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�J �� � �� ! 3 �-� �_ � � �� -- �. r �] 1, � �r ,, _ � fir. ` .� ,� ` y K r • tnc ave at L a Quinta 0 N S I T F HYDRnl nGl' STt1DY mm PACE Advanced Water Engineering August 14, 2008 Ed Wimmer, PE City of La Quinta Public Works Department. Development Services Phone (760)777 -7075 Fax (760)777 -7155 Re: The Enclave at La Quinta Preliminary Onsite Hydrology Study #8223E Dear Mr. Wimmer: Pacific Advanced Civil Engineering, Inc. (PACE) is pleased to provide the following responses to the Review of The Enclave at La Quinta Preliminary Onsite Hydrology Study dated July 17, 2008. The responses from PACE are as follows: Primary Conceptual Concerns Reauirina Clarification 3. Please provide street capacity and spread calculations that meet City standards. Pace has provided street calculations forcAvenue -62in Appendix G but the calculations do not conform to City requirements. Please see City Engineering Bulletin 06 -16, numbers 15 and 16. Specifically, Pace is providing for half a dry lane, but City requires full dry lane for 10yr discharge. Avenue 62 will be a 4 lane arterial street. In a 10yr event, the City is requiring a dry lane on each side of the street. Additionally, Pace has not fully documented the 1 00y street capacity up to ROW. PACE RESPONSE Requested calculations and revisions have been added to the revised hydrology report. Please see Report Section -6 and Appendix -Go 6. Please clarify within the hydrology report the existing and proposed conditions from flows at the 40 acres of row crop (OFF1). Please provide weir calculations for OFF1 routing. The Public Works Director has accepted a determination to include 20 acres of row crop (OFF1) flow for collection within the Enclave project. Pace is also requested to address a concern regarding sedimentation from the row crops creating onsite flow blockages and other maintenance issues. PACE RESPONSE The existing and proposed condition for the offsite area are the same. The proposed project does not affect the offsite area. Weir_ calculations for the conveyance areas adjacent to lots 163 and 171 have been provided. Please see Appendix G.,-The entire 40 -acre area is tributary to the site. { It is our opinion 'that-sediment transport from-the row crop area to the on §ite area is highly improbable for two (2) reasons. (1.) the slope of the offsite area does not have sufficient hydraulic slope to establish scounng nor maintain sediments in suspension for sediment transport . �(2.)Jln addition, there is an existing agricultural berm along the southerly boundary of the row crops (see photo below). Mr. Ed Wimmer August 14, 2008 The City of La Quinta / The Enclave at La Quinta / 8223E Page 2 of 8 This berm will remain in place as long as there is a agricultural operation in that area. The berm c,eates a hydraulic barrier which will cause ponding of runoff behind the berm. Ponded water has a zero velocity which corresponds to a transport capacity or potential of zero. Any fine particle material that may have been picked up in the stream path would then have an increased tendency to settle out of suspension as the flow velocity decreases behind the berm. However, in order to ease the concerns cf city staff two (2) modified catch basins have been added at the discharge point from the offsite area tD the storrr drain system adjacent to Lot -190. These catch basins will be designed in final design to act as sediment traps and storm drain catch basins. A vertical baffle wall will be included inside the catch basins to separate the basin into two chambers. Fugitive sediments will be trapped in the first chamber and reduce the likelihood of clogging of the storm drain system (see detail drawing In Appendix G). 12. Please clarify routing conditions from OFF1 to Basin B4 with relocation of drainage easements to align with streets as required. City concern regarding channel capacity and freeboard relative to adjacent residential pads. Please provide Rational Method 100yr Q's between lots 164 -165 and 171 -190 from off site area OFF1, then provide street and channel capacity calculations to derive the 1 00y WSE. Please ensure that private street capacities convey the 1 00y storm within the private street right of way. Compare same with pad elevations for 1 foot of freeboard. 'Vote the Rational Method will probably generate less Q than calculated with the 1 hr Synthetic Hydrograph Method. Please also see response number 6. Pace response number 32 states an assumed co -ldition wherein water ponds against the outside perimeter Enclave wall at 2.2 ft dep-.h. Please review Mr. Ed Wimmer The City of La Quinta / The Enclave at La Quinta / 8223E August 14, 2008 Paae 3 of 8 sedimentation concerns as well as wall leakage, collapse, and wall foundation undermining with this condition. PACE RESPONSE The offsite flow conditions have been clarified. The area has row crops , currently oriented north south, with a perimeter berm. The entire area, 40 -acres of OFF -1 is tributary to the Enclave property due to the row crops, internal channels, and exterior berms. Rational method 100 -yr flowrates have been provided as requested, see Appendix G. Street and channel capacity calculations are provided, see Appendix G. The perimeter wall will be designed as a retaining watt, solid grouted, with a properly designed footing and weep holes. 13. Please recheck the topography and provide section details regarding a City leak concern at the southeast corner of the date orchard. Pace states existing berms and a proposed wall will contain off site storm runoff from the existing date orchard but the topography provided show there may be leak at southeast corner of the date orchard. Please address this concern and provide a 100yr WSE in the date orchard. Building pad elevations must have 1 foot of free board above the 100yr WSE. Additionally, boundary conditions are also of concern along both Monroe Street and Avenue 626. Please verify all flow routes /grades from the arterial roads fronting the Enclave project. PACE RESPONSE PACE has rechecked the topography in addition to visiting the site to view this specific area of concern. A photo of the area in question in provided below. The area that is perceived the city to be a low point allowing for cross lot drainage in actuality is a farm operation access road. The crop area north of the access road is prevented from draining to the site by existing berms. Please see photos below. A an Loa. �& %)-)*) (Jn',04, O&ecl;crn� ) Mr Ed Wimmer August 14, 2008 The City of La Quinta / The Enclave at La Quinta / 8223E Pape 4 of 8 1.. PACE Mr. Ed Wimmer August 14, 2008 The City of La Quinta / The Enclave at La Quinta / 8223E Page 5 of 8 22. Please provide hydraulic calculations for Retention Basin routing conditions between Basins. Confirm installation of either piping or surface overflow systems Basin to Basin. Please recheck freeboard elevations adjacent to Basin to Basin overflow routes. City's comment 22 points to the spillway at B2. Pace is requested to provide a defined spillway and channel from Basin to Basin. Please provide hydraulics calculations to verify that overflow routes have enough capacity. Similar redline as item 12. PACE RESPONSE (Retention basin routing, calculations are provided :in:the- HEC= 'Lhydrology:models Weir - -calculations are provided for each surface overflow point between basins. The transfer of flow between basins will occur via surface overflow points (low points or sags in the roadway profile) and the ,'transfer flowrate between] each basin is Iow�,�(.20cfs or less). The calculations. provided -in _Appendix -G clearly demonstrate -that there is sufficient weir capacity to convey flow between basins. 23. Please expand the channel overflow explanation from Basin B4 to Avenue 62 within the hydrology report. Please confirm that Basin B4 will serve as the lowest elevation collection sump for all eastern areas of the project without a potential for surface flow misrouting or blockage. The overflow calculation provided by Pace in Appendix D is for the emergency overflow outlet between lots 201 and 202 with 119.2 cfs capacity to adjacent Pads assumed. Please label the control pad elevation (402.5 ft) on the emergency overflow section illustrations. Raise any adjacent Pads (to emergency overflow route) as required. Recheck Lot 199 for proper pad elevation. Please provide wall outlet calculation for overflow routing and provide for conceptual wall design. PACE RESPONSE (Basin -B4 is a retention basin with no1ow flow outlet. The only mechanism for overflow is via interception of flow inmcess of the design capacity. This was discussed extensively at several meetings. The excess depth plus minimum required freeboard provides for capacity in Basin -B4 far in excess of the 100 - yr storm and SPF storm runoff volumes. Street flow calculation and Catch Basin sizing calculations have - been provided in Appendix -x for verification that the pads have a minimum of 1 -ft of freeboard in a 100 -yr — event. Mutually Agreed Concerns to be Addressed by Pace (Items of Significant Concern): - -- — 1. Pace-has-agreed to address offsite conditions and expand explanatory text. Offsite topography, soil - — conditions and collection areas /volumes are not fully understood. Please expand topographic _ - information, label these existing land uses and acreages on Figure 2, Existing Conditions Hydrology- - - - -- —_ - - -- Map -and define existing retention areas and volumes_ present.— Note. City's prior comment - - =- T referenced the Date Orchard, but was intended to address the-40 acres of row crop (OFF1) directly to the north of the propose site and east of the Date Orchard. PACE RESPONSE bee response -to comment- 6, :12, and'13? 4. -Pace has agreed to provide a signed drainage agreement letter to the City from the eastern] landowner. ;There could be significant changes to the Tentative Map, hydrology and grading plans Cwithout offsite drainage acceptance. PACE RESPONSE fComment noted] PACE Mr. Ed Wimmer The City of La Quinta / The Enclave at La Quinta / 8223E August 14, 2008 Pape 6 of 8 Pace has agreed to utilize City zone�6 rainfall for the project. The rainfall zones have been provided and approved by the City Engineer since June 2007. Additionally, please see City Bulletin 06 -16, numbers 3 and 4, regarding use of Rational vs. Synthetic Unit Hydrograph methods. For small areas, Synthetic Unit Hydrograph, short cut method may be used to size retention basins, but Rational Method should be used to size catch basin inlets, pipes and for street capacity calculations. PACE RESPONSE Comment noted. All quested revisions�have been made throughout the report, analyses, and exhibits. 7. Pace has agreed to the assumption of C I cs over for import which affects RI values (landscaping RI increases from 56 to 69 when B`soil- assumption is changed to C soil assumption). Pace is requested to fully review confirm RI and impervious assumptions for the project. Pace Table 3, page 8 varies from City assumptions — Pace stated impervious fraction of 0.2 for road when 0.9 impervious fraction is typical assumption. See other City assumptions previously redlined for additional information. Crop plantings and related covers are reported to vary seasonally and will - affect the RI and related assumptions. PACE RESPONSE PACE never_ agreed to the presence of Type -C soil. However,[PACE has agreed to use Tie= C-soil"aq the request of the City of La Quints. All RI values have been modified according to —comply—with—City requests.. City assumptions do not appear to correspond to the actual watershed conditions. The existing condition of the offsite area is reflected in the hydrology model as row crops with poor cover in soil type -B. Mutually Agreed to be Addressed by Pace (Minor Items): 2. Pace has agreed to sign na d wet stamp all reports submitted to the City. PACE RESPONSE o�mment noted Pace has agreed to update terminology consistent with RCFC manual. Pace has previously used terminology referenced by the Soil Conversation Service. City also previously requested a simple calibration run with average impervious and RI values for the project. Pace considers the run redundant. The City generally prefers to utilize a more simplified analysis to set and calibrate a preliminary hydrology condition but finds it acceptable to review more complex analysis. PACE RESPONSE Comment noted. 10. Pace has agreed to modify -and clarify landscap g g. City also - prefers an_agreement wit LpVWD as possible to grade the required swales so you don't drain across the ROW. PACE RESPONSE Landscape grading is implied in the grading exhit2 prepared by MSA. See Figure 3. PACE Mr. Ed Wimmer August 14, 2008 The City of La Quinta / The Enclave at La Quinta / 8223E Page 7 of 8 16. Pace has agreed to improved nomenclature and labeling. Please include explanation of HWS and MSE in the hydrology report. PACE RESPONSE Comment noted. Definitions, are, provided: on: Fig ure 3 anddin report on'Page 123 28. Pace has agreed to label flow rates Q10 /Q100 at alfinle-ts Please provide Rational Method analysis for 10yr and 1 00y and label at inlets 10yr Q-can control spacing of inlets since City requires a dry lane. PACE RESPONSE �Q10 and Q100 are provided at each inlet, see exhibit in Appendix G. Rational method analyses have been provided, -see Appendix G. 29. Pace has agreed to provide nuisance water drywell identification. Please recheck and confirm Basin 72 hour percolation requirements pursuant to the City Engineering Bulletin 06 -16. PACE RESPONSE A drywell,or wells will.be provided in the invert portion of each basin. The location _of each drywell within the basin will be determined in final design (to correspond with geotechnical percolation test locations. The'72 -hr requirement is noted' —It: was` agreed: in: past. meetings that this'issue would: be resolved in'.final Cdesign- The -appropriate number-of dry_ wells- and: size: oUwel Is: will -be --determined =to- correspond with' actual: percolation tests in.the basin invert(s). Minor Comments Reguested to be Addressed by Pace: 17. Please provide top phy contosand 1LOOyr WSE so that City may verify volumes and free board and retention basin layout.. PACE RESPONSE Basin grading contours have been provided. Please see Figure 3. - COGYV, - w5- ? _ 19. Please provide minor corrections to routing callouts. As an example; the tributary area and street to B3 shows an inlet leading to B2. City assumes that Pace did not intend to retable water in this manner. Pace will need to;revise the,inlet outfall or,the.tributary,area boundary PACE RESPONSE Minor, corrections. have been.made .� 24. Please indicate requested easements on the TTM.. PACE RESPONSE Requested easements are shown on the TTM.---:7 PACE z Mr. Ed Wimmer August 14, 2008 The City of La Quinta / The Enclave at La Quinta / 8223E Page 8 of 8' 27. Please provide FEMA PMR for our review and include in the hydrology report. PACE RESPONSE CLetter has been attached. -_J If you have any questions regarding the above responses, please do not hesitate to contact us at (714) 481 -7300. Sincerely, PACIFIC ADVANCED CIVIL ENGINEERING, INC. d is Smith, PE ior Project Manager - Stormwater Management JS/KMT P.18223E15- Administrative )LetterslOutlWimmer, Ed Response Letter 08- 14- 08.doc PACE NATIONAL FLOOD INSURANCE PROGRAM `J D SgG The Honorable Marion Ashley Chair, Riverside County Board of Supervisors 14375 Nason Street, Suite 207 Moreno Valley, CA 92555 Dear Mr. Ashley: FEMA NATIONAL SERVICE PROVIDER October 31, 2005 IN REPLY REFER TO: Case No.: 05- 09 -A161P (Formerly Case No.: 05- 09- 2100161P) Community: Riverside County, CA Community No.: 060245 . 316 -PMR This is in reference to a request for a revision to the effcctive Flood Insurance Rate Map (FIRM) and Flood Insurance Study (FIS) report for your community. Information pertinent to this revision request is listed below. Requester: Property Description: Flooding Source: FIRM Panel(s) Affected: Mr. Tom Noya The Enclave at La Quinta Santa Rosa Mountains 2925 A At the request of the Department of Homeland Security's Federal Emergency Management Agency (FEMA), we reviewed the information submitted in support of this request and determined that the above - referenced FIRM panel should be printed. FIRM Panel B25 A was not previously printed, but the entire affected area was designated Zone D, an unstudied area where flood hazards are undetermined but possible. We have completed our review of the submitted data. As a result of this review, the affected area will be designated Zone X (shaded), an area protected by levees from the flood having a 1- percent chance of being equaled or exceeded in any given year (base flood). The property described above is known as the Enclave at La Quints and is located just east of Monroe Avenue and North of Avenue 62. The property is approximately bounded on the west by Monroe Avenue, on the south by Avenue 62, on the east by a line parallel to and approximately 3,900 feet east of Monroe Avenue, and on the north by a line parallel to and approximately 2,100 feet north of Avenue 62. The Enclave at La Quinta is removed from the area designated Zone D and now is shown in Zone X (shaded) on the FIRM. We are providing your community with an opportunity to review the effective FIS report and mapping to determine if any additional changes are warranted. Examples of possible changes include updates to corporate limits or new streets. To assist us in processing the revised FIRM and FIS report in a timely manner, we request that your community submit changes within 30 days from the date of this letter. Please submit any requested changes, along with supporting documentation (e.g., annotated copies of FIRM panels, corporate limits map, topographic mapping), to us at the address shown at the bottom of this page. 3601 Eisenhower Avenue, Alexandria, VA 22304 -6425 PH:1- 877 -FEMA MAP FX: 703.960.9125 The Mapping on Demand Team, under contract with the Federal Emergency Management Agency, is the National Service Provider for the National Flood Insurance Program 2 Any changes to the affected FIRM panel or revised FIS report for your community that are received during this 30-day period will be reviewed and incorporated as appropriate before we initiate the revision and republication process. We will send Preliminary copies of the revised FIRM and FIS report to your community for review in approximately 11 months. At that time, your community-will have an additional 30 days to provide information to support other changes to the affected portions of the FIS report and map. We will review all information submitted during that 30-day period and incorporate it as appropriate before the FIS report and map are republished and distributed. Your submittal of requested changes during the initial 30 -day period will facilitate the revision and republication process. While it may be possible to incorporate requested changes later, it will likely cause significant delays in the revision and republication process. Therefore, if the data to support additional changes are not immediately available, or if additional time is needed, please inform us immediately. If you have general questions about this case, the review and revision process, FEMA policy, or the National Flood Insurance Program, please call the FEMA Map Assistance Center, toll free, at 1- 877 -FEMA MAP (1- 877 - 336 - 2627). If you have specific questions concerning this case, please call the Revisions Coordinator for your State, Ms. Sheila M. Norlin, who may be reached at (703) 317 -3054. Sincerely, Sw-� Sheila M. Norlin, CFM National LOMC Manager Michael Baker Jr., Inc. cc: Ms. Georgia Celehar Principal Stormwater Engineer Coachella Valley Water District Riverside County Mr. Jonis C. Smith, P.E. Pacific Advanced Civil Engineering, Inc. Mr. Tom Noya The Enclave at La Quinta, LLC • Onsite Hydrology Study The Enclave at La Quinta August 2008 Prepared For: The Enclave at La Quinta, LLC 5031 Birch Street, Suite 1 Newport Beach, CA 92660 Prepared By: PACE Advanced Water Engineering Pacific Advanced Civil Engineering, Inc. 17520 Newhope Street, Suite 200 Fountain Valley, CA 92708 Contact Person: Qz�J oSo 417 k Jonis C. Smith, PE #8223E Andrew Ronnau, PE • Table of Contents 1 Introduction ............................................................. ............................... 2 Drainage Requirements .......................................... ............................... 3 Watershed Hydrology .............................................. ............................... 3.1 Methodology ..................................................... ............................... 3.2 Precipitation at The Enclave at La Quinta ......................................... 3.3 Hydrograph Development ................................. ............................... 3.4 Existing Conditions Hydrology ........................... ............................... 3.5 Proposed Conditions Hydrology ........................ ............................... 3.6 Runoff Volume .................................................. ............................... 4 Retention Basin System .......................................... ................:.............. 4.1 Percolation ....................................................... ............................... 4.2 Basin Stage- Area .............................................. ............................... 4.3 Retention Basin Routing and Emergency Overflow .......................... 5 Hydraulic Model ....................................................... ............................... 6 Street Flow Calculations and Catchbasin Sizing ... ............................... 7 Conclusion ......... ..........:...................1 ......... ..............................1 ......... ..............................1 ........ ............................... 2 ........ ............................... 4 ........ ............................... 4 ........ ............................... 7 ........ ............................... 7 ...:.. ............................... 10 ........ .............................10 ...... ............................... 11 ...... ............................... 11 ...... ............................... 11 ........ .............................11 ..................................................................... ............................... 8 References ...................................................................... ............................... Tables Table 1 - 100 -Year Storm Point Rainfall Values at The Enclave at La Quinta....... • Table 2 - Summary of Existing Conditions Hydrologic Characteristics .................. Table 3 - Summary of Proposed Conditions Hydrologic Characteristics ............... Table 4 - Runoff Volume Summary ....................................... ............................... Table 5 - Retention Basin System Design Summary ............. ............................... Table 6 - Retention Basin Outflow Weir Summary ................ ............................... Figures Figure 1 — Project Location ................. ............................... Figure 2 — Existing Conditions Hydrology ........................... Figure 3 — Proposed Conditions Hydrology and Hydraulics Figure 4 — SCS Soil Groups Map ........ ............ ..................., Appendices A — Loss Rates B — Runoff Hydrograph Results Summary C — Retention Basin Stage -Area Tables D — Emergency Overflow Calculations E — Site Plan and Tract Map . F — HEC -1 Hydraulic Model Output G — Street Flow and Catchbasin Calculations ............................12 ............................12 .4 .7 .8 10 10 11 3 5 6 9 Enclave at La Quinta i Onsite Hydrology Study - #8223E PACE • 1 Introduction The Enclave at La Quinta is a proposed residential development encompassing approximately 154 acres located in the City of La Quinta, California. The project site is bounded by Monroe Avenue on the west, 62''d Avenue on the south, and date orchards on the north and east. The site is located directly adjacent to the Trilogy at La Quinta project site. The project location is shown in Figure 1. The City of La Quinta requires residential developments to provide onsite stormwater retention facilities to contain 100% of the runoff from a 100 -year storm. This report provides an explanation of the methodology and results of the hydrologic analysis of the watershed tributary to the project site and provides sizing and calculations of the proposed onsite retention basin facilities for The Enclave at La Quinta. This report provides a detailed hydrologic and hydraulic analysis of the project watershed and the proposed drainage system. The following tasks are included in the overall analysis detailed in this report: 1. Delineate the watersheds for the project site. Determine the drainage and hydrologic characteristics for the proposed development based on the initial grading configuration and land development. Develop a detailed hydrologic model to calculate the surface runoff throughout the tract. 2. Create runoff hydrographs for each of the delineated watershed areas based upon the hydrologic parameters for the existing conditions and proposed conditions, and create a HEC -1 hydraulic model for the proposed retention basin system. 3. Evaluate the proposed retention basin system. Verify that the largest retained volume from any 100 - year storm is retained according to City of La Quinta guidelines. Provide initial sizing for weirs between the basins, and verify that all freeboard requirements are satisfied. • 4. Provide initial calculations for catchbasin sizing on the perimeter roads and verify that the design has sufficient drainage capacity to maintain a dry lane for emergency access. 2 Drainage Requirements The City Of La Quinta requires that all runoff generated from a project site during any 100 -year storm be retained on the project site. Runoff from offsite areas must be accounted for in the design hydrology; however, only the volume of runoff generated on the project site must be retained. If the project site receives offsite runoff, an equal or less volume of runoff may be discharged while maintaining the historical flow patterns for the project area, provided that flow conditions and limits of flooding upstream and downstream of the project area are not be worsened by the proposed development condition. The Enclave at La Quinta retention basin system receives a substantial volume of offsite runoff from the agricultural property to the north of the project site. Ideally, it would be permissible to discharge an equivalent volume of runoff generated on the project site. City of La Quinta representatives have expressed a concern that future development of the offsite property to the north would eliminate the offsite runoff received by the Enclave at La Quinta retention basin system, and have thus requested that no onsite drainage be discharged from the project area, unless it is captured and retained on private property adjacent to the project site. A drainage acceptance agreement has been obtained from the property owner immediately to the east of the Enclave at La Quinta. The adjacent property owner has agreed to accept runoff from the half -width of Avenue 62 -East, right of way, and landscape buffer along the southern project boundary. 3 Watershed Hydrology The Enclave at La Quinta residential development will encompass approximately 160 acres of relatively flat terrain developed as low- density residential housing. The maximum elevation change across the • project site is approximately 15 -ft. There are approximately 40 acres of existing row crops immediately north of the project site which discharges storm runoff through the project area. Enclave at La Quinta Onsite Hydrology Study - #8223E PACE • 0 An existing conditions hydrology model and a proposed conditions hydrology model are presented to determine the current runoff conditions, assess impacts to the watershed hydrology, and provide a model to demonstrate that the proposed retention basin system design will provide flood protection for the Enclave at La Quinta and satisfy City drainage requirements. All calculations are in accordance with the Riverside County Flood Control and Water Conservation District (RCFC &WCD) Hydrology Manual (Reference 1), and the City of La Quinta Engineering Bulletin #06 -16 (Reference 2). 3.1 Methodology The City of La Quinta requires that all runoff from a project watershed be retained in an onsite retention facility for a 100 -year storm. The retention facilities are to be designed with enough capacity for the largest runoff from any of the following 100 -year storm events: 1 -hour 3 -hour, 6 -hour, and 24 -hour storms. Enclave at La Quinta 2. Onsite Hydrology Study - #8223E PACE • II c 'o s v a� J I I O Q U Q m 0 V tl 3 _0 II Q o � E1 0 V V J �t J I N II N Op m O V V) x o E i s ,J� C�N,t�'i �n�tv� �¢ � �ir)� k:k��'s�,��t�t�`1%a� � ���?<°'�ak~4�js ✓�ti a`� r as a1� 4 a r s z_ . - ril4;yitx,SF'r��s4d �k�iliw "�' s `�°''G 1�1t 1 IviSta�l ks4 isg��dti x 34at� %W�`(�t F��Fh✓ � � � u � 3�s�i�`'li5u 5S t�mrra � � yr �yY� trkjr tir3�� � "�k�LG� t�s Y rr �� 1r3� d l✓q�k�, +�' � � F�ts ?i� ' � � J r kttti�il Gr't =��`� ^r�k`. �. t ✓ s t i i" Gfiw � ;��` {'G +t u Y E u �r ' n , F�� k a�tA��r('z a�,h✓�� �: ,��k���s {lirl��� ��*�, ������,�e �1��'��(`i?� r%� (� :� V �tt r k t{ ✓rc'' t�s'G it s�rr��F.�Gr r� ,F r a �2 �i r �sGY /� it l s,��tJr��� � �j >s.rtt ���2 ��s w S�n"� r ✓ry ��r oo � v ��kq r�r� � ✓ ^g� �Fy� � �? 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N tY�rtl� ✓�rirrt }k `4y12� 4t$ _ ^� n�� tl Y6 at +4th t VA'nPilir)i4 t� S ltvtrr 4timhtv,!.r L X W o CD ScnEE NOT TO SCALE a�Y ���. �/ Q �. 4 FIGURE .� DESIGNED AR (j „ w PACE DRAWN L T L7 \'SV LIU LI O1 CHECKED Js L@@,%Cffo@m [ i]Lap N Advanced Water Engineering DATE 1110412 005 ONO 17520 Newtgm Street, Sulte 200 1 Fountain Valley, CA 92708 / F:(714)481 -7900 1 www.pace ater.mm ,x>e NO. L 8223 —E • The City Of La Quinta guidelines for retention basin sizing specify hydrology procedures detailed in the City of La Quinta Engineering Bulletin #06 -16 (EB #06 -16). Engineering Bulletin #06 -16 outlines hydrograph development procedures and isohyetal values. 3.2 Precipitation at The Enclave at La Quinta EB #06 -16 provides a table of isohyetal values to be used for different zones within the City of La Quinta jurisdiction. The Enclave project site is in Zone 6. The precipitation values used in the current design study are shown below in Table 1 Table 1 - 100 -Year Storm Point Rainfall Values at The Enclave at La Quinta Storm Event Total Precipitation at La Quinta 100 -year, 1 hour 1.90 in 100 -year, 3 hour 2.50 in 100 -year, 6 hour 3.00 in 100 -year 24 hour 3.75 in 3.3 Hydrograph Development For projects with watersheds that have lag times of less than 7 minutes, EB #06 -16 specifies a shortcut method for developing runoff hydrographs, as outlined in the RCFC &WCD Hydrology Manual. The shortcut method is independent of certain watershed parameters (length, slope, roughness, and lag time). The shortcut method creates a runoff hydrograph by directly attributing effective rainfall (precipitation minus losses) during each analysis period to the runoff hydrograph, without the smoothing effect of • convolution with a unit hydrograph. The resulting runoff hydrograph will provide a volume of runoff similar to that provided by the conventional hydrograph method, but with a much higher peak flowrate. • The shortcut method was used to generate all runoff hydrographs in the current study. All hydrograph development was performed using the RCFC &WCD procedure incorporated into an Excel based utility. Hydrographs were then used as direct input in HEC -1 for flood routing using the QI input cards available in HEC -1. Runoff hydrographs were developed using the 3 -hour, 6 -hour, and 24 -hour precipitation patterns available in the RCFC &WCD Hydrology Manual. The 1 -hour precipitation pattern was developed from an IDF curve with a slope of 0.60, assuming an 80 percent/20 percent mass distribution. The project watershed was divided into watershed subareas based upon existing drainage patterns for the existing conditions hydrologic work map, and based upon the proposed site plane for the developed conditions hydrologic work map. A runoff hydrograph was created for each of the subareas to use in the existing and proposed conditions hydraulic routing models of the project area. The existing conditions watershed areas are depicted in Figure 2 and the proposed conditions watersheds are shown in Figure 3. Enclave at La Quinta 4 Onsite Hydrology Study - #8223E PACE Xrefs: 8223 - Lon- map.dwg • • Dimscole = 1 ; LTscole = 1 ; PSltscole = 1; ACAD Ver. = 17.1s (LMS Tech) Visretain = 1 P:\8223E\Engineering\GlobolExhibits\8223-LOCATION MAP 8.5Xl l.dwg - Tab: Layoutl - by jpreston on 05/07/08 at 11:31:53 AM '"o EF IF 0 a �a .