBER OMA NUMBER OMA BOUNDARY DRAINAGE STUDY MAP FOR BRESSI RANCH (LOTS 29 THRU 32) J-17169 (POST-PROJECT) Date: November 24, 2014 Revised: March 25, 2015 l\l()T J::"{)P ('()I\IC:::TPI lr'T I ()1\1 l="YWIOIT J::"()P nP/\11\1/\~I=" C:::TI 1nv PJ::"D()PT ()1\11 V I I '