� 'b l9 u f CO C = 0 MmQUE.-MRAIALIVENS TRILOGY AT LA OUINTA STORM RUNOFF RETAINED ONSITE MONROE ST. WATERSHED Zllac 200 100 0 200 400 EXISTING DRAINAGE DITCH ON SOUTH SIDE OF AVENUE 62. -Nd "m 011 . FIX. V0 lop" - - I �Rl cl- LLJ CD % W." V� or:� LL- A LLJ C:) 0 LLJ -Nd "m 011 . FIX. V0 lop" j i iii.• •7; ON1 B1 ON2 ON3 B2 ON4 6.07 1.99 32.41 2.79 1.58 0.50 18.73 12.04 3.95 64.27 1.57 0.95 16.21 8.90 2.92 47.50 9.38 3.08 50.06 1.42 0.86 6.60 ON4 6.07 1.99 32.41 2.79 40.28 2.84 142.58 2.51 Ave 62 West 1.74 0.55 x.58 0.79 11.92 0.83 42.42 0.74 L.Y `�; 'I,,,.c F V � ! / 00 rl, 00 o, r � C � ce. Q 'I V r o i 0 00 N LANDUSE= 42% STREET, 58% LANDSCAPE Vic" LZU-1, SOIL TYPE= C CN= 91 (STREET) & 86 (LANDSCAPE) Sac F EX. RIGHT -Of -WAY ° " AMC II IMP. AREA= 98% (STREET), 10% (LANDSCAPE) R/W DEDICATION PER TTM 33982 6 _.. 00 D I IVRJI 11 UV %7L, W 1 -4 1, LJ 1 1 W.W %0.-r 40.28 2.84 142.58 2.51 Ave 62 West 1.74 0.55 - - - - - - 0.79 B2 B1 Outflow, ON2, ON3, B2 400.2 0.0 6.9 401.1 28.0 8.7 401.0 25.0 8.5 400.7 4.0 8.0 B3 B2 Outflow, ON4, B3, Ave 62 West 398.7 0.0 2.9 399.9 25.0 4.2 399.9 27.0 4.2 399.4 0.0 3.7 B4 B3 Outflow, Offl, ON5, B4 396.2 0.0 8.5 398.0 0.0 13.3 398.1 0.0 13.6 397.1 0.0 10.7 ON4 6.07 1.99 3-2.41 2.79 40.28 2.84 142.58 2.51 Ave 62 West 1.74 0.55 9.58 0.79 11.92, 0.83 42.42 0.74 o ch cf) CD Q-- Q- cl� CD LLJ 0-- LL- LL-i m 0 < n V) < U-) CU z =D n C) r" III = i n (D C) C) LL- LLJ C/-) CD ry < o ry LLJ < 100-YR 6-HR Storm 3.48 0.52 u AMC 11 100-YR 3-HR Storm 7.86 0.55 LU R/W DEDICATION PER TTM 33982 J/ IMP. AREA= 987o (STREET), 10% (LANDSCAPE) �tvto^%- 3so 0 "TW ga Cr 100-YR 1 -HR -qf-m 27.96 0.49 r� U 0 3.4 Existing Conditions Hydrology The existing hydrologic conditions at the project site consist of approximately 200 acres of onsite and offsite agricultural land plus approximately 2 acres of adjoining roadway along the south and west borders of the project site. The land slopes gently to the southeast, and there are existing agricultural drainage channels along the south and east border of the property. There are approximately 40 acres of existing crop rows immediately north of the project site which discharges storm runoff through the eastern part of the project area as shown on Figure 2. A field inspection of the project site indicates that the entire 40 acres of offsite area will drain to the project as shown in Figure 3. An existing date orchard to the north of the project is graded in such a way that no drainage leaves the orchard property. A field visit and site inspection was performed to verify that an existing berm to the north of the Enclave property, and furrows on the orchard property will contain runoff generated on the orchard. Nowhere along the northern Enclave property boundary adjacent to the existing date orchard property is there any depression which would allow water to enter the Enclave property. No past evidence of any flow events from stormwater or agricultural runoff is visible. The offsite and onsite areas consist of row crops with poor cover. The SCS soil group map for the project area (Figure 4) shows that the project site and offsite areas are composed of mostly soil group B with a small amount of soil group A. To be conservative, soil group B was assumed. The impervious area fraction was obtained from the RCFC &WCD Hydrology Manual, Plate E -6.3. The maximum suggested value (10 %) was used for the onsite and offsite area. The impervious value for the half -width of the perimeter roads was chosen to be 90 %. The offsite hydrologic parameters are summarized in Table 2 and the loss rates used are summarized in Appendix A. Table 2 - Summary of Existing Conditions Hydrologic Characteristics Watershed Onsite and Offsite Area Existing Roads Land Use Agricultural /Row Crops (Poor Cover) Barren Drainage Area 199 acres 2 acres SCS Soils Group B _ B Antecedent moisture Condition Runoff Index 81 86 Impervious Area Fraction .10 .90 Adjusted Loss Rate 2139 in /hr .0333 in /hr 3.5 Proposed Conditions Hydrology The proposed development will consist of approximately 160 acres of residential development, including approximately 11 acres of onsite retention /percolation basins, and approximately 13.5 acres of perimeter roads and right of way with landscaped buffers. In the proposed condition, the 40 acres of offsite tributary will drain into the project site through drainage corridors on the north project boundary, as shown in Figure 3. As discussed in the section describing the existing conditions hydrology, a field visit and site inspection was performed to verify stormwater from the existing date orchard property to the north is prevented from entering the Enclave property by an existing berm and existing grading on the orchard property. Enclave at La Quinta Onsite Hydrology Study - #8223E PACE • • The land use was classified as residential landscaping for the onsite areas and for the landscape buffers along Monroe Street and Avenue 62. The roads and rights of way were classified as barren. Figure 4 shows that the soil in the project area is composed of mostly soil group B and a small amount of soil group A however, City officials maintain that import soil for projects in La Quinta is generally composed of soil group C. Since a large volume of import will be required for The Enclave project, city officials have required that the proposed conditions hydrology calculations be performed assuming soil group C. The watershed impervious area fractions were obtained from the RCFC &WCD Hydrology Manual, Plate E -6.3. The onsite development areas were assigned 55% impervious area, the landscape buffers were assigned 10% impervious area and the perimeter roads and rights of way were assigned 98% impervious area. A weighted average of the loss rate for the roadways and landscape buffers was used to determine the loss rate for the watersheds areas along Monroe Street and Avenue 62 (see Appendix A). Rainfall direct to each retention basin was incorporated into the hydrology assuming no loss. The hydrologic conditions for the project area watersheds in the developed condition are summarized below in Table 3. Table 3 - Summary of Proposed Conditions Hydrologic Characteristics Watershed Onsite Development Area Offsite Agricultural Perimeter Road and Landscape Buffer Land Use Residential Landscaping Agricultural /Row Crops 42% Barren, 58% (Poor Cover) Residential Landscaping Area 148 acres 40 acres 13.5 acres SCS Soils Group C C Antecedent Moisture Condition III III Runoff Index 69 88 91 (Road) and 69 (Landscape Buffer) Impervious Area Fraction .55 .10 0.98 (Road) and .10 (Landscape Buffer) Adjusted Loss Rate 1869 in /hr 1365 in /hr 2040 in /hr (Monroe St) 2024 in /hr (Avenue 62) Enclave at La Quinta 8 00 Onsite Hydrology Study - #8223E PACE a law RIBO .2 O O • • 3.6 Runoff Volume The area under each of the hydrographs generated represents the volume of runoff out of that watershed during that storm event. Thus, for each of the design storm events it is possible to see exactly what volume of runoff is generated from the onsite watersheds. The total volume of onsite runoff represents the minimum amount of water that must be retained within the system in order to satisfy The City of La Quinta retention requirements. To satisfy the City of La Quinta's retention requirements, the volume of runoff equal to that generated onsite and in the half -width of the perimeter roads must be retained. In the proposed condition, the Enclave at La Quinta will retain runoff generated onsite, runoff from the half -width of Monroe Street, and runoff from the offsite tributary. This volume of runoff is greater than the required retention volume, and so runoff generated in the half -width of Avenue 62 -East will be allowed to discharge east, following the existing drainage patterns, per agreement with the city and the adjacent landowner to the east. Detailed results from the runoff hydrographs are provided in Appendix B. The results are summarized below in Table 4. Table 4 - Runoff Volume Summary 4 Retention Basin System The City of La Quinta requires that all -stormwater runoff be retained within the project site in onsite retention basins. The Enclave at La Quinta uses four retention basins incorporated into the proposed site plan. The basins are situated to according to the drainage patterns of the site plan to achieve a balance of the retention volume tributary to each basin. The basins are depicted in Figure 3. The retention basin system design for The Enclave at La Quinta is summarized below in Table 5. Note that the area depicted on Figure 3 for hydrology purposes is larger than the area shown in the table below used for storage calculations (calculated at V above the overflow weir crest,).. � 1Si e-k1 `-°' Z- le 5 - Retention Basin System Design Summary Basin Runoff Generated Onsite asin Depth Available Storage Depth Available Storage Volume (Includes Monroe Street Runoff From Runoff From Ave 62 -East Storm Event and Ave 62 -West) Offsite Tributary (Not Retained) Water From (ac -ft) (ac -ft) (ac -ft) 100 -year 24 -hour 19.8 3.9 0.4 100 -year 6 -hour 25.8 5.8 0.5 100 -year 3 -hour 25.8 6.2 0.6 100 year 1 -hour 22.5 5.6 0.5 4 Retention Basin System The City of La Quinta requires that all -stormwater runoff be retained within the project site in onsite retention basins. The Enclave at La Quinta uses four retention basins incorporated into the proposed site plan. The basins are situated to according to the drainage patterns of the site plan to achieve a balance of the retention volume tributary to each basin. The basins are depicted in Figure 3. The retention basin system design for The Enclave at La Quinta is summarized below in Table 5. Note that the area depicted on Figure 3 for hydrology purposes is larger than the area shown in the table below used for storage calculations (calculated at V above the overflow weir crest,).. � 1Si e-k1 `-°' Z- le 5 - Retention Basin System Design Summary Basin Top Area asin Depth Available Storage Depth Available Storage Volume Receives Overflow (ac) (ft) (n) (ac ft) Water From Drains To B1 2.50 .0 5.0 10.3 ' o't- Monroe St, B2 ON1, B1 B1 Outflow, B2 2.00 6.0 5.0 7.8 ON2, ON3, B3 B2 B2 Outflow, B3 1.06 6.0 5.0 4.0 ON4, B3, Ave B4 62 -West B4 3.57 8.0 7.0 18.5 B3 Outflow, Offsite Off 1, ON5, B4 Enclave at La Quinta 10 Onsite Hydrology Study - #8223E PACE t1A • • • 4.1 Percolation Stormwater runoff must be contained in retention basins, where it must percolate into the ground within 72 hours. The City of La Quinta requires that the maximum possible percolation rate used in all calculations be 2 in /hr, however community officials indicated their preference to assume a percolation rate of 0.0 in /hr, and thus the retention basins at The Enclave will rely on infiltration wells engineered to drain the basins within the required time limit. No losses due to percolation or drywells were incorporated into the hydraulic models of the retention basin system. 4.2 Basin Stage -Area The City of La Quinta Engineering Bulletin #06 -16 specifies that retention basins deeper than 6 feet (5 feet maximum retained water depth) are not allowed without Planning Commission and /or City Council approval. Three of the basins at The Enclave (131, B2, and B3 in Figure 2) will be 6 feet deep. The fourth basin (134 in Figure 3) will be 8 feet deep (7 feet maximum retained water depth) with terraced step at 5 feet deep. Complete basin stage -area tables are provided in Appendix C 4.3 Retention Basin Routing and Emergency Overflow The retention basin system at The Enclave at La Quinta was designed around the drainage patterns of the preliminary site plan. Basins B1 retains the full volume of runoff its tributary watershed area with no outflow during normal operating conditions. Basins B2, B3 and B4 function as a system. Basin B2 overflows to B3, which overflows to B4. This retention basin system design provides the maximum utilization possible of B2 and B3 while preserving excess capacity within B4. The reserve capacity in B4 allows flexibility in the hydraulic function of the system to accommodate any site plan changes that may occur as the project moves into the design stage. Inter -basin flow regulation will be accomplished with weir structures to govern the storage WSELs and outflow for basins B2 and B3. During non - emergency operation, no water will flow out of basins B1 and B4. The basin outflow weirs are summarized below in Table 6. Weir calculations are summarized in Appendix D. Table 6 - Retention Basin Outflow Weir Summary Basin Top Elevation (ft) Weir Crest Elevation (ft) Weir Length (ft) Overflow Drains To 61 408.3 407.3 20 B2 B2 401.6 400.6 20 B3 B3 400.7 399.7 40 B4 B4 400.6 399.6 40 Offsite Provisions must also be made in the event that any retention basin system capacity is exceeded during some emergency event. The proposed site configuration slopes to the east with basins B1 to B4 at successively lower elevations. In an emergency event, stormwater may overflow from B1 to B2 to B3 to B4 and then flow south on S Street to the property at the southeast corner of the tract. An emergency overflow corridor exists for water to exit the tract south along Street Z. Emergency overflow corridor capacity calculations are shown in Appendix D. It is important to note that emergency overflow from B4 would be an extraordinary event since B4 is in a sump location and no flow leaves the basin during normal operation. 5 Hydraulic Model A model of the interconnected system of retention basins was created using USACE HEC -1 modeling software (Reference 3). The HEC -1 model is for hydraulic routing only. All watershed runoff hydrographs were generated outside of HEC -1 using a VBA macro application in an Excel spreadsheet, and used as input in the HEC -1 files on QI cards. Physical parameters for the routing from B1 to B2 were obtained Enclave at La Quinta Offsite Hydrology Study - #8223E 11 PACE • from the site plan (Appendix E). Flow from the offsite area (watershed OFF1) was routed to basin B4 using physical parameters obtained from Section E -E on the tract map shown in Appendix E. The peak water surface elevation and storage elevation for each basin are shown on Figure 3. Complete hydraulic model output is provided in Appendix F. • U Note that the maximum (temporary) water surface in the basins during any of the storm events when water may be flowing over the weirs from one basin to another (High Water Surface), and the maximum storage elevation after the water surface elevations have stabilized (Maximum Storage Elevation) are shown on Figure 3. 6 Street Flow Calculations and Catchbasin Sizing The City of La Quinta requires a dry lane on each side of the centerline of arterial streets during a 10 -year' storm, and requires stormwater runoff to be contained within the right of way of private streets during 'a 100 -year storm. The catchbasins and stormdrain system are to be configured accordingly. A rational method analysis was performed to determine the 10 -year and 100 -year runoff flowrates for the project. AES software was used for all rational method calculations (Reference 4). The rational method analysis, street flow calculations, and catchbasin spacing are shown in Appendix G. 7 Conclusion The maximum stormwater runoff volume from The Enclave at La Quinta is computed for four different 24- hour storms, using the RCFC &WCD shortcut hydrograph method. The largest required retention volume is used as the design parameter for the three on -site retention basins. The retention basins contain all of the water expected during the worst -case 100 -year storm with reserve capacity, while still maintaining at least 1' of freeboard. 8 References Riverside County Flood Control and Water Conservation District Hydrology Manual, 1978. 2. Engineering Bulletin #06 -16, 1- 29 -07, City of La Quinta, California. 3. HEC -1 v4.1, US Army Corps of Engineers, 1998 4. Advanced Engineering Software, Garden Grove, California Enclave at La Quinta Onsite Hydrology Study - #8223E 12 PACE PACE Advanced Water Engineering u D v V. CL x D Proposed street, ROW, and landscape buffer watersheds loss rates based on weighted average of contributing watershed characteristics Monroe Street loss rate = (1.98*.0136 + (4.82 - 1.98)'.3367)/(4.82) = 0.2040 in /hr Avenue 62 loss rate = (3.64".0136 + (8.76- 3.64) *.3367)/(8.76) = 0.2024 in /hr . PACE Enclave Unadjusted Adjusted Impervious Area Development Land Use Soil Group CN AMC Loss Rate Loss Rate Fraction Condition in /hr in /hr Offsite Existing Row Crops, Poor Cover B 81 II 0.235 0.10 0.2139 Onsite Development Existing Row Crops, Poor Cover B . 81 II 0.235 0.10 0.2139 Existing Street Existing Barren B 86 II 0.175 0.90 0.0333 and R.O.W. Offsite Proposed Row Crops, Poor Cover B 81 II 0.235 0.10 0.2139 Onsite Development Proposed Residential Landscaping C 69 II 0.370 0.55 0.1869 Landscape Buffer Proposed Residential Landscaping C 69 II 0.370 0.10 0.3367 Proposed Street Proposed Barren C 91 II 0.115 0.98 0.0136 and R.O.W. Proposed street, ROW, and landscape buffer watersheds loss rates based on weighted average of contributing watershed characteristics Monroe Street loss rate = (1.98*.0136 + (4.82 - 1.98)'.3367)/(4.82) = 0.2040 in /hr Avenue 62 loss rate = (3.64".0136 + (8.76- 3.64) *.3367)/(8.76) = 0.2024 in /hr . PACE • • PACE Advanced Water Engineering D v v t� CL x 0 • UV, Cpl 06o p,5 Runoff raph Summary 100 -Ye 24 -H urStorm Event f Watershed Precipitation in Area ac Loss Rate in /hr, ) Peak Flow Rate (cfs) Total Runoff Volume (ac -ft Monroe 3.75 4.82 0.2040 1.58 2JA 0.50 ON1 3.75 35.14 0.1869 12.04 a> 3.95 B1 3.75 3.08 0.0000 1.57 0.95.E ON2 3.75 25.97 0.1869 8.90 2.92 ON3 3.75 27.37 0.1869 9.38 3.08..y.o2. B2 3.75 2.78 0.0000 1.42 0.86 ✓ ON4 3.75 17.72 0.1869 6.07 1.99 -Z.(.\ Ave 62 West 3.75 5.28 0.2024 1.74 0.55 -1.05 B3 3.75 1.30 0.0000 0.66 0.40./ OFF1 3.75 40.15 0.2139 12.78 3.91 - S ON5 3.75 30.50 0.1869 10.45 3.43 B4 3.75 3.92 0.0000 2.00 1.21 ✓ Ave 62 East 3.75 3.48 0.2024 1.14 0.36 - p O."fo -2 5;. 1-7 ,og�S Runoff Hydrograph Summary 1 00-Year 6-Hour Storm Event Watershed Precipitation in Area ac Loss Rate &- in /hr ) Peak Flow Rate (cfs) Total Runoff Volume (ac -ft Monroe 3.00 4.82 0.2040 8.73,/ 0.72_ D.-M ON1 3.00 35.14 0.1869 -- J*. 64.27 ✓ 5.53 61 3.00 3.08 0.0000 6.21 0.76 ON2 3.00 25.97 0.1869 47.50 4.08 ✓ ON3 3.00 27.37 0.1869 50.06 4.30 ✓ B2 3.00 2.78 0.0000 5:60 0.69 ✓ ON4 3.00 17.72 0.1869 32.41 2.79,/ Ave 62 West 3.00 5.28 0.2024.,,04 15 9.58 0.79 _ h07 B3 3.00 1.30 0.0000 2.62 0.32 ✓ OFF1 3.00 40.15 0.2139 72.35 5.81 ✓ ON5 3.00 30.50 0.1869 55.79 4.80 B4 3.00 3.92 0.0000 7.90 0.97 ✓ Ave 62 East 3.00 3.48 0.2024 6.31 0.52-0.11 .Otis 0 • .Z 0 0 0 Runoff Hydrograph Summary 100 -Year 3 -Hour Storm Event Watershed Precipitation (in) Area ac Loss Rate (in/hr) eak Flow Rate cfs Total Runoff Volume ac -ft Monroe 2.50 4.82 0.2040 10.87 -IkA 0.75 ON1 2.50 ,/ 35.14 0.1869 ✓ 79.88 / 5.64-/ B1 2.50 3.08 0.0000 7.58 0.64 ON2 2.50 25.97 0.1869 59.03 4.17./ ON3 2.50 27.37 0.1869 62.21 4.39 / B2 2.50 2.78 0.0000 6.84 0.57✓ ON4 2.50 17.72 0.1869 40.28 2.84 Ave 62 West 2.50 5.28 0.2024 11.92 0.83 - p q6 B3 2.50 1.30 0.0000 3.20 0.27 L/ OFF1 2.50 40.15 0.2139 90.18 6.18 ON5 2.50 30.50 0.1869 69.33 4.90 B4 L 2.50 3.92 0.0000 9.64 0.81 Ave 62 East 2.50 3.48 0.2024 7.86 0.55 0 �g1 S O, fs9 Kd • Runoff Hydrograph Summary 100 -Year 1 -Hour Storm Event Watershed Precipitation in Area ac Loss Rate in /hr ) Peak Flow Rate (cfs) Total Runoff Volume (ac -ft Monroe 1.90 4.82 0.2040 38.70 0:1 0.68 ✓ 0-7 ON1 1.90 35.14 0.1869 282.74/ 4.97 ✓ B1 1.90 3.08 0.0000 25.36 0.48 ON2 1.90 25.97 0.1869 208.96 3.68 ✓ ON3 1.90 27.37 0.1869 220.22/ 3.87 ✓ B2 1.90 2.78 0.0000 22.89 0.44 ./ ON4 1.90 17.72 0.1869 142.58-/ 2.51 Ave 62 West 1.90 5.28 0.2024 42.42 ,/ 0.74 ✓ B3 1.90 1.30 0.0000 10.70 0.20 OFF1 1.90 40.15 0.2139 321.97 5.59 ✓ ON5 1.90 30.50 0.1869 245.41 4.32 ✓ B4 1 1.90 3.92 0.0000 32.27 0.62 ✓ Ave 62 East 1.90 3.48 0.2024 27.96 0.49 r1 �J is Ott Watershed 100 Yr / 24 Hr Rain (in) Adjusted Loss Rate (in /hr) Minimum Loss Rate Value (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) Monroe 3.75 0.204 0.1275 4.8200 15 Peak Flow (cfs) Total Vol (ac -ft) 1.6 0.5 Period Rain Max Loss Low Loss Effective Cumulative Period # percent Intensity Rate Rate Intensity Flow Volume (in /hr) (in /hr) (in/hr) (in /hr) (cfs) (ac -ft) 1 0.2 0.0300 0.3212 0.0255 0.0045 0.02 0.00 2 0.3 0.0450 0.3180 0.0383 0.0068 0.03 0.00 3 0.3 0.0450 0.3149 0.0383 0.0068 0.03 0.00 4 0.4 0.0600 0.3118 0.0510 0.0090 0.04 0.00 5 0.3 0.0450 0.3087 0.0383 0.0068 0.03 0.00 6 0.3 0.0450 0.3057 0.0383 0.0068 0.03 0.00 7 0.3 0.0450 0.3026 0.0383 0.0068 0.03 0.00 8 0.4 0.0600 0.2996 0.0510 0.0090 0.04 0.01 9 0.4 0.0600 0.2966 0.0510 0.0090 0.04 0.01 10 0.4 0.0600 0.2936 0.0510 0.0090 0.04 0.01 11 0.5 0.0750 0.2907 0.0638 0.0113 0.05 0.01 12 0.5 0.0750 0.2877 0.0638 0.6113 0.05 0.01 13 0.5 0.0750 0.2848 0.0638 0.0113 0.05 0.01 14 0.5 0.0750 0.2819 0.0638 0.0113 0.05 0.01 15 0.5 0.0750 0.2790 0.0638 0.0113 0.05 0.01 16 17 0.6 0.6 0.0900 0.0900 0.2761 0.2733 0.0765 0.0765 0.0135 0.0135 0.07 0.07 0.01 0.02 18 0.7 0.1050 0.2704 0.0893 0.0158 0.08 0.02 19 0.7 0.1050 0.2676 0.0893 0.0158 0.08 0.02 20 0.8 0.1200 0.2648 0.1020 0.0180 0.09 0.02 21 0.6 0.0900 0.2621 0.0765 0.0135 0.07 0.02 22 0.7 0.1050 0.2593 0.0893 0.0158 0.08 0.02 23 0.8 0.1200 0.2566 0.1020 0.0180 0.09 0.03 24 0.8 0.1200 0.2539 0.1020 0.0180 0.09 0.03 25 0.9 0.1350 0.2512 0.1148 0.0203 0.10 0.03 26 0.9 0.1350 0.2485 0.1148 0.0203 0.10 0.03 27 1 0.1500 0.2458 0.1275 0.0225 0.11 0.03 28 1 0.1500 0.2432 0.1275 0.0225 0.11 0.04 29 1 0.1500 0.2406 0.1275 0.0225 0.11 0.04 30 1.1 0.1650 0.2380 0.1403 0.0248 0.12 0.04 31 1.2 0.1800 0.2355 0.1530 0.0270 0.13 0.04 32 1.3 0.1950 0.2329 0.1658 0.0293 0.14 0.05 33 1.5 0.2250 0.2304 0.1913 0.0338 0.16 0.05 34 1.5 0.2250 0.2279 0.1913 0.0338 0.16 0.05 35 1.6 0.2400 0.2254 0.0000 0.0146 0.07 0.05 36 1.7 0.2550 0.2230 0.0000 0.0320 0.15 0.06 37 1.9 0.2850 0.2205 0.0000 0.0645 0.31 0.06 38 2 0.3000 0.2181 0.0000 0.0819 0.39 0.07 39 2.1 0.3150 0.2157 0.0000 0.0993 0.48 0.08 40 2.2 0.3300 0.2134 0.0000 0.1166 0.56 0.09 41 1.5 0.2250 0.2110 0.0000 0.0140 0.07 0.09 42 43 1.5 2 0.2250 0.3000 0.2087 0.2064 0.0000 0.0000 0.0163 0.0936 0.08 0.45 0.10 0.11 44 2 0.3000 0.2041 0.0000 0.0959 0.46 0.12 45 1.9 0.2850 0.2019 0.0000 0.0831 0.40 0.12 • ( " Period R Rain M Max Loss Low Los sx , Effective F Flow. �. Cumulative Watershed 100 Yr / 24 Hr Rain (in) • Adjusted Loss Rate (in /hr) Minimum Loss Rate Value (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON1 3.75 Peak Flow (cfs) 12.0 0.1869 Total Vol (ac -ft) 3.9 0.1168 35.1400 15 Rain Max Loss Low Loss Effective Cumulative Period Flow Period # intensity Rate Rate Intensity Volume Percent in /hr (cfs) ( ) (in /hr) (in /hr) (in /hr) (ac -ft) U.Z u.usuu u.ZV43 U.Uz55 0.0045 0.16 0.00 2 0.3 0.0450 0.2914 0.0383 0.0068 0.24 0.01 3 0.3 0.0450 0.2885 0.0383 0.0068 0.24 0.01 4 0.4 0.0600 0.2857 0.0510 0.0090 0.32 0.02 5 0.3 0.0450 0.2829 0.0383 0.0068 0.24 0.02 6 0.3 0.0450 0.2801 0.0383 0.0068 0.24 0.03 7 0.3 0.0450 0.2773 0.0383 0.0068 0.24 0.03 8 0.4 0.0600 0.2745 0.0510 0.0090 0.32 0.04 9 0.4 0.0600 0.2718 0.0510 0.0090 0.32 0.05 10 0.4 0.0600 0.2690 0.0510 0.0090 0.32 0.05 11 0.5 0.0750 0.2663 0.0638 0.0113 0.40 0.06 12 0.5 0.0750 0.2636 0.0638 0.0113 0.40 0.07 13 0.5 0.0750 0.2609 0.0638 0.0113 0.40 0.08 14 0.5 0.0750 0.2582 0.0638 0.0113 0.40 0.09 15 0.5 0.0750 0.2556 0.0638 0.0113 0.40 0.09 16 0.6 0.0900 0.2530 0.0765 0.0135 0.47 0.10 17 0.6 0.0900 0.2504 0.0765 0.0135 0.47 0.11 18 0.7 0.1050 0.2478 0.0893 0.0158 0.55 0.13 19 0.7 0.1050 0.2452 0.0893 0.0158 0.55 0.14 20 0.8 0.1200 0.2426 0.1020 0.0180 0.63 0.15 21 0.6 0.0900 0.2401 0.0765 0.0135 0.47 0.16 22 0.7 0.1050 0.2376 0.0893 0.0158 0.55 0.17 23 0.8 0.1200 0.2351 0.1020 0.0180 0.63 0.18 24 0.8 0.1200 0.2326 0.1020 0.0180 0.63 0.20 25 0.9 0.1350 0.2301 0.1148 0.0203 0.71 0.21 26 0.9 0.1350 0.2277 0.1148 0.0203 0.71 0.23 27 1 0.1500 0.2252 0.1275 0.0225 0.79 0.24 28 1 0.1500 0.2228 0.1275 0.0225 0.79 0.26 29 1 0.1500 0.2204 0.1275 0.0225 0.79 0.28 30 1.1 0.1650 0.2181 0.1403 0.0248 0.87 0.29 31 1.2 0.1800 0.2157 0.1530 0.0270 0.95 0.31 32 1.3 0.1950 0.2134 0.1658 0.0293 1.03 0.33 33 1.5 0.2250 0.2111 0.0000 0.0139 0.49 0.34 34 1.5 0.2250 0.2088 0.0000 0.0162 0.57 0.36 35 1.6 0.2400 0.2065 0.0000 0.0335 1.18 0.38 36 1.7 0.2550 0.2043 0.0000 0.0507 1.78 0.42 37 1.9 0.2850 0.2020 0.0000 0.0830 2.92 0.48 38 2 0.3000 0.1998 0.0000 0.1002 3.52 0.55 39 2.1 0.3150 0.1976 0.0000 0.1174 4.12 0.64 40 2.2 0.3300 0.1955 0.0000 0.1345 4.73 0.73 41 1.5 0.2250 0.1933 0.0000 0.0317 1.11 0.76 42 43 1.5 2 0.2250 0.3000 0.1912 0.1891 0.0000 0.0000 0.0338 0.1109 1.19 3.90 0.78 0.86 44 2 0.3000 0.1870 0.0000 0.1130 3.97 0.94 45 1.9 0.2850 0.1849 0.0000 0.1001 3.52 1.02 1� • ' Rain ' Max Loss *Low Loss Effective Cumulative 3•. _' - Period - - Flow ,• . Period # Intensity Rate Rate lntensity"l Volume Percent. in /h� in /hr m /hr � in /hr (cfs) 4b 1.9 U.Zubu U.1U29 0.0000 0.1021 3.59 1.09 47 1.7 0.2550 0.1809 0.0000 0.0741 2.60 1.14 48 1.8 0.2700 0.1789 0.0000 0.0911 3.20 1.21 49 2.5 0.3750 0.1769 0.0000 0.1981 6.96 1.35 50 2.6 0.3900 0.1750 0.0000 0.2150 7.56 1.51 51 2.8 0.4200 0.1730 0.0000 0.2470 8.68 1.69 52 2.9 0.4350 0.1711 0.0000 0.2639 9.27 1.88 53 3.4 0.5100 0.1693 0.0000 0.3407 11.97 2.13 54 3.4 0.5100 0.1674 0.0000 0.3426 12.04 2.38 55 2.3 0.3450 0.1656 0.0000 0.1794 6.31 2.51 56 2.3 0.3450 0.1638 0.0000 0.1812 6.37 2.64 57 2.7 0.4050 0.1620 0.0000 0.2430 8.54 2.82 58 2.6 0.3900 0.1602 0.0000 0.2298 8.07 2.98 59 2.6 0.3900 0.1585 0.0000 0.2315 8.14 3.15 60 2.5 0.3750 0.1568 0.0000 0.2182 7.67 3.31 61 2.4 0.3600 0.1551 0.0000 0.2049 7.20 3.46 62 2.3 0.3450 0.1534 0.0000 0.1916 6.73 3.60 63 1.9 0.2850 0.1518 0.0000 0.1332 4.68 3.69 64 1.9 0.2850 0.1502 0.0000 0.1348 4.74 3.79 65 0.4 0.0600 0.1486 0.0510 0.0090 0.32 3.80 66 0.4 0.0600 0.1471 0.0510 0.0090 0.32 3.80 67 0.3 0.0450 0.1455 0.0383 0.0068 0.24 3.81 68 0.3 0.0450 0.1440 0.0383 0.0068 0.24 3.81 69 0.5 0.0750 0.1426 0.0638. 0.0113 0.40 3.82 70 0.5 0.0750 0.1411 0.0638 0.0113 0.40 3.83 71 0.5 0.0750 0.1397 0.0638 0.0113 0.40 3.84 72 0.4 0.0600 0.1384 0.0510 0.0090 0.32 3.85 73 0.4 0.0600 0.1370 0.0510 0.0090 0.32 3.85 74 0.4 0.0600 0.1357 0.0510 0.0090 0.32 3.86 75 0.3 0.0450 0.1344 0.0383 0.0068 0.24 3.86 76 0.2 0.0300 0.1332 0.0255 0.0045 0.16 3.87 77 0.3 0.0450 0.1319 0.0383 0.0068 0.24 3.87 78 0.4 0.0600 0.1307 0.0510 0.0090 0.32 3.88 79 0.3 0.0450 0.1296 0.0383 0.0068 0.24 3.88 80 0.2 0.0300 0.1285 0.0255 0.0045 0.16 3.89 81 0.3 0.0450 0.1274 0.0383 0.0068 0.24 3.89 82 0.3 0.0450 0.1264 0.0383 0.0068 0.24 3.90 83 0.3 0.0450 0.1254 0.0383 0.0068 0.24 3.90 84 0.2 0.0300 0.1244 0.0255 0.0045 0.16 3.90 85 0.3 0.0450 0.1235 0.0383 0.0068 0.24 3.91 86 0.2 0.0300 0.1226 0.0255 0.0045 0.16 3.91 87 0.3 0.0450 0.1218 0.0383 0.0068 0.24 3.92 88 0.2 0.0300 0.1210 0.0255 0.0045 0.16 3.92 89 0.3 0.0450 0.1203 0.0383 0.0068 0.24 3.93 90 0.2 0.0300 0.1196 0.0255 0.0045 0.16 3.93 91 0.2 0.0300 0.1189 0.0255 0.0045 0.16 3.93 92 0.2 0.0300 0.1184 0.0255 0.0045 0.16 3.94 93 0.2 0.0300 0.1179 0.0255 0.0045 0.16 3.94 94 0.2 0.0300 0.1174 0.0255 0.0045 0.16 3.94 95 0.2 0.0300 0.1171 0.0255 0.0045 0.16 3.95 96 0.2 0.0300 0.1169 0.0255 0.0045 0.16 3.95 r� �J Watershed B1 100 Yr / 24 Hr Rain (in) 3.75 Peak Flow (cfs) 1.6 Adjusted Loss Rate (in /hr) 0 Total Vol (ac -ft) 1.0 Minimum Loss Rate Value (in /hr) 0.0000 Total Area (Ac) 3.0800 Hydrograph Sampling Period (min) 15 Period Rain Max Loss Low Loss Effective Flow Cumulative Period # Intensity Rate Rate Intensity Volume Percent cfs (in /hr) (in /hr) (in/hr) (in /hr ) ( ) (ac -ft) A A n U. v.V.JVV u.uuuu u.uuuu u.USuU U.U9 0.00 2 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.00 3 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.01 4 0.4 0.0600 0.0000 0.0000 0.0600 0.18 0.01 5 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.01 6 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.02 7 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.02 8 0.4 0.0600 0.0000 0.0000 0.0600 0.18 0.02 9 0.4 0.0600 0.0000 0.0000 0.0600 0.18 0.03 10 0.4 0.0600 0.0000 0.0000 0.0600 0.18 0.03 11 0.5 0.0750 0.0000 0.0000 0.0750 0.23 0.04 12 0.5 0.0750 0.0000 0.0000 0.0750 0.23 0.04 13 0.5 0.0750 0.0000 0.0000 0.0750 0.23 0.05 14 0.5 0.0750 0.0000 0.0000 0.0750 0.23 0.05 15 0.5 0.0750 0.0000 0.0000 0.0750 0.23 0.06 16 0.6 0.0900 0.0000 0.0000 0.0900 0.28 0.06 17 0.6 0.0900 0.0000 0.0000 0.0900 0.28 0.07 18 0.7 0.1050 0.0000 0.0000 0.1050 0.32 0.07 19 0.7 0.1050 0.0000 0.0000 0.1050 0.32 0.08 20 0.8 0.1200 0.0000 0.0000 0.1200 0.37 0.09 21 0.6 0.0900 0.0000 0.0000 0.0900 0.28 0.09 22 0.7 0.1050 0.0000 0.0000 0.1050 0.32 0.10 23 0.8 0.1200 0.0000 0.0000 0.1200 0.37 0.11 24 0.8 0.1200 0.0000 0.0000 0.1200 0.37 0.12 25 0.9 0.1350 0.0000 0.0000 0.1350 0.42 0.12 26 0.9 0.1350 0.0000 0.0000 0.1350 0.42 0.13 27 1 0.1500 0.0000 0.0000 0.1500 0.46 0.14 28 1 0.1500 0.0000 0.0000 0.1500 0.46 0.15 29 1 0.1500 0.0000 0.0000 0.1500 0.46 0.16 30 1.1 0.1650 0.0000 0.0000 0.1650 0.51 0.17 31 1.2 0.1800 0.0000 0.0000 0.1800 0.55 0.18 32 1.3 0.1950 0.0000 0.0000 0.1950 0.60 0.20 33 1.5 0.2250 0.0000 0.0000 0.2250 0.69 0.21 34 1.5 0.2250 0.0000 0.0000 0.2250 0.69 0.22 35 1.6 0.2400 0.0000 0.0000 0.2400 0.74 0.24 36 1.7 0.2550 0.0000 0.0000 0.2550 0.79 0.26 37 1.9 0.2850 0.0000 0.0000 0.2850 0.88 0.27 38 2 0.3000 0.0000 0.0000 0.3000 0.92 0.29 39 2.1 0.3150 0.0000 0.0000 0.3150 0.97 0.31 40 2.2 0.3300 0.0000 0.0000 0.3300 1.02 0.33 41 1.5 0.2250 0.0000 0.0000 0.2250 0.69 0.35 42 1.5 0.2250 0.0000 0.0000 0.2250 0.69 0.36 • Period # Period Percent Rain Intensity. (in /hr) Max Loss Rate (in /hr) Low Loss Rate (in /hr) Effective Intensity (in /hr) Flow (cfs) Cumulative Volume (ac -ft) 43 2 0.3000 0.0000 0.0000 0.3000 0.92 0.38 44 2 0.3000 0.0000 0.0000 0.3000 0.92 0.40 45 1.9 0.2850 0.0000 0.0000 0.2850 0.88 0.42 46 1.9 0.2850 0.0000 0.0000 0.2850 0.88 0.44 47 1.7 0.2550 0.0000 0.0000 0.2550 0.79 0.45 48 1.8 0.2700 0.0000 0.0000 0.2700 0.83 0.47 49 2.5 0.3750 0.0000 0.0000 0.3750 1.16 0.49 50 2.6 0.3900 0.0000 0.0000 0.3900 1.20 0.52 51 2.8 0.4200 0.0000 0.0000 0.4200 1.29 0.55 52 2.9 0.4350 0.0000 0.0000 0.4350 1.34 0.57 53 3.4 0.5100 0.0000 0.0000 0.5100 1.57 0.61 54 3.4 0.5100 0.0000 0.0000 0.5100 1.57 0.64 55 2.3 0.3450 0.0000 0.0000 0.3450 1.06 0.66 56 2.3 0.3450 0.0000 0.0000 0.3450 1.06 0.68 57 2.7 0.4050 0.0000 0.0000 0.4050 1.25 0.71 58 2.6 0.3900 0.0000 0.0000 0.3900 1.20 0.73 59 2.6 0.3900 0.0000 0.0000 0.3900 1.20 0.76 60 2.5 0.3750 0.0000 0.0000 0.3750 1.16 0.78 61 2.4 0.3600 0.0000 0.0000 0.3600 1.11 0.80 62 2.3 0.3450 0.0000 0.0000 0.3450 1.06 0.83 63 1.9 0.2850 0.0000 0.0000 0.2850 0.88 0.84 64 1.9 0.2850 0.0000 0.0000 0.2850 0.88 0.86 65 0.4 0.0600 0.0000 0.0000 0.0600 0.18 0.87 66 0.4 0.0600 0.0000 0.0000 0.0600 0.18 0.87 • 67 68 0.3 0.3 0.0450 0.0450 0.0000 0.0000 0.0000 0.0000 0.0450 0.0450 0.14 0.14 0.87 0.88 69 0.5 0.0750 0.0000 0.0000 0.0750 0.23 0.88 70 0.5 0.0750 0.0000 0.0000 0.0750 0.23 0.89 71 0.5 0.0750 0.0000 0.0000 0.0750 0.23 0.89 72 0.4 0.0600 0.0000 0.0000 0.0600 0.18 0.89 73 0.4 0.0600 0.0000 0.0000 0.0600 0.18 0.90 74 0.4 0.0600 0.0000 0.0000 0.0600 0.18 0.90 75 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.90 76 0.2 0.0300 0.0000 0.0000 0.0300 0.09 0.91 77 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.91 78 0.4 0.0600 0.0000 0.0000 0.0600 0.18 0.91 79 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.92 80 0.2 0.0300 0.0000 0.0000 0.0300 0.09 0.92 81 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.92 82 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.92 83 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.93 84 0.2 0.0300 0.0000 0.0000 0.0300 0.09 0.93 85 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.93 86 0.2 0.0300 0.0000 0.0000 0.0300 0.09 0.93 87 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.94 88 0.2 0.0300 0.0000 0.0000 0.0300 0.09 0.94 89 0.3 0.0450 0.0000 0.0000 0.0450 0.14 0.94 90 0.2 0.0300 0.0000 0.0000 0.0300 0.09 0.94 91 0.2 0.0300 0.0000 0.0000 0.0300 0.09 0.95 92 0.2 0.0300 0.0000 0.0000 0.0300 0.09 0.95 93 0.2 0.0300 0.0000 0.0000 0.0300 0.09 0.95 94 0.2 0.0300 0.0000 0.0000 0.0300 0.09 0.95 95 0.2 0.0300 0.0000 0.0000 0.0300 0.09 0.95 96 0.2 0.0300 0.0000 0.0000 0.0300 0.09 0.95 Watershed 100 Yr / 24 Hr Rain (in) • Adjusted Loss Rate (in /hr) Minimum Loss Rate Value (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON2 3.75 Peak Flow (cfs) 8.9 0.1869 Total Vol (ac -ft) 2.9 0.1168 25.9700 15 Period Rain Max Loss Low Loss -Effective Flow Cumulative Period # Percent Intensity Rate Rate Intensity Volume (in /hr) (in /hr) (in /hr) (in /hr) (cfs) (ac -ft) 1 U.2 U.U3UU 0.2943 0.0255 0.0045 0.12 0.00 2 0.3 0.0450 0.2914 0.0383 0.0068 0.18 0.01 3 0.3 0.0450 0.2885 0.0383 0.0068 0.18 0.01 4 0.4 0.0600 0.2857 0.0510 0.0090 0.23 0.01 5 0.3 0.0450 0.2829 0.0383 0.0068 0.18 0.02 6 0.3 0.0450 0.2801 0.0383 0.0068 0.18 0.02 7 0.3 0.0450 0.2773 0.0383 0.0068 0.18 0.03 8 0.4 0.0600 0.2745 0.0510 0.0090 0.23 0.03 9 0.4 0.0600 0.2718 0.0510 0.0090 0.23 0.04 10 0.4 0.0600 0.2690 0.0510 0.0090 0.23 0.04 11 0.5 0.0750 0.2663 0.0638 0.0113 0.29 0.05 12 0.5 0.0750 0.2636 0.0638 0.0113 0.29 0.05 13 0.5 0.0750 0.2609 0.0638 0.0113 0.29 0.06 14 0.5 0.0750 0.2582 0.0638 0.0113 0.29 0.06 15 0.5 0.0750 0.2556 0.0638 0.0113 0.29 0.07 16 0.6 0.0900 0.2530 0.0765 0.0135 0.35 0.08 • 17 0.6 0.0900 0.2504 0.0765 0.0135 0.35 0.08 18 0.7 0.1050 0.2478 0.0893 0.0158 0.41 0.09 19 0.7 0.1050 0.2452 0.0893 0.0158 0.41 0.10 20 0.8 0.1200 0.2426 0.1020 0.0180 0.47 0.11 21 0.6 0.0900 0.2401 0.0765 0.0135 0.35 0.12 22 0.7 0.1050 0.2376 0.0893 0.0158 0.41 0.13 23 0.8 0.1200 0.2351 0.1020 0.0180 0.47 0.14 24 0.8 0.1200 0.2326 0.1020 0.0180 0.47 0.15 25 0.9 0.1350 0.2301 0.1148 0.0203 0.53 0.16 26 0.9 0.1350 0.2277 0.1148 0.0203 0.53 0.17 27 1 0.1500 0.2252 0.1275 0.0225 0.58 0.18 28 1 0.1500 0.2228 0.1275 0.0225 0.58 0.19 29 1 0.1500 0.2204 0.1275 0.0225 0.58 0.20 30 1.1 0.1650 0.2181 0.1403 0.0248 0.64 0.22 31 1.2 0.1800 0.2157 0.1530 0.0270 0.70 0.23 32 1.3 0.1950 0.2134 0.1658 0.0293 0.76 0.25 33 1.5 0.2250 0.2111 0.0000 0.0139 0.36 0.25 34 1.5 0.2250 0.2088 0.0000 0.0162 0.42 0.26 35 1.6 0.2400 0.2065 0.0000 0.0335 0.87 0.28 36 1.7 . 0.2550 0.2043 0.0000 0.0507 1.32 0.31 37 1.9 0.2850 0.2020 0.0000 0.0830 2.15 0.35 38 2 0.3000 0.1998 0.0000 0.1002 2.60 0.41 39 2.1 0.3150 0.1976 0.0000 0.1174 3.05 0.47 40 2.2 0.3300 0.1955 0.0000 0.1345 3.49 0.54 41 1.5 0.2250 0.1933 0.0000 0.0317 0.82 0.56 42 1.5 0.2250 0.1912 0.0000 0.0338 0.88 0.58 • 43 2 0.3000 . 0.1891 0.0000 0.1109 2.88 0.64 44 2 0.3000 0.1870 0.0000 0.1130 2.93 0.70 45 1.9 0.2850 0.1849 0.0000 0.1001 2.60 0.75 • • r1 LJ Rain Max Loss Low Loss Effective Period Flow Cumulative Period # Percent Intensity _ Rate Rate Intensity (cfs) Volume.,'. (in /hr) (in /hr) (in /hr) (in /hr) (ac -ft) wo i.y u,zuau u.Iuzu u.uuuu u.1021 2.65 0.81 47 1.7 0.2550 0.1809 0.0000 0.0741 1.92 0.85 48 1.8 0.2700 0.1789 0.0000 0.0911 2.37 0.89 49 2.5 0.3750 0.1769 0.0000 0.1981 5.14 1.00 50 2.6 0.3900 0.1750 0.0000 0.2150 5.58 1.12 51 .2.8 0.4200 0.1730 0.0000 0.2470 6.41 1.25 52 2.9 0.4350 0.1711 0.0000 0.2639 6.85 1.39 53 3.4 0.5100 0.1693 0.0000 0.3407 8.85 1.57 54 3.4 0.5100 0.1674 0.0000 0.3426 8.90 1.76 55 2.3 0.3450 0.1656 0.0000 0.1794 4.66 1.85 56 2.3 0.3450 0.1638 0.0000 0.1812 4.71 1.95 57 2.7 0.4050 0.1620 0.0000 0.2430 6.31 2.08 58 2.6 0.3900 0.1602 0.0000 0.2298 5.97 2.20 59 2.6 0.3900 0.1585 0.0000 0.2315 6.01 2.33 60 2.5 0.3750 0.1568 0.0000 0.2182 5.67 2.45 61 2.4 0.3600 0.1551 0.0000 0.2049 5.32 2.56 62 2.3 0.3450 0.1534 0.0000 0.1916 4.98 2.66 63 1.9 0.2850 0.1518 0.0000 0.1332 3.46 2.73 64 1.9 0.2850 0.1502 0.0000 0.1348 3.50 2.80 65 0.4 0.0600 0.1486 0.0510 0.0090 0.23 2.81 66 0.4 0.0600 0.1471 0.0510 0.0090 0.23 2.81 67 0.3 0.0450 0.1455 0.0383 0.0068 0.18 2.82 68 0.3 0.0450 0.1440 0.0383 0.0068 0.18 2.82 69 0.5 0.0750 0.1426 0.0638 0.0113 0.29 2.83 70 0.5 0.0750 0.1411 0.0638 0.0113 0.29. 2.83 71 0.5 0.0750 0.1397 0.0638 0.0113 0.29 2.84 72 0.4 0.0600 0.1384 0.0510 0.0090 0.23 2.84 73 0.4 0.0600 0.1370 0.0510 0.0090 0.23 2.85 74 0.4 0.0600 0.1357 0.0510 0.0090 0.23 2.85 75 0.3 0.0450 0.1344 0.0383 0.0068 0.18 2.86 76 0.2 0.0300 0.1332 0.0255 0.0045 0.12 2.86 77 0.3 0.0450 0.1319 0.0383 0.0068 0.18 2.86 78 0.4 0.0600 0.1307 0.0510 0.0090 0.23 2.87 79 0.3 0.0450 0.1296 0.0383 0.0068 0.18 2.87 80 0.2 0.0300 0.1285 0.0255 0.0045 0.12 2.87 81 0.3 0.0450 0.1274 0.0383 0.0068 0.18 2.88 82 0.3 0.0450 0.1264 0.0383 0.0068 0.18 2.88 83 0.3 0.0450 0.1254 0.0383 0.0068 0.18 2.88 84 0.2 0.0300 0.1244 0.0255 0.0045 0.12 2.89 85 0.3 0.0450 0.1235 0.0383 0.0068 0.18 2.89 86 0.2 0.0300 0.1226 0.0255 0.0045 0.12 2.89 87 0.3 0.0450 0.1218 0.0383 0.0068 0.18 2.90 88 0.2 0.0300 0.1210 0.0255 0.0045 0.12 2.90 89 0.3 0.0450 0.1203 0.0383 0.0068 0.18 2.90 90 0.2 0.0300 0.1196 0.0255 0.0045 0.12 2.90 91 0.2 0.0300 0.1189 0.0255 0.0045 0.12 2.91 92 0.2 0.0300 0.1184 0.0255 0.0045 0.12 2.91 93 0.2 0.0300 0.1179 0.0255 0.0045 0.12 2.91 94 0.2 0.0300 0.1174 0.0255 0.0045 0.12 2.91 95 0.2 0.0300 0.1171 0.0255 0.0045 0.12 2.92 96 0.2 0.0300 0.1169 0.0255 0.0045 0.12 2.92 Watershed 100 Yr / 24 Hr Rain (in) • Adjusted Loss Rate (in /hr) Minimum Loss Rate Value (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON3 3.75 Peak Flow (cfs) 9.4 0.1869 Total Vol (ac -ft) 3.1 0.1168 27.3700 15 Period Rain Max Loss Low Loss Effective Flow Cumulative Period # Percent (cfs) Intensity Rate Rate Intensity Volume (in /hr) (in /hr) (in /hr) (in /hr) (ac -ft) 1 U.2 U.U3U0 0.2943 0.0255 0.0045 0.12 0.00 2 0.3 0.0450 0.2914 0.0383 0.0068 0.18 0.01 3 0.3 0.0450 0.2885 0.0383 0.0068 0.18 0.01 4 0.4 0.0600 0.2857 0.0510 0.0090 0.25 0.02 5 0.3 0.0450 0.2829 0.0383 0.0068 0.18 0.02 6 0.3 0.0450 0.2801 0.0383 0.0068 0.18 0.02 7 0.3 0.0450 0.2773 0.0383 0.0068 0.18 0.03 8 0.4 0.0600 0.2745 0.0510 0.0090 0.25 0.03 9 0.4 0.0600 0.2718 0.0510 0.0090 0.25 0.04 10 0.4 0.0600 0.2690 0.0510 0.0090 0.25 0.04 11 0.5 0.0750 0.2663 0.0638 0.0113 0.31 0.05 12 0.5 0.0750 0.2636 0.0638 0.0113 0.31 0.05 13 0.5 0.0750 0.2609 0.0638 0.0113 0.31 0.06 14 0.5 0.0750 0.2582 0.0638 0.0113 0.31 0.07 15 0.5 0.0750 0.2556 0.0638 0.0113 0.31 0.07 16 0.6 0.0900 0.2530 0.0765 0.0135 0.37 0.08 • 17 0.6 0.0900 0.2504 0.0765 0.0135 0.37 0.09 18 0.7 0.1050 0.2478 0.0893 0.0158 0.43 0.10 19 0.7 0.1050 0.2452 0.0893 0.0158 0.43 0.11 20 0.8 0.1200 0.2426 0.1020 0.0180 0.49 0.12 21 0.6 0.0900 0.2401 0.0765 0.0135 0.37 0.12 22 0.7 0.1050 0.2376 0.0893 0.0158 0.43 0.13 23 0.8 0.1200 0.2351 0.1020 0.0180 0.49 0.14 24 0.8 0.1200 0.2326 0.1020 0.0180 0.49 0.15 25 0.9 0.1350 0.2301 0.1148 0.0203 0.55 0.17 26 0.9 0.1350 0.2277 0.1148 0.0203 0.55 0.18 27 1 0.1500 0.2252 0.1275 0.0225 0.62 0.19 28 1 0.1500 0.2228 0.1275 0.0225 0.62 0.20 29 1 0.1500 0.2204 0.1275 0.0225 0.62 0.22 30 1.1 0.1650 0.2181 0.1403 0.0248 0.68 0.23 31 1.2 0.1800 0.2157 0.1530 0.0270 0.74 0.24 32 1.3 0.1950 0.2134 0.1658 0.0293 0.80 0.26 33 1.5 0.2250 0.2111 0.0000 0.0139 0.38 0.27 34 1.5 0.2250 0.2088 0.0000 0.0162 0.44 0.28 35 1.6 0.2400 0.2065 0.0000 0.0335 0.92 0.30 36 1.7 0.2550 0.2043 0.0000 0.0507 1.39 0.33 37 1.9 0.2850 0.2020 0.0000 0.0830 2.27 0.37 38 2 0.3000 0.1998 0.0000 0.1002 2.74 0.43 39 2.1 0.3150 0.1976 0.0000 0.1174 3.21 0.50 40 2.2 0.3300 0.1955 0.0000 0.1345 3.68 0.57 41 1.5 0.2250 0.1933 0.0000 0.0317 0.87 0.59 42 1.5 0.2250 0.1912 0.0000 0.0338 0.93 0.61 . 43 2 0.3000 0.1891 0.0000 0.1109 3.04 0.67 44 2 0.3000 0.1870 0.0000 0.1130 3.09 0.74 45 1.9 0.2850 0.1849 0.0000 0.1001 2.74 0.79 • • • Period Rain Max Loss Low Loss Effective Flow Cumulative Period # Intensity Rate Rate Intensity Volume Percent (cfs) (in /hr) (in /hr) (in /hr) (in /h r) (ac -ft) 46 1.9 0.2850 0.1829 0.0000 0.1021 2.79 0.85 47 1.7 0.2550 0.1809 0.0000 0.0741 2.03 0.89 48 1.8 0.2700 0.1789 0.0000 0.0911 2.49 0.94 49 2.5 0.3750 0.1769 0.0000 0.1981 5.42 1.05 50 2.6 0.3900 0.1750 0.0000 0.2150 5.89 1.18 51 2.8 0.4200 0.1730 0.0000 0.2470 6.76 1.32 52 2.9 0.4350 0.1711 0.0000 0.2639 7.22 1.47 53 3.4 0.5100 0.1693 0.0000 0.3407 9.33 1.66 54 3.4 0.5100 0.1674 0.0000 0.3426 9.38 1.85 55 2.3 0.3450 0.1656 0.0000 0.1794 4.91 1.95 56 2.3 0.3450 0.1638 0.0000 0.1812 4.96 2.06 57 2.7 0.4050 0.1620 0.0000 0.2430 6.65 2.19 58 2.6 0.3900 0.1602 0.0000 0.2298 6.29 2.32 59 2.6 0.3900 0.1585 0.0000 0.2315 6.34 2.45 60 2.5 0.3750 0.1568 0.0000 0.2182 5.97 2.58 61 2.4 0.3600 0.1551 0.0000 0.2049 5.61 2.69 62 2.3 0.3450 0.1534 0.0000 0.1916 5.24 2.80 63 1.9 0.2850 0.1518 0.0000 0.1332 3.65 2.88 64 1.9 0.2850 0.1502 0.0000 0.1348 3.69 2.95 65 0.4 0.0600 0.1486 0.0510 0.0090 0.25 2.96 66 0.4 0.0600 0.1471 0.0510 0.0090 0.25 2.96 67 0.3 0.0450 0.1455 0.0383 0.0068 0.18 2.97 68 0.3 0.0450 0.1440 0.0383 0.0068 0.18 2.97 69 0.5 0.0750 0.1426 0.0638 0.0113 0.31 2.98 70 0.5 0.0750 0.1411 0.0638 0.0113 0.31 2.98 71 0.5 0.0750 0.1397 0.0638 0.0113 0.31 2.99 72 0.4 0.0600 0.1384 0.0510 0.0090 0.25 3.00 73 0.4 0.0600 0.1370 0.0510 0.0090 0.25 3.00 74 0.4 0.0600 0.1357 0.0510 0.0090 0.25 3.01 75 0.3 0.0450 0.1344 0.0383 0.0068 0.18 3.01 76 0.2 0.0300 0.1332 0.0255 0.0045 0.12 3.01 77 0.3 0.0450 0.1319 0.0383 0.0068 0.18 3.02 78 0.4 0.0600 0.1307 0.0510 0.0090 0.25 3.02 79 0.3 0.0450 0.1296 0.0383 0.0068 0.18 3.02 80 0.2 0.0300 0.1285 0.0255 0.0045 0.12 3.03 81 0.3 0.0450 0.1274 0.0383 0.0068 0.18 3.03 82 0.3 0.0450 0.1264 0.0383 0.0068 0.18 3.03 83 0.3 0.0450 0.1254 0.0383 0.0068 0.18 3.04 84 0.2 0.0300 0.1244 0.0255 0.0045 0.12 3.04 85 0.3 0.0450 0.1235 0.0383 0.0068 0.18 3.04 86 0.2 0.0300 0.1226 0.0255 0.0045 0.12 3.05 87 0.3 0.0450 0.1218 0.0383 0.0068 0.18 3.05 88 0.2 0.0300 0.1210 0.0255 0.0045 0.12 3.05 89 0.3 0.0450 0.1203 0.0383 0.0068 0.18 3.06 90 0.2 0.0300 0.1196 0.0255 0.0045 0.12 3.06 91 0.2 0.0300 0.1189 0.0255 0.0045 0.12 3.06 92 0.2 0.0300 0.1184 0.0255 0.0045 0.12 3.07 93 0.2 0.0300 0.1179 0.0255 0.0045 0.12 3.07 94 0.2 0.0300 0.1174 0.0255 0.0045 0.12 3.07 95 0.2 0.0300 0.1171 0.0255 0.0045 0.12 3.07 96 0.2 0.0300 0.1169 0.0255 0.0045 0.12 3.08 Watershed 100 Yr / 24 Hr Rain (in) • Adjusted Loss Rate (in /hr) Minimum Loss Rate Value (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) B2 3.75 Peak Flow (cfs) 1.4 0 Total Vol (ac -ft) 0.9 0.0000 2.7800 15 Period Rain Max Loss Low Loss Effective Flow Cumulative ,Period # Intensity Rate Rate Intensity Volume Percent. (in /hr (cfs) (in /hr) ,(in /hr) (in /hr) (ac -ft) . U.c U.u3uu u.uuuu u.uuuu. U.uJUU U. US 0.00 2 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.00 3 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.01 4 0.4 0.0600 0.0000 0.0000 0.0600 0.17 0.01 5 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.01 6 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.02 7 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.02 8 0.4 0.0600 0.0000 0.0000 0.0600 0.17 0.02 9 0.4 0.0600 0.0000 0.0000 0.0600 0.17 0.02 10 0A 0.0600 0.0000 0.0000 0.0600 0.17 0.03 11 0.5 0.0750 0.0000 0.0000 0.0750 0.21 0.03 12 0.5 0.0750 0.0000 0.0000 0.0750 0.21 0.04 13 0.5 0.0750 0.0000 0.0000 0.0750 0.21 0.04 14 0.5 0.0750 0.0000 0.0000 0.0750 0.21 0.05 15 0.5 0.0750 0.0000 0.0000 0.0750 0.21 0.05 16 0.6 0.0900 0.0000 0.0000 0.0900 0.25 0.06 • 17 0.6 0.0900 0.0000 0.0000 0.0900 0.25 0.06 18 0.7 0.1050 0.0000 0.0000 0.1050 0.29 0.07 19 0.7 0.1050 0.0000 0.0000 0.1050 0.29 0.07 20 0.8 0.1200 0.0000 0.0000 0.1200 0.33 0.08 21 0.6 0.0900 0.0000 0.0000 0.0900 0.25 0.08 22 0.7 0.1050 0.0000 0.0000 0.1050 0.29 0.09 23 0.8 0.1200 0.0000 0.0000 0.1200 0.33 0.10 24 0.8 0.1200 0.0000 0.0000 0.1200 0.33 0.10 25 0.9 0.1350 0.0000 0.0000 0.1350 0.38 0.11 26 0.9 0.1350 0.0000 0.0000 0.1350 0.38 0.12 27 1 0.1500 0.0000 0.0000 0.1500 0.42 0.13 28 1 0.1500 0.0000 0.0000 0.1500 0.42 0.14 29 1 0.1500 0.0000 0.0000 0.1500 0.42 0.15 30 1.1 0.1650 0.0000 0.0000 0.1650 0.46 0.16 31 1.2 0.1800 0.0000 0.0000 0.1800 0.50 0.17 32 1.3 0.1950 0.0000 0.0000 0.1950 0.54 0.18 33 1.5 0.2250 0.0000 0.0000 0.2250 0.63 0.19 34 1.5 0.2250 0.0000 0.0000 0.2250 0.63 0.20 35 1.6 0.2400 0.0000 0.0000 0.2400 0.67 0.22 36 1.7 0.2550 0.0000 0.0000 0.2550 0.71 0.23 37 1.9 0.2850 0.0000 0.0000 0.2850 0.79 0.25 38 2 0.3000 0.0000 0.0000 0.3000 0.83 0.26 39 2.1 0.3150 0.0000 0.0000 0.3150 0.88 0.28 40 2.2 0.3300 0.0000 0.0000 0.3300 0.92 0.30 41 1.5 0.2250 0.0000 0.0000 0.2250 0.63 0.31 . 42 43 1.5 2 0.2250 0.3000 0.0000 0.0000 0.0000 0.0000 0.2250 0.3000 0.63 0.83 0.33 0.34 44 2 0.3000 0.0000 0.0000 0.3000 0.83 0.36 45, 1.9 0.2850 0.0000 0.0000 0.2850 0.79 0.38 • • Period Rain Max Loss Low Loss Effective Flow Cumulative Period # Percent Intensity Rate Rate Intensity ( ) cfs Volume (in /hr (in /hr) (in /hr) (in /hr) (ac -ft) -+v !.0 u.ZODU u.uuuu u.uuuu U.Lt3bu 0.79 0.39 47 1.7 0.2550 0.0000 0.0000 0.2550 0.71 0.41 48 1.8 0.2700 0.0000 0.0000 0.2700 0.75 0.42 49 2.5 0.3750 0.0000 0.0000 0.3750 1.04 0.45 50 2.6 0.3900 0.0000 0.0000 0.3900 1.08 0.47 51 2.8 0.4200 0.0000 0.0000 0.4200 1.17 0.49 52 2.9 0.4350 0.0000 0.0000 0.4350 1.21. 0.52 53 3.4 0.5100 0.0000 0.0000 0.5100 1.42 0.55 54 3.4 0.5100 0.0000 0.0000 0.5100 1.42 0.58 55 2.3 0.3450 0.0000 0.0000 0.3450 0.96 0.60 56 2.3 0.3450 0.0000 0.0000 0.3450 0.96 0.62 57 2.7 0.4050 0.0000 0.0000 0.4050 1.13 0.64 58 2.6 0.3900 0.0000 0.0000 0.3900 1.08 0.66 59 2.6 0.3900 0.0000 0.0000 0.3900 1.08 0.68 60 2.5 0.3750 0.0000 0.0000 0.3750 1.04 0.71 61 2.4 0.3600 0.0000 0.0000 0.3600 1.00 0.73 62 2.3 0.3450 0.0000 0.0000 0.3450 0.96 0.75 63 1.9 0.2850 0.0000 0.0000 0.2850 0.79 0.76 64 1.9 0.2850 0.0000 0.0000 0.2850 0.79 0.78 65 0.4 0.0600 0.0000 0.0000 0.0600 0.17 0.78 66 0.4 0.0600 0.0000 0.0000 0.0600 0.17 0.79 67 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.79 68 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.79 69 0.5 0.0750 0.0000 0.0000 0.0750 0.21 0.80 70 0.5 0.0750 0.0000 0.0000 0.0750 0.21 0.80 71 0.5 0.0750 0.0000 0.0000 0.0750 0.21 0.80 72 0.4 0.0600 0.0000 0.0000 0.0600 0.17 0.81 73 0.4 0.0600 0.0000 0.0000 0.0600 0.17 0.81 74 0.4 0.0600 0.0000 0.0000 0.0600 0.17 0.81 75 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.82 76 0.2 0.0300 0.0000 0.0000 0.0300 0.08 0.82 77 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.82 78 0.4 0.0600 0.0000 0.0000 0.0600 0.17 0.82 79 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.83 80 0.2 0.0300 0.0000 0.0000 0.0300 0.08 0.83 81 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.83 82 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.83 83 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.84 84 0.2 0.0300 0.0000 0.0000 0.0300 0.08 0.84 85 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.84 86 0.2 0.0300 0.0000 0.0000 0.0300 0.08 0.84 87 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.85 88 0.2 0.0300 0.0000 0.0000 0.0300 0.08 0.85 89 0.3 0.0450 0.0000 0.0000 0.0450 0.13 0.85 90 0.2 0.0300 0.0000 0.0000 0.0300 0.08 0.85 91 0.2 0.0300 0.0000 0.0000 0.0300 0.08 0.85 92 0.2 0.0300 0.0000 0.0000 0.0300 0.08 0.85 93 0.2 0.0300 0.0000 0.0000 0.0300 0.08 0.86 94 0.2 0.0300 0.0000 0.0000 0.0300 0.08 0.86 95 0.2 0.0300 0.0000 0.0000 0.0300 0.08 0.86 96 0.2 0.0300 0.0000 0.0000 0.0300 0.08 0.86 Watershed 100 Yr / 24 Hr Rain (in) is Adjusted Loss Rate (in /hr) Minimum Loss Rate Value (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON4 3.75 Peak Flow (cfs) 6.1 0.1869 Total Vol (ac -ft) 2.0 0.1168 17.7200 15 Rain Max Loss Low Loss Effective Cumulative Period Flow Period # Intensity Rate Rate Intensity Volume Percent (in /hr (cfs) (in /hr) (in /hr) (in /hr) (ac -ft) i U.[ U.U3UU U.zU43 U.U155 U.UU45 0.08 0.00 2 0.3 0.0450 0.2914 0.0383 0.0068 0.12 0.00 3 0.3 0.0450 0.2885 0.0383 0.0068 0.12 0.01 4 0.4 0.0600 0.2857 0.0510 0.0090 0.16 0.01 5 0.3 0.0450 0.2829 0.0383 0.0068 0.12 0.01 6 0.3 0.0450 0.2801 0.0383 0.0068 0.12 0.01 7 0.3 0.0450 0.2773 0.0383 0.0068 0.12 0.02 8 0.4 0.0600 0.2745 0.0510 0.0090 0.16 0.02 9 0.4 0.0600 0.2718 0.0510 0.0090 0.16 0.02 10 0.4 0.0600 0.2690 0.0510 0.0090 0.16 0.03 11 0.5 0.0750 0.2663 0.0638 0.0113 0.20 0.03 12 0.5 0.0750 0.2636 0.0638 0.0113 0.20 0.04 13 0.5 0.0750 0.2609 0.0638 0.0113 0.20 0.04 14 0.5 0.0750 0.2582 0.0638 0.0113 0.20 0.04 15 0.5 0.0750 0.2556 0.0638 0.0113 0.20 0.05 16 17 0.6 0.6 0.0900 0.0900 0.2530 0.2504 0.0765 0.0765 0.0135 0.0135 0.24 0.24 0.05 0.06 18 0.7 0.1050 0.2478 0.0893 0.0158 0.28 0.06 19 0.7 0.1050 0.2452 0.0893 0.0158 0.28 0.07 20 0.8 0.1200 0.2426 0.1020 0.0180 0.32 0.08 21 0.6 0.0900 0.2401 0.0765 0.0135 0.24 0.08 22 0.7 0.1050 0.2376 0.0893 0.0158 0.28 0.09 23 0.8 0.1200 0.2351 0.1020 0.0180 0.32 0.09 24 0.8 0.1200 0.2326 0.1020 0.0180 0.32 0.10 25 0.9 0.1350 0.2301 0.1148 0.0203 0.36 0.11 26 0.9 0.1350 0.2277 0.1148 0.0203 0.36 0.11 27 1 0.1500 0.2252 0.1275 0.0225 0.40 0.12 28 1 0.1500 0.2228 0.1275 0.0225 0.40 0.13 29 1 0.1500 0.2204 0.1275 0.0225 0.40 0.14 30 1.1 0.1650 0.2181 0.1403 0.0248 0.44 0.15 31 1.2 0.1800 0.2157 0.1530 0.0270 0.48 0.16 32 1.3 0.1950 0.2134 0.1658 0.0293 0.52 0.17 33 1.5 0.2250 0.2111 0.0000 0.0139 0.25 0.17 34 1.5 0.2250 0.2088 0.0000 0.0162 0.29 0.18 35 1.6 0.2400 0.2065 0.0000 0.0335 0.59 0.19 36 1.7 0.2550 0.2043 0.0000 0.0507 0.90 0.21 37 1.9 0.2850 0.2020 0.0000 0.0830 1.47 0.24 38 2 0.3000 0.1998 0.0000 0.1002 1.78 0.28 39 2.1 0.3150 0.1976 0.0000 0.1174 2.08 0.32 40 2.2 0.3300 0.1955 0.0000 0.1345 2.38 0.37 41 1.5 0.2250 0.1933 0.0000 0.0317 0.56 0.38 42 1.5 0.2250 0.1912 0.0000 0.0338 0.60 0.39 43 2 0.3000 0.1891 0.0000 0.1109 1.97 0.43 44 2 0.3000 0.1870 0.0000 0.1130 2.00 0.48 45 1.9 0.2850 0.1849 0.0000 0.1001 1.77 0.51 • Period # .. Perio d Percent Rain Intensity (in /hr) Max Loss Rate (in /hr) Low Loss Rate (in /hr) . Effective . Intensity (in /hr) - Flow (cfs) Cumulative Volume (ac -ft) 46 1.9 0.2850 0.1829 0.0000 0.1021 1.81 0.55 47 1.7 0.2550 0.1809 0.0000 0.0741 1.31 0.58 48 1.8 0.2700 0.1789 0.0000 0.0911 1.61 0.61 49 2.5 0.3750 0.1769 0.0000 0.1981 3.51 0.68 50 2.6 0.3900 0.1750 0.0000 0.2150 3.81 0.76 51 2.8 0.4200 0.1730 0.0000 0.2470 4.38 0.85 52 2.9 0.4350 0.1711 0.0000 0.2639 4.68 0.95 53 3.4 0.5100 0.1693 0.0000 0.3407 6.04 1.07 54 3.4 0.5100 0.1674 0.0000 0.3426 6.07 1.20 55 2.3 0.3450 0.1656 0.0000 0.1794 3.18 1.26 56 2.3 0.3450 0.1638 0.0000 0.1812 3.21 1.33 57 2.7 0.4050 0.1620 0.0000 0.2430 4.31 1.42 58 2.6 0.3900 0.1602 0.0000 0.2298 4.07 1.50 59 2.6 0.3900 0.1585 0.0000 0.2315 4.10 1.59 60 2.5 0.3750 0.1568 0.0000 0.2182 3.87 1.67 61 2.4 0.3600 0.1551 0.0000 0.2049 3.63 1.74 62 2.3 0.3450 0.1534 0.0000 0.1916 3.39 1.81 63 1.9 0.2850 0.1.518 0.0000 0.1332 2.36 1.86 64 1.9 0.2850 0.1502 0.0000 0.1348 2.39 1.91 65 0.4 0.0600 0.1486 0.0510 0.0090 0.16 1.92 66 0.4 0.0600 0.1471 0.0510 0.0090 0.16 1.92 67 0.3 0.0450 0.1455 0.0383 0.0068 0.12 1.92 68 0.3 0.0450 0.1440 0.0383 0.0068 0.12 1.92 69 0.5 0.0750 0.1426 0.0638 0.0113 0.20 1.93 70 0.5 0.0750 0.1411 0.0638 0.0113 0.20 1.93 • 71 0.5 0.0750 0.1397 0.0638 0.0113 0.20 1.94 72 0.4 0.0600 0.1384 0.0510 0.0090 0.16 1.94 73 0.4 0.0600 0.1370 0.0510 0.0090 0.16 1.94 74 0.4 0.0600 0.1357 0.0510 0.0090 0.16 1.95 75 0.3 0.0450 0.1344 0.0383 0.0068 0.12 1.95 76 0.2 0.0300 0.1332 0.0255 0.0045 0.08 1.95 77 0.3 0.0450 0.1319 0.0383 0.0068 0.12 1.95 78 0.4 0.0600 0.1307 0.0510 0.0090 0.16 1.96 79 0.3 0.0450 0.1296 0.0383 0.0068 0.12 1.96 80 0.2 0.0300 0.1285 0.0255 0.0045 0.08 1.96 81 0.3 0.0450 0.1274 0.0383 0.0068 0.12 1.96 82 0.3 0.0450 0.1264 0.0383 0.0068 0.12 1.96 83 0.3 0.0450 0.1254 0.0383 0.0068 0.12 1.97 84 0.2 0.0300 0.1244 0.0255 0.0045 0.08 1.97 85 0.3 0.0450 0.1235 0.0383 0.0068 0.12 1.97 86 0.2 0.0300 0.1226 0.0255 0.0045 0.08 1.97 87 0.3 0.0450 0.1218 0.0383 0.0068 0.12 1.98 88 0.2 0.0300 0.1210 0.0255 0.0045 0.08 1.98 89 0.3 0.0450 0.1203 0.0383 0.0068 0.12 1.98 90 0.2 0.0300 0.1196 0.0255 0.0045 0.08 1.98 91 0.2 0.0300 0.1189 0.0255 0.0045 0.08 1.98 92 0.2 0.0300 0.1184 0.0255 0.0045 0.08 1.98 93 0.2 0.0300 0.1179 0.0255 0.0045 0.08 1.99 94 0.2 0.0300 0.1174 0.0255 0.0045 0.08 1.99 95 0.2 0.0300 0.1171 0.0255 0.0045 0.08 1.99 96 0.2 0.0300 0.1169 0.0255 0.0045 0.08 1.99 Watershed Ave 62 West 100 Yr / 24 Hr Rain (in) 3.75 Loss Rate (in /hr) 0.2024 •Adjusted Minimum Loss Rate Value (in /hr) 0.1265 Total Area (Ac) 5.2818 Hydrograph Sampling Period (min) 15 Peak Flow (cfs) 1.7 Total Vol (ac -ft) 0.5 Raim " Max Loss. Low Loss, Effective .' a; Cumulative Period = :'Flow ;Period # Intensity Rate Rate Intensity " Volume Peicent (cfs) (in /hr) (in /hr) - {inft) ,,,(in /hr) A (ac -ft)- i U.1Z U.U3UU U.Jitsf U.UZ55 U.UU45 0.02 0.00 2 0.3 0.0450 0.3155 0.0383 0.0068 0.04 0.00 3 0.3 0.0450 0.3125 0.0383 0.0068 0.04 0.00 4 0.4 0.0600 0.3094 0.0510 0.0090 0.05 0.00 5 0.3 0.0450 0.3063 0.0383 0.0068 0.04 0.00 6 0.3 0.0450 0.3033 0.0383 0.0068 0.04 0.00 7 0.3 0.0450 0.3003 0.0383 0.0068 0.04 0.01 8 0.4 0.0600 0.2973 0.0510 0.0090 0.05 0.01 9 0.4 0.0600 0.2943 0.0510 0.0090 0.05 0.01 10 0.4 0.0600 0.2913 0.0510 0.0090 0.05 0.01 11 0.5 0.0750 0.2884 0.0638 0.0113 0.06 0.01 12. 0.5 0.0750 0.2855 0.0638 0.0113 0.06 0.01 13 0.5 0.0750 0.2826 0.0638 0.0113 0.06 0.01 14 0.5 0.0750 0.2797 0.0638 0.0113 0.06 0.01 15 0.5 0.0750 0.2768 0.0638 0.0113 0.06 0.01 16 0.6 0.0900 0.2739 0.0765 0.0135 0.07 0.02 • 17 0.6 0.0900 0.2711 0.0765 0.0135 0.07 0.02 18 0.7 0.1050 0.2683 0.0893 0.0158 0.08 0.02 19 0.7 0.1050 0.2655 0.0893 0.0158 0.08 0.02 20 0.8 0.1200 0.2627 0.1020 0.0180 0.10 0.02 21 0.6 0.0900 0.2600 0.0765 0.0135 0.07 0.02 22 0.7 0.1050 0.2573 0.0893 0.0158 0.08 0.03 23 0.8 0.1200 0.2546 0.1020 0.0180 0.10 0.03 24 0.8 0.1200 0.2519 0.1020 0.0180 0.10 0.03 25 0.9 0.1350 0.2492 0.1148 0.0203 0.11 0.03 26 0.9 0.1350 0.2465 0.1148 0.0203 0.11 0.03 27 1 0.1500 0.2439 0.1275 0.0225 0.12 0.04 28 1 0.1500 0.2413 0.1275 0.0225 0.12 0.04 29 1 0.1500 0.2387 0.1275 0.0225 0.12 0.04 30 1.1 0.1650 0.2362 0.1403 0.0248 0.13 0.04 31 1.2 0.1800 0.2336 0.1530 0.' 0270 0.14 0.05 32 1.3 0.1950 0.2311 0.1658 0.0293 0.15 0.05 33 1.5 0.2250 0.2286 0.1913 0.0338 0.18 0.05 34 1.5 0.2250 0.2261 0.1913 0.0338 0.18 0.06 35 1.6 0.2400 0.2236 0.0000 0.0164 0.09 0.06 36 1.7 0.2550 0.2212 0.0000 0.0338 0.18 0.06 37 1.9 0.2850 0.2188 0.0000 0.0662 0.35 0.07 S8 2 0.3000 0.2164 0.0000 0.0836 0.44 0.08 39 2.1 0.3150 0.2140 0.0000 0.1010 0.53 0.09 40 2.2 0.3300 0.2117 0.0000 0.1183 0.62 0.10 41 1.5 0.2250 0.2094 0.0000 0.0156 0.08 0.11 • 42 43 1.5 2 0.2250 0.3000 0.2071 0.2048 0.0000 0.0000 0.0179 0.0952 0.09 0.50 0.11 0.12 44 2 0.3000 0.2025 0.0000 0.0975 0.51 0.13 45 1.9 0.2850 0.2003 0.0000 0.0847 0.45 0.14 f�J • • 'Period # 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 Period . j, Rain Max Loss Low Loss Effective `Flow Cumulative Intensity Rate Rate Intensity Volume j Percent in /hr in /hr (cfs) ` ( ) ( ) (in /hr) (in /hr) (ac -ft) 1.9 1.7 1.8 2.5 2.6 2.8 2.9 3.4 3.4 2.3 2.3 2.7 2.6 2.6 2.5 2.4 2.3 1.9 1.9 0.4 0.4 0.3 0.3 0.5 0.5 0.5 0.4 0.4 0.4 0.3 0.2 0.3 0.4 0.3 0.2 0.3 0.3 0.3 0.2 0.3 0.2 0.3 0.2 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2850 0.2550 0.2700 0.3750 0.3900 0.4200 0.4350 0.5100 0.5100 0.3450 0.3450 0.4050 0.3900 0.3900 0.3750 0.3600 0.3450 0.2850 0.2850 0.0600 0.0600 0.0450 0.0450 0.0750 0.0750 0.0750 0.0600 0.0600 0.0600 0.0450 0.0300 0.0450 0.0600 0.0450 0.0300 0.0450 0.0450 0.0450 0.0300 0.0450 0.0300 0.0450 0.0300 0.0450 0.1981 0.1959 0.1937 0.1916 0.1895 0.1874 0.1853 0.1833 0.1813 0.1793 0.1773 0.1754 0.1735 0.1716 0.1698 0.1679 0.1662 0.1644 0.1626 0.1609 0.1593 0.1576 0.1560 0.1544 0.1528 0.1513 0.1498 0.1484 0.1469 0.1456 0.1442 0.1429 0.1416 0.1403 0.1391 0.1380 0.1368 0.1358 0.1347 0.1337 0.1328 0.1319 0.1310 0.1302 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0510 0.0510 0.0383 0.0383 0.0638 0.0638 0.0638 0.0510 0.0510 0.0510 0.0383 0.0255 0.0383 0.0510 0.0383 0.0255 0.0383 0.0383 0.0383 0.0255 0.0383 0.0255 0.0383 0.0255 0.0383 0.0869 0.0591 0.0763 0.1834 0.2005 0.2326 0.2497 0.3267 0.3287 0.1657 0.1677 0.2296 0.2165 0.2184 0.2052 0.1921 0.1788 0.1206 0.1224 0.0090 0.0090 0.0068 0.0068 0.0113 0.0113 0.0113 0.0090 0.0090 0.0090 0.0068 0.0045 0.0068 0.0090 0.0068 0.0045 0.0068 0.0068 0.0068 0.0045 0.0068 0.0045 0.0068 0.0045 0.0068 0.46 0.31 0.40. 0.97 1.06 1.23 1.32 1.73 1.74 0.88 0.89 1.21 1.14 1.15 1.08 1.01 0.94 0.64 0.65 0.05 0.05 0.04 0.04 0.06 0.06 0.06 0.05 0.05 0.05 0.04 0.02 0.04 0.05 0.04 0.02 0.04 0.04 0.04 0.02 0.04 0.02 0.04 0.02 0.04 0.0300 0.1295 0.0255 0.0045 0.02 0.0300 0.1288 0.0255 0.0045 0.02 0.0300 0.1282 0.0255 0.0045 0.02 0.0300 0.1276 0.0255 0.0045 0.02 0.0300 0.1272 0.0255 0.0045 0.02 0.0300 0.1268 0.0255 0.0045 0.02 0.0300 0.1266 0.0255 0.0045 0.02 0.15 0.15 0.16 0.18 0.20 0.23 0.26 0.29 0.33 0.35 0.36 0.39 0.41 0.44 0.46 0.48 0.50 0.51 0.53 0.53 0.53 0.53 0.53 0.53 0.53 0.53 0.53 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 Watershed 100 Yr / 24 Hr Rain (in) • Adjusted Loss Rate (in /hr) Minimum Loss Rate Value (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) B3 3.75 Peak Flow (cfs) 0.7 0 Total Vol (ac -ft) 0.4 0.0000 1.3000 15 Rain Max Loss Low Loss . Effective Cumulative Period Flow , Period # percent Intensity Rate • Rate Intensity Volume (in /hr) (in /hr) (in /hr) (in /hr) ( cfs ) (ac -ft) I u1 U.U3UU 0.0000 0.0000 0.0300 0.04 0.00 2 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.00 3 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.00 4 0.4 0.0600 0.0000 0.0000 0.0600 0.08 0.00 5 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.01 6 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.01 7 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.01 8 0.4 0.0600 0.0000 0.0000 0.0600 0.08 0.01 9 0.4 0.0600 0.0000 0.0000 0.0600 0.08 0.01 10 0.4 0.0600 0.0000 0.0000 0.0600 0.08 0.01 11 0.5 0.0750 0.0000 0.0000 0.0750 0.10 0.02 12 0.5 0.0750 0.0000 0.0000 0.0750 0.10 0.02 13 0.5 0.0750 0.0000 0.0000 0.0750 0.10 0.02 14 0.5 0.0750 0.0000 0.0000 0.0750 0.10 0.02 15 0.5 0.0750 0.0000 0.0000 0.0750 0.10 0.02 16 0.6 0.0900 0.0000 0.0000 0.0900 0.12 0.03 • 17 0.6 0.0900 0.0000 0.0000 0.0900 0.12 0.03 18 0.7 0.1050 0.0000 0.0000 0.1050 0.14 0.03 19 0.7 0.1050 0.0000 0.0000 0.1050 0.14 0.03 20 0.8 0.1200 0.0000 0.0000 0.1200 0.16 0.04 21 0.6 0.0900 0.0000 0.0000 0.0900 0.12 0.04 22 0.7 0.1050 0.0000 0.0000 0.1050 0.14 0.04 23 0.8 0.1200 0.0000 0.0000 0.1200 0.16 0.05 24 0.8 0.1200 0.0000 0.0000 0.1200 0.16 0.05 25 0.9 0.1350 0.0000 0.0000 0.1350 0.18 0.05 26 0.9 0.1350 0.0000 0.0000 0.1350 0.18 0.06 27 1 0.1500 0.0000 0.0000 0.1500 0.20 0.06 28 1 0.1500 0.0000 0.0000 0.1500 0.20 0.06 29 1 0.1500 0.0000 0.0000 0.1500 0.20 0.07 30 1.1 0.1650 0.0000 0.0000 0.1650 0.21 0.07 31 1.2 0.1800 0.0000 0.0000 0.1800 0.23 0.08 32 1.3 0.1950 0.0000 0.0000 0.1950 0.25 0.08 33 1.5 0.2250 0.0000 0.0000 0.2250 0.29 0.09 34 1.5 0.2250 0.0000 0.0000 0.2250 0.29 0.09 35 1.6 0.2400 0.0000 0.0000 0.2400 0.31 0.10 36 1.7 0.2550 0.0000 0.0000 0.2550 0.33 0.11 37 1.9 0.2850 0.0000 0.0000 0.2850 0.37 0.12 38 2 0.3000 0.0000 0.0000 0.3000 0.39 0.12 39 2.1 0.3150 0.0000 0.0000 0.3150 0.41 0.13 40 2.2 0.3300 0.0000 0.0000 0.3300 0.43 0.14 41 1.5 0.2250 0.0000 0.0000 0.2250 0.29 0.15 • 42 43 1.5 2 0.2250 0.3000 - 0.0000 0.0000 0.0000 0.0000 0.2250 0.3000 0.29 0.39 0.15 0.16 44 2 0.3000 0.0000 0.0000 0.3000 0.39 0.17 45 1.9 0.2850 0.0000 0.0000 0.2850 0.37 0.18 . Period Period Percent Rain Intensity (in /hr) Max Loss Rate (in /hr) Low Loss Rate (in /hr) Effective - Intensity (in /hr) -Flow (cfs) Cumulative Volume (ac -ft) ! 46 1.9 0.2850 0.0000 0.0000 0.2850 0.37 0.18 47 1.7 0.2550 0.0000 0.0000 0.2550 0.33 0.19 48 1.8 0.2700 0.0000 0.0000 0.2700 0.35 0.20 49 2.5 0.3750 0.0000 0.0000 0.3750 0.49 0.21 50 2.6 0.3900 0.0000 0.0000 0.3900 0.51 0.22 51 2.8 0.4200 0.0000 0.0000 0.4200 0.55 0.23 52 2.9 0.4350 0.0000 0.0000 0.4350 0.57 0.24 53 3.4 0.5100 0.0000 0.0000 0.5100 0.66 0.26 54 3.4 0.5100 0.0000 0.0000 0.5100 0.66 0.27 55 2.3 0.3450 0.0000 0.0000 0.3450 0.45 0.28 56 2.3 0.3450 0.0000 0.0000 0.3450 0.45 0.29 57 2.7 0.4050 0.0000 0.0000 0.4050 0.53 0.30 58 2.6 0.3900 0.0000 0.0000 0.3900 0.51 0.31 59 2.6 0.3900 0.0000 0.0000 0.3900 0.51 0.32 60 2.5 0.3750 0.0000 0.0000 0.3750 0.49 0.33 61 2.4 0.3600 0.0000 0.0000 0.3600 0.47 0.34 62 2.3 0.3450 0.0000 0.0000 0.3450 0.45 0.35 63 1.9 0.2850 0.0000 0.0000 0.2850 0.37 0.36 64 1.9 0.2850 0.0000 0.0000 0.2850 0.37 0.36 65 0.4 0.0600 0.0000 0.0000 0.0600 0.08 0.37 66 0.4 0.0600 0.0000 0.0000 0.0600 0.08 0.37 67 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.37 68 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.37 69 0.5 0.0750 0.0000 0.0000 0.0750 0.10 0.37 • 70 71 0.5 0.5 0.0750 0.0750 0.0000 0.0000 0.0000 0.0000 0.0750 0.0750 0.10 0.10 0.37 0.38 72 0.4 0.0600 0.0000 0.0000 0.0600 0.08 0.38 73 0.4 0.0600 0.0000 0.0000 0.0600 0.08 0.38 74 0.4 0.0600 0.0000 0.0000 0.0600 0.08 0.38 75 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.38 76 0.2 0.0300 0.0000 0.0000 0.0300 0.04 0.38 77 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.38 78 0.4 0.0600 0.0000 0.0000 0.0600 0.08 0.39 79 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.39 80 0.2 0.0300 0.0000 0.0000 0.0300 0.04 0.39 81 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.39 82 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.39 83 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.39 84 0.2 0.0300 0.0000 0.0000 0.0300 0.04 0.39 85 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.39 86 0.2 0.0300 0.0000 0.0000 0.0300 0.04 0.39 87 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.40 88 0.2 0.0300 0.0000 0.0000 0.0300 0.04 0.40 89 0.3 0.0450 0.0000 0.0000 0.0450 0.06 0.40 90 0.2 0.0300 0.0000 0.0000 0.0300 0.04 0.40 91 0.2 0.0300 0.0000 0.0000 0.0300 0.04 0.40 92 0.2 0.0300 0.0000 0.0000 0.0300 0.04 0.40 93 0.2 0.0300 0.0000 0.0000 0.0300 0.04 0.40 94 0.2 0.0300 0.0000 0.0000 0.0300 0.04 0.40 95 0.2 0.0300 0.0000 0.0000 0.0300 0.04 0.40 96 0.2 0.0300 0.0000 0.0000 0.0300 0.04 0.40 • • I� Watershed OFF1 100 Yr / 24 Hr Rain (in) 3.75 Peak Flow (cfs) 12.8 Adjusted Loss Rate (in /hr) 0.2139 Total Vol (ac -ft) 3.9 Minimum Loss Rate Value (in /hr) 0.1337 Total Area (Ac) 40.1500 Hydrograph Sampling Period (min) 15 Period ,Rain ..Max Loss Low Loss ' Effective � K `Flow �*• dumulative., Period #, ,. Intensity Rate Rate 'a . Intensity .'� (cfs) _`',Volume= Percent° ' (in /hr) , (in /hr) (ac -ft). U.c U.USUU u.s3bu u.uzoo U.UU45 U.18 0.00 2 0.3 0.0450 0.3335 0.0383 0.0068 0.27 0.01 3 0.3 0.0450 0.3302 0.0383 0.0068 0.27 0.01 4 0.4 0.0600 0.3270 0.0510 0.0090 0.36 0.02 5 0.3 0.0450 0.3237 0.0383 0.0068 0.27 0.03 6 0.3 0.0450 0.3205 0.0383 0.0068 0.27 0.03 7 0.3 0.0450 0.3173 0.0383 0.0068 0.27 0.04 8 0.4 0.0600 0.3142 0.0510 0.0090 0.36 0.05 9 0.4 0.0600 0.3110 0.0510 0.0090 0.36 0.05 10 0.4 0.0600 0.3079 0.0510 0.0090 0.36 0.06 11 0.5 0.0750 0.3048 0.0638 0.0113 0.45 0.07 12 0.5 0.0750 0.3017 0.0638 0.0113 0.45 0.08 13 0.5 0.0750 0.2986 0.0638 0.0113 0.45 0.09 14 0.5 0.0750 0.2956 0.0638 0.0113 0.45 0.10 15 0.5 0.0750 0.2925 0.0638 0.0113 0.45 0.11 16 0.6 0.0900 0.2895 0.0765 0.0135 0.54 0.12 17 0.6 0.0900 0.2865 0.0765 0.0135 0.54 0.13 18 0.7 0.1050 0.2836 0.0893 0.0158 0.63 0.14 19 0.7 0.1050 0.2806 0.0893 0.0158 0.63 0.16 20 0.8 0.1200 0.2777 0.1020 0.0180 0.72 0.17 21 0.6 0.0900 0.2748 0.0765 0.0135 0.54 0.18 22 0.7 0.1050 0.2719 0.0893 0.0158 0.63 0.20 23 0.8 0.1200 0.2690 0.1020 0.0180 0.72 0.21 24 0.8 0.1200 0.2662 0.1020 0.0180 0.72 0.23 25 0.9 0.1350 0.2634 0.1148 0.0203 0.81 0.24 26 0.9 0.1350 0.2606 0.1148 0.0203 0.81 0.26 27 1 0.1500 0.2578 0.1275 0.0225 0.90 0.28 28 1 0.1500 0.2550 0.1275 0.0225 0.90 0.30 29 1 0.1500 0.2523 0.1275 0.0225 0.90 0.32 30 1.1 0.1650 0.2496 0.1403 0.0248 0.99 0.34 31 1.2 0.1800 0.2469 0.1530 0.0270 1.08 0.36 32 1.3 0.1950 0.2442 0.1658 0.0293 1.17 0.38 33 1.5 0.2250 0.2416 0.1913 0.0338 1.36 0.41 34 1.5 0.2250 0.2389 0.1913 0.0338 1.36 0.44 35 1.6 0.2400 0.2363 0.0000 0.0037 0.15 0.44 36 1.7 0.2550 0.2338 0.0000 0.0212 0.85 0.46 37 1.9 0.2850 0.2312 0.0000 0.0538 2.16 0.50 38 2 0.3000 0.2287 0.0000 0.0713 2.86 0.56 39 2.1 0.3150 0.2262 0.0000 0.0888 3.57 0.64 40 2.2 0.3300 0.2237 0.0000 0.1063 4.27 0.72 41 1.5 0.2250 0.2212 0.0000 0.0038 0.15 0.73 42 1.5 0.2250 0.2188 0.0000 0.0062 0.25 0.73 r r w - -- - °� � r . °Period;, Rain, Max Loss L'ow Loss - Effective y� Flow .Cumulative... 'Period # > l6tensity�' Rate # ,Rate Intensity - Volume _Percent : _ ` '(0s)[ _. �� ` (in /hr) in hr) : (in/hr)- ;(in /hr) . 43 2 0.3000 0.2164 0.0000 0.0836 3.36 0.80 44 2 0.3000 0.2140 0.0000 0.0860 3.45 0.87 45 1.9 0.2850 0.2117 0.0000 0.0733 2.94 0.93 46 1.9 0.2850 0.2093 0.0000 0.0757 3.04 1.00 47 1.7 0.2550 0.2070 0.0000 0.0480 1.93 1.04 48 1.8 0.2700 0.2047 0.0000 0.0653 2.62 1.09 -49 2.5 0.3750 0.2025 0.0000 0.1725 6.93 1.23 50 2.6 0.3900 0.2002 0.0000 0.1898 7.62 1.39 51 2.8 0.4200 0.1980 0.0000 0.2220 8.91 1.58 52 2.9 0.4350 0.1959 0.0000 0.2391 9.60 1.77 53 3.4 0.5100 0.1937 0.0000 0.3163 12.70 2.04 54 3.4 0.5100 0.1916 0.0000 0.3184 12.78 2.30 55 2.3 0.3450 0.1895 0.0000 0.1555 6.24 2.43 56 2.3 0.3450 0.1874 0.0000 0.1576 6.33 2.56 57 2.7 0.4050 0.1854 0.0000 0.2196 8.82 2.74 58 2.6 0.3900 0.1834 0.0000 0.2066 8.30 2.91 59 2.6 0.3900 0.1814 0.0000 0.2086 8.38 3.09 60 2.5 0.3750 0.1794 0.0000 0.1956 7.85 3.25 61 2.4 0.3600 0.1775 0.0000 0.1825 7.33 3.40 62 2.3 0.3450 0.1756 0.0000 0.1694 6.80 3.54 63 1.9 0.2850 0.1737 0.0000 0.1113 4.47 3.63 64 1.9 0.2850 0.1719 0.0000 0.1131 4.54 3.73 65 0.4 0.0600 0.1701 0.0510 0.0090 0.36 3.74 66 0.4 0.0600 0.1683 0.0510 0.0090 0.36 3.74 • 67 0.3 0.0450 0.1666 0.0383 0.0068 0.27 3.75 68 0.3 0.0450 0.1649 0.0383 0.0068 0.27 3.75 69 0.5 0.0750 0.1632 0.0638 0.0113 0.45 3.76 70 0.5 0.0750 0.1615 0.0638 0.0113 0.45 3.77 71 0.5 0.0750 0.1599 0.0638 0.0113 0.45 3.78 72 0.4 0.0600 0.1583 0.0510 0.0090 0.36 3.79 73 0.4 0.0600 0.1568 0.0510 0.0090 0.36 3.80 74 0.4 0.0600 0.1553 0.0510 0.0090 0.36 3.80 75 0.3 0.0450 0.1538 0.0383 0.0068 0.27 3.81 76 0.2 0.0300 0.1524 0.0255 0.0045 0.18 3.81 77 0.3 0.0450 0.1510 0.0383 0.0068 0.27 3.82 78 0.4 0.0600 0.1496 0.0510 0.0090 0.36 3.83 79 0.3 0.0450 0.1483 0.0383 0.0068 0.27 3.83 80 0.2 0.0300 0.1470 0.0255 0.0045 0.18 3.84 81 0.3 0.0450 0.1458 0.0383 0.0068 0.27 3.84 82 0.3 0.0450 0.1446 0.0383 0.0068 0.27 3.85 83 0.3 0.0450 0.1435 0.0383 0.0068 0.27 3.85 84 0.2 0.0300 0.1424 0.0255 0.0045 0.18 3.86 85 0.3 0.0450 0.1413 0.0383 0.0068 0.27 3.86 86. 0.2 0.0300 0.1403 0.0255 0.0045 0.18 3.87 87 0.3 0.0450 0.1394 0.0383 0.0068 0.27 3.87 88 0.2 0.0300 0.1385 0.0255 0.0045 0.18 3.88 89 0.3 0.0450 0.1376 0.0383 0.0068 0.27 3.88 90 0.2 0.0300 0.1368 0.0255 0.0045 0.18 3.88 91 0.2 0.0300 0.1361 0.0255 0.0045 0.18 3.89 92 0.2 0.0300 0.1355 0.0255 0.0045 0.18 3.89 93 0.2 0.0300 0.1349 0.0255 0.0045 0.18 3.90 94 0.2 0.0300 0.1344 0.0255 0.0045 0.18 3.90 95 0.2 0.0300 0.1340 0.0255 0.0045 0.18 3.90 96 0.2 0.0300 0.1337 0.0255 0.0045 0.18 3.91 Watershed 100 Yr / 24 Hr Rain (in) Adjusted Loss Rate (in /hr) Minimum Loss Rate Value (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON5 3.75 Peak Flow (cfs) 10.4 0.1869 Total Vol (ac -ft) 3.4 0.1168 30.5000 15 Rain , Max Loss .Low Loss Effective Cumulative Period # Period Intensity Rate Rate Intensity Flow Volume Percent (in /hr) (in /hr) .(in /hr) (in /hr) (cfs) (ac -ft) 1 0.2 0.0300 0.2943 0.0255 0.0045 0.14 0.00 2 0.3 0.0450 0.2914 0.0383 0.0068 0.21 0.01 3 0.3 0.0450 0.2885 0.0383 0.0068 0.21 0.01 4 0.4 0.0600 0.2857 0.0510 0.0090 0.27 0.02 5 0.3 0.0450 0.2829 0.0383 0.0068 0.21 0.02 6 0.3 0.0450 0.2801 0.0383 0.0068 0.21 0.03 7 0.3 0.0450 0.2773 0.0383 0.0068 0.21 0.03 8 0.4 0.0600 0.2745 0.0510 0.0090 0.27 0.04 9 0.4 0.0600 0.2718 0.0510 .0.0090 0.27 0.04 10 0.4 0.0600 0.2690 0.0510 0.0090 0.27 0.05 11 0.5 0.0750 0.2663 0.0638 0.0113 0.34 0.05 12 0.5 0.0750 0.2636 0.0638 0.0113 0.34 0.06 13 0.5 0.0750 0.2609 0.0638 0.0113 0.34 0.07 14 0.5 0.0750 0.2582 0.0638 0.0113 0.34 0.08 15 0.5 0.0750 0.2556 0.0638 0.0113 0.34 0.08 16 0.6 0.0900 0.2530 0.0765 0.0135 0.41 0.09 17 0.6 0.0900 0.2504 0.0765 0.0135 0.41 0.10 18 0.7 0.1050 0.2478 0.0893 0.0158 0.48 0.11 19 0.7 0.1050 0.2452 0.0893 0.0158 0.48 0.12 20 0.8 0.1200 0.2426 0.1020 0.0180 0.55 0.13 21 0.6 0.0900 0.2401 0.0765 0.0135 0.41 0.14 22 0.7 0.1050 0.2376 0.0893 0.0158 0.48 0.15 23 0.8 0.1200 0.2351 0.1020 0.0180 0.55 0.16 24 0.8 0.1200 0.2326 0.1020 0.0180 0.55 0.17 25 0.9 0.1350 0.2301 0.1148 0.0203 0.62 0.18 26 0.9 0.1350 0.2277 0.1148 0.0203 0.62 0.20 27 1 0.1500 0.2252 0.1275 0.0225 0.69 0.21 28 1 0.1500 0.2228 0.1275 0.0225 0.69 0.23 29 1 0.1500 0.2204 0.1275 0.0225 0.69 0.24 30 1.1 0.1650 0.2181 0.1403 0.0248 0.75 0.26 31 1.2 0.1800 0.2157 0.1530 0.0270 0.82 0.27 32 1.3 0.1950 0.2134 0.1658 0.0293 0.89 0.29 33 1.5 0.2250 0.2111 0.0000 0.0139 0.42 0.30 34 1.5 0.2250 0.2088 0.0000 0.0162 0.49 0.31 35 1.6 0.2400 0.2065 0.0000 0.0335 1.02 0.33 36 1.7 0.2550 0.2043 0.0000 0.0507 1.55 0.36 37 1.9 0.2850 0.2020 0.0000 0.0830 2.53 0.42 38 2 0.3000 0.1998 0.0000 0.1002 3.06 0.48 39 2.1 0.3150 0.1976 0.0000 0.1174 3.58 0.55 40 2.2 0.3300 0.1955 0.0000 0.1345 4.10 0.64 41 1.5 0.2250 0.1933 0.0000 0.0317 0.97 0.66 42 43 1.5 2 0.2250 0.3000 0.1912 0.1891 0.0000 0.0000 0.0338 0.1109 1.03 3.38 0.68 0.75 44 2 0.3000 0.1870 0.0000 0.1130 3.45 0.82 45 1.9 0.2850 0.1849 0.0000 0.1001 3.05 0.88 • • Period Rain - Max Loss Low Loss' Effective Flow Cumulative Period # Intensity Rate Rate Intensity Volume Percent (cfs) (in /hr) (in /hr) (in /hr) (in /hr) (ac -ft) 46 1.9 0.2850 0.1829 0.0000 0.1021 3.11 0.95 47 1.7 0.2550 0.1809 0.0000 0.0741 2.26 0.99 48 1.8 0.2700 0.1789 0.0000 0.0911 2.78 1.05 49 2.5 0.3750 0.1769 0.0000 0.1981 6.04 1.18 50 2.6 0.3900 0.1750 0.0000 0.2150 6.56 1.31 51 2.8 0.4200 0.1730 0.0000 0.2470 7.53 1.47 52 2.9 0.4350 0.1711 0.0000 0.2639 8.05 1.63 53 3.4 0.5100 0.1693 0.0000 0.3407 10.39 1.85 54 3.4 0.5100 0.1674 0.0000 0.3426 10.45 2.06 55 2.3 0.3450 0.1656 0.0000 0.1794 5.47 2.18 56 2.3 0.3450 0.1638 0.0000 0.1812 5.53 2.29 57 2.7 0.4050 0.1620 0.0000 0.2430 7.41 2.44 58 2.6 0.3900 0.1602 0.0000 0.2298 7.01 2.59 59 2.6 0.3900 0.1585 0.0000 0.2315 7.06 2.73 60 2.5 0.3750 0.1568 0.0000 0.2182 6.66 2.87 61 2.4 0.3600 0.1551 0.0000 0.2049 6.25 3.00 62 2.3 0.3450 0.1534 0.0000 0.1916 5.84 3.12 63 1.9 0.2850 0.1518 0.0000 0.1332 4.06 3.21 64 1.9 0.2850 0.1502 0.0000 0.1348 4.11 3.29 65 0.4 0.0600 0.1486 0.0510 0.0090 0.27 3.30 66 0.4 0.0600 0.1471 0.0510 0.0090 0.27 3.30 67 0.3 0.0450 0.1455 0.0383 0.0068 0.21 3.31 68 0.3 0.0450 0.1440 0.0383 0.0068 0.21 3.31 69 0.5 0.0750 0.1426 0.0638 0.0113 0.34 3.32 70 0.5 0.0750 0.1411 0.0638 0.0113 0.34 3.32 71 0.5 0.0750 0.1397 0.0638 0.0113 0.34 3.33 72 0.4 0.0600 0.1384 0.0510 0.0090 0.27 3.34 73 0.4 0.0600 0.1370 0.0510 0.0090 0.27 3.34 74 0.4 0.0600 0.1357 0.0510 0.0090 0.27 3.35 75 0.3 0.0450 0.1344 0.0383 0.0068 0.21 3.35 76 0.2 0.0300 0.1332 0.0255 0.0045 0.14 3.36 77 0.3 0.0450 0.1319 0.0383 0.0068 0.21 3.36 78 0.4 0.0600 0.1307 0.0510 0.0090 0.27 3.37 79 0.3 0.0450 0.1296 0.0383 0.0068 0.21 3.37 80 0.2 0.0300 0.1285 0.0255 0.0045 0.14 3.37 81 0.3 0.0450 0.1274 0.0383 0.0068 0.21 3.38 82 0.3 0.0450 0.1264 0.0383 0.0068 0.21 3.38 83 0.3 0.0450 0.1254 0.0383 0.0068 0.21 3.39 84 0.2 0.0300 0.1244 0.0255 0.0045 0.14 3.39 85 0.3 0.0450 0.1235 0.0383 0.0068 0.21 3.39 86 0.2 0.0300 0.1226 0.0255 0.0045 0.14 3.40 87 0.3 0.0450 0.1218 0.0383 0.0068 0.21 3.40 88 0.2 0.0300 0.1210 0.0255 0.0045 0.14 3.40 89 0.3 0.0450 0.1203 0.0383 0.0068 0.21 3.41 90 0.2 0.0300 0.1196 0.0255 0.0045 0.14 3.41 91 0.2 0.0300 0.1189 0.0255 0.0045 0.14 3.41 92 0.2 0.0300 0.1184 0.0255 0.0045 0.14 3.42 93 0.2 0.0300 0.1179 0.0255 0.0045 0.14 3.42 94 0.2 0.0300 0.1174 0.0255 0.0045 0.14 3.42 95 0.2 0.0300 0.1171 0.0255 0.0045 0.14 3.42 96 0.2 0.0300 0.1169 0.0255 0.0045 0.14 3.43 Watershed 100 Yr / 24 Hr Rain (in) is Adjusted Loss Rate (in /hr) Minimum Loss Rate Value (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) B4 3.75 Peak Flow (cfs) 2.0 0 Total Vol (ac -ft) 1.2 0.0000 3.9200 15 Period Rain Max Loss Low Loss Effective Flow Cumulative Period # Percent Intensity Rate Rate Intensity Volume ( in /hr ) (in /hr) (in /hr) (in /hr) (cfs) (ac -ft) 1 U.2 U.U3UU 0.0000 0.0000 0.0300 0.12 0.00 2 0.3 0.0450 0.0000 0.0000 0.0450 0.18 0.01 3 0.3 0.0450 0.0000 0.0000 0.0450 0.18 0.01 4 0.4 0.0600 0.0000 0.0000 0.0600 0.24 0.01 5 0.3 0.0450 0.0000 0.0000 0.0450 0.18 0.02 6 0.3 0.0450 0.0000 0.0000 0.0450 0.18 0.02 7 0.3 0.0450 0.0000 0.0000 0.0450 0.18 0.03 8 0.4 0.0600 0.0000 0.0000 0.0600 0.24 0.03 9 0.4 0.0600 0.0000 0.0000 0.0600 0.24 0.04 10 0.4 0.0600 0.0000 0.0000 0.0600 0.24 0.04 11 0.5 0.0750 0.0000 0.0000 0.0750 0.29 0.05 12 0.5 0.0750 0.0000 0.0000 0.0750 0.29 0.05 13 0.5 0.0750 0.0000 0.0000 0.0750 0.29 0.06 14 0.5 0.0750 0.0000 0.0000 0.0750 0.29 0.06 15 0.5 0.0750 0.0000 0.0000 0.0750 0.29 0.07 16 17 0.6 0.6 0.0900 0.0900 0.0000 0.0000 0.0000 0.0000 0.0900 0.0900 0.35 0.35 0.08 0.09 18 0.7 0.1050 0.0000 0.0000 0.1050 0.41 0.09 19 0.7 0.1050 0.0000 0.0000 0.1050 0.41 0.10 20 0.8 0.1200 0.0000 0.0000 0.1200 0.47 0.11 21 0.6 0.0900 0.0000 0.0000 0.0900 0.35 0.12 22 0.7 0.1050 0.0000 0.0000 0.1050 0.41 0.13 23 0.8 0.1200 0.0000 0.0000 0.1200 0.47 0.14 24 0.8 0.1200 0.0000 0.0000 0.1200 0.47 0.15 25 0.9 0.1350 0.0000 0.0000 0.1350 0.53 0.16 26 0.9 0.1350 0.0000 0.0000 0.1350 0.53 0.17 27 1 0.1500 0.0000 0.0000 0.1500 0.59 0.18 28 1 0.1500 0.0000 0.0000 0.1500 0.59 0.19 29 1 0.1500 0.0000 0.0000 0.1500 0.59 0.21 30 1.1 0.1650 0.0000 0.0000 0.1650 0.65 0.22 31 1.2 0.1800 0.0000 0.0000 0.1800 0.71 0.23 32 1.3 0.1950 0.0000 0.0000 0.1950 0.76 0.25 33 1.5 0.2250 0.0000 0.0000 0.2250 0.88 0.27 34 1.5 0.2250 0.0000 0.0000 0.2250 0.88 0.29 35 1.6 0.2400 0.0000 0.0000 0.2400 0.94 0.30 36 1.7 0.2550 0.0000 0.0000 0.2550 1.00 0.33 37 1.9 0.2850 0.0000 0.0000 0.2850 1.12 0.35 38 2 0.3000 0.0000 0.0000 0.3000 1.18 0.37 39 2.1 0.3150 0.0000 0.0000 0.3150 1.23 0.40 40 2.2 0.3300 0.0000 0.0000 0.3300 1.29 0.43 41 1.5 0.2250 0.0000 0.0000 0.2250 0.88 0.44 42 1.5 0.2250 0.0000 0.0000 0.2250 0.88 0.46 43 2 0.3000 0.0000 0.0000 0.3000 1.18 0.49 44 2 0.3000 0.0000 0.0000 0.3000 1.18 0.51 45 1.9 0.2850 0.0000 0.0000 0.2850 1.12 0.53 • Period # Period Percent Rain Intensity, (in /hr) Max Loss . Rate (in /hr) ' Low Loss Rate (in /hr) Effective Intensity- (in /hr) Flow (cfs) Cumulative Volume ' (ac -ft) 46 1.9 0.2850 0.0000 0.0000 0.2850 1.12 0.56 47 1.7 0.2550 0.0000 0.0000 0.2550 1.00 0.58 48 1.8 0.2700 0.0000 0.0000 0.2700 1.06 0.60 49 2.5 0.3750 0.0000 0.0000 0.3750 1.47 0.63 50 2.6 0.3900 0.0000 0.0000 0.3900 1.53 0.66 51 2.8 0.4200 0.0000 0.0000 0.4200 1.65 0.69 52 2.9 0.4350 0.0000 0.0000 0.4350 1.71 0.73 53 3.4 0.5100 0.0000 0.0000 0.5100 2.00 0.77 54 3.4 0.5100 0.0000 0.0000 0.5100 2.00 0.81 55 2.3 0.3450 0.0000 0.0000 0.3450 1.35 0.84 56 2.3 0.3450 0.0000 0.0000 0.3450 1.35 0.87 57 2.7 0.4050 0.0000 0.0000 0.4050 1.59 0.90 58 2.6 0.3900 0.0000 0.0000 0.3900 1.53 0.93 59 2.6 0.3900 0.0000 0.0000 0.3900 1.53 0.96 60 2.5 0.3750 0.0000 0.0000 0.3750 1.47 0.99 61 2.4 0.3600 0.0000 0.0000 0.3600 1.41 1.02 62 2.3 0.3450 0.0000 0.0000 0.3450 1.35 1.05 63 1.9 0.2850 0.0000 0.0000 0.2850 1.12 1.08 64 1.9 0.2850 0.0000 0.0000 0.2850 1.12 1.10 65 0.4 0.0600 0.0000 ' 0.0000 0.0600 0.24 1.10 66 0.4 0.0600 0.0000 0.0000 0.0600 0.24 1.11 67 0.3 0.0450 0.0000 0.0000 0.0450 0.18 1.11 68 0.3 0.0450 0.0000 0.0000 0.0450 0.18 1.12 69 0.5 0.0750 0.0000 0.0000 0.0750 0.29 1.12 70 71 0.5 0.5 0.0750 0.0750 0.0000 0.0000 0.0000 0.0000 0.0750 0.0750 0.29 0.29 1.13 1.13 72 0.4 0.0600 0.0000 0.0000 0.0600 0.24 1.14 73 0.4 0.0600 0.0000 0.0000 0.0600 0.24 1.14 74 0.4 0.0600 0.0000 0.0000 0.0600 0.24 1.15 75 0.3 0.0450 0.0000 0.0000 0.0450 0.18 1.15 76 0.2 0.0300 0.0000 0.0000 0.0300 0.12 1.15 77 0.3 0.0450 0.0000 0.0000 0.0450 0.18 1.16 78 0.4 0.0600 0.0000 0.0000 0.0600 0.24 1.16 79 0.3 0.0450 0.0000 0.0000 0.0450 0.18 1.17 80 0.2 0.0300 0.0000 0.0000 0.0300 0.12 1.17 81 0.3 0.0450 0.0000 0.0000 0.0450 0.18 1.17 82 0.3 0.0450 0.0000 0.0000 0.0450 0.18 1.18 83 0.3 0.0450 0.0000 0.0000 0.0450 0.18 1.18 84 0.2 0.0300 0.0000 0.0000 0.0300 0.12 1.18 85 0.3 0.0450 0.0000 0.0000 0.0450 0.18 1.19 86 0.2 0.0300 0.0000 0.0000 0.0300 0.12 1.19 87 0.3 0.0450 0.0000 0.0000 0.0450 0.18 1.19 88 0.2 0.0300 0.0000 0.0000 0.0300 0.12 1.19 89 0.3 0.0450 0.0000 0.0000 0.0450 0.18 1.20 90 0.2 0.0300 0.0000 0.0000 0.0300 0.12 1.20 91 0.2 0.0300 0.0000 0.0000 0.0300 0.12 1.20 92 0.2 0.0300 0.0000 0.0000 0.0300 0.12 1.21 93 0.2 0.0300 0.0000 0.0000 0.0300 0.12 1.21 94 0.2 0.0300 0.0000 0.0000 0.0300 0.12 1.21 95 0.2 0.0300 0.0000 0.0000 0.0300 0.12 1.21 • 96 0.2 0.0300 0.0000 0.0000 0.0300 0.12 1.21 Watershed 100 Yr / 24 Hr Rain (in) • Adjusted Loss Rate (in /hr) Minimum Loss Rate Value (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) Ave 62 East 3.75 0.2024 0.1265 3.4812 15 Peak Flow (cfs) 1.1 Total Vol (ac -ft) 0.4 Period Rain Max Loss Low'Loss Effective Flow Cumulative Period # Percent Intensity Rate (cfs) . Rate Intensity Volume , (in /hr) (in /hr) (in /hr) (in /hr) (ac -ft) 1 U.2 0.0300 U.3187 0.0255 0.0045 0.02 0.00 2 0.3 0.0450 0.3155 0.0383 0.0068 0.02 0.00 3 0.3 0.0450 0.3125 0.0383 0.0068 0.02 0.00 4 0.4 0.0600 0.3094 0.0510 0.0090 0.03 0.00 5 0.3 0.0450 0.3063 0.0383 0.0068 0.02 0.00 6 0.3 0.0450 0.3033 0.0383 0.0068 0.02 0.00 7 0.3 0.0450 0.3003 0.0383 0.0068 0.02 0.00 8 0.4 0.0600 0.2973 0.0510 0.0090 0.03 0.00 9 0.4 0.0600 0.2943 0.0510 0.0090 0.03 0.00 10 0.4 0.0600 0.2913 0.0510 0.0090 0.03 0.01 11 0.5 0.0750 0.2884 0.0638 0.0113 0.04 0.01 12 0.5 0.0750 0.2855 0.0638 0.0113 0.04 0.01 13 0.5 0.0750 0.2826 0.0638 0.0113 0.04 0.01 14 0.5 0.0750 0.2797 0.0638 0.0113 0.04 0.01 15 0.5 0.0750 0.2768 0.0638 0.0113 0.04 0.01 16 0.6 0.0900 0.2739 0.0765 0.0135 0.05 0.01 • 17 0.6 0.0900 0.2711 0.0765 0.0135 0.05 0.01 18 0.7 0.1050 0.2683 0.0893 0.0158 0.05 0.01 19 0.7 0.1050 0.2655 0.0893 0.0158 0.05 0.01 20 0.8 0.1200 0.2627 0.1020 0.0180 0.06 0.01 21 0.6 0.0900 0.2600 0.0765 0.0135 0.05 0.02 22 0.7 0.1050 0.2573 0.0893 0.0158 0.05 0.02 23 0.8 0.1200 0.2546 0.1020 0.0180 0.06 0.02 24 0.8 0.1200 0.2519 0.1020 0.0180 0.06 0.02 25 0.9 0.1350 0.2492 0.1148 0.0203 0.07 0.02 26 0.9 0.1350 0.2465 0.1148 0.0203 0.07 0.02 27 1 0.1500 0.2439 0.1275 0.0225 0.08 0.02 28 1 0.1500 0.2413 0.1275 0.0225 0.08 0.03 29 1 0.1500 0.2387 0.1275 0.0225 0.08 0.03 30 1.1 0.1650 0.2362 0.1403 0.0248 0.09 0.03 31 1.2 0.1800 0.2336 0.1530 0.0270 0.09 0.03 32 1.3 0.1950 0.2311 0.1658 0.0293 0.10 0.03 33 1.5 0.2250 0.2286 0.1913 0.0338 0.12 0.04 34 1.5 0.2250 0.2261 0.1913 0.0338 0.12 0.04 35 1.6 0.2400 0.2236 0.0000 0.0164 0.06 0.04 36 1.7 0.2550 0.2212 0.0000 0.0338 0.12 0.04 37 1.9 0.2850 0.2188 0.0000 0.0662 0.23 0.05 38 2 0.3000 0.2164 0.0000 0.0836 0.29 0.05 39 2.1 0.3150 0.2140 0.0000 0.1010 0.35 0.06 40 2.2 0.3300 0.2117 0.0000 0.1183 0.41 0.07 41 1.5 0.2250 0.2094 0.0000 0.0156 0.05 0.07 42 1.5 0.2250 0.2071 0.0000 0.0179 0.06 0.07 43 2 0.3000 0.2048 0.0000 0.0952 0.33 0.08 44 2 0.3000 0.2025 0.0000 0.0975 0.34 0.08 45 1.9 0.2850 0.2003 0.0000 0.0847 0.29 0.09 • LJ • Rain ' Maz Loss Low Loss' Effective Cumulative Period - ; - Flow' Period # 11 Intensity Rate _ Rate Intensity P - ,'-Volume Percent in /hr (cfs) ( ) - (in /hr) J (in /hr) ::,(in (ac -ft) 46 1.9 0.2850 0.1981 0.0000 0.0869 0.30 0.10 47 1.7 0.2550 0.1959 0.0000 0.0591 0.21 0.10 48 1.8 0.2700 0.1937 0.0000 0.0763 0.27 0.11 49 2.5 0.3750 0.1916 0.0000 0.1834 0.64 0.12 50 2.6 0.3900 0.1895 0.0000 0.2005 0.70 0.13 51 2.8 .0.4200 0.1874 0.0000 0.2326 0.81 0.15 52 2.9 0.4350 0.1853 0.0000 0.2497 0.87 0.17 53 3.4 0.5100 0.1833 0.0000 0.3267 1.14 0.19 54 3.4 0.5100 0.1813 0.0000 0.3287 1.14 0.22 55 2.3 0.3450 0.1793 0.0000 0.1657 0.58 0.23 56 2.3 0.3450 0.1773 0.0000 0.1677 0.58 0.24 57 2.7 0.4050 0.1754 0.0000 0.2296 0.80 0.26 58 2.6 0.3900 0.1735 0.0000 0.2165 0.75 0.27 59 2.6 0.3900 0.1716 0.0000 0.2184 0.76 0.29 60 2.5 0.3750 0.1698 0.0000 0.2052 0.71 0.30 61 2.4 0.3600 0.1679 0.0000 0.1921 0.67 0.32 62 2.3 0.3450 0.1662 0.0000 0.1788 0.62 0.33 63 1.9 0.2850 0.1644 0.0000 0.1206 0.42 0.34 64 1.9 0.2850 0.1626 0.0000 0.1224 0.43 0.35 65 0.4 0.0600 0.1609 0.0510 0.0090 0.03 0.35 66 0.4 0.0600 0.1593 0.0510 0.0090 0.03 0.35 67 0.3 0.0450 0.1576 0.0383 0.0068 0.02 0.35 68 0.3 0.0450 0.1560 0.0383 0.0068 0.02 0.35 69 0.5 0.0750 0.1544 0.0638 0.0113 0.04 0.35 70 0.5 0.0750 0.1528 0.0638 0.0113 0.04 0.35 71 0.5 0.0750 0.1513 0.0638 0.0113 0.04 0.35 72 0.4 0.0600 0.1498 0.0510 0.0090 0.03 0.35 73 0.4 0.0600 0.1484 0.0510 0.0090 0.03 0.35 74 0.4 0.0600 0.1469 0.0510 0.0090 0.03 0.35 75 0.3 0.0450 0.1456 0.0383 0.0068 0.02 0.35 76 0.2 0.0300 0.1442 0.0255 0.0045 0.02 0.35 77 0.3 0.0450 0.1429 0.0383 0.0068 0.02 0.35 78 0.4 0.0600 0.1416 0.0510 0.0090 0.03 0.36 79 0.3 0.0450 0.1403 0.0383 0.0068 0.02 0.36 80 0.2 0.0300 0.1391 0.0255 0.0045 0.02 0.36 81 0.3 0.0450 0.1380 0.0383 0.0068 0.02 0.36 82 0.3 0.0450 0.1368 0.0383 0.0068 0.02 0.36 83 0.3 0.0450 0.1358 0.0383 0.0068 0.02 0.36 84 0.2 0.0300 0.1347 0.0255 0.0045 0.02 0.36 85 0.3 0.0450 0.1337 0.0383 0.0068 0.02 0.36 86 0.2 0.0300 0.1328 0.0255 0.0045 0.02 0.36 87 0.3 0.0450 0.1319 0.0383 0.0068 0.02 0.36 88 0.2 0.0300 0.1310 0.0255 0.0045 0.02 0.36 89 0.3 0.0450 0.1302 0.0383 0.0068 0.02 0.36 90 0.2 0.0300 0.1295 0.0255 0.0045 0.02 0.36 91 0.2 0.0300 0.1288 0.0255 0.0045 0.02 0.36 92 0.2 0.0300 0.1282 0.0255 0.0045 0.02 0.36 93 0.2 0.0300 0.1276 0.0255 0.0045 0.02 0.36 94 0.2 0.0300 0.1272 0.0255 0.0045 0.02 0.36 95 0.2 0.0300 0.1268 0.0255 0.0045 0.02 0.36 96 0.2 0.0300 0.1266 0.0255 0.0045 0.02 0.36 Watershed ONOFF 100 Yr / 24 Hr Rain (in) 3.75 Peak Flow (cfs) 63.5 Adjusted Loss Rate (in /hr) 0.2139 Total Vol (ac -ft) 19.4 Minimum Loss Rate Value (in /hr) 0.1337 Total Area (Ac) 199.4000 Hydrograph Sampling Period (min) 15 z Period ; Rain Max Loss Low.Loss '- Effective ` =F�ow'' , r Cumulative Period # •percent. Intensity - Rate "Rate Intensity (cfs) t - .Volume (in /hr) (in /hr) (in /hr) (in /hr)--, ac -ft) i U.Z u.UODU u.ssnu u.uzoo U.UU4b U.9U 0.02 2 0.3 0.0450 0.3335 0.0383 0.0068 1.35 0.05 3 0.3 0.0450 0.3302 0.0383 0.0068 1.35 0.07 4 0.4 0.0600 0.3270 0.0510 0.0090 1.79 0.11 5 0.3 0.0450 0.3237 0.0383 0.0068 1.35 0.14 6 0.3 0.0450 0.3205 0.0383 0.0068 1.35 0.17 7 0.3 0.0450 0.3173 0.0383 0.0068 1.35 0.19 8 0.4 0.0600 0.3142 0.0510 0.0090 1.79 0.23 9 0.4 0.0600 0.3110 0.0510 0.0090 1.79 0.27 10 0.4 0.0600 0.3079 0.0510 0.0090 1.79 0.31 11 0.5 0.0750 0.3048 0.0638 0.0113 2.24 0.35 12 0.5 0.0750 0.3017 0.0638 0.0113 2.24 0.40 13 0.5 0.0750 0.2986 0.0638 0.0113 2.24 0.44 14 0.5 0.0750 0.2956 0.0638 0.0113 2.24 0.49 15 0.5 0.0750 0.2925 0.0638 0.0113 _ 2.24 0.54 16 0.6 0.0900 0.2895 0.0765 0.0135 2.69 0.59 17 0.6 0.0900 0.2865 0.0765 0.0135 2.69 0.65 18 0.7 0.1050 0.2836 0.0893 0.0158 3.14 0.71 19 0.7 0.1050 0.2806 0.0893 0.0158 3.14 0.78 20 0.8 0.1200 0.2777 0.1020 0.0180 3.59 0.85 21 0.6 0.0900 0.2748 0.0765 0.0135 2.69 0.91 22 0.7 0.1050. 0.2719 0.0893 0.0158 3.14 0.97 23 0.8 0.1200 0.2690 0.1020 0.0180 3.59 1.05 24 0.8 0.1200 0.2662 0.1020 0.0180 3.59 1.12 25 0.9 0.1350 0.2634 0.1148 0.0203 4.04 1.21 26 0.9 0.1350 0.2606 0.1148 0.0203 4.04 1.29 27 1 0.1500 0.2578 0.1275 0.0225 4.49 1.38 28 1 0.1500 0.2550 0.1275 0.0225 4.49 1.47 29 1 0.1500 0.2523 .0.1275 0.0225 4.49 1.57 30 1.1 0.1650 0.2496 0.1403 0.0248 4.94 1.67 31 1.2 0.1800 0.2469 0.1530 0.0270 5.38 1.78 32 1.3 0.1950 0.2442 0.1658 0.0293 5.83 1.90 33 1.5 0.2250 0.2416 0.1913 0.0338 6.73 2.04 34 1.5 0.2250 0.2389 0.1913 0.0338 6.73 2.18 35 1.6 0.2400 0.2363 0.0000 0.0037 0.73 2.19 36 1.7 0.2550 0.2338 0.0000 0.0212 4.23 2.28 37 1.9 0.2850 .0.2312 0.0000 0.0538 10.72 2.50 38 2 0.3000 0.2287 0.0000 0.0713 14.22 2.80 39 40 2.1 2.2 0.3150 0.3300 0.2262 0.2237 0.0000 0.0000 0.0888 0.1063 17.71 21.20 3.16 3.60 41 1.5 0.2250 0.2212 0.0000 0.0038 0.75 3.62 42 1.5 0.2250 0.2188 0.0000 0.0062 1.23 3.64 is T Period # Period Percent- Rain �- .. Intensity in /hr Max Loss Rate in /hr Low Lo ~ Rate' in /hr Effective' .Intensit Y . .Flow (cfs) 3. Cumulative { Volume 43 2 0.3000 0.2164 0.0000 0.0836 16.67 3.99 44 2 0.3000 0.2140 0.0000 0.0860 17.14 4.34 45 1.9 0.2850 0.2117 0.0000 0.0733 14.62 4.64 46 1.9 0.2850 0.2093 0.0000 0.0757 15.09 4.95 47 1.7 0.2550 0.2070 0.0000 0.0480 9.57 5.15 48 1.8 0.2700 0.2047 0.0000 0.0653 13.01 5.42 49 2.5 0.3750 0.2025 0.0000 0.1725 34.40 6.13 50 2.6 0.3900 0.2002 0.0000 0.1898 37.84 6.91 51 2.8 0.4200 0.1980 0.0000 0.2220 44.26 7.83 52 2.9 0.4350 0.1959 0.0000 0.2391 47.68 8.81 53 3.4 0.5100 0.1937 0.0000 0.3163 63.07 10.12 54 3.4 0.5100 0.1916 0.0000 0.3184 63.49 11.43 55 2.3 0.3450 0.1895 0.0000 0.1555 31.01 12.07 56 2.3 0.3450 0.1874 0.0000 0.1576 31.42 12.72 57 2.7 0.4050 0.1854 0.0000 0.2196 43.79 13.62 58 2.6 0.3900 0.1834 0.0000 0.2066 41.20 14.47 59 2.6 0.3900 0.1814 0.0000 0.2086 41.60 15.33 60 2.5 0.3750 0.1794 0.0000 0.1956 39.00 16.14 61 2.4 0.3600 0.1775 0.0000 0.1825 36.39 16.89 62 2.3 0.3450 0.1756 0.0000 0.1694 33.78 17.59 63 1.9 0.2850 0.1737 0.0000 0.1113 22.19 18.05 64 1.9 0.2850 0.1719 0.0000 0.1131 22.55 18.51 65 0.4 0.0600 0.1701 0.0510 0.0090 1.79 18.55 66 0.4 0.0600 0.1683 0.0510 0.0090 1.79 18.59 67 0.3 0.0450 0.1666 0.0383 0.0068 1.35 18.61 • 68 0.3 0.0450 0.1649 0.0383 0.0068 1.35 18.64 69 0.5 0.0750 0.1632 0.0638 0.0113 2.24 18.69 70 0.5 0.0750 0.1615 0.0638 0.0113 2.24 18.74 71 0.5 0.0750 0.1599 0.0638 0.0113 2.24 18.78 72 0.4 0.0600 0.1583 0.0510 0.0090 1.79 18.82 73 0.4 0.0600 0.1568 0.0510 0.0090 1.79 18.86 74 0.4 0.0600 0.1553 0.0510 0.0090 1.79 18.89 75 0.3 0.0450 0.1538 0.0383 0.0068 1.35 18.92 76 0.2 0.0300 0.1524 0.0255 0.0045 0.90 18.94 77 0.3 0.0450 0.1510 0.0383 0.0068 1.35 18.97 78 0.4 0.0600 0.1496 0.0510 0.0090 1.79 19.00 79 0.3 0.0450 0.1483 0.0383 0.0068 1.35 19.03 80 0.2 0.0300 0.1470 0.0255 0.0045 0.90 19.05 81 0.3 0.0450 0.1458 0.0383 0.0068 1.35 19.08 82 0.3 0.0450 0.1446 0.0383 0.0068 1.35 19.11 83 0.3 0.0450 0.1435 0.0383 0.0068 1.35 19.13 84 0.2 0.0300 0.1424 0.0255 0.0045 0.90 19.15 85 0.3 0.0450 0.1413 0.0383 0.0068 1.35 19.18 86 0.2 0.0300 0.1403 0.0255 0.0045 0.90 19.20 87 0.3 0.0450 0.1394 0.0383 0.0068 1.35 19.23 88 0.2 0.0300 0.1385 0.0255 0.0045 0.90 19.24 89 0.3 0.0450 0.1376 0.0383 0.0068 1.35 19.27 90 0.2 0.0300 0.1368 0.0255 0.0045 0.90 19.29 91 0.2 0.0300 0.1361 0.0255 0.0045 0.90 19.31 92 0.2 0.0300 0.1355 0.0255 0.0045 0.90 19.33 93 94 0.2 0.2 0.0300 0.0300 0.1349 0.1344 0.0255 0.0255 0.0045 0.0045 0.90 0.90 19.35 19.37 95 0.2 0.0300 0.1340 0.0255 0.0045 0.90 19.38 96 0.2 0.0300 0.1337 0.0255 0.0045 0.90 19.40 • Watershed STRT 100 Yr / 24 Hr Rain (in) 3.75 Peak Flow (cfs) 1.0 Adjusted Loss Rate (in /hr) 0.0333 Total Vol (ac -ft) 0.5 Minimum Loss Rate Value (in /hr) 0.0208 Total Area (Ac) 2.1100 Hydrograph Sampling Period (min) 15 Period Rain - Max Loss . Low Loss Effective Flow Cumulative Period # Percent Intensity Rate Rate Intensity Volume ►___ -- ._.____ -_ _ __(_) in /hr �(in /hr) (in/hr) (in /hr) (cfs) (ac -ft) 1 0.2 0.0300 0.0524 0.0255 0.0045 0.01 0700 _ 2 0.3 0.0450 0.0519 0.0383 0.0068 0.01 0.00 3 0.3 0.0450 0.0514 0.0383 0.0068 0.01 0.00 4 0.4 0.0600 0.0509 0.0000 0.0091 0.02 0.00 5 0.3 0.0450 0.0504 0.0383 0.0068 0.01 0.00 6 0.3 0.0450 0.0499 0.0383 0.0068 0.01 0.00 7 0.3 0.0450 0.0494 0.0383 0.0068 0.01 0.00 8 0.4 0.0600 0.0489 0.0000 0.0111 0.02 0.00 9 0.4 0.0600 0.0484 0.0000 0.0116 0.02 0.00 10 0.4 0.0600 0.0479 0.0000 0.0121 0.03 0.00 11 0.5 0.0750 0.0474 0.0000 0.0276 0.06 0.00 12 0.5 0.0750 0.0470 0.0000 0.0280 0.06 0.01 13 0.5 0.0750 0.0465 0.0000 0.0285 0.06 0.01 • 14 0.5 0.0750 0.0460 0.0000 0.0290 0.06 0.01 15 0.5 0.0750 0.0455 0.0000 0.0295 0.06 0.01 16 0.6 0.0900 0.0451 0.0000 0.0449 0.09 0.01 17 0.6 0.0900 0.0446 0.0000 0.0454 0.10 0.01 18 0.7 0.1050 0.0441 0.0000 0.0609 0.13 0.02 19 0.7 0.1050 0.0437 0.0000 0.0613 0.13 0.02 20 0.8 0.1200 0.0432 0.0000 0.0768 0.16 0.02 21 0.6 0.0900 0.0428 0.0000 0.0472 0.10 0.02 22 0.7 0.1050 0.0423 0.0000 0.0627 0.13 0.03 23 0.8 0.1200 0.0419 0.0000 0.0781 0.16 0.03 24 0.8 0.1200 0.0414 0.0000 0.0786 0.17 0.03 25 0.9 0.1350 0.0410 0.0000 0.0940 0.20 0.04 26 0.9 0.1350 0.0406 0.0000 0.0944 0.20 0.04 27 1 0.1500 0.0401 0.0000 0.1099 0.23 0.05 28 1 0.1500 0.0397 0.0000 0.1103 0.23 0.05 29 1 0.1500 0.0393 0.0000 0.1107 0.23 0.06 30 1.1 0.1650 0.0389 0.0000 0.1261 0.27 0.06 31 1.2 0.1800 0.0384 0.0000 0.1416 0.30 0.07 32 1.3 0.1950 0.0380 0.0000 0.1570 0.33 0.08 33 1.5 0.2250 0.0376 0.0000 0.1874 0.40 0.08 34 1.5 0.2250 0.0372 0.0000 0.1878 0.40 0.09 35 1.6 0.2400 0.0368 0.0000 0.2032 0.43 0.10 36 1.7 0.2550 0.0364 0.0000 0.2186 0.46 0.11 37 1.9 0.2850 0.0360 0.0000 0.2490 0.53 0.12 38 2 0.3000 0.0356 0.0000 0.2644 0.56 0.13 39 40 2.1 2.2 0.3150 0.3300 0.0352 0.0348 0.0000 0.0000 0.2798 0.2952 0.59 0.62 0.14 0.16 41 1.5 0.2250 0.0344 0.0000 0.1906 0.40 0.17 42 1.5 0.2250 0.0341 0.0000 0.1909 0.40 0.17 0 • r Period #� Period Percent. 43 - - 2 - 44 2 45 1.9 46 1.9 47 1.7 48 1.8 49 2.5 50 2.6 51 2.8 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 2.9 3.4 3.4 2.3 2.3 2.7 2.6 2.6 2.5 2.4 2.3 1.9 1.9 0.4 0.4 0.3 0.3 0.5 0.5 0.5 0.4 0.4 0.4 0.3 0.2 0.3 0.4 0.3 0.2 0.3 0.3 0.3 0.2 0.3 0.2 0.3 0.2 0.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 Rain Max Loss. Low Loss Effective, T Intensity Rate, Rate Intensity Flow Flow (in /hr) , (in /hr) (in /hr) (in /hr) _ 0.3000 0.0337 0.0000 0.2663 0.56 yF 0.3000 0.0333 0.0000 0.2667 0.56 0.2850 0.0330 0.0000 0.2520 0.53 0.2850 0.0326 0.0000 0.2524 0.53 0.2550 0.0322 0.0000 0.2228 0.47 0.2700 0.0319 0.0000 0.2381 0.50 0.3750 0.0315 0.0000 0.3435 0.72 0.3900 0.0312 0.0000 0.3588 0.76 0.4200 0.0308 0.0000 0.3892 0.82 0.4350 0.0305 0.0000 0.4045 0.85 0.5100 0.0302 0.0000 0.4798 1.01 0.5100 0.0298 0.0000 0.4802 1.01 0.3450 0.0295 0.0000 0.3155 0.67 0.3450 0.0292 0.0000 0.3158 0.67 0.4050 0.0289 0.0000 0.3761 0.79 0.3900 0.0285 0.0000 0.3615 0.76 0.3900 0.0282 0.0000 0.3618 0.76 0.3750 0.0279 0.0000 0.3471 0.73 0.3600 0.0276 0.0000 0.3324 0.70 0.3450 0.0273 0.0000 0.3177 0.67 0.2850 0.0270 0.0000 0.2580 0.54 0.2850 0.0268 0.0000 0.2582 0.54 0.0600 0.0265 0.0000 0.0335 0.07 0.0600 0.0262 0.0000 0.0338 0.07 0.0450 0.0259 0.0000 0.0191 0.04 0.0450 0.0257 0.0000 0.0193 0.04 0.0750 0.0254 0.0000 0.0496 0.10 0.0750 0.0251 0.0000 0.0499 0.11 0.0750 0.0249 0.0000 0.0501 0.11 0.0600 0.0247 0.0000 0.0353 0.07 0.0600 0.0244 0.0000 0.0356 0.08 0.0600 0.0242 0.0000 0.0358 0.08 0.0450 0.0239 0.0000 0.0211 0.04 0.0300 0.0237 0.0000 0.0063 0.01 0.0450 0.0235 0.0000 0.0215 0.05 0.0600 0.0233 0.0000 0.0367 0.08 0.0450 0.0231 0.0000 0.0219 0.05 0.0300 0.0229 0.0000 0.0071 0.01 0.0450 0.0227 0.0000. 0.0223 0.05 0.0450 0.0225 0.0000 0.0225 0.05 0.0450 0.0223 0.0000 0.0227 0.05 0.0300 0.0222 0.0000 0.0078 0.02 0.0450 0.0220 0.0000 0.0230 0.05 0.0300 0.0218 0.0000 0.0082 0.02 0.0450 0.0217 0.0000 0.0233 0.05 0.0300 0.0216 0.0000 0.0084 0.02 0.0450 0.0214 0.0000 0.0236 0.05 0.0300 0.0213 0.0000 0.0087 0.02 0.0300 0.0212 0.0000 0.0088 0.02 0.0300 0.0211 0.0000 0.0089 0.02 0.0300 0.0210 0.0000 0.0090 0.02 0.0300 0.0209 0.0000 0.0091 0.02 0.0300 0.0209 0.0000 0.0091 0.02 0.0300 0.0208 0.0000 0.0092 0.02 Cumulative Volume (ac -ft) 0.19 0.20 0.21 0.22 0.23 0.24 0.25 0.27 0.29 0.30 0.33 0.35 0.36 0.37 0.39 0.41 0.42 0.44 0.45 0.47 0.48 0.49 0.49 0.49 0.49 0.49 0.49 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.52 0.52 0.52 0.52 0.52 0.52 0.52 0.52 • • Watershed 100 Yr / 6 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) Monroe 3 Peak Flow (cfs) 8.7 0.204 Total Vol (ac -ft) 0.7 4.82 5 Period Rain Max Loss> Low Loss °': Effective Flow Cumulative Period # • Intensity Rate Rate" Intensity,- ,� 4 Volume: t , Percent y hr) (in /hr) y (cfs) 9CALL I U.b U.It5UU U.ZU4U U.153U U.U270 0.13 0.00 2 0.6 0.2160 0.2040 0.0000 0.0120 0.06 0.00 3 0.6 0.2160 0.2040 0.0000 0.0120 0.06 0.00 4 0.6 0.2160 0.2040 0.0000 0.0120 0.06 0.00 5 0.6 0.2160 0.2040 0.0000 0.0120 0.06 0.00 6 0.7 0.2520 0.2040 0.0000 0.0480 0.23 0.00 7 0.7 0.2520 0.2040 0.0000 0.0480 0.23 0.01 8 0.7 0.2520 0.2040 0.0000 0.0480 0.23 0.01 9 0.7 0.2520 0.2040 0.0000 0.0480 0.23 0.01 10 0.7 0.2520 0.2040 0.0000 0.0480 0.23 0.01 11 0.7 0.2520 0.2040 0.0000 0.0480 0.23 0.01 12 0.8 0.2880 0.2040 0.0000 0.0840 0.40 0.01 13 0.8 0.2880 0.2040 0.0000 0.0840 0.40 0.02 14 0.8 0.2880 0.2040 0.0000 0.0840 0.40 0.02 15 0.8 0.2880 0.2040 0.0000 0.0840 0.40 0.02 16 0.8 0.2880 0.2040 0.0000 0.0840 0.40 0.03 17 0.8 0.2880 0.2040 0.0000 0.0840 0.40 0.03 18 0.8 0.2880 0.2040 0.0000 0.0840 0.40 0.03 19 0.8 0.2880 0.2040 0.0000 0.0840 0.40 0.03 20 0.8 0.2880 0.2040 0.0000 0.0840 0.40 0.04 21 0.8 0.2880 0.2040 0.0000 0.0840 0.40 0.04 22 0.8 0.2880 0.2040 0.0000 0.0840 0.40 0.04 23 0.8 0.2880 0.2040 0.0000 0.0840 0.40 0.05 24 0.9 0.3240 0.2040 0.0000 0.1200 0.58 0.05 25 0.8 0.2880 0.2040 0.0000 0.0840 0.40 0.05 26 0.9 0.3240 0.2040 0.0000 0.1200 0.58 0.06 27 0.9 0.3240 0.2040 0.0000 0.1200 0.58 0.06 28 0.9 0.3240 0.2040 0.0000 0.1200 0.58 0.06 29 0.9 0.3240 0.2040 0.0000 0.1200 0.58 0.07 30 0.9 0.3240 0.2040 0.0000 0.1200 - 0.58 0.07 31 0.9 0.3240 0.2040 0.0000 0.1200 0.58 0.08 32 0.9 0.3240 0.2040 0.0000 0.1200 0.58 0.08 33 1 0.3600 0.2040 0.0000 0.1560 0.75 0.09 34 1 0.3600 0.2040 0.0000 0.1560 0.75 0.09 35 1 0.3600 0.2040 0.0000 0.1560 0.75 0.10 36 1 0.3600 0.2040 0.0000 0.1560 0.75 0.10 37 1 0.3600 0.2040 0.0000 0.1560 0.75 0.11 38 1.1 0.3960 0.2040 0.0000 0.1920 0.93 0.11 39 1.1 0.3960 0.2040 0.0000 0.1920 0.93 0.12 40 1.1 0.3960 0.2040 0.0000 0.1920 0.93 0.13 41 1.2 0.4320 0.2040 0.0000 0.2280 1.10 0.13 42 1.3 0.4680 0.2040 0.0000 0.2640 1.27 0.14 r1 LJ ' 7 Period -'-Rain' Max Loss Low Loii , Effective . , .' . .Cumulative Period # Intensity Rate r , ' Rate , ;Intensity . I °� _'7 • `Percent 41.4 in /hr in /hr . + .. in/hr)_ in/hr : cfs :Volume 43 0.5040 0.2040 0.0000 0.3000 1.45 0.15 44 1.4 0.5040 0.2040 0.0000 0.3000 1.45 0.16 45 1.5 0.5400 0.2040 0.0000 0.3360 1.62 0.17 46 1.5 0.5400 0.2040 0.0000 0.3360 1.62 0.18 47 1.6 0.5760 0.2040 0.0000 0.3720 1.79 0.20 48 1.6 0.5760 0.2040 0.0000 0.3720 1.79 0.21 49 1.7 0.6120 0.2040 0.0000 0.4080 1.97 0.22 50 1.8 0.6480 0.2040 0.0000 0.4440 2.14 0.24 51 1.9 0.6840 0.2040 0.0000 0.4800 2.31 0.25 52 2 0.7200 0.2040 0.0000 0.5160 2.49 0.27 53 2.1 0.7560 0.2040 0.0000 0.5520 2.66 0.29 54 2.1 0.7560 0.2040 0.0000 0.5520 2.66 0.31 55 2.2 0.7920 0.2040 0.0000 0.5880 2.83 0.33 56 2.3 0.8280 0.2040 0.0000 0.6240 3.01 0.35 57 2.4 0.8640 0.2040 0.0000 0.6600 3.18 0.37 58 2.4 0.8640 0.2040 0.0000 0.6600 3.18 0.39 59 2.5 0.9000 0.2040 0.0000 0.6960 3.35 0.41 60 2.6 0.9360 0.2040 0.0000 0.7320 3.53 0.44 61 3.1 1.1160 0.2040 0.0000 0.9120 4.40 0.47 62 3.6 1.2960 0.2040 0.0000 1.0920 5.26 0.50 63 3.9 1.4040 0.2040 0.0000 1.2000 5.78 0.54 64 4.2 1.5120 0.2040 0.0000 1.3080 6.30 0.59 65 4.7 1.6920 0.2040 0.0000 1.4880 7.17 0.64 66 5.6 2.0160 0.2040 0.0000 1.8120 8.73 0.70 67 1.9 0.6840 0.2040 0.0000 0.4800 2.31 0.71 • 68 0.9 0.3240 0.2040 0.0000 0.1200 0.58 0.72 69 0.6 0.2160 0.2040 0.0000 0.0120 0.06 0.72 70 0.5 0.1800 0.2040 0.1530 0.0270 0.13 0.72 71 0.3 0.1080 0.2040 0.0918 0.0162 0.08 0.72 72 0.2 0.0720 0.2040 0.0612 0.0108 0.05 0.72 r1 LJ • • • Watershed 100 Yr / 6 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON1 3 Peak Flow (cfs) 64.3 0.1869 Total Vol (ac -ft) 5.5 35.14 5 Volume` I fan--ftl f 1 0.5 0.1800 0.1869 0.1530 0.0270 0.95 0.01 2 0.6 0.2160 0.1869 0.0000 0.0291 1.02 0.01 3 0.6 0.2160 0.1869 0.0000 0.0291 1.02 0.02 4 0.6 0.2160 0.1869 0.0000 0.0291 1.02 0.03 5 0.6 0.2160 0.1869 0.0000 0.0291 1.02 0.03 6 0.7 0.2520 0.1869 0.0000 0.0651 2.29 0.05 7 0.7 0.2520 0.1869 0.0000 0.0651 2.29 0.07 8 0.7 0.2520 0.1869 0.0000 0.0651 2.29 0.08 9 0.7 0.2520 0.1869 0.0000 0.0651 2.29 0.10 10 0.7 0.2520 0.1869 0.0000 0.0651 2.29 0.11 11 0.7 0.2520 0.1869 0.0000 0.0651 2.29 0.13 12 0.8 0.2880 0.1869 0.0000 0.1011 3.55 0.15 13 0.8 0.2880 0.1869 0.0000 0.1011 3.55 0.18 14 0.8 0.2880 0.1869 0.0000 0.1011 3.55 0.20 15 0.8 0.2880 0.1869 0.0000 0.1011 3.55 0.23 16 0.8 0.2880 0.1869 0.0000 0.1011 3.55 0.25 17 0.8 0.2880 0.1869 0.0000 0.1011 3.55 0.28 18 0.8 0.2880 0.1869 0.0000 0.1011 3.55 0.30 19 0.8 0.2880 0.1869 0.0000 0.1011 3.55 0.32 20 0.8 0.2880 0.1869 0.0000 0.1011 3.55 0.35 21 0.8 0.2880 0.1869 0.0000 0.1011 3.55 0.37 22 0.8 0.2880 0.1869 0.0000 0.1011 3.55 0.40 23 0.8 0.2880 0.1869 0.0000 0.1011 3.55 0.42 24 0.9 0.3240 0.1869 0.0000 0.1371 4.82 0.46 25 0.8 0.2880 0.1869 0.0000 0.1011 3.55 0.48 26 0.9 0.3240 0.1869 0.0000 0.1371 4.82 0.51 27 0.9 0.3240 0.1869 0.0000 0.1371 4.82 0.55 28 0.9 0.3240 0.1869 0.0000 0.1371 4.82 0.58 29 0.9 0.3240 0.1869 0.0000 0.1371 4.82 0.61 30 0.9 0.3240 0.1869 0.0000 0.1371 4.82 0.65 31 0.9 0.3240 0.1869 0.0000 0.1371 4.82 0.68 32 0.9 0.3240 0.1869 0.0000 0.1371 4.82 0.71 33 1 0.3600 0.1869 0.0000 0.1731 6.08 0.75 34 1 0.3600 0.1869 0.0000 0.1731 6.08 0.80 35 1 0.3600 0.1869 0.0000 0.1731 6.08 0.84 36 1 0.3600 0.1869 0.0000 0.1731 6.08 0.88 37 1 0.3600 0.1869 0.0000 0.1731 6.08 0.92 38 1.1 0.3960 0.1869 0.0000 0.2091 7.35 0.97 39 1.1 0.3960 0.1869 0.0000 0.2091 7.35 1.02 40 1.1 0.3960 0.1869 0.0000 0.2091 7.35 1.07 41 1.2 0.4320 0.1869 0.0000 0.2451 8.61 1.13 42 1.3 0.4680 0.1869 0.0000 0.2811 9.88 1.20 • Period # - v Period ,: Percent„ Haim, __ Intensity in /hr max LOSS Low LOSS ' tttective , .: Rate ,:Rate Ihtensity ; . m /hr in /hr i F S' Flow : ( ,f .l cumulative �.� ..'Volume •' ac -ft 43 1.4 0.5040 0.1869 0.0000 0.3171 11.14 1.28 44 1.4 0.5040 0.1869 0.0000 0.3171 11.14 1.35 45 1.5 0.5400 0.1869 0.0000 0.3531 12.41 1.44 46 1.5 0.5400 0.1869 0.0000 0.3531 12.41 1.53 47 1.6 0.5760 0.1869 0.0000 0.3891 13.67 1.62 48 1.6 0.5760 0.1869 0.0000 0.3891 13.67 1.71 49 1.7 0.6120 0.1869 0.0000 0.4251 14.94 1.82 50 1.8 0.6480 0.1869 0.0000 0.4611 16.20 1.93 51 1.9 0.6840 0.1869 0.0000 0.4971 17.47 2.05 52 2 0.7200 0.1869 0.0000 0.5331 18.73 2.18 53 2.1 0.7560 0.1869 0.0000 0.5691 20.00 2.32 54 2.1 0.7560 0.1869 0.0000 0.5691 20.00 2.45 55 2.2 0.7920 0.1869 0.0000 0.6051 21.26 2.60 56 2.3 0.8280 0.1869 0.0000 0.6411 22.53 2.75 57 2.4 0.8640 0.1869 0.0000 0.6771 23.79 2.92 58 2.4 0.8640 0.1869 0.0000 0.6771 23.79 3.08 59 2.5 0.9000 0.1869 0.0000 0.7131 25.06 3.26 60 2.6 0.9360 0.1869 0.0000 0.7491 26.32 3.44 61 3.1 1.1160 0.1869 0.0000 0.9291 32.65 3.66 62 3.6 1.2960 0.1869 0.0000 1.1091 38.97 3.93 63 3.9 1.4040 0.1869 0.0000 1.2171 42.77 4.22 64 4.2 1.5120 0.1869 0.0000 1.3251 46.56 4.55 65 4.7 1.6920 0.1869 0.0000 1.5051 52.89 4.91 66 5.6 2.0160 0.1869 0.0000 1.8291 64.27 5.35 67 1.9 0.6840 0.1869 0.0000 0.4971 17.47 5.47 68 0.9 0.3240 0.1869 0.0000 0.1371 4.82 5.51 69 0.6 0.2160 0.1869 0.0000 0.0291 1.02 5.51 70 0.5 0.1800 0.1869 0.1530 0.0270 0.95 5.52 71 0.3 0.1080 0.1869 0.0918 0.0162 0.57 5.52 72 0.2 0.0720 0.1869 0.0612 0.0108 0.38 5.53 r1 �J • C] • Watershed 61 100 Yr / 6 Hr Rain (in) 3 Peak Flow (cfs) 6.2 Adjusted Loss Rate (in /hr) 0 Total Vol (ac -ft) 0.8 Total Area (Ac) 3.08 Hydrograph Sampling Period (min) 5 Rain Max Loss Low Loss Effective cumulative Period Flow Period # percent Intensity Rate Rate Intensity Volume (in /hr) (in /hrj�(in /hr) (in /hr) ( cfs ) _ (ac -ft) 1 0.5 0.1800 0.0000 0.0000 0.1800 0.55 0.00 2 0.6 0.2160 0.0000 0.0000 0.2160 0.67 0.01 3 0.6 0.2160 0.0000 0.0000 0.2160 0.67 0.01 4 0.6 0.2160 0.0000 0.0000 0.2160 0.67 0.02 5 0.6 0.2160 0.0000 0.0000 0.2160 0.67 0.02 6 0.7 0.2520 0.0000 0.0000 0.2520 0.78 0.03 7 0.7 0.2520 0.0000 0.0000 0.2520 0.78 0.03 8 0.7 0.2520 0.0000 0.0000 0.2520 0.78 0.04 9 0.7 0.2520 0.0000 0.0000 0.2520 0.78 0.04 10 0.7 0.2520 0.0000 0.0000 0.2520 0.78 0.05 11 0.7 0.2520 0.0000 0.0000 0.2520 0.78 0.05 12 0.8 0.2880 0.0000 0.0000 0.2880 0.89 0.06 13 0.8 0.2880 0.0000 0.0000 0.2880 0.89 0.07 14 0.8 0.2880 0.0000 0.0000 0.2880 0.89 0.07 15 0.8 0.2880 0.0000 0.0000 0.2880 0.89 0.08 16 0.8 0.2880 0.0000 0.0000 0.2880 0.89 0.08 17 0.8 0.2880 0.0000 0.0000 0.2880 0.89 0.09 18 0.8 0.2880 0.0000 0.0000 0.2880 0.89 0.10 19 0.8 0.2880 0.0000 0.0000 0.2880 0.89 0.10 20 0.8 0.2880 0.0000 0.0000 0.2880 0.89 0.11 21 0.8 0.2880 0.0000 0.0000 0.2880 0.89 0.12 22 0.8 0.2880 0.0000 0.0000 0.2880 0.89 0.12 23 0.8 0.2880 0.0000 0.0000 0.2880 0.89 0.13 24 0.9 0.3240 0.0000 0.0000 0.3240 1.00 0.13 25 0.8 0.2880 0.0000 0.0000 0.2880 0.89 0.14 26 0.9 0.3240 0.0000 0.0000 0.3240 1.00 0.15 27 0.9 0.3240 0.0000 0.0000 0.3240 1.00 0.15 28 0.9 0.3240 0.0000 0.0000 0.3240 1.00 0.16 29 0.9 0.3240 0.0000 0.0000 0.3240 1.00 0.17 30 0.9 0.3240 0.0000 0.0000 0.3240 1.00 0.17 31 0.9 0.3240 0.0000 0.0000 0.3240 1.00 0.18 32 0.9 0.3240 0.0000 0.0000 0.3240 1.00 0.19 33 1 0.3600 0.0000 0.0000 0.3600 1.11 0.20 34 1 0.3600 0.0000 0.0000 0.3600 1.11 0.20 35 1 0.3600 0.0000 0.0000 0.3600 1.11 0.21 36 1 0.3600 0.0000 0.0000 0.3600 1.11 0.22 37 1 0.3600 0.0000 0.0000 0.3600 1.11 0.23 38 1.1 0.3960 0.0000 0.0000 0.3960 1.22 0.24 39 1.1 0.3960 0.0000 0.0000 0.3960 1.22 0.24 40 1.1 0.3960 0.0000 0.0000 0.3960 1.22 0.25 41 1.2 0.4320 0.0000 0.0000 0.4320 1.33 0.26 42 1.3 0.4680 0.0000 0.0000 0.4680 1.44 0.27 • r� Rain :Max Loss Low Loss 'Effective Cumulative Period Flow Period #' Intensity + ; Rate Rate Intensity, `;Volume Percent ; ; (in /hr) (in /hr)�" (in /hr)(in /hr) (cfs) f '(ac ft ) 43 1.4 U.bU4U U.000U 0.0000 0.5040 1.55 0.28 44 1.4 0.5040 0.0000 0.0000 0.5040 1.55 0.29 45 1.5 0.5400 0.0000 0.0000 0.5400 1.66 0.30 46 1.5 0.5400 0.0000 0.0000 0.5400 1.66 0.32 47 1.6 0.5760 0.0000 0.0000 0.5760 1.77 0.33 48 1.6 0.5760 0.0000 0.0000 0.5760 1.77 0.34 49 1.7 0.6120 0.0000 0.0000 0.6120 1.88 0.35 50 1.8 0.6480 0.0000 0.0000 0.6480 2.00 0.37 51 1.9 0.6840 0.0000 0.0000 0.6840 2.11 0.38 52 2 0.7200 0.0000 0.0000 0.7200 2.22 0.40 53 2.1 0.7560 0.0000 0.0000 0.7560 2.33 0.41 54 2.1 0.7560 0.0000 0.0000 0.7560 2.33 0.43 55 2.2 0.7920 0.0000 0.0000 0.7920 2.44 0.45 56 2.3 0.8280 0.0000 0.0000 0.8280 2.55 0.46 57 2.4 0.8640 0.0000 0.0000 0.8640 2.66 0.48 58 2.4 0.8640 0.0000 0.0000 0.8640 2.66 0.50 59 2.5 0.9000 0.0000 0.0000 0.9000 2.77 0.52 60 2.6 0.9360 0.0000 0.0000 0.9360 2.88 0.54 61 3.1 1.1160 0.0000 0.0000 1.1160 3.44 0.56 62 3.6 1.2960 0.0000 0.0000 1.2960 3.99 0.59 63 3.9 1.4040 0.0000 0.0000 1.4040 4.32 0.62 64 4.2 1.5120 0.0000 0.0000 1.5120 4.66 0.65 65 4.7 1.6920 0.0000 0.0000 1.6920 5.21 0.69 66 5.6 2.0160 0.0000 0.0000 2.0160 6.21 0.73 67 1.9 0.6840 0.0000 0.0000 0.6840 2.11 0.74 68 0.9 0.3240 0.0000 0.0000 0.3240 1.00 0.75 . 69 0.6 0.2160 0.0000 0.0000 0.2160 0.67 0.76 70 0.5 0.1800 0.0000 0.0000 0.1800 0.55 0.76 71 0.3 0.1080 0.0000 0.0000 0.1080 0.33 0.76 72 0.2 0.0720 0.0000 0.0000 0.0720 0.22 0.76 • • • Watershed 100 Yr / 6 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON2 3 Peak Flow (cfs) 47.5 0.1869 Total Vol (ac -ft) 4.1 25.97 5 Rain Max Loss Low Loss_ Effective Cumulative 11 Period Flow � " ;Period # I Intensity Rate Rate ' Intensity Volume. Percent in /hr (in/ hr iri /hr (. -) ) (�)- (cfs) (in/hr) . (ac -ft) 1 0.5 0.1800 0.1869 0.1530 0.0270 0.70 0.00 2 0.6 0.2160 0.1869 0.0000 0.0291 0.76 0.01 3 0.6 0.2160 0.1869 0.0000 0.0291 0.76 0.02 4 0.6 0.2160 0.1869 0.0000 0.0291 0.76 0.02 5 0.6 0.2160 0.1869 0.0000 0.0291 0.76 0.03 6 0.7 0.2520 0.1869 0.0000 0.0651 1.69 0.04 7 0.7 0.2520 0.1869 0.0000 0.0651 1.69 0.05 8 0.7 0.2520 0.1869 0.0000 0.0651 1.69 0.06 9 0.7 0.2520 0.1869 0.0000 0.0651 1.69 0.07 10 0.7 0.2520 0.1869 0.0000 0.0651 1.69 0.08 11 0.7 0.2520 0.1869 0.0000 0.0651 1.69 0.10 12 0.8 0.2880 0.1869 0.0000 0.1011 2.63 0.11 13 0.8 0.2880 0.1869 0.0000 0.1011 2.63 0.13 14 0.8 0.2880 0.1869 0.0000 0.1011 2.63 0.15 15 0.8 0.2880 0.1869 0.0000 0.1011 2.63 0.17 16 0.8 0.2880 0.1869 0.0000 0.1011 2.63 0.19 17 0.8 0.2880 0.1869 0.0000 0.1011 2.63 0.20 18 0.8 0.2880 0.1869 0.0000 0.1011 2.63 0.22 19 0.8 0.2880 0.1869 0.0000 0.1011 2.63 0.24 20 0.8 0.2880 0.1869 0.0000 0.1011 2.63 0.26 21 0.8 0.2880 0.1869 0.0000 0.1011 2.63 0.28 22 0.8 0.2880 0.1869 0.0000 0.1011 2.63 0.29 23 0.8 0.2880 0.1869 0.0000 0.1011 2.63 0.31 24 0.9 0.3240 0.1869 0.0000 0.1371 3.56 0.34 25 0.8 0.2880 0.1869 0.0000 0.1011 2.63 0.36 26 0.9 0.3240 0.1869 0.0000 0.1371 3.56 0.38 27 0.9 0.3240 0.1869 0.0000 0.1371 3.56 0.40 28 0.9 0.3240 0.1869 0.0000 0.1371 3.56 0.43 29 0.9 0.3240 0.1869 0.0000 0.1371 3.56 0.45 30 0.9 0.3240 0.1869 0.0000 0.1371 3.56 0.48 31 0.9 0.3240 0.1869 0.0000 0.1371 3.56 0.50 32 0.9 0.3240 0.1869 0.0000 0.1371 3.56 0.53 33 1 0.3600 0.1869 0.0000 0.1731 4.50 0.56 34 1 0.3600 0.1869 0.0000 0.1731 4.50 0.59 35 1 0.3600 0.1869 0.0000 0.1731 4.50 0.62 36 1 0.3600 0.1869 0.0000 0.1731 4.50 0.65 37 1 0.3600 0.1869 0.0000 0.1731 4.50 0.68 38 1.1 0.3960 0.1869 0.0000 0.2091 5.43 0.72 39 1.1 0.3960 0.1869 0.0000 0.2091 5.43 0.76 40 1.1 0.3960 0.1869 0.0000 0.2091 5.43 0.79 41 1.2 0.4320 0.1869 0.0000 0.2451 6.37 0.84 42 1.3 0.4680 0.1869 0.0000 0.2811 7.30 0.89 ,Period # • Period ° Percent Rain Intensity ' in /hr Max Loss ° Rate /hr) Low Loss. ; Rate in /hr _ Effective Intensity . in /hr , . .Flow y (cfs) ` __ __ Cumulative' volume 43 1.4 0.5040 0.1869 0.0000 0.3171 8.24 0.94 44 1.4 0.5040 0.1869 0.0000 0.3171 8.24 1.00 45 1.5 0.5400 0.1869 0.0000 0.3531 9.17 1.06 46 1.5 0.5400 0.1869 0.0000 0.3531 9.17 1.13 47 1.6 0.5760 0.1869 0.0000 0.3891 10.10 1.20 48 1.6 0.5760 0.1869 0.0000 0.3891 10.10 1.27 49 1.7 0.6120 0.1869 0.0000 0.4251 11.04 1.34 50 1.8 0.6480 0.1869 0.0000 0.4611 11.97 1.43 51 1.9 0.6840 0.1869 0.0000 0.4971 12.91 1.51 52 2 0.7200 0.1869 0.0000 0.5331 13.84 1.61 53 2.1 0.7560 0.1869 0.0000 0.5691 14.78 1.71 54 2.1 0.7560 0.1869 0.0000 0.5691 14.78 1.81 55 2.2 0.7920 0.1869 0.0000 0.6051 15.71 1.92 56 2.3 0.8280 0.1869 0.0000 0.6411 16.65 2.04 57 2.4 0.8640 0.1869 0.0000 0.6771 17.58 2.16 58 2.4 0.8640 0.1869 0.0000 0.6771 17.58 2.28 59 2.5 0.9000 0.1869 0.0000 0.7131 18.52 2.41 60 2.6 0.9360 0.1869 0.0000 0.7491 19.45 2.54 61 3.1 1.1160 0.1869 0.0000 0.9291 24.13 2.71 62 3.6 1.2960 0.1869 0.0000 1.1091 28.80 2.90 63 3.9 1.4040 0.1869 0.0000 1.2171 31.61 3.12 64 4.2 1.5120 0.1869 0.0000 1.3251 34.41 3.36 65 4.7 1.6920 0.1869 0.0000 1.5051 39.09 3.63 66 5.6 2.0160 0.1869 0.0000 1.8291 47.50 3.96 67 1.9 0.6840 0.1869 0.0000 0.4971 12.91 4.04 • 68 0.9 0.3240 0.1869 0.0000 0.1371 3.56 4.07 69 0.6 0.2160 0.1869 0.0000 0.0291 0.76 4.07 70 0.5 0.1800 0.1869 0.1530 0.0270 0.70 4.08 71 0.3 0.1080 0.1869 0.0918 0.0162 0.42 4.08 72 0.2 0.0720 0.1869 0.0612 0.0108 0.28 4.08 • Watershed 100 Yr / 6 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON3 3 Peak Flow (cfs) 50.1 0.1869 Total Vol (ac -ft) 4.3 27.37 5 Period Rain Max Loss" 'Low Loss _Effective Cumulative Flow Period # Intensity Rate Rate Intensity. (cfs) Volume! • Percent - m /hr (in /hi)__ __(in /hr) (ac-ft)� i u.a U. -i uuu u.l i9by U. "I b3U U.U270 0.74 0.01 2 0.6 0.2160 0.1869 0.0000 0.0291 0.80 0.01 3 0.6 0.2160 0.1869 0.0000 0.0291 0.80 0.02 4 0.6 0.2160 0.1869 0.0000 0.0291 0.80 0.02 5 0.6 0.2160 0.1869 0.0000 0.0291 0.80 0.03 6 0.7 0.2520 0.1869 0.0000 0.0651 1.78 0.04 7 0.7 0.2520 0.1869 0.0000 0.0651 1.78 0.05 8 0.7 0.2520 0.1869 0.0000 0.0651 1.78 0.06 9 0.7 0.2520 0.1869 0.0000 0.0651 1.78 0.08 10 0.7 0.2520 0.1869 0.0000 0.0651 1.78 0.09 11 0.7 0.2520 0.1869 0.0000 0.0651 1.78 0.10 12 0.8 0.2880 0.1869 0.0000 0.1011 2.77 0.12 13 0.8 0.2880 0.1869 0.0000 0.1011 2.77 0.14 14 0.8 0.2880 0.1869 0.0000 0.1011 2.77 0.16 15 0.8 0.2880 0.1869 0.0000 0.1011 2.77 0.18 16 0.8 0.2880 0.1869 0.0000 0.1011 2.77 0.20 17 0.8 0.2880 0.1869 0.0000 0.1011 2.77 0.22 18 0.8 0.2880 0.1869 0.0000 0.1011 2.77 0.23 19 0.8 0.2880 0.1869 0.0000 0.1011 2.77 0.25 20 0.8 0.2880 0.1869 0.0000 0.1011 2.77 0.27 21 0.8 0.2880 0.1869 0.0000 0.1011 2.77 0.29 22 0.8 0.2880 0.1869 0.0000 0.1011 2.77 0.31 23 0.8 0.2880 0.1869 0.0000 0.1011 2.77 0.33 24 0.9 0.3240 0.1869 0.0000 0.1371 3.75 0.36 25 0.8 0.2880 0.1869 0.0000 0.1011 2.77 0.37 26 0.9 0.3240 0.1869 0.0000 0.1371 3.75 0.40 27 0.9 0.3240 0.1869 0.0000 0.1371 3.75 0.43 28 0.9 0.3240 0.1869 0.0000 0.1371 3.75 0.45 29 0.9 0.3240 0.1869 0.0000 0.1371 3.75 0.48 30 0.9 0.3240 0.1869 0.0000 0.1371 3.75 0.50 31 0.9 0.3240 0.1869 0.0000 0.1371 3.75 0.53 32 0.9 0.3240 0.1869 0.0000 0.1371 3.75 0.56 33 1 0.3600 0.1869 0.0000 0.1731 4.74 0.59 34 1 0.3600 0.1869 0.0000 0.1731 4.74 0.62 35 1 0.3600 0.1869 0.0000 0.1731 4.74 0.65 36 1 0.3600 0.1869 0.0000 0.1731 4.74 0.69 37 1 0.3600 0.1869 0.0000 0.1731 4.74 0.72 38 1.1 0.3960 0.1869 0.0000 0.2091 5.72 0.76 39 1.1 0.3960 0.1869 0.0000 0.2091 5.72 0.80 40 1.1 0.3960 0.1869 0.0000 0.2091 5.72 0.84 41 1.2 0.4320 0.1869 0.0000 0.2451 6.71 0.88 42 1.3 0.4680 0.1869 0.0000 0.2811 7.69 0.94 L� • • Rain 6Wax Los Low Loss Effective Cumulative Period, - Flow Period # intensity,', m , Rate Rate. ,r. Intensity Volue Percent (in6) (inLh�). a" .(cfs) 4J 1.4 U.bU4U U.1S69 U.000U 0.3171 8.68 1.00 44 1.4 0.5040 0.1869 0.0000 0.3171 8.68 1.06 45 1.5 0.5400 0.1869 0.0000 0.3531 9.66 1.12 46 1.5 0.5400 0.1869 0.0000 0.3531 9.66 1.19 47 1.6 0.5760 0.1869 0.0000 0.3891 10.65 1.26 48 1.6 0.5760 0.1869 0.0000 0.3891 10.65 1.34 49 1.7 0.6120 0.1869 0.0000 0.4251 11.63 1.42 50 1.8 0.6480 0.1869 0.0000 0.4611 12.62 1.50 51 1.9 0.6840 0.1869 0.0000 0.4971 13.61 1.60 52 2 0.7200 0.1869 0.0000 0.5331 14.59 1.70 53 2.1 0.7560 0.1869 0.0000 0.5691 15.58 1.80 54 2.1 0.7560 0.1869 0.0000 0.5691 15.58 1.91 55 2.2 0.7920 0.1869 0.0000 0.6051 16.56 2.02 56 2.3 0.8280 0.1869 0.0000 0.6411 17.55 2.15 57 2.4 0.8640 0.1869 0.0000 0.6771 18.53 2.27 58 2.4 0.8640 0.1869 0.0000 0.6771 18.53 2.40 59 2.5 0.9000 0.1869 0.0000 0.7131 19.52 2.54 60 2.6 0.9360 0.1869 0.0000 0.7491 20.50 2.68 61 3.1 1.1160 0.1869 0.0000 0.9291 25.43 2.85 62 3.6 1.2960 0.1869 0.0000 1.1091 30.36 3.06 63 3.9 1.4040 0.1869 0.0000 1.2171 33.31 3.29 64 4.2 1.5120 0.1869 0.0000 1.3251 36.27 3.54 65 4.7 1.6920 0.1869 0.0000 1.5051 41.19 3.82 66 5.6 2.0160 0.1869 0.0000 1.8291 50.06 4.17 67 1.9 0.6840 0.1869 0.0000 '0.4971 13.61 4.26 68 0.9 0.3240 0.1869 0.0000 0.1371 3.75 4.29 69 0.6 0.2160 0.1869 0.0000 0.0291 0.80 4.29 70 0.5 0.1800 0.1869 0.1530 0.0270 0.74 4.30 71 0.3 0.1080 0.1869 0.0918 0.0162 0.44 4.30 72 0.2 0.0720 0.1869 0.0612 0.0108 0.30 4.30 • • LJ Watershed B2 100 Yr / 6 Hr Rain (in) 3 Peak Flow (cfs) 5.6 Adjusted Loss Rate (in /hr) 0 Total Vol (ac -ft) 0.7 Total Area (Ac) 2.78 Hydrograph Sampling Period (min) 5 Rain Max Loss -Low Loss Effective Cumulative Period # Period Intensity Rate Rate Intensity Flow Volume Percent ;nlhr (cfs) (ac -ft) 1 0.5 0.1800 0.0000 0.0000 0.1800 0.50 0.00 2 0.6 0.2160 0.0000 0.0000 0.2160 0.60 0.01 3 0.6 0.2160 0.0000 0.0000 0.2160 0.60 0.01 4 0.6 0.2160 0.0000 0.0000 0.2160 0.60 0.02 5 0.6 0.2160 0.0000 0.0000 0.2160 0.60 0.02 6 0.7 0.2520 0.0000 0.0000 0.2520 0.70 0.02 7 0.7 0.2520 0.0000 0.0000 0.2520 0.70 0.03 8 0.7 0.2520 0.0000 0.0000 0.2520 0.70 0.03 9 0.7 0.2520 0.0000 0.0000 0.2520 0.70 0.04 10 0.7 0.2520 0.0000 0.0000 0.2520 0.70 0.04 11 0.7 0.2520 0.0000 0.0000 0.2520 0.70 0.05 12 0.8 0.2880 0.0000 0.0000 0.2880 0.80 0.05 13 0.8 0.2880 0.0000 0.0000 0.2880 0.80 0.06 14 0.8 0.2880 0.0000 0.0000 0.2880 0.80 0.07 15 0.8 0.2880 0.0000 0.0000 0.2880 0.80 0.07 16 0.8 0.2880 0.0000 0.0000 0.2880 0.80 0.08 17 0.8 0.2880 0.0000 0.0000 0.2880 0.80 .0.08 18 0.8 0.2880 0.0000 0.0000 0.2880 0.80 0.09 19 0.8 0.2880 0.0000 0.0000 0.2880 0.80 0.09 20 0.8 0.2880 0.0000 0.0000 0.2880 0.80 0.10 21 0.8 0.2880 0.0000 0.0000 0.2880 0.80 0.10 22 0.8 0.2880 0.0000 0.0000 0.2880 0.80 0.11 23 0.8 0.2880 0.0000 0.0000 0.2880 0.80 0.12 24 0.9 0.3240 0.0000 0.0000 0.3240 0.90 0.12 25 0.8 0.2880 0.0000 0.0000 0.2880 0.80 0.13 26 0.9 0.3240 0.0000 0.0000 0.3240 0.90 0.13 27 0.9 0.3240 0.0000 0.0000 0.3240 0.90 0.14 28 0.9 0.3240 0.0000 0.0000 0.3240 0.90 0.15 29 0.9 0.3240 0.0000 0.0000 0.3240 0.90 0.15 30 0.9 0.3240 0.0000 0.0000 0.3240 0.90 0.16 31 0.9 0.3240 0.0000 0.0000 0.3240 0.90 0.16 32 0.9 0.3240 0.0000 0.0000 0.3240 0.90 0.17 33 1 0.3600 0.0000 0.0000 0.3600 1.00 0.18 34 1 0.3600 0.0000 0.0000 0.3600 1.00 0.18 35 1 0.3600 0.0000 0.0000 0.3600 1.00 0.19 36 1 0.3600 0.0000 0.0000 0.3600 1.00 0.20 37 1 0.3600 0.0000 0.0000 0.3600 1.00 0.20 38 1.1 0.3960 0.0000 0.0000 0.3960 1.10 0.21 39 1.1 0.3960 0.0000 0.0000 0.3960 1.10 0.22 40 1.1 0.3960 0.0000 0.0000 0.3960 1.10 0.23 41 1.2 0.4320 0.0000 0.0000 0.4320 1.20 0.24 42 1.3 0.4680 0.0000 0.0000 0.4680 1.30 0.24 • r1 L _J Period # * - - Period Percent Rain Max Loss Intensity 4; Rate; (in /hr) ' (in /hr). Low Loss Effective- `� . i Rate Intensity: (in /hr) _- (in/hr )" -� Flow cfs ( ) Cumulative ' • Volume's -�k . a . (ac-ft)�... 43 1.4 0.5040 0.0000 0.0000 0.5040 1.40 0.25 44 1.4 0.5040 0.0000 0.0000 0.5040 1.40 0.26 45 1.5 0.5400 0.0000 0.0000 0.5400 1.50 0.27 46 1.5 0.5400 0.0000 0.0000 0.5400 1.50 0.28 47 1.6 0.5760 0.0000 0.0000 0.5760 1.60 0.30 48 1.6 0.5760 0.0000 0.0000 0.5760 1.60 0.31 49 1.7 0.6120 0.0000 0.0000 0.6120 1.70 0.32 50 1.8 0.6480 0.0000 0.0000 0.6480 1.80 0.33 51 1.9 0.6840 0.0000 0.0000 0.6840 1.90 0.34 52 2 0.7200 0.0000 0.0000 0.7200 2.00 0.36 53 2.1 0.7560 0.0000 0.0000 0.7560 2.10 0.37 54 2.1 0.7560 0.0000 0.0000 0.7560 2.10 0.39 55 2.2 0.7920 0.0000 0.0000 0.7920 2.20 0.40 56 2.3 0.8280 0.0000 0.0000 0.8280 2.30 0.42 57 2.4 0.8640 0.0000 0.0000 0.8640 2.40 0.43 58 2.4 0.8640 0.0000 0.0000 0.8640 2.40 0.45 59 2.5 0.9000 0.0000 0.0000 0.9000 2.50 0.47 60 2.6 0.9360 0.0000 0.0000 0.9360 2.60 0.49 61 3.1 1.1160 0.0000 0.0000 1.1160 3.10 0.51 62 3.6 1.2960 0.0000 0.0000 1.2960 3.60 0.53 63 3.9 1.4040 0.0000 0.0000 1.4040 3.90 0.56 64 4.2 1.5120 0.0000 0.0000 1.5120 4.20 0.59 65 4.7 1.6920 0.0000 0.0000 1.6920 4.70 0.62 66 5.6 2.0160 0.0000 0.0000 2.0160 5.60 0.66 67 1.9 0.6840 0.0000 0.0000 0.6840 1.90 0.67 68 0.9 0.3240 0.0000 0.0000 0.3240 0.90 0.68 69 0.6 0.2160 0.0000 0.0000 0.2160 0.60 0.68 70 0.5 0.1800 0.0000 0.0000 0.1800 0.50 0.69 71 0.3 0.1080 0.0000 0.0000 0.1080 0.30 0.69 72 0.2 0.0720 0.0000 0.0000 0.0720 0.20 0.69 • • Watershed 100 Yr / 6 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON4 3 Peak Flow (cfs) 32.4 0.1869 Total Vol (ac -ft) 2.8 17.72 5 Period Rain Max Loss Low Loss Effective Flow Cumulative .Period # Percent Intensity Rate Rate Intensity ' cfs Volume (in /hr) (in /hr) (in /hr) (in /hr) ( ) (acA 1 u.5 U.1 UUU U.1869 0.1530 0.0270 0.48 0.00 2 0.6 0.2160 0.1869 0.0000 0.0291 0.52 0.01 3 0.6 0.2160 0.1869 0.0000 0.0291 0.52 0.01 4 0.6 0.2160 0.1869 0.0000 0.0291 0.52 0.01 5 0.6 0.2160 0.1869 0.0000 0.0291 0.52 0.02 6 0.7 0.2520 0.1869 0.0000 0.0651 1.15 0.03 7 0.7 0.2520 0.1869 0.0000 0.0651 1.15 0.03 8 0.7 0.2520 0.1869 0.0000 0.0651 1.15 0.04 9 0.7 0.2520 0.1869 0.0000 0.0651 1.15 0.05 10 0.7 0.2520 0.1869 0.0000 0.0651 1.15 0.06 11 0.7 0.2520 0.1869 0.0000 0.0651 1.15 0.07 12 0.8 0.2880 0.1869 0.0000 0.1011 1.79 0.08 13 0.8 0.2880 0.1869 0.0000 0.1011 1.79 0.09 14 0.8 0.2880 0.1869 0.0000 0.1011 1.79 0.10 15 0.8 0.2880 0.1869 0.0000 0.1011 1.79 0.11 16 0.8 0.2880 0.1869 0.0000 0.1011 1.79 0.13 17 0.8 0.2880 0.1869 0.0000 0.1011 1.79 0.14 18 0.8 0.2880 0.1869 0.0000 0.1011 1.79 0.15 19 0.8 0.2880 0.1869 0.0000 0.1011 1.79 0.16 20 0.8 0.2880 0.1869 0.0000 0.1011 1.79 0.18 21 0.8 0.2880 0.1869 0.0000 0.1011 1.79 0.19 22 0.8 0.2880 0.1869 0.0000 0.1011 1.79 0.20 23 0.8 0.2880 0.1869 0.0000 0.1011 1.79 0.21 24 0.9 0.3240 0.1869 0.0000 0.1371 2.43 0.23 25 0.8 0.2880 0.1869 0.0000 0.1011 1.79 0.24 26 0.9 0.3240 0.1869 0.0000 0.1371 2.43 0.26 27 0.9 0.3240 0.1869 0.0000 0.1371 2.43 0.28 28 0.9 0.3240 0.1869 0.0000 0.1371 2.43 0.29 29 0.9 0.3240 0.1869 0.0000 0.1371 2.43 0.31 30 0.9 0.3240 0.1869 0.0000 0.1371 2.43 0.33 31 0.9 0.3240 0.1869 0.0000 0.1371 2.43 0.34 32 0.9 0.3240 0.1869 0.0000 0.1371 2.43 0.36 33 1 0.3600 0.1869 0.0000 0.1731 3.07 0.38 34 1 0.3600 0.1869 0.0000 0.1731 3.07 0.40 35 1 0.3600 0.1869 0.0000 0.1731 3.07 0.42 36 1 0.3600 0.1869 0.0000 0.1731 3.07 0.44 37 1 0.3600 0.1869 0.0000 0.1731 3.07 0.47 38 1.1 0.3960 0.1869 0.0000 0.2091 3.71 0.49 39 1.1 0.3960 0.1869 0.0000 0.2091 3.71 0.52 40 1.1 0.3960 0.1869 0.0000 0.2091 3.71 0.54 41 1.2 0.4320 0.1869 0.0000 0.2451 4.34 0.57 42 1.3 0.4680 0.1869 0.0000 0.2811 4.98 0.61 ' PeriO� Kain maX LOSS LOW, LOSS, :Effective Cumulative ]hteniib Ow . 43 1.4 0.5040 0.1869 0.0000 0.3171 5.62 0.64 44 1.4 0.5040 01869 0.0000 0.3171 5.62 0.68 ' 45 1.5 0.5400 0.1869 0.0000 0.3531 6.26 073 46 1.5 0.5400 0.1869 0.0000 0.3531 6.26 0J7 47 1.6 0.5760 0.1869 0.0000 0.3891 6.89 0.82 48 1.8 0.9760 0.1869 0.0000 0.3891 6.89 0.86 49 1.7 0.6120 0.1869 0.0000 0.4251 7.63 0.92 50 1.8 0.6488 0.1869 0.0000 0.4611 8.17 0.97 51 1.9 0.6840 0.1869 0.0000 0.4871 8.81 1.03 SZ 3 0J200 0.1868 0.0000 8.5331 9.45 1.10 63 3.1 0J660 0.1869 0.0000 0.5691 10.08 1.17 54 2.1 07560 0.1888 0.0000 0.5691 10.08 1.24 55 3.2 07920 0.1869 0.0000 0.6051 1072 1.31 56 2.3 0.8280 0.1869 0.8000 0.6411 11.36 1.39 57 2.4 0.8640 0.1869 0.0000 0.6771 13.00 1.47 68 2.4 0.8640 0.1868 0.0000 0.6771 12.00 1.55 59 2.5 0.0000 0.1869 0.0000 0J131 12.64 1.64 GU %.G 0.9360 0.1868 0.0000 0.7491 13.27 173 61 3.1 1.1160 0.1868 0.0000 0.9291 16.46 1.85 62 3.6 1.2860 0.1868 0.0000 1.1091 19.65' 1.98 63 3.9 1.4040 0.1869 0.0000 1.2171 21.67 2.13 64 4.2 1.5120 0.1869 0.0000 1.3251 23.48 2.29 65 47 1.6820 0.1868 0.0000 1.5051 26.67 2.48 GG 5.6 2.0160 0.1869 0.0000 1.8291 32.41 270 67 1.9 0.6840 0.1869 0.0000 0.4871 8.81 2.76 68 0.9 0.3240. 0.1868 0.0000 0.1371 2.43 378 GB 0.6 0.2160 0.1868 0.0000 0.0291 0.52 2.78 70 0.6 0.1800 0.1869 0.1530 0.0270 0.48 2.78 71 0.3 0.1080' 0.1869 0.0918 0.0162 0.39 2.79 72 0.2 0.0720 0.1869 0.0612 0.0108 0.19 279 ^ 0 0 CJ Watershed 100 Yr / 6 Hr Rain (in) Adjusted Loss Rate (in /hr)- Total Area (Ac) Hydrograph Sampling Period (min) Ave 62 West 3 0.2024 5.2818 5 Peak Flow (cfs) 9.6 Total Vol (ac -ft) 0.8 Rain Max Loss Low Loss Effective ° Cumulative, Period # Period Intensity Rate Rate Intensity Flow Volume Percent in /hr (cfs) (�)_ (in/hr) (in /hr). (ac -ft) I U.b U.1 t$UU U.2U24 U.1 b3U 0.0270 0.14 0.00 2 0.6 0.2160 0.2024 0.0000 0.0136 0.07 0.00 3 0.6 0.2160 0.2024 0.0000 0.0136 0.07 0.00 4 0.6 0.2160 0.2024 0.0000 0.0136 0.07 0.00 5 0.6 0.2160 0.2024 0.0000 0.0136 0.07 0.00 6 0.7 0.2520 .0.2024 0.0000 0.0496 0.26 0.00 7 0.7 0.2520 0.2024 0.0000 0.0496 0.26 0.01 8 0.7 0.2520 0.2024 0.0000 0.0496 0.26 0.01 9 0.7 0.2520 0.2024 0.0000 0.0496 0.26 0.01 10 0.7 0.2520 0.2024 0.0000 0.0496 0.26 0.01 11 0.7 0.2520 0.2024 0.0000 0.0496 0.26 0.01 12 0.8 0.2880 0.2024 0.0000 0.0856 0.45 0.02 13 0.8 0.2880 0.2024 0.0000 0.0856 0.45 0.02 14 0.8 0.2880 0.2024 0.0000 0.0856 0.45 0.02 15 0.8 0.2880 0.2024 0.0000 0.0856 0.45 0.03 16 0.8 0.2880 0.2024 0.0000 0.0856 0.45 0.03 17 0.8 0.2880 0.2024 0.0000 0.0856 0.45 0.03 18 0.8 0.2880 0.2024 0.0000 0.0856 0.45 0.04 19 0.8 0.2880 0.2024 0.0000 0.0856 0.45 0.04 20 0.8 0.2880 0.2024 0.0000 0.0856 0.45 0.04 21 0.8 0.2880 0.2024 0.0000 0.0856 0.45 0.04 22 0.8 0.2880 0.2024 0.0000 0.0856 0.45 0.05 23 0.8 0.2880 0.2024 0.0000 0.0856 0.45 0.05 24 0.9 0.3240 0.2024 0.0000 0.1216 0.64 0.06 25 0.8 0.2880 0.2024 0.0000 0.0856 0.45 0.06 26 0.9 0.3240 0.2024 0.0000 0.1216 0.64 0.06 27 0.9 0.3240 0.2024 0.0000 0.1216 0.64 0.07 28 0.9 0.3240 0.2024 0.0000 0.1216 0.64 0.07 29 0.9 0.3240 0.2024 0.0000 0.1216 0.64 0.08 30 0.9 0.3240 0.2024 0.0000 0.1216 0.64 0.08 31 0.9 0.3240 0.2024 0.0000 0.1216 0.64 0.09 32 0.9 0.3240 0.2024 0.0000 0.1216 0.64 0.09 33 1 0.3600 0.2024 0.0000 0.1576 0.83 0.10 34 1 0.3600 0.2024 0.0000 0.1576 0.83 0.10 35 1 0.3600 0.2024 0.0000 0.1576 0.83 0.11 36 1 0.3600 0.2024 0.0000 0.1576 0.83 0.11 37 1 0.3600 0.2024 0.0000 0.1576 0.83 0.12 38 1.1 0.3960 0.2024 0.0000 0.1936 1.02 0.13 39 1.1 0.3960 0.2024 0.0000 0.1936 1.02 0.13 40 1.1 0.3960 0.2024 0.0000 0.1936 1.02 0.14 41 1.2 0.4320 0.2024 0.0000 0.2296 1.21 0.15 42 1.3 0.4680 0.2024 0.0000 0.2656 1.40 0.16 • • Period Rain - Max Loss Low Loss - - Cumulative Period # R Intensit `Rate Rate. Intensity Flow un volume; Percent ' y .(in /hr)- `(in /h�) (in /hr)` (in /hr) (cfs) yo i.'i U.Z)U4U U.ZUZ4 U.000U U.Julb 1.59 0.17 44 1.4 0.5040 0.2024 0.0000 0.3016 1.59 0.18 45 1.5 0.5400 0.2024 0.0000 0.3376 1.78 0.19 46 1.5 0.5400 0.2024 0.0000 0.3376 1.78 0.20 47 1.6 0.5760 0.2024 0.0000 0.3736 1.97 0.22 48 1.6 0.5760 0.2024 0.0000 0.3736 1.97 0.23 49 1.7 0.6120 0.2024 0.0000 0.4096 2.16 0.25 50 1.8 0.6480 0.2024 0.0000 0.4456 2.35 0.26 51 1.9 0.6840 0.2024 0.0000 0.4816 2.54 0.28 52 2 0.7200 0.2024 0.0000 0.5176 2.73 0.30 53 2.1 0.7560 0.2024 0.0000 0.5536 2.92. 0.32 54 2.1 0.7560 0.2024 0.0000 0.5536 2.92 0.34 55 2.2 0.7920 0.2024 0.0000 0.5896 3.11 0.36 56 2.3 0.8280 0.2024 0.0000 0.6256 3.30 0.38 57 2.4 0.8640 0.2024 0.0000 0.6616 3.49 0.41 58 2.4 0.8640 0.2024 0.0000 0.6616 3.49 0.43 59 2.5 0.9000 0.2024 0.0000 0.6976 3.68 0.46 60 2.6 0.9360 0.2024 0.0000 0.7336 3.87 0.48 61 3.1 1.1160 0.2024 0.0000 0.9136 4.83 0.52 62 3.6 1.2960 0.2024 0.0000 1.0936 5.78 0.56 63 3.9 1.4040 0.2024 0.0000 1.2016 6.35 0.60 64 4.2 1.5120 0.2024 0.0000 1.3096 6.92 0.65 65 4.7 1.6920 0.2024 0.0000 1.4896 7.87 0.70 66 5.6 2.0160 0.2024 0.0000 1.8136 9.58 0.77 67 1.9 0.6840 0.2024 0.0000 0.4816 2.54 0.79 68 0.9 0.3240 0.2024 0.0000 0.1216 0.64 0.79 69 0.6 0.2160 0.2024 0.0000 0.0136 0.07 0.79 70 0.5 0.1800 0.2024 0.1530 0.0270 0.14 0.79 71 0.3 0.1080 0.2024 0.0918 0.0162 0.09 0.79 72 0.2 0.0720 0.2024 0.0612 0.0108 0.06 0.79 • • LJ Watershed g3 100 Yr / 6 Hr Rain (in) 3 Peak Flow (cfs) 2.6 Adjusted Loss Rate (in /hr) 0 Total Vol (ac -ft) 0.3 Total Area (Ac) 1.3 Hydrograph Sampling Period (min) 5 Period Rain Max Loss Low Loss Effective Flow Cumulative Period # Intensity Rate Rate Intensity Volume Percent in /hr (cfs) (�) (in /hr) (in /hr) _ _ (in /hr) (ac -ft) I U.5 U.1 MU U.000U 0.0000 0.1800 0.23 0.00 2 0.6 0.2160 0.0000 0.0000 0.2160 0.28 0.00 3 0.6 0.2160 0.0000 0.0000 0.2160 0.28 0.01 4 0.6 0.2160 0.0000 0.0000 0.2160 0.28 0.01 5 0.6 0.2160 0.0000 0.0000 0.2160 0.28 0.01 6 0.7 0.2520 0.0000 0.0000 0.2520 0.33 0.01 7 0.7 0.2520 0.0000 0.0000 0.2520 0.33 0.01 8 0.7 0.2520 0.0000 0.0000 0.2520 0.33 0.02 9 0.7 0.2520 0.0000 0.0000 0.2520 0.33 0.02 10 0.7 0.2520 0.0000 0.0000 0.2520 0.33 0.02 11 0.7 0.2520 0.0000 0.0000 0.2520 0.33 0.02 12 0.8 0.2880 0.0000 0.0000 0.2880 0.37 0.03 13 0.8 0.2880 0.0000 0.0000 0.2880 0.37 0.03 14 0.8 0.2880 0.0000 0.0000 0.2880 0.37 0.03 15 0.8 0.2880 0.0000 0.0000 0.2880 0.37 0.03 16 0.8 0.2880 0.0000 0.0000 0.2880 0.37 0.04 17 0.8 0.2880 0.0000 0.0000 0.2880 0.37 0.04 18 0.8 0.2880 0.0000 0.0000 0.2880 0.37 0.04 19 0.8 0.2880 0.0000 0.0000 0.2880 0.37 0.04 20 0.8 0.2880 0.0000 0.0000 0.2880 0.37 0.05 21 0.8 0.2880 0.0000 0.0000 0.2880 0.37 0.05 22 0.8 0.2880 0.0000 0.0000 0.2880 0.37 0.05 23 0.8 0.2880 0.0000 0.0000 0.2880 0.37 0.05 24 0.9 0.3240 0.0000 0.0000 0.3240 0.42 0.06 25 0.8 0.2880 0.0000 0.0000 0.2880 0.37 0.06 26 0.9 0.3240 0.0000 0.0000 0.3240 0.42 0.06 27 0.9 0.3240 0.0000 0.0000 0.3240 0.42 0.07 28 0.9 0.3240 0.0000 0.0000 0.3240 0.42 0.07 29 0.9 0.3240 0.0000 0.0000 0.3240 0.42 0.07 30 0.9 0.3240 0.0000 0.0000 0.3240 0.42 0.07 31 0.9 0.3240 0.0000 0.0000 0.3240 0.42 0.08 32 0.9 0.3240 0.0000 0.0000 0.3240 0.42 0.08 33 1 0:3600 0.0000 0.0000 0.3600 0.47 0.08 34 1 0.3600 0.0000 0.0000 0.3600 0.47 0.09 35 1 0.3600 0.0000 0.0000 0.3600 0.47 0.09 36 1 0.3600 0.0000 0.0000 0.3600 0.47 0.09 37 1 0.3600 0.0000 0.0000 0.3600 0.47 0.10 38 1.1 0.3960 0.0000 0.0000 0.3960 0.51 0.10 39 1.1 0.3960 0.0000 0.0000 0.3960 0.51 0.10 40 1.1 0.3960 0.0000 0.0000 0.3960 0.51 0.11 41 1.2 0.4320 0.0000 0.0000 0.4320 0.56 0.11 42 1.3 0.4680 0.0000 0.0000 0.4680 0.61 0.11 • C • Period; Rain Max Loss Low Loss '.. Effective, ` Flow 76 mulative 'Period# - , Intensity ` Rate. Rate". ,Intensity Volume s Percent (cfs). . - __ _ �' (in /hr) . " (in /hr) ti (ac -ft) ..� 4.3 l.4 U.5u4u u.uuuu U.000U 0.5040 0.66 0.12 44 1.4 0.5040 0.0000 0.0000 0.5040 0.66 0.12 45 1.5 0.5400 0.0000 0.0000 0.5400 0.70 0.13 46 1.5 0.5400 0.0000 0.0000 0.5400 0.70 0.13 47 1.6 0.5760 0.0000 0.0000 0.5760 0.75 0.14 48 1.6 0.5760 0.0000 0.0000 0.5760 0.75 0.14 49 1.7 0.6120 0.0000 0.0000 0.6120 0.80 0.15 50 1.8 0.6480 0.0000 0.0000 0.6480 0.84 0.15 51 1.9 0.6840 0.0000 0.0000 0.6840 0.89 0.16 52 2 0.7200 0.0000 0.0000 0.7200 0.94 0.17 53 2.1 0.7560 0.0000 0.0000 0.7560 0.98 0.17 54 2.1 0.7560 0.0000 0.0000 0.7560 0.98 0.18 55 2.2 0.7920 0.0000 0.0000 0.7920 1.03 0.19 56 2.3 0.8280 0.0000 0.0000 0.8280 1.08 0.20 57 2.4 0.8640 0.0000 0.0000 0.8640 1.12 0.20 58 2.4 0.8640 0.0000 0.0000 0.8640 1.12 0.21 59 2.5 0.9000 0.0000 0.0000 0.9000 1.17 0.22 60 2.6 0.9360 0.0000 0.0000 0.9360 1.22 0.23 61 3.1 1.1160 0.0000 0.0000 1.1160 1.45 0.24 62 3.6 1.2960 0.0000 0.0000 1.2960 1.68 0.25 63 3.9 1.4040 0.0000 0.0000 1.4040 1.83 0.26 64 4.2 1.5120 0.0000 0.0000 1.5120 1.97 0.27 65 4.7 1.6920 0.0000 0.0000 1.6920 2.20 0.29 66 5.6 2.0160 0.0000 0.0000 2.0160 2.62 0.31 67 1.9 0.6840 0.0000 0.0000 0.6840 0.89 0.31 68 0.9 0.3240 0.0000 0.0000 0.3240 0.42 0.32 69 0.6 0.2160 0.0000 0.0000 0.2160 0.28 0.32 70 0.5 0.1800 0.0000 0.0000 0.1800 0.23 0.32 71 0.3 0.1080 0.0000 0.0000 0.1080 0.14 0.32 72 0.2 0.0720 0.0000 0.0000 0.0720 0.09 0.32 • Watershed OFF1 100 Yr / 6 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) Period Rain Period # Intensity Percent in /hr �(__._ -)�_ Max Loss Rate (in /hr) _ 3 0.2139 40.15 5 Low Loss Rate (in /hr)� Effective Intensity (in /hr) " Peak Flow (cfs) Total Vol (ac -ft) Flow (cfs) 72.4 5.8 Cumulative. Volume (aaft) 1 0.5 0.1800 0.2139 0.1530 0.0270 1.08 0.01 2 0.6 0.2160 0.2139 0.0000 0.0021 0.08 0.01 3 0.6 0.2160 0.2139 0.0000 0.0021 0.08 0.01 4 0.6 0.2160 0.2139 0.0000 0.0021 0.08 0.01 5 0.6 0.2160 0.2139 0.0000 0.0021 0.08 0.01 6 0.7 0.2520 0.2139 0.0000 0.0381 1.53 0.02 7 0.7 0.2520 0.2139 0.0000 0.0381 1.53 0.03 8 0.7 0.2520 0.2139 0.0000 0.0381 1.53 0.04 9 0.7 0.2520 0.2139 0.0000 0.0381 1.53 0.05 10 0.7 0.2520 0.2139 0.0000 0.0381 1.53 0.06 11 0.7 0.2520 0.2139 0.0000 0.0381 1.53 0.07 12 0.8 0.2880 0.2139 0.0000 0.0741 2.98 0.09 13 0.8 0.2880 0.2139 0.0000 0.0741 2.98 0.11 • 14 0.8 0.2880 0.2139 0.0000 0.0741 2.98 0.13 15 0.8 0.2880 0.2139 0.0000 0.0741 2.98 0.15 16 0.8 0.2880 0.2139 0.0000 0.0741 2.98 0.18 17 0.8 0.2880 0.2139 0.0000 0.0741 2.98 0.20 18 0.8 0.2880 0.2139 0.0000 0.0741 2.98 0.22 19 0.8 0.2880 0.2139 0.0000 0.0741 2.98 0.24 20 0.8 0.2880 0.2139 0.0000 0.0741 2.98 0.26 21 0.8 0.2880 0.2139 0.0000 0.0741 2.98 0.28 22 0.8 0.2880 0.2139 0.0000 0.0741 2.98 0.30 23 0.8 0.2880 0.2139 0.0000 0.0741 2.98 0.32 24 0.9 0.3240 0.2139 0.0000 0.1101 4.42 0.35 25 0.8 0.2880 0.2139 0.0000 0.0741 2.98 0.37 26 0.9 0.3240 0.2139 0.0000 0.1101 4.42 0.40 27 0.9 0.3240 0.2139 0.0000 0.1101 4.42 0.43 28 0.9 0.3240 0.2139 0.0000 0.1101 4.42 0.46 29 0.9 0.3240 0.2139 0.0000 0.1101 4.42 0.49 30 0.9 0.3240 0.2139 0.0000 0.1101 4.42 0.52 31 0.9 0.3240 0.2139 0.0000 0.1101 4.42 0.55 32 0.9 0.3240 0.2139 0.0000 0.1101 4.42 0.58 33 1 0.3600 0.2139 0.0000 0.1461 5.87 0.62 34 1 0.3600 0.2139 0.0000 0.1461 5.87 0.66 35 1 0.3600 0.2139 0.0000 0.1461 5.87 0.70 36 1 0.3600 0.2139 0.0000 0.1461 5.87 0.74 37 1 0.3600 0.2139 0.0000 0.1461 5.87 0.78 38 1.1 0.3960 0.2139 0.0000 0.1821 7.31 0.84 • 39 40 1.1 1.1 0.3960 0.3960 0.2139 0.2139 0.0000 0.0000 0.1821 0.1821 7.31 7.31 0.89 0.94 41 1.2 0.4320 0.2139 0.0000 0.2181 8.76 1.00 42 1.3 0.4680 0.2139 0.0000 0.2541 10.20 1.07 • Period. Rain M_ax Loss Low Loss Effective '.Cumulative I Period # , Percent Intensity- Rate Rate Intensity Flow _ Volume 43 1.4 in /hr 0.5040 m /hr 0.2139 in /hr 0.0000 in /hr 0.2901 cfs 11.65 1.15 44 1.4 0.5040 0.2139 0.0000 0.2901 11.65 1.23 45 1.5 0.5400 0.2139 0.0000 0.3261 13.09 1.32 46 1.5 0.5400 0.2139 0.0000 0.3261 13.09 1.41 47 1.6 0.5760 0.2139 0.0000 0.3621 14.54 1.51 48 1.6 0.5760 0.2139 0.0000 0.3621 14.54 1.61 49 1.7 0.6120 0.2139 0.0000 0.3981 15.98 1.72 50 1.8 0.6480 0.2139 0.0000 0.4341 17.43 1.84 51 1.9 0.6840 0.2139 0.0000 0.4701 18.87 1.97 52 2 0.7200 0.2139 0.0000 0.5061 20.32 2.11 53 2.1 0.7560 0.2139 0.0000 0.5421 21.77 2.26 54 2.1 0.7560 0.2139 0.0000 0.5421 21.77 2.41 55 2.2 0.7920 0.2139 0.0000 0.5781 23.21 2.57 56 2.3 0.8280 0.2139 0.0000 0.6141 24.66 2.74 57 2.4 0.8640 0.2139 0.0000 0.6501 26.10 2.92 58 2.4 0.8640 0.2139 0.0000 0.6501 26.10 3.10 59 2.5 0.9000 0.2139 0.0000 0.6861 27.55 3.29 60 2.6 0.9360 0.2139 0.0000 0.7221 28.99 3.49 61 3.1 1.1160 0.2139 0.0000 0.9021 36.22 3.74 62 3.6 1.2960 0.2139 0.0000 1.0821 43.45 4.03 63 3.9 1.4040 0.2139 0.0000 1.1901 47.78 4.36 64 4.2 1.5120 0.2139 0.0000 1.2981 52.12 4.72 65 4.7 1.6920 0.2139 0.0000 1.4781 59.35 5.13 66 5.6 2.0160 0.2139 0.0000 1.8021 72.35 5.63 67 1.9 0.6840 0.2139 0.0000 0.4701 18.87 5.76 68 0.9 0.3240 0.2139 0.0000 0.1101 4.42 5.79 69 0.6 0.2160 0.2139 0.0000 0.0021 0.08 5.79 70 0.5 0.1800 0.2139 0.1530 0.0270 1.08 5.80 71 0.3 0.1080 0.2139 0.0918 0.0162 0.65 5.80 72 0.2 0.0720 0.2139 0.0612 0.0108 0.43 5.81 • • • Ol Watershed 100 Yr / 6 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON5 3 Peak Flow (cfs) 55.8 0.1869 Total Vol (ac -ft) 4.8 30.5 5 Period Rain Max Loss Low Loss Effective Flow Cumulative Period # Percent Intensity Rate Rate: Intensity (cfs) Volume (ac -ft) v.a U. iauu U. iaoa u. -iasu U.UL /U U.0 0.01 2 0.6 0.2160 0.1869 0.0000 0.0291 0.89 0.01 3 0.6 0.2160 0.1869 0.0000 0.0291 0.89 0.02 4 0.6 0.2160 0.1869 0.0000 0.0291 0.89 0.02 5 0.6 0.2160 0.1869 0.0000 0.0291 0.89 0.03 6 0.7 0.2520 0.1869 0.0000 0.0651 1.99 0.04 7 0.7 0.2520 0.1869 0.0000 0.0651 1.99 0.06 8 0.7 0.2520 0.1869 0.0000 0.0651 1.99 0.07 9 0.7 0.2520 0.1869 0.0000 0.0651 1.99 0.08 10 0.7 0.2520 0.1869 0.0000 0.0651 1.99 0.10 11 0.7 0.2520 0.1869 0.0000 0.0651 1.99 0.11 12 0.8 0.2880 0.1869 0.0000 0.1011 3.08 0.13 13 0.8 0.2880 0.1869 0.0000 0.1011 3.08 0.15 14 0.8 0.2880 0.1869 0.0000 0.1011 3.08 0.18 15 0.8 0.2880 0.1869 0.0000 0.1011 3.08 0.20 16 0.8 0.2880 0.1869 0.0000 0.1011 3.08 0.22 17 0.8 0.2880 0.1869 0.0000 0.1011 3.08 0.24 18 0.8 0.2880 0.1869 0.0000 0.1011 3.08 0.26 19 0.8 0.2880 0.1869 0.0000 0.1011 3.08 0.28 20 0.8 0.2880 0.1869 0.0000 0.1011 3.08 0.30 21 0.8 0.2880 0.1869 0.0000 0.1011 3.08 0.32 22 0.8 0.2880 0.1869 0.0000 0.1011 3.08 0.35 23 0.8 0.2880 0.1869 0.0000 0.1011 3.08 0.37 24 0.9 0.3240 0.1869 0.0000 0.1371 4.18 0.40 25 0.8 0.2880 0.1869 0.0000 0.1011 3.08 0.42 26 0.9 0.3240 0.1869 0.0000 0.1371 4.18 0.45 27 0.9 0.3240 0.1869 0.0000 0.1371 4.18 0.47 28 0.9 0.3240 0.1869 0.0000 0.1371 4.18 0.50 29 0.9 0.3240 0.1869 0.0000 0.1371 4.18 0.53 30 0.9 0.3240 0.1869 0.0000 0.1371 4.18 0.56 31 0.9 0.3240 0.1869 0.0000 0.1371 4.18 0.59 32 0.9 0.3240 0.1869 0.0000 0.1371 4.18 0.62 33 1 0:3600 0.1869 0.0000 0.1731 5.28 0.65 34 1 0.3600 0.1869 0.0000 0.1731 5.28 0.69 35 1 0.3600 0.1869 0.0000 0.1731 5.28 0.73 36 1 0.3600 0.1869 0.0000 0.1731 5.28 0.76 37 1 0.3600 0.1869 0.0000 0.1731 5.28 0.80 38 1.1 0.3960 0.1869 0.0000 0.2091 6.38 0.84 39 1.1 0.3960 0.1869 0.0000 0.2091 6.38 0.89 40 1.1 0.3960 0.1869 0.0000 0.2091 6.38 0.93 41 1.2 0.4320 0.1869 0.0000 0.2451 7.48 0.98 42 1.3 0.4680 0.1869 0.0000 0.2811 8.57 1.04 • • • °.Period' 'Rain 'MaxLoss, L wLosEffective. ,�y� Cumulati e 1=1ow. 'Period # Intensity ,° Rate..: Rate ° Intensity „ Volume - :Percent in /hr in /hr in /hr in /hr (as), � . -tom (�) ( ) (�)� -( _ )1 - LL.2ac - ft), -L`- 43 l .4 u.5u4u u.1 UbU 0.0000 0.3171 9.67 1.11 44 1.4 0.5040 0.1869 0.0000 0.3171 9.67 1.18 45 1.5 0.5400 0.1869 0.0000 0.3531 10.77 1.25 46 1.5 0.5400 0.1869 0.0000 0.3531 10.77 1.32 47 1.6 0.5760 0.1869 0.0000 0.3891 11.87 1.41 48 1.6 0.5760 0.1869 0.0000 0.3891 11.87 1.49 49 1.7 0.6120 0.1869 0.0000 0.4251 12.97 1.58 50 1.8 0.6480 0.1869 0.0000 0.4611 14.06 1.67 51 1.9 0.6840 0.1869 0.0000 0.4971 15.16 1.78 52 2 0.7200 0.1869 0.0000 0.5331 16.26 1.89 53 2.1 0.7560 0.1869 0.0000 0.5691 17.36 2.01 54 2.1 0.7560 0.1869 0.0000 0.5691 17.36 2.13 55 2.2 0.7920 0.1869 0.0000 0.6051 18.46 2.26 56 2.3 0.8280 0.1869 0.0000 0.6411 19.55 2.39 57 2.4 0.8640 0.1869 0.0000 0.6771 20.65 2.53 58 2.4 0.8640 0.1869 0.0000 0.6771 20.65 2.68 59 2.5 0.9000 0.1869 0.0000 0.7131 21.75 2.83 60 2.6 0.9360 0.1869 0.0000 0.7491 22.85 2.98 61 3.1 1.1160 0.1869 0.0000 0.9291 28.34 3.18 62 3.6 1.2960 0.1869 0.0000 1.1091 33.83 3.41 63 3.9 1.4040 0.1869 0.0000 1.2171 37.12 3.67 64 4.2 1.5120 0.1869 0.0000 1.3251 40.42 3.94 65 4.7 1.6920 0.1869 0.0000 1.5051 45.91 4.26 66 5.6 2.0160 0.1869 0.0000 1.8291 55.79 4.65 67 1.9 0.6840 0.1869 0.0000 0.4971 15.16 4.75 68 0.9 0.3240 0.1869 0.0000 0.1371 4.18 4.78 69 0.6 0.2160 0.1869 0.0000 0.0291 0.89 4.78 70 0.5 0.1800 0.1869 0.1530 0.0270 0.82 4.79 71 0.3 0.1080 0.1869 0.0918 0.0162 0.49 4.79 72 0.2 0.0720 0.1869 0.0612 0.0108 0.33 4.80 r� u • • Watershed B4 100 Yr / 6 Hr Rain (in) 3 Peak Flow (cfs) 7.9 Adjusted Loss Rate (in /hr) 0 Total Vol (ac -ft) 1.0 Total Area (Ac) 3.92 Hydrograph Sampling Period (min) 5 Period Rain Max Loss Low Loss: Effective Flow Cumulative Period # percent Intensity Rate Rate Intensity Volume (in /hr) (in /hr) (in /hr) (in /hr) (cfs) (ac -ft)- i u.a U.uuuu u.uuuu U.000U 0.1800 0.71 0.00 2 0.6 0.2160 0.0000 0.0000 0.2160 0.85 0.01 3 0.6 0.2160 0.0000 0.0000 0.2160 0.85 0.02 4 0.6 0.2160 0.0000 0.0000 0.2160 0.85 0.02 5 0.6 0.2160 0.0000 0.0000 0.2160 0.85 0.03 6 0.7 0.2520 0.0000 0.0000 0.2520 0.99 0.03 7 0.7 0.2520 0.0000 0.0000 0.2520 0.99 0.04 8 0.7 0.2520 0.0000 0.0000 0.2520 0.99 0.05 9 0.7 0.2520 0.0000 0.0000 0.2520 0.99 0.06 10 0.7 0.2520 0.0000 0.0000 0.2520 0.99 0.06 11 0.7 0.2520 0.0000 0.0000 0.2520 0.99 0.07 12 0.8 0.2880 0.0000 0.0000 0.2880 1.13 0.08 13 0.8 0.2880 0.0000 0.0000 0.2880 1.13 0.08 14 0.8 0.2880 0.0000 0.0000 0.2880 1.13 0.09 15 0.8 0.2880 0.0000 0.0000 0.2880 1.13 0.10 16 0.8 0.2880 0.0000 0.0000 0.2880 1.13 0.11 17 0.8 0.2880 0.0000 0.0000 0.2880 1.13 0.12 18 0.8 0.2880 0.0000 0.0000 0.2880 1.13 0.12 19 0.8 0.2880 0.0000 0.0000 0.2880 1.13 0.13 20 0.8 0.2880 0.0000 0.0000 0.2880 1.13 0.14 21 0.8 0.2880 0.0000 0.0000 0.2880. 1.13 0.15 22 0.8 0.2880 0.0000 0.0000 0.2880 1.13 0.15 23 0.8 0.2880 0.0000 0.0000 0.2880 1.13 0.16 24 0.9 0.3240 0.0000 0.0000 0.3240 1.27 0.17 25 0.8 0.2880 0.0000 0.0000 0.2880 1.13 0.18 26 0.9 0.3240 0.0000 0.0000 0.3240 1.27 0.19 27 0.9 0.3240 0.0000 0.0000 0.3240 1.27 0.20 28 0.9 0.3240 0.0000 0.0000 0.3240 1.27 0.21 29 0.9 0.3240 0.0000 0.0000 0.3240 1.27 0.21 30 0.9 0.3240 0.0000 0.0000 0.3240 1.27 0.22 31 0.9 0.3240 0.0000 0.0000 0.3240 1.27 0.23 32 0.9 0.3240 0.0000 0.0000 0.3240 1.27 0.24 33 1 0.3600 0.0000 0.0000 0.3600 1.41 0.25 34 1 0.3600 0.0000 0.0000 0.3600 1.41 0.26 35 1 0.3600 0.0000 0.0000 0.3600 1.41 0.27 36 1 0.3600 0.0000 0.0000 0.3600 1.41 0.28 37 1 0.3600 0.0000 0.0000 0.3600 1.41 0.29 38 1.1 0.3960 0.0000 0.0000 0.3960 1.55 0.30 39 1.1 0.3960 0.0000 0.0000 0.3960 1.55 0.31 40 1.1 0.3960 0.0000 0.0000 0.3960 1.55 0.32 41 1.2 0.4320 0.0000 0.0000 0.4320 1.69 0.33 42 1.3 0.4680 0.0000 0.0000 0.4680 1.83 0.35 r1 ' Period am ax oss; LOW. LOSS-' : ective 'Flow .T • -te r -- Cumulative�i, Period # Percent Intensity ; Rate' ; - Rate `Intensity "..f Volume ' • in/hr in /hr ° in /hr in /hr -_ (cfs) ac 43 1.4 0.5040 0.0000 0.0000 0.5040 1.98 0.36 44 1.4 0.5040 0.0000 0.0000 0.5040 1.98 0.37 45 1.5 0.5400 0.0000 0.0000 0.5400 2.12 0.39 46 1.5 0.5400 0.0000 0.0000 0.5400 2.12 0.40 47 1.6 0.5760 0.0000 0.0000 0.5760 2.26 0.42 48 1.6 0.5760 0.0000 0.0000 0.5760 2.26 0.43 49 1.7 0.6120 0.0000 0.0000 0.6120 2.40 0.45 50 1.8 0.6480 0.0000 0.0000 0.6480 2.54 0.47 51 1.9 0.6840 0.0000 0.0000 0.6840 2.68 0.48 52 2 0.7200 0.0000 0.0000 0.7200 2.82 0.50 53 2.1 0.7560 0.0000 0.0000 0.7560 2.96 0.52 54 2.1 0.7560 0.0000 0.0000 0.7560 2.96 0.55 55 2.2 0.7920 0.0000 0.0000 0.7920 3.10 0.57 56 2.3 0.8280 0.0000 0.0000 0.8280 3.25 0.59 57 2.4 0.8640 0.0000 0.0000 0.8640 3.39 0.61 58 2.4 0.8640 0.0000 0.0000 0.8640 3.39 0.64 59 2.5 0.9000 0.0000 0.0000 0.9000 3.53 0.66 60 2.6 0.9360 0.0000 0.0000 0.9360 3.67 0.69 61 3.1 1.1160 0.0000 0.0000 1.1160 4.37 0.72 62 3.6 1.2960 0.0000 0.0000 1.2960 5.08 0.75 63 3.9 1.4040 0.0000 0.0000 1.4040 5.50 0.79 64 4.2 1.5120 0.0000 0.0000 1.5120 5.93 0.83 65 4.7 1.6920 0.0000 0.0000 1.6920 6.63 0.87 66 5.6 2.0160 0.0000 0.0000 2.0160 7.90 0.93 • 67 68 1.9 0.9 0.6840 0.3240 0.0000 0.0000 0.0000 0.0000 0.6840 0.3240 2.68 1.27 0.95 0.96 69 0.6 0.2160 0.0000 0.0000 0.2160 0.85 0.96 70 0.5 0.1800 0.0000 0.0000 0.1800 0.71 0.97 71 0.3 0.1080 0.0000 0.0000 0.1080 0.42 0.97 72 0.2 0.0720 0.0000 0.0000 0.0720 0.28 0.97 r1 • • r1 L -� Watershed 100 Yr / 6 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) Ave 62 East 3 0.2024 3.4812 5 Peak Flow (cfs) 6.3 Total Vol (ac -ft) 0.5 Period', - Rain- -.Max Loss Low Loss'- 'Effective .` ` ^.cumulative Period # Intensity Rate kate� Intensity Flow Percent tY WS) ? - Volume' _ (i.n /hr)`_. (in /hr) (in /hr) (in /hr) (ac.ft);t :'. i V.a U.lt9uU U.ZUZ4 U.1b3U 0.0270 0.09 0.00 2 0.6 0.2160 0.2024 0.0000 0.0136 0.05 0.00 3 0.6 0.2160 0.2024 0.0000 0.0136 0.05 0.00 4 0.6 0.2160 0.2024 0.0000 0.0136 0.05 0.00 5 0.6 0.2160 0.2024 0.0000 0.0136 0.05 0.00 6 0.7 0.2520 0.2024 0.0000 0.0496 0.17 0.00 7 0.7 0.2520 0.2024 0.0000 0.0496 0.17 0.00 8 0.7 0.2520 0.2024 0.0000 0.0496 0.17 0.01 9 0.7 0.2520 0.2024 0.0000 0.0496 0.17 0.01 10 0.7 0.2520 0.2024 0.0000 0.0496 0.17 0.01 11 0.7 0.2520 0.2024 0.0000 0.0496 0.17 0.01 12 0.8 0.2880 0.2024 0.0000 0.0856 0.30 0.01 13 0.8 0.2880 0.2024 0.0000 0.0856 0.30 0.01 14 0.8 0.2880 0.2024 0.0000 0.0856 0.30 0.02 15 0.8 0.2880 0.2024 0.0000 0.0856 0.30 0.02 16 0.8 0.2880 0.2024 0.0000 0.0856 0.30 0.02 17 0.8 0.2880 0.2024 0.0000 0.0856 0.30 0.02 18 0.8 0.2880 0.2024 0.0000 0.0856 0.30 0.02 19 0.8 0.2880 0.2024 0.0000 0.0856 0.30 0.03 20 0.8 0.2880 0.2024 0.0000 0.0856 0.30 0.03 21 0.8 0.2880 0.2024 0.0000 0.0856 0.30 0.03 22 0.8 0.2880 0.2024 0.0000 0.0856 0.30 0.03 23 0.8 0.2880 0.2024 0.0000 0.0856 0.30 0.03 24 0.9 0.3240 0.2024 0.0000 0.1216 0.42 0.04 25 0.8 0.2880 0.2024 0.0000 0.0856 0.30 0.04 26 0.9 0.3240 0.2024 0.0000 0.1216 0.42 0.04 27 0.9 0.3240 0.2024 0.0000 0.1216 0.42 0.04 28 0.9 0.3240 0.2024 0.0000 0.1216 0.42 0.05 29 0.9 0.3240 0.2024 0.0000 0.1216 0.42 0.05 30 0.9 0.3240 0.2024 0.0000 0.1216 0.42 0.05 31 0.9 0.3240 0.2024 0.0000 0.1216 0.42 0.06 32 0.9 0.3240 0.2024 0.0000 0.1216 0.42 0.06 33 1 0.3600 0.2024 0.0000 0.1576 0.55 0.06 34 1 0.3600 0.2024 0.0000 0.1576 0.55 0.07 35 1 0.3600 0.2024 0.0000 0.1576 0.55 0.07 36 1 0.3600 0.2024 0.0000 0.1576 0.55 0.07 37 1 0.3600 0.2024 0.0000 0.1576 0.55 0.08 38 1.1 0.3960 0.2024 0.0000 0.1936 .0.67 0.08 39 1.1 0.3960 0.2024 0.0000 0.1936 0.67 0.09 40 1.1 0.3960 0.2024 0.0000 0.1936 0.67 0.09 41 1.2 0.4320 0.2024 0.0000 0.2296 0.80 0.10 42 1.3 0.4680 0.2024 0.0000 0.2656 0.92 0.10 Period, fir. -'Rain :`Max Loss Low Loss' Effective ' -' � - Cumulative Period # Percent Intense ty Rate F _ Rate Intensit Y Flow Volume (in /hr)__ (in /hr)' ' ° (in /hr)_„e (in / hr)_ s ( , cfs f lac ft)� 43 1.4 0.5040 0.2024 0.0000 0.3016 1.05 0.11 44 1.4 0.5040 0.2024 0.0000 0.3016 1.05 0.12 45 1.5 0.5400 0.2024 0.0000 0.3376 1.18 0.13 46 1.5 0.5400 0.2024 0.0000 0.3376 1.18 0.13 47 1.6 0.5760 0.2024 0.0000 0.3736 1.30 0.14 48 1.6 0.5760 0.2024 0.0000 0.3736 1.30 0.15 49 1.7 0.6120 0.2024 0.0000 0.4096 1.43 0.16 50 1.8 0.6480 0.2024 0.0000 0.4456 1.55 0.17 51 1.9 0.6840 0.2024 0.0000 0.4816 1.68 0.18 52 2 0.7200 0.2024 0.0000 0.5176 1.80 0.20 53 2.1 0.7560 0.2024 0.0000 0.5536 1.93 0.21 54 2.1 0.7560 0.2024 0.0000 0.5536 1.93 0.22 55 2.2 0.7920 0.2024 0.0000 0.5896 2.05 0.24 56 2.3 0.8280 0.2024 0.0000 0.6256 2.18 0.25 57 2.4 0.8640 0.2024 0.0000 0.6616 2.30 0.27 58 2.4 0.8640 0.2024 0.0000 0.6616 2.30 0.28 59 2.5 0.9000 0.2024 0.0000 0.6976 2.43 0.30 60 2.6 0.9360 0.2024 0.0000 0.7336 2.55 0.32 61 3.1 1.1160 0.2024 0.0000 0.9136 3.18 0.34 62 3.6 1.2960 0.2024 0.0000 1.0936 3.81 0.37 63 3.9 1.4040 0.2024 0.0000 1.2016 4.18 0.40 64 4.2 1.5120 0.2024 0.0000 1.3096 4.56 0.43 65 4.7 1.6920 0.2024 0.0000 1.4896 5.19 0.46 66 5.6 2.0160 0.2024 0.0000 1.8136 6.31 0.51 • 67 68 1.9 0.9 0.6840 0.3240 0.2024 0.2024 0.0000 0.0000 0.4816 0.1216 1.68 0.42 0.52 0.52 69 0.6 0.2160 0.2024 0.0000 0.0136 0.05 0.52 70 0.5 0.1800 0.2024 0.1530 0.0270 0.09 0.52 71 0.3 0.1080 0.2024 0.0918 0.0162 0.06 0.52 72 0.2 0.0720 0.2024 0.0612 0.0108 0.04 0.52 • • Watershed 100 Yr / 6 Hr Rain (in) Adjusted Loss Rate (ih /hr) Total Area (Ac) Hydrograph Sampling Period (min) ONOFF 3 Peak Flow (cfs) 359.3 0.2139 Total Vol (ac -ft) 28.8 199.4 5 -' Period ' Rain Max L� o' s -Low Loss TEffective' Flow' C_ umul'ative, Period # - . Intensity Rate r Rate Intensity. Volume' Percent in /hr in /hr in /hr (in/hr) ' (cfs) i u.5 U.itSuu u.L13y 0.1530 0.0270 5.38 0.04 2 0.6 0.2160 0.2139 0.0000 0.0021 0.42 0.04 3 0.6 0.2160 0.2139 0.0000 0.0021 0.42 0.04 4 0.6 0.2160 0.2139 0.0000 0.0021 0.42 0.05 5 0.6 0.2160 0.2139 0.0000 0.0021 0.42 0.05 6 0.7 0.2520 0.2139 0.0000 0.0381 7.60 0.10 7 0.7 0.2520 0.2139 0.0000 0.0381 7.60 0.15 8 0.7 0.2520 0.2139 0.0000 0.0381 7.60 0.21 9 0.7 0.2520 0.2139 0.0000 0.0381 7.60 0.26 10 0.7 0.2520 0.2139 0.0000 0.0381 7.60 0.31 11 0.7 0.2520 0.2139 0.0000 0.0381 7.60 0.36 12 0.8 0.2880 0.2139 0.0000 0.0741 14.78 0.46 13 0.8 0.2880 0.2139 0.0000 0.0741 14.78 0.57 14 0.8 0.2880 0.2139 0.0000 0.0741 14.78 0.67 15 0.8 0.2880 0.2139 0.0000 0.0741 14.78 0.77 16 0.8 0.2880 0.2139 0.0000 0.0741 14.78 0.87 17 0.8 0.2880 0.2139 0.0000 0.0741 14.78 0.97 18 0.8 0.2880 0.2139 0.0000 0.0741 14.78 1.07 19 0.8 0.2880 0.2139 0.0000 0.0741 14.78 1.18 20 0.8 0.2880 0.2139 0.0000 0.0741 14.78 1.28 21 0.8 0.2880 0.2139 0.0000 0.0741 14.78 1.38 22 0.8 0.2880 0.2139 0.0000 0.0741 14.78 1.48 23 0.8 0.2880 0.2139 0.0000 0.0741 14.78 1.58 24 0.9 0.3240 0.2139 0.0000 0.1101 21.95 1.73 25 0.8 0.2880 0.2139 0.0000 0.0741 14.78 1.84 26 0.9 0.3240 0.2139 0.0000 0.1101 21.95 1.99 27 0.9 0.3240 0.2139 0.0000 0.1101 21.95 2.14 28 0.9 0.3240 0.2139 0.0000 0.1101 21.95 2.29 29 0.9 0.3240 0.2139 0.0000 0.1101 21.95 2.44 30 0.9 0.3240 0.2139 0.0000 0.1101 21.95 2.59 31 0.9 0.3240 0.2139 0.0000 0.1101 21.95 2.74 32 0.9 0.3240 0.2139 0.0000 0.1101 21.95 2.90 33 1 0.3600 0.2139 0.0000 0.1461 29.13 3.10 34 1 0.3600 0.2139 0.0000 0.1461 29.13 3.30 35 1 0.3600 0.2139 0.0000 0.1461 29.13 3.50 36 1 0.3600 0.2139 0.0000 0.1461 29.13 3.70 37 1 0.3600 0.2139 0.0000 0.1461 29.13 3.90 38 1.1 0.3960 0.2139 0.0000 0.1821 36.31 4.15 39 1.1 0.3960 0.2139 0.0000 0.1821 36.31 4.40 40 1.1 0.3960 0.2139 0.0000 0.1821 36.31 4.65 41 1.2 0.4320 0.2139 0.0000 0.2181 43.49 4.95 42 1.3 0.4680 0.2139 0.0000 0.2541 50.67 5.30 Period Rain Period # , Intensity Percent in /hr 43 1.4 0.5040 44 1.4 0.5040 45 1.5 0.5400 46 1.5 0.5400 47 1.6 0.5760 48 1.6 0.5760 49 1.7 0.6120 50 1.8 0.6480 51 1.9 0.6840 52 2 0.7200 53 2.1 0.7560 54 2.1 0.7560 55 2.2 0.7920 56 2.3 0.8280 57 2.4 0.8640 58 2.4 0.8640 59 2.5 0.9000 60 2.6 0.9360 61 3.1 1.1160 62 3.6 1.2960 63 3.9 1.4040 64 4.2 1.5120 65 4.7 1.6920 66 5.6 2.0160 67 1.9 0.6840 • 68 0.9 0.3240 69 0.6 0.2160 70 0.5 0.1800 71 0.3 0.1080 72 0.2 0.0720 • Max Loss Rate 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 0.2139 !Lo o _ Rate t ((n /hr);,. 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.1530 0.0918 0.0612 s r Effective Cumulative "� .Intensity Flow Volume (cfs) r' )uY 0.2901 57.85 5.70 0.2901 57.85 6.09 0.3261 65.02 6.54 0.3261 65.02 6.99 0.3621 72.20 7.49 0.3621 72.20 7.98 0.3981 79.38 8.53 0.4341 86.56 9.13 0.4701 93.74 9.77 0.5061 100.92 10.47 0.5421 108.09 11.21 0.5421 108.09 11.96 0.5781 115.27 12.75 0.6141 122.45 13.59 0.6501 129.63 14.49 0.6501 129.63 15.38 0.6861 136.81 16.32 0.7221 143.99 17.31 0.9021 179.88 18.55 1.0821 215.77 20.04 1.1901 237.31 21.67 1.2981 258.84 23.45 1.4781 294.73 25.48 1.8021 359.34 27.96 0.4701 93.74 28.60 0.1101 21.95 28.76 0.0021 0.42 28.76 0.0270 5.38 28.80 0.0162 3.23 28.82 0.0108 2.15 28.83 • • • Watershed 100 Yr / 6 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) STRT 3 Peak Flow (cfs) 4.2 0.0333 Total Vol (ac -ft) 0.5 2.11 5 Rain Max Loss .Low Loss Effective �Cumulati'we a Period ' "Flow . ; Period # ^ percent.: Intensity'-. - Rate `•,Rate � � � Intensity^ Volume (in /hr) 4 _(in /hr)__ in /hr in /hr "_ (cfs), ( ) " ( ) i u.D u. iuuu u.u333 u.uuuu U.1467 0.31 0.00 2 0.6 0.2160 0.0333 0.0000 0.1827 0.39 0.00 3 0.6 0.2160 0.0333 0.0000 0.1827 0.39 0.01 4 0.6 0.2160 0.0333 0.0000 0.1827 0.39 0.01 5 0.6 0.2160 0.0333 0.0000 0.1827 0.39 0.01 6 0.7 0.2520 0.0333 0.0000 0.2187 0.46 0.02 7 0.7 0.2520 0.0333 0.0000 0.2187 0.46 0.02 8 0.7 0.2520 0.0333 0.0000 0.2187 0.46 0.02 9 0.7 0.2520 0.0333 0.0000 0.2187 0.46 0.03 10 0.7 0.2520 0.0333 0.0000 0.2187 0.46 0.03 11 0.7 0.2520 0.0333 0.0000 0.2187 0.46 0.03 12 0.8 0.2880 0.0333 0.0000 0.2547 0.54 0.04 13 0.8 0.2880 0.0333 0.0000 0.2547 0.54 0.04 14 0.8 0.2880 0.0333 0.0000 0.2547 0.54 0.04 15 0.8 0.2880 0.0333 0.0000 0.2547 0.54 0.05 16 0.8 0.2880 0.0333 0.0000 0.2547 0.54 0.05 17 0.8 0.2880 0.0333 0.0000 0.2547 0.54 0.05 18 0.8 0.2880 0.0333 0.0000 0.2547 0.54 0.06 19 0.8 0.2880 0.0333 0.0000 0.2547 0.54 0.06 20 0.8 0.2880 0.0333 0.0000 0.2547 0.54 0.07 21 0.8 0.2880 0.0333 0.0000 0.2547 0.54 0.07 22 0.8 0.2880 0.0333 0.0000 0.2547 0.54 0.07 23 0.8 0.2880 0.0333 0.0000 0.2547 0.54 0.08 24 0.9 0.3240 0.0333 0.0000 0.2907 0.61 0.08 25 0.8 0.2880 0.0333 0.0000 0.2547 0.54 0.08 26 0.9 0.3240 0.0333 0.0000 0.2907 0.61 0.09 27 0.9 0.3240 0.0333 0.0000 0.2907 0.61 0.09 28 0.9 0.3240 0.0333 0.0000 0.2907 0.61 0.10 29 0.9 0.3240 0.0333 0.0000 0.2907 0.61 0.10 30 0.9 0.3240 0.0333 0.0000 0.2907 0.61 0.11 31 0.9 0.3240 0.0333 0.0000 0.2907 0.61 0.11 32 0.9 0.3240 0.0333 0.0000 0.2907 0.61 0.11 33 1 0.3600 0.0333 0.0000 0.3267 0.69 0.12 34 1 0.3600 0.0333 0.0000 0.3267 0.69 0.12 35 1 0.3600 0.0333 0.0000 0.3267 0.69 0.13 36 1 0.3600 0.0333 0.0000 0.3267 0.69 0.13 37 1 0.3600 0.0333 0.0000 0.3267 0.69 0.14 38 1.1 0.3960 0.0333 0.0000 0.3627 0.77 0.14 39 1.1 0.3960 0.0333 0.0000 0.3627 0.77 0.15 40 1.1 0.3960 0.0333 0.0000 0.3627 0.77 0.15 41 1.2 0.4320 0.0333 0.0000 0.3987 0.84 0.16 42 1.3 0.4680 0.0333 0.0000 0.4347 0.92 0.17 C7 Period Rain Max Loss Low Loss Effective Cumulative MI Period #,- Intensity Rate..' Rate• Intensity Flow Volume Percent_- (in /hr) (in /hr) "(in/hr)�(in /hr) (cfs) 1 (ao-ft) -j 43 1.4 0.5040 0.0333 0.0000 0.4707 0.99 0.17 44 1.4 0.5040 0.0333 0.0000 0.4707 0.99 0.18 45 1.5 0.5400 0.0333 0.0000 0.5067 1.07 0.19 46 1.5 0.5400 0.0333 0.0000 0.5067 1.07 0.19 47 1.6 0.5760 0.0333 0.0000 0.5427 1.15 0.20 48 1.6 0.5760 0.0333 0.0000 0.5427 1.15 0.21 49 1.7 0.6120 0.0333 0.0000 0.5787 1.22 0.22 50 1.8 0.6480 0.0333 0.0000 0.6147 1.30 0.23 51 1.9 0.6840 0.0333 0.0000 0.6507 1.37 0.24 52 2 0.7200 0.0333 0.0000 0.6867 1.45 0.25 53 2.1 0.7560 0.0333 0.0000 0.7227 1.52 0.26 54 2.1 0.7560 0.0333 0.0000 0.7227 1.52 0.27 55 2.2 0.7920 0.0333 0.0000 0.7587 1.60 0.28 56 2.3 0.8280 0.0333 0.0000 0.7947 1.68 0.29 57 2.4 0.8640 0.0333 0.0000 0.8307 1.75 0.30 58 2.4 0.8640 0.0333 0.0000 0.8307 1.75 0.31 59 2.5 0.9000 0.0333 0.0000 0.8667 1.83 0.33 60 2.6 0.9360 0.0333 0.0000 0.9027 1.90 0.34 61 3.1 1.1160 0.0333 0.0000 1.0827 2.28 0.36 62 3.6 1.2960 0.0333 0.0000 1.2627 2.66 0.37 63 3.9 1.4040 0.0333 0.0000 1.3707 2.89 0.39 64 4.2 1.5120 0.0333 0.0000 1.4787 3.12 0.42 65 4.7 1.6920 0.0333 0.0000 1.6587 3.50 0.44 66 .5.6 2.0160 0.0333 0.0000 1.9827 4.18 0.47 67 1.9 0.6840 0.0333 0.0000 0.6507 1.37 0.48 • 68 0.9 0.3240 0.0333 0.0000 0.2907 0.61 0.48' 69 0.6 0.2160 0.0333 0.0000 0.1827 0.39 0.48 70 0.5 0.1800 0.0333 0.0000 0.1467 0.31 0.49 71 0.3 0.1080 0.0333 0.0000 0.0747 0.16 0.49 72 0.2 0.0720 0.0333 0.0000 0.0387 0.08 0.49 C7 . Watershed Monroe . 100 Yr / 3 Hr Rain (in) 2.5 Peak Flow (cfs) 10.9 Adjusted Loss Rate (in /hr) 0.204 Total Vol (ac -ft) 0.8 Total Area (Ac) 4.82 Hydrograph Sampling Period (min) 5 r -1 L� Period # Period Percent Rain Intensity (in /hr) Max Loss Rate (in /fir) tow Loss Rate (in /hr)�(in . Effective Intensity /hr) Flow (cfs) Cumulative ; Volume (aCA 1 1.3 0.3900 0.2040 0.0000 0.1860 0.90 0.01 2 1.3 0.3900 0.2040 0.0000 0.1860 0.90 0.01 3 1.1 0.3300 0.2040 0.0000 0.1260 0.61 0.02 4 1.5 0.4500 0.2040 0.0000 0.2460 1.19 0.02 5 1.5 0.4500 0.2040 0.0000 0.2460 1.19 0.03 6 1.8 0.5400 0.2040 0.0000 0.3360 1.62 0.04 7 1.5 0.4500 0.2040 0.0000 0.2460 1.19 0.05 8 1.8 0.5400 0.2040 0.0000 0.3360 1.62 0.06 9 1.8 0.5400 0.2040 0.0000 0.3360 1.62 0.07 10 1.5 0.4500 0.2040 0.0000 0.2460 1.19 0.08 11 1.6 0.4800 0.2040 0.0000 0.2760 1.33 0.09 12 1.8 0.5400 0.2040 0.0000 0.3360 1.62 0.10 13 2.2 0.6600 0.2040 0.0000 0.4560 2.20 0.12 14 2.2 0.6600 0.2040 0.0000 0.4560 2.20 0.13 15 2.2 0.6600 0.2040 0.0000 0.4560 2.20 0.15 16 2 0.6000 0.2040 0.0000 0.3960 1.91 0.16 17 2.6 0.7800 0.2040 0.0000 0.5760 2.78 0.18 18 2.7 0.8100 0.2040 0.0000 0.6060 2.92 0.20 19 2.4 0.7200 0.2040 0.0000 0.5160 2.49 0.22 20 2.7 0.8100 0.2040 0.0000 0.6060 2.92 0.24 21 3.3 0.9900 0.2040 0.0000 0.7860 3.79 0.26 22 3.1 0.9300 0.2040 0.0000 0.7260 3.50 0.29 23 2.9 0.8700 0.2040 0.0000 0.6660 3.21 0.31 24 3 0.9000 0.2040 0.0000 0.6960 3.35 0.33 25 3.1 0.9300 0.2040 0.0000 0.7260 3.50 0.36 26 4.2 1.2600 0.2040 0.0000 1.0560 5.09 0.39 27 5 1.5000 0.2040 0.0000 1.2960 6.25 0.44 28 3.5 1.0500 0.2040 0.0000 0.8460 4.08 0.46 29 6.8 2.0400 0.2040 0.0000 1.8360 8.85 0.52 30 7.3 2.1900 0.2040 0.0000 1.9860 9.57 0.59 31 8.2 2.4600 0.2040 0.0000 2.2560 10.87 0.67 32 5.9 1.7700 0.2040 0.0000 1.5660 7.55 0.72 33 2 0.6000 0.2040 0.0000 0.3960 1.91 0.73 34 1.8 0.5400 0.2040 0.0000 0.3360 1.62 0.74 35 1.8 0.5400 0.2040 0.0000 0.3360 1.62 0.75 36 0.6 0.1800 0.2040 0.1530 0.0270 0.13 0.75 r -1 L� • 0 • Watershed 100 Yr / 3 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON1 2.5 Peak Flow (cfs) 79.9 0.1869 Total Vol (ac -ft) 5.6 35.14 5 Period Rain Max Loss Low Loss Effective Flow Cumulative. Period # Intensity Rate Rate Intensity (cfs) Volume Percent in /hr in /hr ° in /hr in /hr (�) (-) (�)( �) (ac i.o v.OUuu V. iaoy u.uuuu u.LU31 /.14 0.05 2 1.3 0.3900 0.1869 0.0000 0.2031 7.14 0.10 3 1.1 0.3300 0.1869 0.0000 0.1431 5.03 0.13 4 1.5 0.4500 0.1869 0.0000 0.2631 9.25 0.20 5 1.5 0.4500 0.1869 0.0000 0.2631 9.25 0.26 6 1.8 0.5400 0.1869 0.0000 0.3531 12.41 0.35 7 1.5 0.4500 0.1869 0.0000 0.2631 9.25 0.41 8 1.8 0.5400 0.1869 0.0000 0.3531 12.41 0.49 9 1.8 0.5400 0.1869 0.0000 0.3531 12.41 0.58 10 1.5 0.4500 0.1869 0.0000 0.2631 9.25 0.64 11 1.6 0.4800 0.1869 0.0000 0.2931 10.30 0.71 12 1.8 0.5400 0.1869 0.0000 0.3531 12.41 0.80 13 2.2 0.6600 0.1869 0.0000 0.4731 16.62 0.91 14 2.2 0.6600 0.1869 0.0000 0.4731 16.62 1.03 15 2.2 0.6600 0.1869 0.0000 0.4731 16.62 1.14 16 2 0.6000 0.1869 0.0000 0.4131 14.52 1.24 17 2.6 0.7800 0.1869 0.0000 0.5931 20.84 1.39 18 2.7 0.8100 0.1869 0.0000 0.6231 21.90 1.54 19 2.4 0.7200 0.1869 0.0000 0.5331 18.73 1.67 20 2.7 0.8100 0.1869 0.0000 0.6231 21.90 1.82 21 3.3 0.9900 0.1869 0.0000 0.8031 28.22 2.01 22 3.1 0.9300 0.1869 0.0000 0.7431 26.11 2.19 23 2.9 0.8700 0.1869 0.0000 0..6831 24.00 2.36 24 3 0.9000 0.1869 0.0000 0.7131 25.06 2.53 25 3.1 0.9300 0.1869 0.0000 0.7431 26.11 2.71 26 4.2 1.2600 0.1869 0.0000 1.0731 37.71 2.97 27 5 1.5000 0.1869 0.0000 1.3131 46.14 3.29 28 3.5 1.0500 0.1869 0.0000 0.8631 30.33 3.50 29 6.8 2.0400 0.1869 0.0000 1.8531 65.12 3.94 30 7.3 2.1900 0.1869 0.0000 2.0031 70.39 4.43 31 8.2 2.4600 0.1869 0.0000 2.2731 79.88 4.98 32 5.9 1.7700 0.1869 0.0000 1.5831 55.63 5.36 33 2 0.6000 0.1869 0.0000 0.4131 14.52 5.46 34 1.8 0.5400 0.1869 0.0000 0.3531 12.41 5.55 35 1.8 0.5400 0.1869 0.0000 0.3531 12.41 5.63 36 0.6 0.1800 0.1869 0.1530 0.0270 0.95 5.64 • r1 Watershed B1 100 Yr / 3 Hr Rain (in) 2.5 Peak Flow (cfs) Adjusted Loss Rate (in /hr) 0 Total Vol (ac -ft) Total Area (Ac) 3.08 Hydrograph Sampling Period (min) 5 f1v Period Rain Max Loss Low Loss Effective Flow Cumulative Period # Intensity Rate Rate Intensity Percent (cfs) Volume (in /hr) .-(!n/hr) _QgN )_(in /hr) (ac -ft) i i.s U.3yUU u.uuuu U.000U 0.3900 1.20 0.01 2 1.3 0.3900 0.0000 0.0000 0.3900 1.20 0.02 3 1.1 0.3300 0.0000 0.0000 0.3300 1.02 0.02 4 1.5 0.4500 0.0000 0.0000 0.4500 1.39 0.03 5 1.5 0.4500 0.0000 0.0000 0.4500 1.39 0.04 6 1.8 0.5400 0.0000 0.0000 0.5400 1.66 0.05 7 1.5 0.4500 0.0000 0.0000 0.4500 1.39 0.06 8 1.8 0.5400 0.0000 0.0000 0.5400 1.66 0.08 9 1.8 0.5400 0.0000 0.0000 0.5400 1.66 0.09 10 1.5 0.4500 0.0000 0.0000 0.4500 1.39 0.10 11 1.6 0.4800 0.0000 0.0000 0.4800 1.48 0.11 12 1.8 0.5400 0.0000 0.0000 0.5400 1.66 0.12 13 2.2 0.6600 0.0000 0.0000 0.6600 2.03 0.13 14 2.2 0.6600 0.0000 0.0000 0.6600 2.03 0.15 15 2.2 0.6600 0.0000 0.0000 0.6600 2.03 0.16 16 2 0.6000 0.0000 0.0000 0.6000 1.85 0.17 17 2.6 0.7800 0.0000 0.0000 0.7800 2.40 0.19 18 2.7 0.8100 0.0000 0.0000 0.8100 2.49 0.21 19 2.4 0.7200 0.0000 0.0000 0.7200 2.22 0.22 20 2.7 0.8100 0.0000 0.0000 0.8100 2.49 0.24 21 3.3 0.9900 0.0000 0.0000 0.9900 3.05 0.26 22 3.1 0.9300 0.0000 0.0000 0.9300 2.86 0.28 23 2.9. 0.8700 0.0000 0.0000 0.8700 2.68 0.30 24 3 0.9000 0.0000 0.0000 0.9000 2.77 0.32 25 3.1 0.9300 0.0000 0.0000 0.9300 2.86 0.34 26 4.2 1.2600 0.0000 0.0000 1.2600 3.88 0.36 27 5 1.5000 0.0000 0.0000 1.5000 4.62 0.40 28 3.5 1.0500 0.0000 0.0000 1.0500 3.23 0.42 29 6.8 2.0400 0.0000 0.0000 2.0400 6.28 0.46 30 7.3 2.1900 0.0000 0.0000 2.1900 6.75 0.51 31 8.2 2.4600 0.0000 0.0000 2.4600 7.58 0.56 32 5.9 1.7700 0.0000 0.0000 1.7700 5.45 0.60 33 2 0.6000 0.0000 0.0000 0.6000 1.85 0.61 34 1.8 0.5400 0.0000 0.0000 0.5400 1.66 0.62 35 1.8 0.5400 0.0000 0.0000 0.5400 1.66 0.63 36 0.6 0.1800 0.0000 0.0000 0.1800 0.55 0.64 17-� • 0 Watershed 100 Yr 13 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON2 2.5 Peak Flow (cfs) 59.0 0.1869 Total Vol (ac -ft) 4.2 25.97 5 Period Rain Max Loss Low Loss Effective Flow Cumulative 'Period # Percent ( ) Intensity Rate Rate Intensity cfs Volume 1 (in /hr) (in /hr) (in /hr) (in /hr) (ac -ft)� j !.a u.OUuu U. iooy u.uuuU U.ZU31 5.27 0.04 2 1.3 0.3900 0.1869 0.0000 0.2031 5.27 0.07 3 1.1 0.3300 0.1869 0.0000 0.1431 3.72 0.10 4 1.5 0.4500 0.1869 0.0000 0.2631 6.83 0.15 5 1.5 0.4500 0.1869 0.0000 0.2631 6.83 0.19 6 1.8 0.5400 0.1869 0.0000 0.3531 9.17 0.26 7 1.5 0.4500 0.1869 0.0000 0.2631 6.83 0.30 8 1.8 0.5400 0.1869 0.0000 0.3531 9.17 0.37 9 1.8 0.5400 0.1869 0.0000 0.3531 9.17 0.43 10 1.5 0.4500 0.1869 0.0000 0.2631 6.83 0.48 11 1.6 0.4800 0.1869 0.0000 0.2931 7.61 0.53 12 1.8 0.5400 0.1869 0.0000 0.3531 9.17 0.59 13 2.2 0.6600 0.1869 0.0000 0.4731 12.29 0.68 14 2.2 0.6600 0.1869 0.0000 0.4731 12.29 0.76 15 2.2 0.6600 0.1869 0.0000 0.4731 12.29 0.85 16 2 0.6000 0.1869 0.0000 0.4131 10.73 0.92 17 2.6 0.7800 0.1869 0.0000 0.5931 15.40 1.03 18 2.7 0.8100 0.1869 0.0000 0.6231 16.18 1.14 19 2.4 0.7200 0.1869 0.0000 0.5331 13.84 1.23 20 2.7 0.8100 0.1869 0.0000 0.6231 16.18 1.34 21 3.3 0.9900 0.1869 0.0000 0.8031 20.86 1.49 22 3.1 0.9300 0.1869 0.0000 0.7431 19.30 1.62 23 2.9 0.8700 0.1869 0.0000 0.6831 17.74 1.74 24 3 0.9000 0.1869 0.0000 0.7131 18.52 1.87 25 3.1 0.9300 0.1869 0.0000 0.7431 19.30 2.00 26 4.2 1.2600 0.1869 0.0000 1.0731 27.87 2.19 27 5 1.5000 0.1869 0.0000 1.3131 34.10 2.43 28 3.5 1.0500 0.1869 0.0000 0.8631 22.41 2.58. 29 6.8 2.0400 0.1869 0.0000 1.8531 48.13 2.92 30 7.3 2.1900 0.1869 0.0000 2.0031 52.02 3.27 31 8.2 2.4600 0.1869 0.0000 2.2731 59.03 3.68 32 5.9 1.7700 0.1869 0.0000 1.5831 41.11 3.96 33 2 0.6000 0.1869 0.0000 0.4131 10.73 4.04 34 1.8 0.5400 0.1869 0.0000 '0.3531 9.17 4.10 35 1.8 0.5400 0.1869 0.0000 0.3531 9.17 4.16 36 0.6 0.1800 0.1869 0.1530 0.0270 0.70 4.17 0 is Watershed 100 Yr / 3 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON3 2.5 Peak Flow (cfs) 62.2 0.1869 Total Vol (ac -ft) 4.4 27.37 5 �Period�. � `. Rain Max Loss Low Loss Effeetiye ' Flow Cumulative . Period # - . Intensity Rate Rate ' Intensity ' ; } ' (cfs) ,e Volume Percent in /hr (�) (jn /hr)� {in /hr) (inlhr) _ _ lac-ft)�' i.o U.13auU U. Mut$ u.000U U.LUJI 5.56 0.04 2 1.3 0.3900 0.1869 0.0000 0.2031 5.56 0.08 3 1.1 0.3300 0.1869 0.0000 0.1431 3.92 0.10 4 1.5 0.4500 0.1869 0.0000 0.2631 7.20 0.15 5 1.5 0.4500 0.1869 0.0000 0.2631 7.20 0.20 6 1.8 0.5400 0.1869 0.0000 0.3531 9.66 0.27 7 1.5 0.4500 0.1869 0.0000 0.2631 7.20 0.32 8 1.8 0.5400 0.1869 0.0000 0.3531 9.66 0.39 9 1.8 0.5400 0.1869 0.0000 0.3531 9.66 0.45 10 1.5 0.4500 0.1869 0.0000 0.2631 7.20 0.50 11 1.6 0.4800 0.1869 0.0000 0.2931 8.02 0.56 12 1.8 0.5400 0.1869 0.0000 0.3531 9.66 0.62 13 2.2 0.6600 0.1869 0.0000 0.4731 12.95 0.71 14 2.2 0.6600 0.1869 0.0000 0.4731- 12.95 0.80 15 2.2 0.6600 0.1869 0.0000 0.4731 12.95 0.89 16 2 0.6000 0.1869 0.0000 0.4131 11.31 0.97 17 2.6 0.7800 0.1869 0.0000 0.5931 16.23 1.08 18 2.7 0.8100 0.1869 0.0000 0.6231 17.05 1.20 19 2.4 0.7200 0.1869 0.0000 0.5331 14.59 1.30 20 2.7 0.8100 0.1869 0.0000 0.6231 17.05 1.42 21 3.3 0.9900 0.1869 0.0000 0.8031 21.98 1.57 22 3.1 0.9300 0.1869 0.0000 0.7431 20.34 1.71 23 2.9 0.8700 0.1869 0.0000 0.6831 18.70 1.84 24 3 0.9000 0.1869 0.0000 0.7131 19.52 1.97 25 3.1 0.9300 0.1869 0.0000 0.7431 20.34 2.11 26 4.2 1.2600 0.1869 0.0000 1.0731 29.37 2.31 27 5 1.5000 0.1869 0.0000 1.3131 35.94 2.56 28 3.5 1.0500 0.1869 0.0000 0.8631 23.62 2.72 29 6.8 2.0400 0.1869 0.0000 1.8531 50.72 3.07 30 7.3 2.1900 0.1869 0.0000 2.0031 54.82 3.45 31 8.2 2.4600 0.1869 0.0000 2.2731 62.21 3.88 32 5.9 1.7700 0.1869 0.0000 1.5831 43.33 4.18 33 2 0.6000 0.1869 0.0000 0.4131 11.31 4.25 34 1.8 0.5400 0.1869 0.0000 0.3531 9.66 4.32 35 1.8 0.5400 0.1869 0.0000 0.3531 9.66 4.39 36 0.6 0.1800 0.1869 0.1530 0.0270 0.74 4.39 • Watershed B2 100 Yr / 3 Hr Rain (in) 2.5 Peak Flow (cfs) Adjusted Loss Rate (in /hr) 0 Total Vol (ac -ft) Total Area (Ac) 2.78 Hydrograph Sampling Period (min) 5 • r� L_J Period Rain Max Loss Low Loss . Effective cumulative Period Flow . (cfs) Percent Intensity Rate Rate Intensity Volume � . (in /hr) (in /hr) - (in /hr) (in /hr) ` (ac -ft) i Li U.3yUU U.000U U.000U 0.3900 1.08 0.01 2 1.3 0.3900 0.0000 0.0000 0.3900 1.08 0.01 3 1.1 0.3300 0.0000 0.0000 0.3300 0.92 0.02 4 1.5 0.4500 0.0000 0.0000 0.4500 1.25 0.03 5 1.5 0.4500 0.0000 0.0000 0.4500 1.25 0.04 6 1.8 0.5400 0.0000 0.0000 0.5400 1.50 0.05 7 1.5 0.4500 0.0000 0.0000 0.4500 1.25 0.06 8 1.8 0.5400 0.0000 0.0000 0.5400 1.50 0.07 9 1.8 0.5400 0.0000 0.0000 0.5400 1.50 0.08 10 1.5 0.4500 0.0000 0.0000 0.4500 1.25 0.09 11 1.6 0.4800 0.0000 0.0000 0.4800 1.33 0.10 12 1.8 0.5400 0.0000 0.0000 0.5400 1.50 0.11 13 2.2 0.6600 0.0000 0.0000 0.6600 1.83 0.12 14 2.2 0.6600 0.0000 0.0000 0.6600 1.83 0.13 15 2.2 0.6600 0.0000 0.0000 0.6600 1.83 0.14 16 2 0.6000 0.0000 0.0000 0.6000 1.67 0.16 17 2.6 0.7800 0.0000 0.0000 0.7800 2.17 0.17 18 2.7 0.8100 0.0000 0.0000 0.8100 2.25 0.19 19 2.4 0.7200 0.0000 0.0000 0.7200 2.00 0.20 20 2.7 0.8100 0.0000 0.0000 0.8100 2.25 0.22 21 3.3 0.9900 0.0000 0.0000 0.9900 2.75 0.23 22 3.1 0.9300 0.0000 0.0000 0.9300 2.59 0.25 23 2.9 0.8700 0.0000 0.0000 0.8700 2.42 0.27 24 3 0.9000 0.0000 0.0000 0.9000 2.50 0.29 25 3.1 0.9300 0.0000 0.0000 0.9300 2.59 0.30 26 4.2 1.2600 0.0000 0.0000 1.2600 3.50 0.33 27 5 1.5000 0.0000 0.0000 1.5000 4.17 0.36 28 3.5 1.0500 0.0000 0.0000 1.0500 2.92 0.38 29 6.8 2.0400 0.0000 0.0000 2.0400 5.67 0.42 30 7.3 2.1900 0.0000 0.0000 2.1900 6.09 0.46 31 8.2 2.4600 0.0000 0.0000 2.4600 6.84 0.50 32 5.9 1.7700 0.0000 0.0000 1.7700 4.92 0.54 33 2 0.6000 0.0000 0.0000 0.6000 1.67 0.55 34 1.8 0.5400 0.0000 0.0000 0.5400 1.50 0.56 35 1.8 0.5400 0.0000 0.0000 0.5400 1.50 0.57 36 0.6 0.1800 0.0000 0.0000 0.1800 0.50 0.57 SWatershed ON4 100 Yr / 3 Hr Rain (in) 2.5 Peak Flow (cfs) 40.3 Adjusted Loss Rate (in /hr) 0.1869 Total Vol (ac -ft) 2.8 Total Area (Ac) 17,72 Hydrograph Sampling Period (min) 5 Period Rain Max Loss Low Loss Effective Cumulative Period # Percent Intensity Rate Rate Intensity Flow Volume - (in /hr)- _(in /hr) .,7- (in/hr)��- -- (in/hr)--,- cfs (_ ).. ` ac-ft).. --J 1 1.3 0.3900 0.1869 0.0000 0.2031 3.60 0.02 2 1.3 0.3900 0.1869 0.0000 0.2031 3.60 0.05 3 1.1 0.3300 0.1869 0.0000 0.1431 2.54 0.07 4 1.5 0.4500 0.1869 0.0000 0.2631 4.66 0.10 5 1.5 0.4500 0.1869 0.0000 0.2631 4.66 0.13 6 1.8 0.5400 0.1869 0.0000 0.3531 6.26 0.17 7 1.5 0.4500 0.1869 0.0000 0.2631 4.66 0.21 8 1.8 0.5400 0.1869 0.0000 0.3531 6.26 0.25 9 1.8 0.5400 0.1869 0.0000 0.3531 6.26 0.29 10 1.5 0.4500 0.1869 0.0000 0.2631 4.66 0.32 11 1.6 0.4800 0.1869 0.0000 0.2931 5.19 0.36 12 1.8 0.5400 0.1869 0.0000 0.3531 6.26 0.40 13 2.2 0.6600 0.1869 0.0000 0.4731 8.38 0.46 14 2.2 0.6600 0.1869 0.0000 0.4731 8.38 0.52 15 2.2 0.6600 0.1869 0.0000 0.4731 8.38 0.58 16 2 0.6000 0.1869 0.0000 0.4131 7.32 0.63 17 2.6 0.7800 0.1869 0.0000 0.5931 10.51 0.70 18 2.7 0.8100 0.1869 0.0000 0.6231 11.04 0.78 19 2.4 0.7200 0.1869 0.0000 0.5331 9.45 0.84 20 2.7 0.8100 0.1869 0.0000 0.6231 11.04 0.92 21 3.3 0.9900 0.1869 0.0000 0.8031 14.23 1.01 22 3.1 0.9300 0.1869 0.0000 0.7431 13.17 1.11 23 2.9 0.8700 0.1869 0.0000 0.6831 12.10 1.19 24 3 0.9000 0.1869 0.0000 0.7131 12.64 1.28 25 3.1 0.9300 0.1869 0.0000 0.7431 13.17 1.37 26 4.2 1.2600 0.1869 0.0000 1.0731 19.02 1.50 27 5 1.5000 0.1869 0.0000 1.3131 23.27 1.66 28 3.5 1.0500 0.1869 0.0000 0.8631 15.29 1.76 29 6.8 2.0400 0.1869 0.0000 1.8531 32.84 1.99 30 7.3 2.1900 0.1869 0.0000 2.0031 35.49 2.23 31 8.2 2.4600 0.1869 0.0000 2.2731 40.28 2.51 32 5.9 1.7700 0.1869 0.0000 1.5831 28.05 2.70 33 2 0.6000 0.1869 0.0000 0.4131 7.32 2.75 34 1.8 0.5400 0.1869 0.0000 0.3531 6.26 2.80 35 1.8 0.5400 0.1869 0.0000 0.3531 6.26 2.84 36 0.6 0.1800 0.1869 0.1530 0.0270 0.48 2.84 0 0 • �J Watershed 100 Yr / 3 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) Ave 62 West 2.5 0.2024 5.2818 5 Peak Flow (cfs) 11.9 Total Vol (ac -ft) 0.8 Period Rain Max Loss Low Loss Effective Flow° Cumulative Percent Period # Intensity_ Rate Rate Intensity Volume �_ _.Y . - - (in /hr)�- _(in /hr) L (in /hr) (in /hr) -- - (cfs) 1 1.3 U.3yUU U.ZUZ4 U.000U 0.1876 0.99 0.01 2 1.3 0.3900 0.2024 0.0000 0.1876 0.99 0.01 3 1.1 0.3300 0.2024 0.0000 0.1276 0.67 0.02 4 1.5 0.4500 0.2024 0.0000 0.2476 1.31 0.03 5 1.5 0.4500 0.2024 0.0000 0.2476 1.31 0.04 6 1.8 0.5400 0.2024 0.0000 0.3376 1.78 0.05 7 1.5 0.4500 0.2024 0.0000 0.2476 1.31 0.06 8 1.8 0.5400 0.2024 0.0000 0.3376 1.78 0.07 9 1.8 0.5400 0.2024 0.0000 0.3376 1.78 0.08 10 1.5 0.4500 0.2024 0.0000 0.2476 1.31 0.09 11 1.6 0.4800 0.2024 0.0000 0.2776 1.47 0.10 12 1.8 0.5400 0.2024 0.0000 0.3376 1.78 0.11 13 2.2 0.6600 0.2024 0.0000 0.4576 2.42 0.13 14 2.2 0.6600 0.2024 0.0000 0.4576 2.42 0.15 15 2.2 0.6600 0.2024 0.0000 0.4576 2.42 0.16 16 2 0.6000 0.2024 0.0000 0.3976 2.10 0.18 17 2.6 0.7800 0.2024 0.0000 0.5776 3.05 0.20 18 2.7 0.8100 0.2024 0.0000 0.6076 3.21 0.22 19 2.4 0.7200 0.2024 0.0000 0.5176 2.73 0.24 20 2.7 0.8100 0.2024 0.0000 0.6076 3.21 0.26 21 3.3 0.9900 0.2024 0.0000 0.7876 4.16 0.29 22 3.1 0.9300 0.2024 0.0000 0.7276 3.84 0.32 23 2.9 0.8700 0.2024 0.0000 0.6676 3.53 0.34 24 3 0.9000 0.2024 0.0000 0.6976 3.68 0.37 25 3.1 0.9300 0.2024 0.0000 0.7276 3.84 0.39 26 4.2 1.2600 0.2024 0.0000 1.0576 5.59 0.43 27 5 1.5000 0.2024 0.0000 1.2976 6.85 0.48 28 3.5 1.0500 0.2024 0.0000 0.8476 4.48 0.51 29 6.8 2.0400 0.2024 0.0000 1.8376 9.71 0.58 30 7.3 2.1900 0.2024 0.0000 1.9876 10.50 0.65 31 8.2 2.4600 0.2024 0.0000 2.2576 11.92 0.73 32 5.9 1.7700 0.2024 0.0000 1.5676 8.28 0.79 33 2 0.6000 0.2024 0.0000 0.3976 2.10 0.80 34 1.8 0.5400 0.2024 0.0000 0.3376 1.78 0.81 35 1.8 0.5400 0.2024 0.0000 0.3376 1.78 0.83 36 0.6 0.1800 0.2024 0.1530 0.0270 0.14 0.83 U • Watershed B3 100 Yr / 3 Hr Rain (in) 2.5 Peak Flow (cfs) Adjusted Loss Rate (in /hr) 0 Total Vol (ac -ft) Total Area (Ac) 1.3 Hydrograph Sampling Period (min) 5 3.2 0.3 Period Rain Max Loss LOW,Coss Effective' Flow Cumulative Period # Intensity Rate Rate Intensity Volume,' Percent in /hr (cfs) _ (�)_ _ (in /hr) (in /hnrj, _(in /hr) (ac -ft) i !.a u.oUuu u.uuuu u.uuuu u.JUuu 0.51 0.00 2 1.3 0.3900 0.0000 0.0000 0.3900 0.51 0.01 3 1.1 0.3300 0.0000 0.0000 0.3300 0.43 0.01 4 1.5 0.4500 0.0000 0.0000 0.4500 0.59 0.01 5 1.5 0.4500 0.0000 0.0000 0.4500 0.59 0.02 6 1.8 0.5400 0.0000 0.0000 0.5400 0.70 0.02 7 1.5 0.4500 0.0000 0.0000 0.4500 0.59 0.03 8 1.8 0.5400 0.0000 0.0000 0.5400 0.70 0.03 9 1.8 0.5400 0.0000 0.0000 0.5400 0.70 0.04 10 1.5 0.4500 0.0000 0.0000 0.4500 0.59 0.04 11 1.6 0.4800 0.0000 0.0000 0.4800 0.62 0.04 12 1.8 0.5400 0.0000 0.0000 0.5400 0.70 0.05 13 2.2 0.6600 0.0000 0.0000 0.6600 0.86 0.06 14 2.2 0.6600 0.0000 0.0000 0.6600 0.86 0.06 15 2.2 0.6600 0.0000 0.0000 0.6600 0.86 0.07 16 2 0.6000 0.0000 0.0000 0.6000 0.78 0.07 17 2.6 0.7800 0.0000 0.0000 0.7800 1.01 0.08 18 2.7 0.8100 0.0000 0.0000 0.8100 1.05 0.09 19 2.4 0.7200 0.0000 0.0000 0.7200 0.94 0.09 20 2.7 0.8100 0.0000 0.0000 0.8100 1.05 0.10 21 3.3 0.9900 0.0000 0.0000 0.9900 1.29 0.11 22 3.1 0.9300 0.0000 0.0000 0.9300 1.21 0.12 23 2.9 0.8700 0.0000 0.0000 0.8700 1.13 0.13 24 3 0.9000 0.0000 0.0000 0.9000 1.17 0.13 25 3.1 0.9300 0.0000 0.0000 0.9300 1.21 0.14 26 4.2 1.2600 0.0000 0.0000 1.2600 1.64 0.15 27 5 1.5000 0.0000 0.0000 1.5000 1.95 0.17 28 3.5 1.0500 0.0000 0.0000 1.0500 1.37 0.18 29 6.8 2.0400 0.0000 0.0000 2.0400 2.65 0.19 30 7.3 2.1900 0.0000 0.0000 2.1900 2.85 0.21 31 8.2 2.4600 0.0000 0.0000 2.4600 3.20 0.24 32 5.9 1.7700 0.0000 0.0000 1.7700 2.30 0.25 33 2 0.6000 0.0000 0.0000 0.6000 0.78 0.26 34 1.8 0.5400 0.0000 0.0000 0.5400 0.70 0.26 35 1.8 0.5400 0.0000 0.0000 0.5400 0.70 0.27 36 0.6 0.1800 0.0000 0.0000 0.1800 0.23 0.27 I] • • Watershed 100 Yr / 3 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) OFF1 2.5 Peak Flow (cfs) 90.2 0.2139 Total Vol (ac -ft) 6.2 40.15 5 Period -Rain M ix- Loss LowLoss Effective Flow Cumulative Period # Intensity Rate Rate Intensity . Volume Percent ,n /hr m /hr in /hr m /hr ( in/hr (�) (�) gn/hr) ;(cfs)..� (ac -ft)�. i !.a u.oyuu u.[ isy u.uuuu U.1 /61 7.07 0.05 2 1.3 0.3900 0.2139 0.0000 0.1761 7.07 0.10 3 1.1 0.3300 0.2139 0.0000 0.1161 4.66 0.13 4 1.5 0.4500 0.2139 0.0000 0.2361 9.48 0.19 5 1.5 0.4500 0.2139 0.0000 0.2361 9.48 0.26 6 1.8 0.5400 0.2139 0.0000 0.3261 13.09 0.35 7 1.5 0.4500 0.2139 0.0000 0.2361 9.48 0.42 8 1.8 0.5400 0.2139 0.0000 0.3261 13.09 0.51 9 1.8 0.5400 0.2139 0.0000 0.3261 13.09 0.60 10 1.5 0.4500 0.2139 0.0000 0.2361 9.48 0.66 11 1.6 0.4800 0.2139 0.0000 0.2661 10.68 0.73 12 1.8 0.5400 0.2139 0.0000 0.3261 13.09 0.82 13 2.2 0.6600 0.2139 0.0000 0.4461 17.91 0.95 14 2.2 0.6600 0.2139 0.0000 0.4461 17.91 1.07 15 2.2 0.6600 0.2139 0.0000 0.4461 17.91 1.19 16 2 0.6000 0.2139 0.0000 0.3861 15.50 1.30 17 2.6 0.7800 0.2139 0.0000 0.5661 22.73 1.46 18 2.7 0.8100 0.2139 0.0000 0.5961 23.93 1.62 19 2.4 0.7200 0.2139 0.0000 0.5061 20.32 1.76 20 2.7 0.8100 0.2139 0.0000 0.5961 23.93 1.93 21 3.3 0.9900 0.2139 0.0000 0.7761 31.16 2.14 22 3.1 0.9300 0.2139 0.0000 0.7161 28.75 2.34 23 2.9 0.8700 0.2139 0.0000 0.6561 26.34 2.52 24 3 0.9000 0.2139 0.0000 0.6861 27.55 2.71 25 3.1 0.9300 0.2139 0.0000 0.7161 28.75 2.91 26 4.2 1.2600 0.2139 0.0000 1.0461 42.00 3.20 27 5 1.5000 0.2139 0.0000 1.2861 51.64 3.55 28 3.5 1.0500 0.2139 0.0000 0.8361 33.57 3.79 29 6.8 2.0400 0.2139 0.0000 1.8261 73.32 4.29 30 7.3 2.1900 0.2139 0.0000 1.9761 79.34 4.84 31 8.2 2.4600 0.2139 0.0000 2.2461 90.18 5.46 32 5.9 1.7700 0.2139 0.0000 1.5561 62.48 5.89 33 2 0.6000 0.2139 0.0000 0.3861 15.50 6.00 34 1.8 0.5400 0.2139 0.0000 0.3261 13.09 6.09 35 1.8 0.5400 0.2139 0.0000 0.3261 13.09 6.18 36 0.6 0.1800 0.2139 0.1530 0.0270 1.08 6.18 • • Watershed 100 Yr / 3 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) ON5 2.5 Peak Flow (cfs) 69.3 0.1869 Total Vol (ac -ft) 4.9 30.5 5 Period Rain Max Loss Low Loss Effective . Flow Cumulative,. Period # Intensity Rate Rate Intensity (cfs) Volume' w Percent (in /hrj (in /hr) (in /hr) (in /hr) _ (ac -ft) i !.a u.ayuu U. I uea U.000U U.ZU31 6.19 0.04 2 1.3 0.3900 0.1869 0.0000 0.2031 6.19 0.09 3 1.1 0.3300 0.1869 0.0000 0.1431 4.36 0.12 4 1.5 0.4500 0.1869 0.0000 0.2631 8.02 0.17 5 1.5 0.4500 0.1869 0.0000 0.2631 8.02 0.23 6 1.8 0.5400 0.1869 0.0000 0.3531 10.77 0.30 7 1.5 0.4500 0.1869 0.0000 0.2631 8.02 0.36 8 1.8 0.5400 0.1869 0.0000 0.3531 10.77 0.43 9 1.8 0.5400 0.1869 0.0000 0.3531 10.77 0.50 10 1.5 0.4500 0.1869 0.0000 0.2631 8.02 0.56 11 1.6 0.4800 0.1869 0.0000 0.2931 8.94 0.62 12 1.8 0.5400 0.1869 0.0000 0.3531 10.77 0.69 13 2.2 0.6600 0.1869 0.0000 0.4731 14.43 0.79 14 2.2 0.6600 0.1869 0.0000 0.4731 14.43 0.89 15 2.2 0.6600 0.1869 0.0000 0.4731 14.43 0.99 16 2 0.6000 0.1869 0.0000 0.4131 12.60 1.08 17 2.6 0.7800 0.1869 0.0000 0.5931 18.09 1.20 18 2.7 0.8100 0.1869 0.0000 0.6231 19.00 1.34 19 2.4 0.7200 0.1869 0.0000 0.5331 16.26 1.45 20 2.7 0.8100 0.1869 0.0000 0.6231 19.00 1.58 21 3.3 0.9900 0.1869 0.0000 0.8031 24.49 1.75 22 3.1 0.9300 0.1869 0.0000 0.7431 22.66 1.90 23 2.9 0.8700 0.1869 0.0000 0.6831 20.83 2.05 24 3 0.9000 0.1869 0.0000 0.7131 21.75 2.20 25 3.1 0.9300 0.1869 0.0000 0.7431 22.66 2.35 26 4.2 1.2600 0.1869 0.0000 1.0731 32.73 2.58 27 5 1.5000 0.1869 0.0000 1.3131 40.05 2.85 28 3.5 1.0500 0.1869 0.0000 0.8631 26.32 3.03 29 6.8 2.0400 0.1869 0.0000 1.8531 56.52 3.42 30 7.3 2.1900 0.1869 0.0000 2.0031 61.09 3.84 31 8.2 2.4600 0.1869 0.0000 2.2731 69.33 4.32 32 5.9 1.7700 0.1869 0.0000 1.5831 48.28 4.65 33 2 0.6000 0.1869 0.0000 0.4131 12.60 4.74 34 1.8 0.5400 0.1869 0.0000 0.3531 10.77 4.82 35 1.8 0.5400 0.1869 0.0000 0.3531 10.77 4.89 36 0.6 0.1800 0.1869 0.1530 0.0270 0.82 4.90 • Watershed g4 100 Yr / 3 Hr Rain (in) 2.5 Peak Flow (cfs) Adjusted Loss Rate (in /hr) 0 Total Vol (ac -ft) Total Area (Ac) 3.92 Hydrograph Sampling Period (min) 5 • • Period Rain Max Loss Low Loss Effective Flow Cumulative Period # Intensity Rate Rate (cfs) Volume Percent Intensity in /hr m /hr in /hr )� (�) (�) (v) (in /hr) (ac -ft i.a U.syUU u.uuu0 U.000U 0.3900 1.53 0.01 2 1.3 0.3900 0.0000 0.0000 0.3900 1.53 0.02 3 1.1 0.3300 0.0000 0.0000 0.3300 1.29 0.03 4 1.5 0.4500 0.0000 0.0000 0.4500 1.76 0.04 5 1.5 0.4500 0.0000 0.0000 0.4500 1.76 0.05 6 1.8 0.5400 0.0000 0.0000 0.5400 2.12 0.07 7 1.5 0.4500 0.0000 0.0000 0.4500 1.76 0.08 8 1.8 0.5400 0.0000 0.0000 0.5400 2.12 0.10 9 1.8 0.5400 0.0000 0.0000 0.5400 2.12 0.11 10 1.5 0.4500 0.0000 0.0000 0.4500 1.76 0.12 11 1.6 0.4800 0.0000 0.0000 0.4800 1.88 0.14 12 1.8 0.5400 0.0000 0.0000 0.5400 2.12 0.15 13 2.2 0.6600 0.0000 0.0000 0.6600 2.59 0.17 14 2.2 0.6600 0.0000 0.0000 0.6600 2.59 0.19 15 2.2 0.6600 0.0000 0.0000 0.6600 2.59 0.20 16 2 0.6000 0.0000 0.0000 0.6000 2.35 0.22 17 2.6 0.7800 0.0000 0.0000 0.7800 3.06 0.24 18 2.7 0.8100 0.0000 0.0000 0.8100 3.18 0.26 19 2.4 0.7200 0.0000 0.0000 0.7200 2.82 0.28 20 2.7 0.8100 0.0000 0.0000 0.8100 3.18 0.30 21 3.3 0.9900 0.0000 0.0000 0.9900 3.88 0.33 22 3.1 0.9300 0.0000 0.0000 0.9300 3.65 0.36 23 2.9 0.8700 0.0000 0.0000 0.8700 3.41 0.38 24 3 0.9000 0.0000 0.0000 0.9000 3.53 0.40 25 3.1 0.9300 0.0000 0.0000 0.9300 3.65 0.43 26 4.2 1.2600 0.0000 0.0000 1.2600 4.94 0.46 27 5 1.5000 0.0000 0.0000 1.5000 5.88 0.50 28 3.5 1.0500 0.0000 0.0000 1.0500 4.12 0.53 29 6.8 2.0400 0.0000 0.0000 2.0400 8.00 0.59 30 7.3 2.1900 0.0000 0.0000 2.1900 8.58 0.65 31 8.2 2.4600 0.0000 0.0000 2.4600 9.64 0.71 32 5.9 1.7700 0.0000 0.0000 1.7700 6.94 0.76 33 2 0.6000 0.0000 0.0000 0.6000 2.35 0.78 34 1.8 0.5400 0.0000 0.0000 0.5400 2.12 0.79 35 1.8 0.5400 0.0000 0.0000 0.5400 2.12 0.81 36 0.6 0.1800 0.0000 0.0000 0.1800 0.71 0.81 • • • Watershed 100 Yr / 3 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (Ac) Hydrograph Sampling Period (min) Ave 62 East 2.5 0.2024 3.4812 5 Peak Flow (cfs) 7.9 Total Vol (ac -ft) 0.5 Period Rain Max Loss Low Loss Effective Flow Cumulative Period # Intensity . Rate Rate Intensity Volume... Percent m /hr ) . (cfs) _ (�) (in /hr) (in /hr) (in /hr (ac -ft) i.3 U.sauu U.ZUL4 U.000U U.1876 0.65 0.00 2 1.3 0.3900 0.2024 0.0000 0.1876 0.65 0.01 3 1.1 0.3300 0.2024 0.0000 0.1276 0.44 0.01 4 1.5 0.4500 0.2024 0.0000 0.2476 0.86 0.02 5 1.5 0.4500 0.2024 0.0000 0.2476 0.86 0.02 6 1.8 0.5400 0.2024 0.0000 0.3376 1.18 0.03 7 1.5 0.4500 0.2024 0.0000 0.2476 0.86 0.04 8 1.8 0.5400 0.2024 0.0000 0.3376 1.18 0.05 9 1.8 0.5400 0.2024 0.0000 0.3376 1.18 0.05 10 1.5 0.4500 0.2024 0.0000 0.2476 0.86 0.06 11 1.6 0.4800 0.2024 0.0000 0.2776 0.97 0.07 12 1.8 0.5400 0.2024 0.0000 0.3376 1.18 0.07 13 2.2 0.6600 0.2024 0.0000 0.4576 1.59 0.09 14 2.2 0.6600 0.2024 0.0000 0.4576 1.59 0.10 15 2.2 0.6600 0.2024 0.0000 0.4576 1.59 0.11 16 2 0.6000 0.2024 0.0000 0.3976 1.38 0.12 17 2.6 0.7800 0.2024 0.0000 0.5776 2.01 0.13 18 2.7 0.8100 0.2024 0.0000 0.6076 2.12 0.15 19 2.4 0.7200 0.2024 0.0000 0.5176 1.80 0.16 20 2.7 0.8100 0.2024 0.0000 0.6076 2.12 0.17 21 3.3 0.9900 0.2024 0.0000 0.7876 2.74 0.19 22 3.1 0.9300 0.2024 0.0000 0.7276 2.53 0.21 23 2.9 0.8700 0.2024 0.0000 0.6676 2.32 0.23 24 3 0.9000 0.2024 0.0000 0.6976 2.43 0.24 25 3.1 0.9300 0.2024 0.0000 0.7276 2.53 0.26 26 4.2 1.2600 0.2024 0.0000 1.0576 3.68 0.28 27 5 1.5000 0.2024 0.0000 1.2976 4.52 0.32 28 3.5 1.0500 0.2024 0.0000 0.8476 2.95 0.34 29 6.8 2.0400 0.2024 0.0000 1.8376 6.40 0.38 30 7.3 2.1900 0.2024 0.0000 1.9876 6.92 0.43 31 8.2 2.4600 0.2024 0.0000 2.2576 7.86 0.48 32 5.9 1.7700 0.2024 0.0000 1.5676 5.46 0.52 33 2 0.6000 0.2024 0.0000 0.3976 1.38 0.53 34 1.8 0.5400 0.2024 0.0000 0.3376 1.18 0.54 35 1.8 0.5400 0.2024 0.0000 0.3376 1.18 0.55 36 0.6 0.1800 0.2024 0.1530 0.0270 0.09 0.55 • Watershed ONOFF 100 Yr / 3 Hr Rain (in) 2.5 Peak Flow (cfs) 447.9 Adjusted Loss Rate (in /hr) 0.2139 Total Vol (ac -ft) 30.7 Total Area (Ac) 199.4 Hydrograph Sampling Period (min) 5 Period Rain Max Lo s Low Loss Effective Cumulative Period # Percent Intensity Rate Rate Intensity Flow Volume (in /hr) (in /hr) _ _ (in /hr) _ _(in/hr)____ (cfs) _ (ac -ft) 1 1.3 0.3900 0.2139 0.0000 0.1761 35.11 0.24 2 1.3 0.3900 0.2139 0.0000 0.1761 35.11 0.48 3 1.1 0.3300 0.2139 0.0000 0.1161 23.15 0.64 4 1.5 0.4500 0.2139 0.0000 0.2361 47.08 0.97 5 1.5 0.4500 0.2139 0.0000 0.2361 47.08 1.29 6 1.8 0.5400 0.2139 0.0000 0.3261 65.02 1.74 7 1.5 0.4500 0.2139 0.0000 0.2361 47.08 2.06 8 1.8 0.5400 0.2139 0.0000 0.3261 65.02 2.51 9 1.8 0.5400 0.2139 0.0000 0.3261 65.02 2.96 10 1.5 0.4500 0.2139 0.0000 0.2361 47.08 3.28 11 1.6 0.4800 0.2139 0.0000 0.2661 53.06 3.65 12 1.8 0.5400 0.2139 0.0000 0.3261 65.02 4.10 13 2.2 0.6600 0.2139 0.0000 0.4461 88.95 4.71 • 14 2.2 0.6600 0.2139 0.0000 0.4461 88.95 5.32 15 2.2 0.6600 0.2139 0.0000 0.4461 88.95 5.93 16 2 0.6000 0.2139 0.0000 0.3861 76.99 6.46 17 2.6 0.7800 0.2139 0.0000 0.5661 112.88 7.24 18 2.7 0.8100 0.2139 0.0000 0.5961 118.86 8.06 19 2.4 0.7200 0.2139 0.0000 0.5061 100.92 8.76 20 2.7 0.8100 0.2139 0.0000 0.5961 118.86 9.57 21 3.3 0.9900 0.2139 0.0000 0.7761 154.75 10.64 22 3.1 0.9300 0.2139 0.0000 0.7161 142.79 11.62 23 2.9 0.8700 0.2139 0.0000 0.6561 130.83 12.52 24 3 0.9000 0.2139 0.0000 0.6861 136.81 13.47 25 3.1 0.9300 0.2139 0.0000 0.7161 142.79 14.45 26 4.2 1.2600 0.2139 0.0000 1.0461 208.59 15.89 27 5 1.5000 0.2139 0.0000 1.2861 256.45 17.65 28 3.5 1.0500 0.2139 0.0000 0.8361 166.72 18.80 29 6.8 2.0400 0.2139 0.0000 1.8261 364.12 21.31 30 7.3 2.1900 0.2139 0.0000 1.9761 394.03 24.02 31 8.2 2.4600 0.2139 0.0000 2.2461 447.87 27.11 32 5.9 1.7700 0.2139 0.0000 1.5561 310.29 29.24 33 2 0.6000 0.2139 0.0000 0.3861 76.99 29.77 34 1.8 0.5400 0.2139 0.0000 0.3261 65.02 30.22 35 1.8 0.5400 0.2139 0.0000 0.3261 65.02 30.67 36 0.6 0.1800 0.2139 0.1530 0.0270 5.38 30.71 C] • Watershed STRT 100 Yr / 3 Hr Rain (in) 2.5 Peak Flow (cfs) 5.1 Adjusted Loss Rate (in /hr) 0.0333 Total Vol (ac -ft) 0.4 Total Area (Ac) 2.11 Hydrograph Sampling Period (min) 5 Period Rain � Max Loss• Low Loss Effective Cumuli alive ,Period # "' - Percent ° Intensity Rate_, ,, Rate' - Intensity ;Flow � Volume ' y in /hr (i�)._.; m /hr . _(�) (in /hr) -- (,-Q r) �' (cfs)• 1 1.3 0.3900 0.0333 0.0000 0.3567 0.75 0.01 2 1.3 0.3900 0.0333 0.0000 0.3567 0.75 0.01 3 1.1 0.3300 0.0333 0.0000 0.2967 0.63 0.01 4 1.5 0.4500 0.0333 0.0000 0.4167 0.88 0.02 5 1.5 0.4500 0.0333 0.0000 0.4167 0.88 0.03 6 1.8 0.5400 0.0333 0.0000 0.5067 1.07 0.03 7 1.5 0.4500 0.0333 0.0000 0.4167 0.88 0.04 8 1.8 0.5400 0.0333 0.0000 0.5067 1.07 0.05 9 1.8 0.5400 0.0333 0.0000 0.5067 1.07 0.05 10 1.5 0.4500 0.0333 0.0000 0.4167 0.88 0.06 11 1.6 0.4800 0.0333 0.0000 0.4467 0.94 0.07 12 1.8 0.5400 0.0333 0.0000 0.5067 1.07 0.07 13 2.2 0.6600 0.0333 0.0000 0.6267 1.32 0.08 • 14 2.2 0.6600 0.0333 0.0000 0.6267 1.32 0.09 15 2.2 0.6600 0.0333 0.0000 0.6267 1.32 0.10 16 2 0.6000 0.0333 0.0000 0.5667 1.20 0.11 17 2.6 0.7800 0.0333 0.0000 0.7467 1.58 0.12 18 2.7 0.8100 0.0333 0.0000 0.7767 1.64 0.13 19 2.4 0.7200 0.0333 0.0000 0.6867 1.45 0.14 20 2.7 0.8100 0.0333 0.0000 0.7767 1.64 0.15 21 3.3 0.9900 0.0333 0.0000 0.9567 2.02 0.17 22 3.1 0.9300 0.0333 0.0000 0.8967 1.89 0.18 23 2.9 0.8700 0.0333 0.0000 0.8367 1.77 0.19 24 3 0.9000 0.0333 0.0000 0.8667 1.83 0.21 25 3.1 0.9300 0.0333 0.0000 0.8967 1.89 0.22 26 4.2 1.2600 0.0333 0.0000 1.2267 2.59 0.24 27 5 1.5000 0.0333 0.0000 1.4667 3.09 0.26 28 3.5 1.0500 0.0333 0.0000 1.0167 2.15 0.27 29 6.8 2.0400 0.0333 0.0000 2.0067 4.23 0.30 30 7.3 2.1900 0.0333 0.0000 2.1567 4.55 0.33 31 8.2 2.4600 0.0333 0.0000 2.4267 5.12 0.37 32 5.9 1.7700 0.0333 0.0000 1.7367 -3.66 0.39 33 2 0.6000 0.0333 0.0000 0.5667 1.20 0.40 34 1.8 0.5400 0.0333 0.0000 0.5067 1.07 0.41 35 1.8 0.5400 0.0333 0.0000 0.5067 1.07 0.42 36 0.6 0.1800 0.0333 0.0000 0.1467 0.31 0.42 LJ 0 Watershed 100 Yr / 1 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (ac) Hydrograph Sampling Period (min) Monroe 1.9 Peak Flow (cfs) 38.70 0.204 Total Vol (ac -ft) 0.68 4.82 5 Rain Max Loss _ Low Loss "Effective' Cumulative Period Flow Period # Intensity Rate Rate Intensity Volume Percent ,n /hr(cfs) (�) (in%hr) _ ._(in /hr) __ _ ,(in /hr) (ac-ft) _ 1 3.46 U.I88I U.ZU4U 0.0000 0.5847 .2.82 0.02 2 3.70 0.8441 0.2040 0.0000 0.6401 3.09 0.04 3 4.00 0.9110 0.2040 0.0000 0.7070 3.41 0.06 4 4.36 0.9937 0.2040 0.0000 0.7897 3.81 0.09 5 4.92 1.1222 0.2040 0.0000 0.9182 4.43 0.12 6 5.60 1.2779 0.2040 0.0000 1.0739 5.18 0.16 7 6.61 1.5069 0.2040 0.0000 1.3029 6.28 0.20 8 8.28 1.8879 0.2040 0.0000 1.6839 8.12 0.26 9 12.72 2.9012 0.2040 0.0000 2.6972 13.00 0.35 10 36.11 8.2334 0.2040 0.0000 8.0294 38.70 0.61 11 6.35 1.4487 0.2040 0.0000 1.2447 6.00 0.65 12 3.88 0.8844 0.2040 0.0000 0.6804 3.28 0.68 �1 LJ • Watershed ON1 100 Yr / 1 Hr Rain (in) 1.9 Peak Flow (cfs) 282.76 Adjusted Loss Rate (in /hr) 0.1869 Total Vol (ac -ft) 4.98 Total Area (ac) 35.14 Hydrograph Sampling Period (min) 5 Period Rain Max Loss Low Loss Effective Cumulative; Flow Period# Intensity Rate , . ' Rate' Intensity Volume Percent. in /hr (cfs) (�)_ - - (in /hr)_ (in /hr) (in /hr) (acft) . I J.4b U. /?Jot u.Iuba U.UUUU 0.6018 21.15 0.15 2 3.70 0.8441 0.1869 0.0000 0.6572 23.09 0.30 3 4.00 0.9110 0.1869 0.0000 0.7241 25.45 0.48 4 4.36 0.9937 0.1869 0.0000 0.8068 28.35 0.68 5 4.92 1.1222 0.1869 0.0000 0.9353 32.87 0.90 6 5.60 1.2779 0.1869 0.0000 1.0910 38.34 1.17 7 6.61 1.5069 0.1869 0.0000 1.3200 46.38 1.49 8 8.28 1.8879 0.1869 0.0000 1.7010 59.77 1.90 9 12.72 2.9012 0.1869 0.0000 2.7143 95.38 2.55 10 36.11 8.2334 0.1869 0.0000 8.0465 282.76 4.50 11 6.35 1.4487 0.1869 0.0000 1.2618 44.34 4.81 12 3.88 0.8844 0.1869 0.0000 0.6975 24.51 4.98 • • • Watershed 81 100 Yr / 1 Hr Rain (in) 1.9 Peak Flow (cfs) 25.36 Adjusted Loss Rate (in /hr) 0 Total Vol (ac -ft) 0.48 Total Area (ac) 3.08 Hydrograph Sampling Period (min) 5 Rain Max Loss. Low Loss Effective , Cumulative Period # Period. Intensity Rate Rate intensity Flow Volume° Percent (cfs) (in /hr)�(in /hr)�° (in/hr) (in/hr) (ac -ft) 1 3.46 0.7887 0.0000 0.0000 0.7887 2.43 0.02 2 3.70 0.8441 0.0000 0.0000 0.8441 2.60 0.03 3 4.00 0.9110 0.0000 0.0000 0.9110 2.81 0.05 4 4.36 0.9937 0.0000 0.0000 0.9937 3.06 0.08 5 4.92 1.1222 0.0000 0.0000 1.1222 3.46 0.10 6 5.60 1.2779 0.0000 0.0000 1.2779 3.94 .0.13 7 6.61 1.5069 0.0000 0.0000 1.5069 4.64 0.16 8 8.28 1.8879 0.0000 0.0000 1.8879 5.81 0.20 9 12.72 2.9012 0.0000 0.0000 2.9012 8.94 0.26 10 36.11 8.2334 0.0000 0.0000 8.2334 25.36 0.43 11 6.35 1.4487 0.0000 0.0000 1.4487 4.46 0.46 12 3.88 0.8844 0.0000 0.0000 0.8844 2.72 0.48 • 0 Watershed 100 Yr / 1 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (ac) Hydrograph Sampling Period (min) ON2 1.9 Peak Flow (cfs) 208.97 0.1869 Total Vol (ac -ft) 3.68 25.97 5 Rain Max Loss Low Loss Effective r Cumulative m Period Flow Period # Intensity ` ' -Rate Rate ; Intensity Volume," . Percent (cfs) , (in/hr) (inlhr) . (in /hr)'.. (in /hr) (ac -ft) :L 1 3.46 0.7887 0.1869 0.0000 0.6018 15.63 0.11 2 3.70 0.8441 0.1869 0.0000 0.6572 17.07 0.23 3 4.00 0.9110 0.1869 0.0000 0.7241 18.81 0.35 4 4.36 0.9937 0.1869 0.0000 0.8068 20.95 0.50 5 4.92 1.1222 0.1869 0.0000 0.9353 24.29 0.67 6 5.60 1.2779 0.1869 0.0000 1.0910 28.33 0.86 7 6.61 1.5069 0.1869 0.0000 1.3200 34.28 1.10 8 8.28 1.8879 0.1869 0.0000 1.7010 44.17 1.40 9 12.72 2.9012 0.1869 0.0000 2.7143 70.49 1.89 10 36.11 8.2334 0.1869 .0.0000 8.0465 208.97 3.33 11 6.35 1.4487 0.1869 0.0000 1.2618 32.77 3.55 12 3.88 0.8844 0.1869 0.0000 0.6975 18.11 3.68 • • Watershed 100 Yr / 1 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (ac) Hydrograph Sampling Period (min) ON3 1.9 Peak Flow (cfs) 220.23 0.1869 Total Vol (ac -ft) 3.88 27.37 5 Period Rain Max Loss - Co-w Loss Effective Flow Cumulative Period # percent Intensity Rate Rate Intensity cfs Volume, (in /hr) (in /hr) - (in /hr) . _ _(in /hr) ( ) (ac-ft)- 1 3.46 0.7887 0.1869 0.0000 0.6018 16.47 0.11 2 3.70 0.8441 0.1869 0.0000 0.6572 17.99 0.24 3 4.00 0.9110 0.1869 0.0000 0.7241 19.82 0.37 4 4.36 0.9937 0.1869 0.0000 0.8068 22.08 0.53 5 4.92 1.1222 0.1869 0.0000 0.9353 25.60 0.70 6 5.60 1.2779 0.1869 0.0000 1.0910 29.86 0.91 7 6.61 1.5069 0.1869 0.0000 1.3200 36.13 1.16 8 8.28 .1.8879 0.1869 0.0000 1.7010 46.56 1.48' 9 12.72 2.9012 0.1869 0.0000 2.7143 74.29 1.99 10 36.11 8.2334 0.1869 0.0000 8.0465 220.23 3.51 11 6.35 1.4487 0.1869 0.0000 1.2618 34.54 3.74 12 3.88 0.8844 0.1869 0.0000 0.6975 19.09 3.88 to Watershed B2 100 Yr / 1 Hr Rain (in) 1.9 Peak Flow (cfs) 22.89 Adjusted Loss Rate (in /hr) 0 Total Vol (ac -ft) 0.44 Total Area (ac) 2.78 Hydrograph Sampling Period (min) 5 Rain Max Loss Low Loss Effective. Cumulative Period # : - Period Intensity Rate Rate Intensity Flow Volume Percent in /hr (cfs) (.�) (in /hr) (n /fir) (in /hr) (ac-ft) 1 3.46 0.7887 0.0000 0.0000 0.7887 2.19 0.02 2 3.70 0.8441 0.0000 0.0000 0.8441 2.35 0.03 3 4.00 0.9110 0.0000 0.0000 0.9110 2.53 0.05 4 4.36 0.9937 0.0000 0.0000 0.9937 2.76 0.07 5 4.92 1.1222 0.0000 0.0000 1.1222 3.12 0.09 6 5.60 1.2779 0.0000 0.0000 1.2779 3.55 0.11 7 6.61 1.5069 0.0000 0.0000 1.5069 4.19 0.14 8 8.28 1.8879 0.0000 0.0000 1.8879 5.25 0.18 9 12.72 2.9012 0.0000 0.0000 2.9012 8.07 0.23 10 36.11 8.2334 0.0000 0.0000 8.2334 22.89 0.39 11 6.35 1.4487 0.0000 0.0000 1.4487 4.03 0.42 12 3.88 0.8844 0.0000 0.0000 0.8844 2.46 0.44 r1 LJ • is Watershed 100 Yr / 1 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (ac) Hydrograph Sampling Period (min) ON4 1.9 Peak Flow (cfs) 142.58 0.1869 Total Vol (ac -ft) 2.51 17.72 5 Rain I Max.Loss Low Loss Effective Cumulative Period ` Flow Period # Intensity Rate Rate Intensity .Volume;; Percent in /hr in /hr m /hr (cfs) (_) i�) (��) (in /hr) _ _ _ (ac -ft __ 1 3.46 0.7887 0.1869 0.0000 0.6018 10.66 0.07 2 3.70 0.8441 0.1869 0.0000 0.6572 11.65 0.15 3 4.00 0.9110 0.1869 0.0000 0.7241 12.83 0.24 4 4.36 0.9937 0.1869 0.0000 0.8068 14.30 0.34 5 4.92 1.1222 0.1869 0.0000 0.9353 16.57 0.45 6 5.60 1.2779 0.1869 0.0000 1.0910 19.33 0.59 7 6.61 1.5069 0.1869 0.0000 1.3200 23.39 0.75 8 8.28 1.8879 0.1869 0.0000 1.7010 30.14 0.96 9 12.72 2.9012 0.1869 0.0000 2.7143 48.10 1.29 10 36.11 8:2334 0.1869 0.0000 8.0465 142.58 2.27 11 6.35 1.4487 0.1869 0.0000 1.2618 22.36 2.42 12 3.88 0.8844 0.1869 0.0000 0.6975 12.36 2.51 • C1 • Watershed 100 Yr / 1 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (ac) Hydrograph Sampling Period (min) Ave 62 West 1.9 0.2024 5.2818 5 Peak Flow (cfs) 42.42 Total Vol (ac -ft) 0.74 Period Rain Max Loss Low Loss Effective > Flow Cumulati e Period # ' Intensity ate Rate Intensity Volume Percent tY Y (cfs). 1 3.46 0.7887 0.2024 0.0000 0.5863 3.10 0.02 2 3.70 0.8441 0.2024 0.0000 0.6417 3.39 0.04 3 4.00 0.9110 0.2024 0.0000 0.7086 3.74 0.07 4 4.36 0.9937 0.2024 0.0000 0.7913 4.18 0.10 5 4.92 1.1222 0.2024 0.0000 0.9198 4.86 0.13 6 5.60 1.2779 0.2024 0.0000 1.0755 5.68 0.17 7 6.61 1.5069 0.2024 0.0000 1.3045 6.89 0.22 8 8.28 1.8879 0.2024 0.0000 1.6855 8.90 0.28 9 12.72 2.9012 0.2024 0.0000 2.6988 14.25 0.38 10 36.11 8.2334 0.2024 0.0000 8.0310 42.42 0.67 11 6.35 1.4487 0.2024 0.0000 1.2463 6.58 0.72 12 3.88 0.8844 0.2024 0.0000 0.6820 3.60 0.74 • • Watershed B3 100 Yr / 1 Hr Rain (in) 1.9 Peak Flow (cfs) 10.70 Adjusted Loss Rate (in /hr) 0 Total Vol (ac -ft) 0.20 Total Area (ac) 1.3 Hydrograph Sampling Period (min) 5 Rain Max Loss` iow Loss Effective Cumulative Period Flow Period #; Percent Intensity " Rate ' Rate Intensity cfs Volume (in /hr)�'(in /hr) (in /hr) _(in /hr) 1 _ _(_ ) - (acA I 3.46 U. /SS/ U.000U U.000U 0.7887 1.03 0.01 2 3.70 0.8441 0.0000 0.0000 0.8441 1.10 0.01 3 4.00 0.9110 0.0000 0.0000 0.9110 1.18 0.02 4 4.36 0.9937 0.0000 0.0000 0.9937 1.29 0.03 5 4.92 1.1222 0.0000 0.0000 1.1222 1.46 0.04 6 5.60 1.2779 0.0000 0.0000 1.2779 1.66 0.05 7 6.61 1.5069 0.0000 0.0000 1.5069 1.96 0.07 8 8.28 1.8879 0.0000 0.0000 1.8879 2.45 0.08 9 12.72 2.9012 0.0000 0.0000 .2.9012 3.77 0.11 10 36.11 8.2334 0.0000 0.0000 8.2334 10.70 0.18 11 6.35 1.4487 0.0000 0.0000 1.4487 1.88 0.20 12 3.88 0.8844 0.0000 0.0000 0.8844 1.15 0.20 • Watershed OFF1 100 Yr / 1 Hr Rain (in) 1.9 Peak Flow (cfs) Adjusted Loss Rate (in /hr) 0.2139 Total Vol (ac -ft) Total Area (ac) 40.15 Hydrograph Sampling Period (min) 5 Period d' Rain Max Loss Cow Loss - Effective Flow Period # Percent Intensity Rate Rate Intensity in /hr � m /hr m /hr m /hr (cfs) 1 3.46 0.7887 0.2139 0.0000 0.5748 23.08 2 3.70 0.8441 0.2139 0.0000 0.6302 25.30 3 4.00 0.9110 0.2139 0.0000 0.6971 27.99 4 4.36 0.9937 0.2139 0.0000 0.7798 31.31 5 4.92 1.1222 0.2139 0.0000 0.9083 36.47 6 5.60 1.2779 0.2139 0.0000 1.0640 42.72 7 6.61 1.5069 0.2139 0.0000 1.2930 51.91 8 8.28 1.8879 0.2139 0.0000 1.6740 67.21 9 12.72 2.9012 0.2139 0.0000 2.6873 107.89 10 36.11 8.2334 0.2139 0.0000 8.0195 321.98 11 6.35 1.4487 0.2139 0.0000 1.2348 49.58 12 3.88 0.8844 0.2139 0.0000 0.6705 26.92 of 321.98 5.59 Volume' 0.16 0.33 0.53 0.74 0.99 1.29 1.64 2.11 2.85 5.07 5.41 5.59 • • Watershed 100 Yr / 1 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (ac) Hydrograph Sampling Period (min) ON5 1.9 Peak Flow (cfs) 245.42 0.1869 Total Vol (ac -ft) 4.32 30.5 5 Rain Max Loss Low Loss . Effective Cumulative Period - Flow `Period #. Intensity . Rate Rate Intensity (cfs) , Volume Percent' (in /hr rn /hr in /hr in /hr ,) (�) (�) ( hr (ac -ft) I 3.4b U. Rats/ U.I bbu U.000U 0.6018 18.35 0.13 2 3.70 0.8441 0.1869 0.0000 0.6572 20.05 0.26 3 4.00 0.9110 0.1869 0.0000 0.7241 22.09 0.42 4 4.36 0.9937 0.1869 0.0000 0.8068 24.61 0.59 5 4.92 1.1222 0.1869 0.0000 0.9353 28.53 0.78 6 5.60 1.2779 0.1869 0.0000 1.0910 33.27 1.01 7 6.61 1.5069 0.1869 0.0000 1.3200 40.26 1.29 8 8.28 1.8879 0.1869 0.0000 1.7010 51.88 1.65 9 12.72 2.9012 0.1869 0.0000 2.7143 82.78 2.22 10 36.11 8.2334 0.1869 0.0000 8.0465 245.42 3.91 11 6.35 1.4487 0.1869 0.0000 1.2618 38.49 4.17 12 3.88 0.8844 0.1869 0.0000 0.6975 21.27 4.32 • • L_J Watershed B4 100 Yr / 1 Hr Rain (in) 1.9 Peak Flow (cfs) 32.28 Adjusted Loss Rate (in /hr) 0 Total Vol (ac -ft) 0.62 Total Area (ac) 3.92 Hydrograph Sampling Period (min) 5 `'Period Rain Max Loss Low Loss Effective . Flow Cumulative -Period # Intensity , Rate Rate . ; Intensity Percent (cfs) Volume. •. in/hr m /hr m /hr in /hr I JAD U.I00f u.uuuu u.UuuU U. /SS/ 3.09 0.02 2 3.70 0.8441 0.0000 0.0000 0.8441 3.31 0.04 3 4.00 0.9110 0.0000 0.0000 0.9110 3.57 0.07 4 4.36 0.9937 0.0000 0.0000 0.9937 3.90 0.10 5 4.92 1.1222 0.0000 0.0000 1.1222 4.40 0.13 6 5.60 1.2779 0.0000 0.0000 1.2779 5.01 0.16 7 6.61 1.5069 0.0000 , 0.0000 1.5069 5.91 0.20 8 8.28 1.8879 0.0000 0.0000 1.8879 7.40 0.25 9 12.72 2.9012 0.0000 0.0000 2.9012 11.37 0.33 10 36.11 8.2334 0.0000 0.0000 8.2334 32.28 0.55 11 6.35 1.4487 0.0000 0.0000 1.4487 5.68 0.59 12 3.88 0.8844 0.0000 0.0000 0.8844 3.47 0.62 C7 • Watershed 100 Yr / 1 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (ac) Hydrograph Sampling Period (min) Ave 62 East 1.9 0.2024 3.4812 5 Peak Flow (cfs) 27.96 Total Vol (ac -ft) 0.49 Rain Max Loss Low Loss Effective Cumulative Period Flow Period # Intensity Rate Rate Intensity Volume Percent (c') in/hr ) (ac -ft) 1 3.46 U. 1661 U.ZU24 0.0000 0.5863 2.04 0.01 2 3.70 0.8441 0.2024 0.0000 0.6417 2.23 0.03 3 4.00 0.9110 0.2024 0.0000 0.7086 2.47 0.05 4 4.36 0.9937 0.2024 0.0000 0.7913 2.75 0.07 5 4.92 1.1222 0.2024 0.0000 0.9198 3.20 0.09 6 5.60 1.2779 0.2024 0.0000 1.0755 3.74 0.11 7 6.61 1.5069 0.2024 0.0000 1.3045 4.54 0.14 8 8.28 1.8879 0.2024 0.0000 1.6855 5.87 0.18 9 12.72 2.9012 0.2024 0.0000 2.6988 9.39 0.25 10 36.11 8.2334 0.2024 0.0000 8.0310 27.96 0.44 11 6.35 1.4487 0.2024 0.0000 1.2463 4.34 0.47 12 3.88 0.8844 0.2024 0.0000 0.6820 2.37 0.49 LJ • • Watershed 100 Yr / 1 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (ac) Hydrograph Sampling Period (min) ONOFF 1.9 Peak Flow (cfs) . 1599.10 0.2139 Total Vol (ac -ft) 27.79 199.4 5 Period Rain -.Max M Loss Low Loss .Effective Flow Cumulative Period # Intensity , Rate Rate Intensity Volume Percent in /hr in /hr in /hr in /hr (cfs) i 3.40 U. t?J?Jf U.Z1 Jv U.000U 0.5748 114.61 0.79 2 3.70 ' 0.8441 0.2139 0.0000 0.6302 125.66 1.65 3 4.00 0.9110 0.2139 0.0000 0.6971 139.01 2.61 4 4.36 0.9937 0.2139 0.0000 0.7798 155.49 3.68 5 4.92 1.1222 0.2139 0.0000 0.9083 181.12 4.93 6 5.60 1.2779 0.2139 0.0000 1.0640 212.15 6.39 7 6.61 1.5069 0.2139 0.0000 1.2930 257.82 8.17 8 8.28 1.8879 0.2139 0.0000 1.6740 333.79 10.47 9 12.72 2.9012 0.2139 0.0000 2.6873 535.84 14.16 10 36.11 8.2334 0.2139 0.0000 8.0195 1599.10 25.17 11 6.35 1.4487 0.2139 0.0000 1.2348 246.22 26.87 12 3.88 0.8844 0.2139 0.0000 0.6705 133.69 27.79 • C Watershed 100 Yr / 1 Hr Rain (in) Adjusted Loss Rate (in /hr) Total Area (ac) Hydrograph Sampling Period (min) STRT 1.9 Peak Flow (cfs) 17.30 0.0333 Total Vol (ac -ft) 0.33 2.11 5 lax Loss Low Coss' Effective Rate aRate_`Intensit y (in /hr) _�-(in /hr)(in /hr) Period Rain Period # 0.0000 Intensity 1.59 Percent 0.0333 0.0000 _ (in/hr)� 1 3.46 0.7887 2 3.70 0.8441 3 4.00 0.9110 4 4.36 0.9937 5 4.92 1.1222 6 5.60 1.2779 7 6.61 1.5069 8 8.28 1.8879 9 12.72 2.9012 10 36.11 8.2334 11 6.35 1.4487 12 3.88 0.8844 STRT 1.9 Peak Flow (cfs) 17.30 0.0333 Total Vol (ac -ft) 0.33 2.11 5 lax Loss Low Coss' Effective Rate aRate_`Intensit y (in /hr) _�-(in /hr)(in /hr) Flow' (cfs) e Cumulativ � - Volume (ac ft) 0.0333 0.0000 0.7554 1.59 0.01 0.0333 0.0000 0.8108 1.71 0.02 0.0333 0.0000 0.8777 1.85 0.04 0.0333 0.0000 0.9604 2.03 0.05 0.0333 0.0000 1.0889 2.30 0.07 0.0333 0.0000 1.2446 2.63 0.08 0.0333 0.0000 1.4736 3.11 0.10 0.0333 0.0000 1.8546 3.91 0.13 0.0333 0.0000 2.8679 6.05 0.17 0.0333 0.0000 8.2001 17.30 0.29 0.0333 0.0000 1.4154 2.99 0.31 0.0333 0.0000 0.8511 1.80 0.33 • olmm� PACE Advanced Water Engineering • D CL x n r: r1 LJ PACE E 1I tage,Area Elev (ft) Depth (ft) Area (ac) Storage Vol (ac -ft) 402.30 0.00 1.78 0.00 403.30 1.00 1.89 -1.84 404.30 2.00 2.00 3.78 405.30 3.00 2.12 5.84 406.30 4.00 2.24 8.02 407.30 5.00 2.37 10.33 408.30 6.00 2.50 12.76 r1 LJ PACE PACE 62iStage =Area Elev (ft) Depth (ft) Area (ac) Storage Vol (ac -ft) 395.60 0.00 1.24 0.00 396.60 1.00 1.36 1.30 397.60 2.00 1.49 2.73 398.60 3.00 1.61 4.28 399.60 4.00 1.74 5.95 400.60 5.00 1.87 7.76 401.60 6.00 2.00 9.69 PACE 0 MJStage-Area Elev (ft) Depth (ft) Area (ac) Storage Vol (ac -ft) 394.70 0.00 0.62 0.00 395.70 1.00 0.69 0.66 396.70 2.00 0.76 1.38 397.70 3.00 0.84 2.18 398.70 4.00 0.91 3.06 399.70 5.00 0.99 4.01 400.70 6.00 1 .06 5.03 • PACE 64jS.tage'Area Elev (ft) Depth (ft) Area (ac) Storage Vol (ac -ft) 392.60 0.00 2.04 0.00 393.60 1.00 2.19 2.11 394.60 2.00 2.33 4.37 395.60 3.00 2.48 6.78 396.60 4.00 2.63 9.33 397.60 5.00 2.77 12.03 397.60 5.00 3.09 12.03 398.60 6.00 3.25 15.20 399.60 7.00 3.41 18.53 400.60 8.00 3.58 22.03 PACE • • • PACE Advanced Water Engineering D a -a co CL • E • j vj C-A C 0 L- it-nl -i), I) k5!5VvJt- e3A—si,-,) OT F Lez 0 ib L E-' A7 r D U d57- tj SHEET I OF I DRAWN CHKD TITLE Pip DATE JOB NO. 17520 Newhope Street • Suite 200 • Fountain Valley, California 92708 • tel: 714.481.7300 • fax: 714.481.7299 ���!n1 `1 774-E2GrnJCy Dvlc� vD, ? 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J O O J N O o� W O v 00 W W v 00 w J ca 00 � V) 00 710 v N _9 rn -9 N rn O W N v ,,j -P' �� (D P � _ N -P _ " U) w 4 ` V) W � 0 U) 0 w (n ` (n � U) V) U) cn _ Q rn �` ti� A cn _9 r, -rJ N TI -r; m rn -� -n -� m rn _ 0 �l rn -rJ rn c i Q. 6 S d O w O- m 76' 7' 87' ` , R69 . � cn N 0 5g `\ , 65' 65 _ 65' 65' z , , , II II W rn \ 66 65 65 65 65 65 65 65 I . I OO STREET „D„ - �w� 40' o �',� - -_ R = 77o STRE�L== �tG1 "____ `- - - - - � �- � / �. ° R = 500' - - R-== 5001' 6, @ II 18, �c°'�,U / `'l, `p �� f jjj - �N 55' 55' 55' S6' OT AX``13, SF 0.31 AC 97 o IL j z 1 / 108, ° , , � ,UW 39 55 5(6' 55'~ 5_5 55' 55' 5 55' O 273 - Go CSi? I N ' ° C4 t-_. -_ - _ _ D t� �� -_ _- 2 6Dr,�, _u"', _ r _ o- - i J w. ` ° u, U' cn un u, cn cn crI w r� 0 7,03 F �° -t ° 5,913 SF - __ vim-- aRhJ �� .A- 9� - p DRhJ �- .__- _DRN' N --� o t -t o °°t 1- N N _ N N ,. - 00 W co �� �Io._ "'. co J O c_D- o -- �N L 2�iNN --�N �- D ;hJ �N j -_ .D 1 O- a O' rn I N p C4 cn O O CI) O C4 C1� v 0 U I - (,� (Ji J N CI7 O- CP O O O O O N O 0 7' ' I � --- - °- rn Co N u, N , , 0o J cn _4 0 N ul 10 8 I M I -n 2 u) -4 C0 (n W -P �! C �! (n N cn U i v cn o J cn v owo -P -- cn � J G' I II 122' n _I Icon 27 u � 87' 122' I rn , rn �� c w rn Z7-4, ,� " 5,912 SF - I _I , � -.___ 230 0o F1 5 55, 55 55_ -55' S5' 55' 55' S5' 55' 55' l 55' 55' u' �' 6,987 p j 10 107' _ ___ n.. _ 109' 99 _ ►I N 8, 14 SIF w rn --- _ __ : ,,, ;._ -- - 1� cn I Q C° 7 108' I w ; - LOT "BK" (PRIVATE DRIVE I_9 108 n o _ _ °_IO cwn cn 24 w 28 w N °o D 59' 55' 55 55 55 55 ° 55' 55' S5 55' 55' 55' 55' O I � - I) o I (n 5,885 SF cn cn cn �, 27 + ` - 5,912 SIF rn O - 0 06 z ° cn cn U' w N �, J UrniV 7 007 SF Q I 107 O Crr o °0 p� o) oo N - N rn un cn cn rl cn c„ O cn � _ m w O 108' oN cn ao 2 9 - II ° NN o rnN o �� o Noy o oiv �N QN �N ooN aoN �N , �;�j Frt D I OO - 1 1 �r- cn 2 3 Tt w oo J v, 4� o� T c�, ►�a� ° p, a� o o c° o o O co N O o J o .. 108 5,885 SF u' cn 9 w '. _ 9,34 SF w o - 0 - ' (n - oo rn "' NJ N0 Nco J N� � t`'J J NNV C o- U,I � IU, 5,9 2 SF rn Ib0� o (n - C,T ,� , rn ' rn ,� ; " ",-t. -- �I - N - r " moo _11 rn � � a, 27 A ° Q, w� �� O 107 �� 105 55 55 55 ;`'--`�., D (a i I II a? -- 00 o 8, �\ \ O i ,� �. 51 S6' S5' 55' 55' 55' 55' 55' 55' 55' I � 6,970 F I "I Q c� Ut cn cn cn V O A� - S T „ „ -- -- a „ _ _ m 99, I 4 I Q o, -_ TREE I T AV 40' 127' m o 85 SF cn � cn U, �--�_ B -- - „ ,> , �, IaRr, --P • � 5,91 SF � - -- ----�- -- 17';802 SF � --____ TREET AK -, 5 12 w 107- - - DRN - -. - -. -_ Rr-i� J ------ c. -�.-. .nN -____ _ - - , DRr - 0:41 -AC- orr��` _ - aRN - I° D 108 R - 500 �� O��i - - - _ _ _ 130' 65' 65' 65' 65' 00 I 00 - N 6 5,8 51 SF �I rn I(& 31 � � 87' 129' (n �! I -� 5,912 SF - 000� / o rn 0) rn � \ 107 �1 � TI w � ° off / N rO ° 'S' _A ., � N Ln (O M (D Iv (`OJ, N (a N -, (I -n - 108 w _ in CO cn Co cn rI N o 00 s� 0 0 o w o N 20 < D U1_�� N - 0)N 1� .�j - , N o - - J o 'A � J Cn�! 0 12 '' I -P ' 5,885 SF C m 32 N °�,;n �cnD = O �� °_ J �+ �°S+ c�' <o cn J (n `� � �� 1 -�� D 5,913 SF D -ID -4 _� (n o !" ��� n '' - - -- J I ca, 0 in 0o n 107 d ow 0 ® � m , oN \ _ 75' 65' 65' 65' 65' - /' I _ �.- - --- _ - If - 9- o v� -r- cn 5,8$5`S cn cn 5 912 SF _ "` cn \ rn aT - - -- a, ~� I I I -� o� 104'1 -' rn 2 1, -� J 1, f 107' - w 39+x' �,� 3' � NN caN °N j co ° ° i I •'26' - �� N P n o 6; 00 o �co O moo O N o N o I o , 108 o ca UI N � � _ W 00 -P c 0 0 cU'n 00 J � co v - ` N , I I'' cn 18 cn cn 3 4 cn . .P � 30 • -0' - (A N n' � cn cn 0 °� N `' - -P c0 1, I i -+ o0 0�o r � cn 5,885 SF cn v_, 5,912 SF U'_ u' C oo �- � X. --. ,Q N �N �'. \ It M -9 -n � rn ° c0 - _ I N do 7 - , �8, N � J (n � // so , � -1 ° r`J f-1--,,- T_.,__r- a` ` (n 107 1 �' W rn Q - W" �� �c9. 51' 65' 65' �5' 65' / J i,� m 99 , m ( � J ( - - -,/ I it I 120 C �, `-- _ 89 _ R = 5Q0 STREET A H Ir -`' o � 1110' - ° 1 15 �� �ha - ____ , - �_`Rh) Q - - 0 - DRN DRN - _-_ _ __._ nrm, 120" . _ - 4 1RN I ; ( ��+ 6 , STREET „E„ = 200 20 Jw O N _-� _ _ t° _ II 47" 83 � `_-` -Y1 O+ o �� - J - -9 ` =:7711- - - DRhJ cn-) - DRN pa- DRN DR.R - - - - -1 DRi J _ _ _ _ -- DRhi - ` I 11 I - 5 2 + w ca °� -I °o ca �. rn J ry u' 82 A \ 01) ib 0'" -M 0000 �N 00 00 °ry ca 107' 107' _ ° �, 6,902 F cn z I- I I- -0 � v> rn i i I W o Co .' 121 Off, rn �0 _ 110' m '� M a III '-,O K x - - - -- j I' I I I (1 , o cn CA , o N� I 00 290 00 3 01 00 110 --I III -o r . . ; / 1 I I ( cn 0i n00'c�I rn o� _ cn __,I U' AS LLO`g - ��' II 121 110' -- 8,941 SF °? (' 8,351 SF I IIII : ° w -- -' m U) (n L-V � 1v- �' (a �� F � c z o o I I I _q m rri -� , 0' M � N (a ° O co 41 I I -� � c°') 7,2 S ° IIII ::E > " n W I 85' 133' 95' 100' 107 �N rn6 C5 O c�N 0o is" I 107' I 107' I 1 I 114' 1� II m � o < Q \ II 108' I („ d N u_1�.� ao 1 -11 X n I I c N F �S 5 8 5 cn �R. �+ rn (Al i �! coo - C �I r I_I11 .°v o � � i � I '- oN�O� �0 ° �S 50L`9 I 9b ca `gyp 110' D �( - 8 291 N cV„ 300 cVi, O 0) 30 to ° II D z av ( I I ; ( NCA'- N o 92 0 w _p J) � T _... ,025 SF cn ` 8,025 SF - ---I cn 7,51 1 F {n Illl � c r, �' _,-gr0r �� I DNCnD -q-ri x107' I w _ �� �� 87 100 v r9 115 � >� o 10 ` cu I o =III D D m - r T � 1 t I i I _,q n ,� �S 588 5 cn c °° w� -4 rn 00 0o 7 107 c� 1 17 I i >, r � II= I1= m ._ t , cn 31 588 5 L -rt , v- o N - NN (n ao N 1 _ "_,__r -r r_ �, -< L ' 6 _ U, - - N -' O -r� D 00 00 N D _�_� I 1 cn cJ, CON ca OD -, O W _ -J , - ,.1,07 _ n -' ' _ __ U) -'� _ - cn cn $,025 SF 8 0 5 SIF _ u, 7,763 F D -III ° Z I I I p s0, _ 4 10 ,J V) P I� a'N _ - �� _ - O 292 2299 1�I� 304 trJ m _ m �;, � 56 (p DRN - -T04' .,tNCn �S`�88 �- V, �- aRRI -DRN _ DRrJ rt- - - -- 'Ft- -- Df N - v' ��•t - -bR�] N P_1 --- rd qD Z�� I o m III o \ X I I U, 9,353 SF +' �S�9ZZ 9 v' �'� i� 617 L - 107 '� 104' 105' 106' �w __- -, (. D v'- ("1 121' _ w �S X88 I- -I $$-5 U? -- " I7_?I__ __ "I , URN `SZ DRS �" )RN -- - - t1 _ U) n -IIII * I � i, I 011,4 -_ Di._ <a . I D,.._ jS D1 ( r= i _ _ - - - _ _ -- - __ - _ _ _- __ _ _ N 07 - . .- c O :I I I o � O (,, I 12$ N �, Ut Obi - O I O / 10 i I // - 107 � D t,__�_.>"_�+ w c , =1:.- o ° rn I 115 107' uI I-I 107 �� - - R 1000' I-' o O rn 305 -°"`- a� U, STREET "AI" I 4 - 293 298 o ' D c .I 11 ° 5 rn II , I c �S 588 5 cn �, �S 588 5 I , , , J 8, 143 SF u! �, - u, 8 014 ' F ° III D - w is Z99,9 w w O _ 2-b � " r- 0' 0� 0 ___11___1 `b' 86 87 82 1 00 8,183 SF I < 125 - 0 0 N rn �, 9,13 SF (9 w w is 588 5 Ut S+ �. - i i (a M n � O x I I I I " o _ 17G `I cn - - O 107 ,, ' ZOO r- � o U) - I 148' 0 122' 107' ° 0 107' 107, `� ca -c°n +c°n ca (°� 108' n + e rn -N -� �N 00M 1O7 II rn 306 O ° �S 0 L 6`5 cwn 0 AS 8 I.6 5 cwn � 1 (n 1111 �� \� o �S OZL' cn rn cn l� L (a cnN ca 00N 0 +'� o wo 0 0'0 (o ° 00 u, 8,212 F -__ -`. I° 0 t � I I - cn cn �S OZ6 5 cn Z17 � - 0 � o v' N - 00� _ O _ Qo _ 00 co D D �J 294 � cn , cn 8 221 SF 127 I-rl -I I ca x t ! ( cn f a' LSD co Z17 C) art (Al 107' r ry � U) � � cn In co 8 362 SF J , 29 7 C o , II- rn 41 I w 9,7 5 SF U' 122 �I 107 o m� J m n N I I n \o A C7 111 � 107' , cn -o M � - c 15Q� c" AS e-V6 5 0) � 0, AS ovis 5 w ° Q0 12' 99, 87' 87' 87' I / z- -III , o cn rn cn 111 `% 3 0 7 rn r 6. , O - v� Z l w , , cn -� cn�-- �S- t�L 9 - 0, iS "6 9 CA � � " < rn 8 99 87 87 92 107' 8 280 S O =III c), rn N d a�O - z -u I- . r� D rn yy I 59 rn - ZS, � U' 2-b - -PI 10, D I 107 - 107' , o ca ° o ca 7 " D _III 1 9, 22 SF U'I I I 1� 107' D 1 D 107 m o I') ° - JN " - - 295 00 296 __ __ __ _ 128 �, _ _ �1' r, m I- IIf . - -1„� J� 48' I D n In � 140 rnI IU' is 01�6`s cn vI i 4% � ca _ _ UJI 1 C� �D o N o0 cnO -N �N - ON \ U, J o $,•fi15- O� ° -1 I \ - - 3=�'N t Lb g__ cn .� __- , I O v _ ° _ 8 484 SF cn _� --- "�- o Y'� a,I I(n �S t�� 6 9 -U' DRN -5 948- 5F- -= -. -- S l - rn - _ - �- ._. O DR� (r, O - -�� ° �� rn � - (n DRN O tfi - ° � 4 - --- Pa - O ° � _ , 3 0 O ;__�_�_ 1 �, _ 1_-r- 107 17 � �, ° - P U'_ l5, o U' b b < 107 c (0 m G� N m - -i � rn rn 60 0' rn _ oo i 3, _� °111- x 6' U, 0 122 107 107 r� 10 - =11 .� 9 +a-S� < cn 01 15_�__�n : V )D S 87 75 9- O 7,- ;> - I -4 � . -II _ z I -_ _ - - c� - �, -- �-� - -_ �- - ` - �t -- - -- --R=7_%-'7t= - - - - z "° " �S°°�`L�°°' cn ... I I I I o O 0 +.,_...- ..,.1,9.1.4. �,,._.�„ -... _ " - ,- -° - "."` . p.' ' - -- - Ir- � - ...,w..r.- S) I [- ELL I t � 0 F�- =.-- 7-5.1 ..•,.- _.,w�.. �..� - y N - f I - - CA m iv F_ O M O = o UJ Z 03 J G) N J O D M C (� �- <_ -<Z z 0 0 122 --- - - - -- III _ 10 _ -I 0- m \ rn 61 rn I � 107 I I cn cn I 15 5 u, n I - - -o --- - - - - -- _ ___ -- II1 =0- � * ` 9, 05 SF C � I w 138 C1 C ,940 SF C I (a NUl o =1:. cn 1 rrJ v, 49 c� u, 46 U, I 5 948 SF I _ U, co J illlI '. �,, - I 140 I� IU' 6,774 SF c. I"' 5,944 SF f 107 - III \ X - �' 122' I Q 107 rn 1. A * - N I w 137 cn 1 , N C� G K N X -` cn i - D N �I I ° , III 111 I 1 =11_1 F! II III -_ -111 II I11_I � ° C (- in o X \o r. Ln III .. ° II11- I R. -u � =111= O K X °.u- K� IIII` n W 1111 cn -C g Z� . cn M � I- III=11 - m 111 � --' X X � [[I:: .. U) bill z L, 111111 0 X 111 -u o -11111 l I �(n =1.. D� m I_I11 . (A ° o 60 M 1 0 0 ° V 111 ° � (� =11 �° I_ I o a: M .III n IIII �o 1 111 _ c0 O 1 1111 . � U) - -P z II11 - re - 1 111 `: -I C7 I111- -I o: I o 0 11111 , ( ) -III ° Ti III Pj N L... O rn Q 1111 >. � ° C (- in 0 o -o � . Ln III .. ° II11- N n -1 I I n � =111= c o . =1 .'. � 0 111 III I I * .D II I I ° -0 � cn . � � --' I 1 `c D m z L, 111111 1111 0 �N -u o -11111 l I -11111- . K: N X, X • •. b o� � 1TI1 Ln m 0 D W -111 -III -n M ((f) A I I � °o C7 I- -� -IIII 0 =1 w III re -- z =1 III i. .IIIII 0 VIII I I- a. U III 1111 1� Ili ° 00 P I Fil p I= � III 2 111111 \ o -o D 0 � � -P C D z in �I z a r-° . I � D • •. x N IIII K 1111 n° - 111 -1I m U) I=- III ° m -1 1='i � ° C (- in 0 o -o � . N n -1 I I V) \ c o . =1 .'. r M O� L m C _ -u o O o CO IIII 00 • -0 Iry w M TII °o '� 1111 0 �N - I w OR 0 (A ° U) -1110: ° V ME C) C7 I- -� -IIII 0 =1 w III re -- z =1 III i. .IIIII 0 VIII I I- a. U III 1111 1� Ili ° 00 P I Fil p I= � III 2 111111 \ o -o D 0 � � -P C D z in �I z a r-° . I � D • •. x N IIII K 1111 n° - 111 -1I m U) I=- III ° m -1 1='i � ° C (- in 0 o -o � . N n -1 I I V) \ c o . =1 .'. r M O� L m C _ -u o O o CO IIII 00 • -0 Iry w M TII °o '� 1111 0 �N - I w OR 0 (A ° U) -1110: ° �. M III C) C) !_ -� �o - 1 -1 III :.: _ c0 O III `" � U) - - z -1 III :. I: re v M III11 Ilia o 0 o 00 � Ti Irl !�., 1111 - rn IA III a r 00_ � N X j raC �� \ o 0-0 cn c o ITI z i \ c 1 l U, 8, 42 SF I - 48 w 47 I U'- 5 948 SF "" � ,972 SF 1-i 107 un i N � 6,752 SF rn 5,855 SIF I oO 107 107' I w 137 M O- + o t 3 ` 100 107 _ h , - - - -- 6 3 - 300' 12 R = I J ( 8 984 SF 0- - I STREET "G" 1 141' VI - I- i I I __ -_ ..' - -- _ I 07 107' I 0 7'111 `\ r� X rn 6 4 rn 1 ,1 Ot� `` _107_____- z rn 13 6 J � -, 122 � , cc nn tN ° z I N 9.536 SF U' f v 7 \ �, (O- W899 SF - 133 SF v � - (aN - c - -- 0 V) \ C) r M O� L 0 o O Z Iry w C °o '� (D I --i z 0 (A ° 0 ° �. z C) �� \ o 0-0 cn c o ITI z i \ c 1 l U, 8, 42 SF I - 48 w 47 I U'- 5 948 SF "" � ,972 SF 1-i 107 un i N � 6,752 SF rn 5,855 SIF I oO 107 107' I w 137 M O- + o t 3 ` 100 107 _ h , - - - -- 6 3 - 300' 12 R = I J ( 8 984 SF 0- - I STREET "G" 1 141' VI - I- i I I __ -_ ..' - -- _ I 07 107' I 0 7'111 `\ r� X rn 6 4 rn 1 ,1 Ot� `` _107_____- z rn 13 6 J � -, 122 � , cc nn tN ° z I N 9.536 SF U' f v 7 \ �, (O- W899 SF - 133 SF v � - (aN - c 68 68 68 68-- -- - - -- �- I- 65' N - - - --- �I .---:`J-----_ J C A - . -i �Q) W -- --- _I--= N -_____ N 1 NC I_ ° U, (n ° �w 0 0� 4 JN J �o� D J J C (n (n V) z � (n -9 �, -P II 0 m W I U0 I I m-i 68' 68' 68' I R______,::��,-�_,. °'�'° _ ° '-�, 68' ° 65' ° I° o 1 J J - - ---- O r IV) 68' 68' 68' 68' w i ,- -A,-,/ /1 I I I 66' z 1 1 z ? 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D o° D Ut D 00 D W m Zp N N v z rrl D -1 .. D r- a ° CA rn � O o oY -m A M 0 c00 ,r �r Or " r cfl D cn � � .. x � K(A ' V� (A 1111.: rn III. o -I� 0 � �Z cn-0 �� z-0 �� 0 0 D � J cD > � D D � � � z� � z --� 111 .. ` -111 --i -A � Coo C J c c _u rn : z z C) i�l D r ° -1 11 ;0 ; DD � � W � D m g c °_O G) i l l -II . C7 C7 (n r z_u - O m D v O z U7 D 0 ll O z0 O O 0 0 < Z -� D m 111110_ MI E D -I -I Z O f(nTl D r�rl z z G7 Z 111 O z :Ill-- 111:. X =1I O cn cn vl (n r- D rrl I _ -� o o rn D 111 -111 1 n o I I =1 (.� Roo -o O 7 Z z n D D O -11 o c Ill= I r- -► m I r,J HE 1111 ..� m a III D r0 cn I -i TII 0 ^ < cn 0 � ill: -I - O O m r o ice, D Z �II'11TI11 III�II I IIII O O O t _ v -- I ' \ III. -11 -,-I _9 � � C7 D -0 1 11.1111. C) C) N C C M r o O 111111= N IIII c0 O O � Z Z w Z > LL J v r W M N W D D M ° 0 N CY) 0-9 O= = u 0 _- _< o -9 � -'-I f' i o = F_ � -rl 0 M D D - D • PACE Advanced Water_ Engineering �i m CL x T 0 9 0 ENC24PR ENC24PR . seas•. ..a..+a..++ee+eseseaaa+eeaaa+a• 1 ++ ° a• a+ ae•♦ •.....a......s.....+aaa+ae.aaae 14 KK MNRO • • 15 BA 0.0075 110011 HYDROGRAPH PACKAGE (HEC -1) ° ° 16 KM Runoff from half -width of Monroe St U.S. ARMY CORPS OF ENGINEERS ° JUN 1998 ' 17 QI 0.02 0.03 0.03 0.04 0.03 0.03 0.03 0.04 HYDROLOGIC ENGINEERING CENTER ° 0.04 0.04 ° VERSION 4.1 ° • 18 QI 0.05 0.05 0.05 0.05 0.05 0.07 0.07 0.08 609 SECOND STREET ° 0.08 0.09 • ° ' 19 QI 0.07 0.08 0.09 0.09 0.1 0.1 0.11 0.11 DAVIS, CALIFORNIA 95616 0.11 0.12 ° RUN DATE 13A0008 TIME 07:22:09 ' ° 20 QI 0.13 0.14 0.16 0.16 0.07 0.15 0.31 0.39 (9 16) 756 -1104 • 0.48 0.56 • ° ° 21 QI 0.07 0.08 0.45 0.46 0.4 0.01 0.28 0.36 a 0.88 0.96 .+naa•a• a .•••.•........a•.... + +......... 22 QI 1.11 1.2 1.57 1.58 0.79 0.8 1.1 1.04 •..+..•. • ...............•...... +. +a.°.. 1.05 0.98 ' 23 QI 0.92 0.86 0.58 0.58 0.04 0.04 0.03 0.03 0.05 0.05 24 QI 0.05 0.04 0.04 0.04 0.03 0.02 0.03 0.04 0.03 0.02 25 QI 0.03 0.03 0.03 0.02 0.03 0.02 0.03 0.02 x x xxxxxxx xxxxx x 0.03 0.02 x x x x x x x 26 QI 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.00 x x x x x xxxxxxx xxxx x xxxxx x x x x x x 27 KK ON1 x x x x x x x x xxxxxxx xxxxx xxx 28 BA 0.0549 29 KM Runoff from onsite area 1 30 QI 0.16 0.24 0.24 0.32 0.24 0.24 0.24 0.32 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF NEC -1 KNOWN AS HEC1 '(]AN 73), HECIGS, 0.32 0.32 HEC1D8, AND HECIKW, 31 QI 0.4 0.4 0.4 0.4 0.4 0.47 0.47 0.55 0.55 0.63 THE DEFINITIONS OF VARIABLES - RTIMP- AND -RTIO R- HAVE CHANGED FROM THOSE USED WITH 32 QI 0.47 0.55 0.63 0.63 0.71 0.71 0.79 0.79 THE 1973 -STYLE INPUT STRUCTURE. 0.79 0.87 THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS 33 QT 0,95 1.03 0.49 0.57 1.18 1.78 2.92 3.52 IS THE FORTRAN77 VERSION 4.12 4.73 NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION. 34 QI 1.11 1.19 3.9 3.97 3.52 3.59 2.6 3.2 DSS:WRITE STAGE FREQUENCY, 6.96 7.56 OSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT 35 QI 8.68 9.27 11.97 12.04 6.31 6.37 8.54 8.07 INFILTRATION 8.14 7.67 KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 36 QI 7.2 6.73 4.68 4.74 0.32 0.32 0.24 0.24 0.4 0.4 37 QI 0.4 0.32 0.32 0.32 0.24 0.16 0.24 0.32 1 HEC -1 INPUT 0.24 0.16 PAGE 1 38 QI 0.24 0.24 0.24 0.16 0.24 0.16 0.24 0.16 0.24 0.16 LINE 39 QI 0.16 0.16 0.16 0.16 0.16 0.16 0.01 0.00 IO....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 •DIAGRAM 40 KK 81 1 ID ........................... ...+ a+ a.. a. a . +..................... +..... +a 41 BA 0.0048 2 IO Enclave at la Quinta 42 KM Runoff direct to basin 1 3 ID Proposed Conditions / Retention Basin Design 43 QI 0.09 0.14 0.14 0.18 0.14 0.14 0.14 0.18 0.18 0.18 4 To 44 QI 0.23 0.23 0.23 0.23 0.23 0.28 0.28 0.32 0.32 0.37 5 IO 100 - year /24 -Hour storm 0.46 0.51 45 QI 0.28 0.32 0.37 0.37 0.42 0.42 0.46 0.46 6 10 46 QI 0.55 0.6 0.69 0.69 0.74 0.79 0.88 0.92 0.97 1.02 7 TO RCFC$WCD shortcut method used to generate the watershed 47 Qi 0.69 0.69 0.92 0.92 0.88 0.88 0.79 0.83 hydrographs. 1.16 1.2 8 ID 48 QI 1.29 1.34 1.57 1.57 1.06 1.06 1.25 1.2 1.2 1.16 9 i0 49 Qi 1.11 1.06 0.88 0.88 0.18 0.18 0.14 0.14 0.23 0.23 10 ID 50 Qi 0.23 0.18 0.18 0.18 0.14 0.09 0.14 0.18 0.14 0.09 11 ID 51 QI 0.14 0.14 0.14 0.09 0.14 0.09 0.14 0.09 e. a• a• a..a.+... a+ e.•• a..... es...••...+. .•.a• +• ° +e•ea••e•••.a °•......e. 0.14 0.09 12 IT 15 0 0 192 1 HEC -1 INPUT PAGE 2 13 i0 5 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 Page 1 Page 2 00 0 0 0 0 � o0 0 o ry o ° ° o n o 0 o ry ry o 0 0 0 0« w e o 0 0 0 0 0 o ry ry �n o 0 o O O _ 0 o 0 ry o o O O o w ao m o ry o ry o o P 0 0 0 0 < o 0 0 0 0 0 0 o ry e o q v ry O O O O G o O O m m O ry O P ry O O O O ry O O O O O O O m P m O v ✓, ry O q V O O O ry ° O ^°pr '°p' 0 0 0 O ry m m O O O O O O O m P an d W O C W ; O E E O O O O O O O V w m N O O O O O O V ry O C S E O Q O O O O O O O O O O O O K O O O O O D N V K m e rc O N O O z 0 i 0 0 v 0 E 1. O O O O O � N O O O O O O O O O O O O O O O O O O ti v O O O O N m O O O > O 5 V o 0 o 3 o n ry 0 o 0 0 0 0 0 0 0 z ry o m _ q N H O O ry ° P O O O t > O E N O O O a O O m ~ O O O O m O N O v N O O O O O O O O O O tt O O O O O N O O O 2 E O V N O O C m m O O O O m O O O O v m G Q F d d d Y m Y d d a s o a a a a a F V Y Y z F Q O Y Y m N N N Q F Y m Y p p O O O p d O O Q O 6 O O O O O O O N N O O O O O N� M O O ry m O O 0 0 0 O O O O m O 00 0 0 0 0 � o0 0 o ry o ° ° o n o 0 o ry ry o 0 0 0 0« w e o 0 0 0 0 0 o ry ry �n o 0 o O O _ 0 o 0 ry o o O O o w ao m o ry o ry o o P 0 0 0 0 < o 0 0 0 0 0 0 o ry e o q v ry O O O O G o O O m m O ry O P ry O O O O ry O O O O O O O m P m O v ✓, ry O q V O O O ry ° O ^°pr '°p' 0 0 0 O ry m m O O O O O O O m P an d W O C W ; O E E O O O O O O O V w m N O O O O O O V ry O C S E O Q O O O O O O O O O O O O K O O O O O D N V K m e rc O N O O • 0 0 ENC24PR ENC24PR 127 QI 0.12 0.12 0.12 0.08 0.12 0.08 0.12 0.08 0.12 0.08128 QI 0.08 0.08 0.08 0.08 0.08 0.08 0.01 0.00 164 KK OFF1 165 SA 0.0627 129 KK AV62W 166 KM Runoff from offsite area 1 130 BA 0.0083 167 QI 0.18 0.27 0.27 0.36 0.27 0.27 0.27 0.36 131 KM Runoff from west portion of Avenue 62 0.36 0.36 168 QI 0.45 0.45 0.45 0.45 0.45 0.54 0.54 0.63 132 QI 0.02 0.04 0.04 0.05 0.04 0.04 0.04 0.05 0.63 0.72 0.05 0.05 169 QI 0.54 0.63 0.72 0.72 0.81 0.81 0.9 0.9 133 QI 0.06 0.06 0.06 0.06 0.06 0.07 0.07 0.08 0.9 0.99 0.08 0.1 170 QI 1.08 1.17 1.36 1.36 0.15 0.85 2.16 2.66 134 Qt 0.07 0.08 0.1 0.1 0.11 0.11 0.12 0.12 3.57 4.27 0.12 0.13 171 QI 0.15 0.25 3.36 3.45 2.94 3.04 1.93 2.62 135 QI 0.14 0.15 0.18 0'18 0.09 0.18 0.35 0.44 6.93 7.62 0.53 0.62 172 QI 8.91 9.6 12.7 12.78 6.24 6.33 8.82 8.3 136 QI 0.08 0.09 0.5 0.51 0.45 0.46 0.31 0.4 8.38 7.85 0.97 1.06 173 QI 7.33 6.8 4.47 4.54 0.36 0.36 0.27 0.27 137 QI 1.23 1.32 1,73 1,74 0.88 0.89 1.21 1.14 0.45 0.45 1.15 1.08 174 QI 0.45 0.36 0.36 0.36 0.27 0.18 0.27 0.36 138 QI 1.01 0.94 0.64 0.65 0.05 0.05 0.04 0.04 0.27 0.18 0.06 0.06 175 QI 0.27 0.27 0.27 0.18 0.27 0.18 0.27 0.18 139 QI 0.06 0.05 0.05 0.05 0.04 0.02 0.04 0.05 0.27 0.18 0.04 0.02 176 QI 0.18 0.18 0.18 0.18 0.18 0.18 0.01 0.00 140 QI 0.04 0.04 0.04 0.02 0.04 0.02 0.04 0.02 0.04 0.02141 QI 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.00 177 KK ROFF1 178 KM Route OFF1 to basin 4 142 KK 83 179 RS 20 FLOW 1 143 BA 0.0020 180 RC 0.017 0.017 0,017 650.0 .005 144 KM Runoff direct to basin 3 181 Rx 0 10.5 10.5 28.5 46.5 46.5 57.0 67.0 145 QI 0.04 0.06 0.06 0.08 0.06 0.06 0.06 0.08 0.08 0.08 182 RV 100.0 99.79 99.29 99.65 99.29 99.79 100.0 100.0 146 QI 0.1 0.1 0.1 0.1 0.1 0.12 0.12 0.14 0.14 0.16147 QI 0.12 0.14 0.16 0.16 0.18 0.18 0.2 0.2 183 KK ONS 0.2 0.21 148 QI 0.23 0.25 0.29 0.29 0.31 0.33 0.37 0.39 184 BA 0.0477 0.41 0.43149 QI 0.29 0.29 0.39 0.39 0.37 0.37 0.33 0.35 185 KM Runoff from onsite area 5 0.49 0.51150 QI 0.55 0.57 0.66 0.66 0.45 0.45 0.53 0.51 186 QI 0.14 0.21 0.21 0.27 0.21 0.21 0.21 0.27 0.51 0.49 0.27 0.27 1 HEC -1 INPIfr 187 QI 0.34 0.34 0.34 0.34 0.34 0.41 0.41 0.48 PAGE 4 0.48 0.55 188 QI 0.41 0.48 0.55 0.55 0.62 0.62 0.69 0.69 LINE - 0.69 0.75 I........1.......2.. .....3.......4.......5.......6. ......7.......8.......9......10 3.58 189 4.1 Q1 0.82 0.89 0.42 0.49 1.02 1.55 2,53 3.06 151 QI 0.47 0.45 0.37 0.37 0.08 0.08 0.06 0.06 QI 0.97 1.03 3.38 3.45 3.05 3.11 2.26 2.78 0.1 0.1 6.04 6.56190 152 QI 0.1 0.08 0.08 0.08 0.06 0.04 0.06 0.08 191 Qi 7.53 8.05 10.39 10.45 5.47 5.53 7.41 7.01 0.06 0.04 7.06 6.66 153 QI 0.06 0.06 0.06 0.04 0.06 0.04 0.06 0.04 192 QI 6.25 5.84 4.06 4.11 0.27 0.27 0.21 0.21 0.06 0.04 0.34 0.34 154 QI 0.04 0.04 0.04 0.04 0.04 0.04 0.01 0.00 193 QI 0.34 0.27 0.27 0.27 0.21 0.14 0.21 0.27 0.21 0.14 194 QI 0.21 0.21 0.21 0.14 0.21 0.14 0.21 0.14 155 KK HC3 0.21 0.14 195 QI 0.14 0.14 0.14 0.14 0.14 0.14 0.01 0.00 156 KM combine overflow from basin 2, and runoff from ON4, AVE62w, and 83 1 HEC -1 INPVf 157 HC 4 PAGE 5 LINE 158 KK RB3 IC....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 159 KM Route through basin 3 (40' weir at 399.7) 196 KK 84 160 RS 1 ELEV 394.7 197 BA 0.0061 161 SA 0.62 0.69 0.76 0.83 0.91 0.98 1.06 198 KM Runoff direct to basin 4 162 SQ 0.0 0.0 0.0 0.0 0.0 0.0 120.0 199 QI 0.12 0.18 0.18 0.24 0.18 0.18 0.18 0.24 163 SE 394.7 395.7 396.7 397.7 398.7 399.7 400.7 0.24 0.24 Page 5 Page 6 Page 8 ENC24PR 239 HC ENC24PR 240 22 1 200 QI 0.29 0.29 0.29 0.29 0.29 0.35 0.35 0.41 0.41 0.47 MNRO 27 ON1 40 B1 53 NCI ........................ 201 QI 0.35 0.41 0.47 0.47 0.53 0.53 0.59 0.59 0.59 0.65 V 62 RBASI 68 ON2 707 0I 0271 0.76 0.88 0.88 0.94 1 1.12 1.18 1.23 1.29 V 110 RB2 116 ON4 129 203 QI 0.88 0.88 1.18 1.18 1.12 1.12 1 1.06 1.47 1.53 V 158 R83 164 OFF1 V 204 QI 1.65 1.71 2 2 1.35 1.35 1.59 1.53 1.53 1.47 84 209 HC4 ..... ............................... V V 205 QI 1.41 1.35 1.12 1.12 0.24 0.24 0.18 0.18 0.29 0.29 224 AV62E 206 QI 0.29 0.24 0.24 0.24 0.18 0.12 0.18 0.24 0.18 0.12 207 QI 0.18 0.18 0.18 0.12 0.18 0.12 0.18 0.12 0.18 0.12 208 QI 0.12 0.12 0.12 0.12 0.12 0.12 0.01 0.00 209 KK HC4 210 KM combine overflow from basin 3 and runoff from OFF1, DNS, and 64 211 HC 4 212 KK R84 213 KM Route through basin 4 (40' weir at 399.6 Emergency Overflow Only) 214 RS 1 ELEV 392.60 215 SA 2.04 2.77 3.08 3.41 3.57 216 SQ 0.0 0.0 0.0 0.0 120.0 217 SE 392.60 397.60 397.61 399.60 400.60 218 KK RBAS4 219 KM Route emergency overflow from basin 4 south out of the project site 220 RS 20 FLOW 1 221 RC 0.017 0.017 0.017 550.0 .004 222 Rx 0.0 4.0 5.6 15.6 76.6 86.6 88.2 92.2 223 Ry 100.0 98.0 97.2 97.0 97.0 97.2 98.0 100.0 224 KK AV62E 225 BA 0.0054 226 KM Runoff from half -width of Avenue 62 east 227 QI 0.02 0.02 0.02 0.03 0.02 0.02 0.02 0.03 0.03 0.03 228 QI 0.04 0.04 0.04 0.04 0.04 0.05 0.05 0.05 0.05 0.06 229 QI 0.05 0.05 0.06 0.06 0.07 0.07 0.08 0.08 0.08. 0.09 230 QI 0.09 0.1 0.12 0.12 0.06 0.12 0.23 0.29 0.35 0.41 231 QI 0.05 0.06 0.33 0.34 0.29 0.3 0.21 0.27 0.64 0.7 232 QI 0.81 0.87 1.14 1.14 0.58 0.58 0.8 0.75 0.76 0.71 233 QI 0.67 0.62 0.42 0.43 0.03 0.03 0.02 0.02 0.04 0.04 234 QI 0.04 0.03 0.03 0.03 0.02 0.02 0.02 0.03 0.02 0.02 235 QI 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 236 QI 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.00 237 KK HCS 238 KM combine overflow from basin 4 and runoff from Ave 62 Page 7 Page 8 ENC24PR 239 HC 2 240 22 1 SCHEMATIC DIAGRAM OF STREAM NETWORK 1NVU1 LINE (V) ROUTING (-- ->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR ( <- - -) RETURN OF DIVERTED OR PUMPED FLOW 14 MNRO 27 ON1 40 B1 53 NCI ........................ V V 56 RBI V V 62 RBASI 68 ON2 81 ON3 94 B2 107 HC2 ..... ............................... V V 110 RB2 116 ON4 129 AV62w 142 B3 155 HC3 ..... ............................... V V 158 R83 164 OFF1 V 177 ROFFV 1 183 ON5 196 84 209 HC4 ..... ............................... V V 212 RB4 V 218 RBAS4 224 AV62E Page 8 0 0 0 ENC24PR ENC24PR 237 HC5............ + 6 -HOUR 24 -HOUR 72 -HOUR (eea) RUNOFF ALSO COMPUTED AT THIS LOCATION HYDROGRAPH AT 1. e. aa.... a .aae .................ea.ae.a... + MNRO 2. 13.2$ 1. 0. 0. ..................................... • ° • .01 HYDROGRAPH AT FLOOD HYDROGRAPH PACKAGE (NEC -1) ° • ON1 12. 13.25 6. 2. 1. UOS. ARMY CORPS OF ENGINEERS °O$ luN 1998 HYDROLOGIC ENGINEERING CENTER ° HYDROGRAPH AT ° VERSION 4.1 + B1 2. 13.00 1. 0. 0. 609 SECOND STREET • • • ° .00 DAVIS, CALIFORNIA 95616 ° 3 COMBINED AT • RUN DATE 13AUG08 TIME 07:22:09 ° ° + HC1 15. 13.25 8. 3. 1. (9 16) 756 -1104 ° e e .07 ROUTED TO . aa ....... ..........ea °..a.a.......rr.... + RB1 0. .00 0. 0. 0. e° aea ... ...........e.ee.aaae......e...a .07 405.11 47.75 ROUTED TO + RBAS1 1. .00 0. 0. 0. •.....° eeewee.a....arr.....ee °eae..eea eeee.aaa.a.r a.........aee.....e 07 Enclave at la Quinta + 97.03 .00 Proposed Conditions / Retention Basin Design HYDROGRAPH AT oN2 9. 13.25 S. 1. 1. .04 100- year /24 -Hour storm + HYDROGRAPH AT 0x3 9. 13.25 5. 2. 1. .04 RCFC&WCD shortcut method used to generate the watershed hydrographs. + HYDROGRAPH AT 02 1. 13.00 1. 0. 0. .00 4 COMBINED AT + HC2 20. 13.25 10. 3. 2. .15 ROUTED TO ......°° e. e .................e....eeea°. ...e................ee......... - + RB2 0. .00 0. 0. 0. 15 13 IO OUTPUT CONTROL VARIABLES + IPRNT 5 PRINT CONTROL 400.15 47.7$ IPLOT 0 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE HYDROGRAPH AT ON4 6. 13.25 3. 1. 1. IT HYDROGRAPH TIME DATA .03 NMIN 15 MINUTES IN COMPUTATION INTERVAL I DATE 1 0 STARTING DATE HYDROGRAPH AT ITIME 0000 STARTING TIME + AY62W 2. 13.25 1. 0. 0. NO 192 NUMBER OF HYDROGRAPH ORDINATES .01 NDDATE 2 0 ENDING DATE NOTI ME 234$ ENDING TIME HYDROGRAPH AT ICENT 19 CENTURY MARK 03 1. 13.00 0. 0. 0. 00 COMPUTATION INTERVAL .25 HOURS TOTAL TIME BASE 47.75 HOURS 4 COMBINED AT HC3 B. 13.25 4. 1. 1. ENGLISH UNITS .19 DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES ROUTED TO LENGTH, ELEVATION FEET RB3 0. .00 0. 0. 0. FLOW CUBIC FEET PER SECOND ;19 STORAGE VOLUME ACRE -FEET SURFACE AREA ACRES + 398.66 47.7$ TEMPERATURE DEGREES FAHRENHEIT 1 HYDROGRAPH AT RUNOFF SUMMARY OFF1 13. 13.2$ 6. 2. 1. FLOW IN CUBIC FEET PER SECOND .06 TIME IN HOURS, AREA IN SQUARE MILES ROUTED TO PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD ROM 13. 13.25 6. 2. 1. BASIN MAXIMUM TIME OF 06 OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 99.65 13.25 Page 9 Page 10 ENC24PR HVDROGRAPH AT + DNS 10. 13.25 S. 2. 1. .05 HVDROGRAPH AT + B4 2. 13.00 1. 1. 0. .O1 4 COMBINED AT HC4 26. 13.25 13. 4. 2. .31 ROUTED TO + R84 O. .00 0. O. 0. .31 396.20 47.75 ROUTED TO RBA54 1. .00 0. 0. 0. .31 + 97.01 .00 HVDROGRAPH AT + Av62E 1. 13.00 1. 0. 0. .01 2 COMBINED AT + HC5 1. 13.00 1. 0. 0. 31 a�a NORMAL END OF HEC -1 ... Page 11 • • • lee e ee.ea..eea.. ee. FLDOD HVD0.0GRAPH PACKAGE (HEC -1) ° U.S. ARMY CORPS OF ENGINEERS ° ]uN 1998 ` HYDROLOGIC ENGINEERING CENTER ° • VERSION 4.1 ° 609 SECOND STREET ° DAVIS, CALIFORNIA 95616 • RUN DATE 12AUG08 TIME 16:00:19 ° ° (916) 756 -1104 .....ee.a.aaa ............. ea.eee.ea.aea.e .e.ee.a.. s...... °......•.....aaeea.aaa ENC24EX X x xxxxxxx xxxxx x x x x x x xx x X x x x xxXXxxx XxxX X XXXXX x x x x x x x x x x x x x X XXXXXXX XXXXX xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF NEC -1 KNOWN AS HEC1 (]AN 73). HECIGS, HECIDB, AND HECIKW. THE DEFINITIONS OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 -STYLE INPUT STRUCTURE. THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, OSS:REAO TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 NEC -1 INPUT PAGE 1 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 °DIAGRAM 1 ID e°.°° e.. e.... e...... e.......... e.eeee.e e....e.. ...... ♦ ................ 2 ID Enclave at la Quinta 3 ID Existing Conditions 4 ID 5 ID 100- year /24 -Hour storm 6 ID 7 ID RCFCBWCO shortcut method used to generate the watershed hydrographs. 8 i0 9 ID 10 ID 11 ID ..• a. e ............... e.... a... .......... .......e.ae.....eaa. ...... ...a 12 - IT 15 0 0 192 13 IO 0 Page 1 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING ( - - ->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 14 ONOFF 27 STRT 40 NCI...........: (`O °) RUNOFF ALSO COMPUTED AT THIS LOCATION 1`° a ...♦ ..............e..e.......eeea.e e.. aaa ..... ..........................a..e. ° FLOOD HYDROGRAPH PACKAGE (NEC -1) ° Page 2 ENC24EX 14 KK ONOFF 15 BA 0.3116 16 KM Runoff from offsite area and onsite project area 17 Qi 0.9 1.35 1.35 1.79 1.35 1.35 1.35 1.79 1.79 1.79 18 QI 2.24 2.24 2.24 2.24 2.24 2.69 2.69 3.14 3.14 3.59 19 QI 2.69 3.14 3.59 3.59 4.04 4.04 4.49 4.49 4.49 4.94 20 QI 5.38 5.83 6.73 6.73 0.73 4.23 10.72 14.22 17.71 21.2 21 QI 0.75 1.23 16.67 17.14 14.62 15.09 9.57 13.01 34.4 37.84 22 QI 44.26 47.68 63.07 63 .49 31.01 31.42 43.79 41.2 41.6 39 23 QI 36.39 33.78 22.19 22.55 1.79 1.79 1.35 1.35 2.24 2.24 24 Qi 2.24 1.79 1.79 1.79 1.35 0.9 1.35 1.79 1.35 0.9 25 Qi 1.35 1.35 1.35 0.9 1.35 0.9 1,35 0.9 1.35 0.9 26 QI 0.9 0.9 0.9 0.9 0.9 0.9 0.01 0.00 27 KK STRT 28 _ SA 0.0033 29 KM Runoff from halfwidth of existing perimeter streets, Monroe Street and Ave nu 30 QI 0.01 0.01 0.01 0.02 0.01 0.01 0.01 0.02 0.02 0.03 31 QI 0.06 0.06 0.06 0.06 0.06 0.09 0.1 0.13 0.13 0.16 32 QI 0.1 0.13 0.16 0.17 0.2 0.2 0.23 0.23 0.23 0.27 33 QI 0.3 0.33 0.4 0.4 0.43 0.46 0.53 0.56 0.59 0.62 34 QI 0.4 0.4 0.56 0.56 0.53 0.53 0.47 0.5 0.72 0.76 35 QI 0.82 0.85 1.01 1.01 0.67 0.67 0.79 0.76 0.76 0.73 36 QI 0.7 0.67 0.54 0.54 0.07 0.07 0.04 0.04 0.1 0.11 37 QI 0.11 0.07 0.08 0.08 0.04 0.01 0.05 0.08 0.05 0.01 38 QI 0.05 0.05 0.05 0.02 0.05 0.02 0.05 0.02 0.05 0.02 39 QI 0.02 0.02 0.02 0.02 0.02 0.02 0.01 0.00 40 KK HC1 41 KM Combine runoff from ONOFF and STRT 42 HC 2 43 22 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING ( - - ->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 14 ONOFF 27 STRT 40 NCI...........: (`O °) RUNOFF ALSO COMPUTED AT THIS LOCATION 1`° a ...♦ ..............e..e.......eeea.e e.. aaa ..... ..........................a..e. ° FLOOD HYDROGRAPH PACKAGE (NEC -1) ° Page 2 ENC24EX ENC24EX U.S. ARMY CORPS OF ENGINEERS IUN 1998 ° ° 15 BA SUBBASIN CHARACTERISTICS HYDROLOGIC ENGINEERING CENTER • TAREA .31 SUBBASIN AREA ° VERSION 4.1 609 SECOND STREET • ° e DAVIS, CALIFORNIA 95616 e • RUN DATE 12AUG0S TIME 16:00:19 e ... a.. aa. aea• a .aeaaeaaeaae+eeeeeeeea.aaeeeeee ea eaee. aaaeee°. aaaeeaaesaeee .a.aaa...a....ae.eae.e ea ( 916) 756 -1104 ° • ° e• sa ..e•..aaaeaaeeea.ae..aaeeee.ae eeaa .e.•.•.••••a••••a.•aa•aaaaaa ee e.a••e. •eea•••.•...a••aa•... •.•a.ee.eaea ae.a.• e.•s•a•.••••..•• aaaaaa++• a.• aae• a. a••..•.•. e. a++ ..••a••aa.a•++a+a.a+eaa+aeaeaaa HYOROGRAPH AT STATION ONOFF as eaaeaeaaaaeaeaee a+° .••.a.e••e.e•eae...e..ae.•.•ea. ° DA MON HRMN ORD FLOW ° DA MON HRMN ORD FLOW ° DA MON HRMN ORD FLOW • aaa. ee. s• ...•.••s••s..•♦e•aa•aa.eeeae.se •.e.••••..•aesa••aeaeaea.e.aa ° OA MON HRMN ORD FLOW a Enclave at la Quinta 1 0000 1 1. 1 1200 49 34, ° 2 0000 97 0. Existing Conditions ° 2 1200 145 0. 1 0015 2 1. ° 1 1215 50 38. ° 2 0015 98 0. ° 2 1215 146 0. 1 0030 3 1. 1 1230 51 44, 2 0030 99 0. 100 - year /24 -Hour storm . 2 1230 147 0. 1 0045 4 2. 1 1245 52 48. ° 2 0045 100 0. ° 2 1245 148 0. 1 0100 S 1. ° 1 1300 53 63. • 2 0100 101 0. RCFCdWCD shortcut method used to generate the watershed hydrographs. e 2 1300 149 0. 1 0115 6 1. • 1 1315 54 63. 2 0115 102 0. • 2 1315 150 0. 1 0130 7 1. ° 1 1330 55 31. 2 0130 103 0. ° 2 1330 151 0. 1 0145 8 2. • 1 1345 56 31. 2 0145 104 0. ° 2 1345 152 0. 1 0200 9 2. ° 1 1400 57 44. • 2 0200 105 0. • 2 1400 153 0. e........•..•.......a••.• aaaaa a ........ ............aa....aa.a......... 1 0215 10 2, 1 1415 58 41. 2 0215 106 0. ' 2 1415 154 0. 13 io OUTPUT CONTROL VARIABLES 1 0230 11 2. • 1 1430 59 42. ° 2 0230 107 0. IPRHT 0 PRINT CONTROL ' 2 1430 15S 0. IPLOT 0 PLOT CONTROL 1 0245 12 2. • 1 1445 60 39. • 2 0245 108 0. QSCAL 0. HYDROGRAPH PLOT SCALE ° 2 1445 156 0. 1 0300 13 2. ° 1 1500 61 36. ° 2 0300 109 0. IT HYDROGRAPH TIME DATA • 2 1500 157 0. NMIN 15 MINUTES IN COMPUTATION INTERVAL 1 0315 14 2. ° 1 1515 62 34. • 2 0315 110 0. IDATE 1 0 STARTING DATE 2 1515 158 0. ' ITIME 0000 STARTING TIME 1 0330 15 2. ' 1 1530 63 22. ° 2 0330 111 0. NQ 192 NUMBER OF HYDROGRAPH ORDINATES ° 2 1530 159 0. NDDATE 2 0 ENDING DATE 1 0345 16 3. • 1 1545 64 23. ° 2 0345 112 0. NDTIME 2345 ENDING TIME • 2 1545 160 0. ICENT 19 CENTURY MARK 1 0400 17 3. ' 1 1600 65 2. 2 0400 113 0. ° 2 1600 161 0. COMPUTATION INTERVAL .25 HOURS 1 0415 18 3. ° 1 1615 66 2. ° 2 0415 114 0. TOTAL TIME BASE 47.75 HOURS • 2 1615 162 0. 1 0430 19 3. " 1 1630 67 1. 2 0430 115 0. ENGLISH UNITS • 2 1630 163 0. DRAINAGE AREA SQUARE MILES 1 0445 20 4. • 1 1645 68 1. • 2 0445 116 0. PRECIPITATION DEPTH INCHES ° 2 1645 164 0. LENGTH, ELEVATION FEET 1 0500 21 3. ° 1 1700 69 2. • 2 0500 117 0. FLOW CUBIC FEET PER SECOND • 2 1700 165 0. STORAGE VOLUME ACRE -FEET 1 0515 22 3. ° 1 1715 70 2. ' 2 0515 118 0. SURFACE AREA ACRES • 2 1715 166 0. TEMPERATURE DEGREES FAHRENHEIT 1 0530 23 4. • 1 1730 71 2. • 2 0530 119 0. • 2 1730 167 0. 1 0545 24 4. ° 1 1745 72 2. ° 2 0545 120 0. ° 2 1745 168 0. ... eee eee eaa ....e• ...... a...ea eaa °°° e...ea e...a.......... °...°° °°" °.. e.a 1 0600 25 4. 1 1800 73 2. • 2 0600 121 0. ..a ae. •a. •+....... a........ . 2 1800 169 0. 1 0615 26 4. • 1 1815 74 2. ° 2 0615 122 0. • 2 1815 170 0. .e... +.. aeae.• 1 0630 27 4. ° 1 1830 75 1. 2 0630 123 0. ° 2 1830 171 0. 14 KK ONOFF • 1 0645 28 4. ° 1 1845 76 1. ' 2 0645 124 0. • 2 1845 172 0. 1 0700 29 4. 1 1900 77 1. 2 0700 125 0. ..e...e••e ae ". ' 2 1900 173 0. Runoff from offsite area and onsite project area 1 0715 30 S. 1 1915 78 2. • 2 0715 126 0. • 2 1915 174 0. 1 0730 31 S. ° 1 1930 79 1. • 2 0730 127 0. SUBBASIN RUNOFF DATA ° 2 1930 175 0. Page 3 Page 4 0 0 0 .....a ....aa ..a a.a ... +.......a eee .e ................ a.. ... ... ..a ... a..... 27 KK • STRT ` • ............. Runoff from halfwidth of existing perimeter streets, Monroe Street and Avenu SUBBASIN RUNOFF DATA 28 BA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA HVDROGRAPH AT STATION STRT e. ae...••+..•. e.•.. ee+...e.. a.. a. aeaa. a.• ae.••...•....++.+ ........ ...........•.............. °.... page 5 ° ENC24EX DA MON HRMN 1 0745 32 6. 1 1945 80 1. • 2 0745 128 0. ° 2 1945 176 0. 1 0000 1 0800 33 7. 1 2000 81 1. ° 2 0800 129 0. ` 2• 2000 177 0. 1 0015 1 0815 34 7. ° 1 2015 82 1. 2 0815 130 0. ° 2 2015 178 0. 1 0030 1 0830 35 1. 1 2030 83 1. 2 0830 131 0. • 2 2030 179 0. 1 0045 1 0845 36 4. 1 2045 84 1. ° 2 0845 132 0. ° 2 2045 180 0. 1 0100 1 0900 37 11. 1 2100 85 1. ° 2 0900 133 0. • 2 2100 181 0. 1 0115 1 0915 38 14. • 1 2115 86 1. ° 2 0915 134 0. • 2 2115 182 0. 1 0130 1 0930 39 18. 1 2130 87 1. 2 0930 135 0. • 2 2130 183 0. 1 0145 1 0945 40 21. 1' 2145 88 1. ° 2 0945 136 0. • 2 2145 184 0. 1 0200 1 1000 41 1. ' 1 2200 89 1. ° 2 1000 137 0. ° 2 2200 185 0. 1 0215 1 1015 42 1. ° 1 2215 90 1. ° 2 1015 138 0. ° 2 2215 186 0. 1 0230 1 1030 43 17. 1 2230 91 1. ° 2 1030 139 0. • 2 22 30 187 0. 1 0245 1 1045 44 17. 1 2245 92 1. • 2 1045 140 0. ` 2 2245 188 0. 1 0300 1 1100 45 15. ° 1 2300 93 1. • 2 1100 141 0. ` 2 2300 189 0. 1 0315 1 1115 46 15. ° 1 2315 94 1. ° 2 1115 142 0. • 2 2315 190 0. 1 0330 1 1130 47 10. ° 1 2330 95 1. ° 2 1130 143 0. • 2 2330 191 0. 1 0345 1 1145 48 13. • 1 2345 96 1. ° 2 1145 144 0. ° 2 2345 192 0. 1 0400 .•.•+•.••+..... eee... aeaa•. PEAK FLOW TIME aa..•. a••+••.........•...... 1 a... a... a.. ........e MAXIMUM AVERAGE FLOW 65 ............... 2 +..a... 113 ° 2 1600 161 6-HR 24 -HR 72-HR 47.75-HR + (CFS) (HR) 0415 18 0. • 1 1615 66 0. • 2 0415 114 ' 2 (CFS) 162 0. + 63. 13.25 1 0430 30. 10. 5. 1630 5. 0. ° 2 0430 115 ' 2 (INCHES) .899 1.167 1.168 1.168 1 (AC -FT) 15. 19. 19. 1645 19. 0. 2 0445 116 • 2 CUMULATIVE AREA - .31 SO MI .....a ....aa ..a a.a ... +.......a eee .e ................ a.. ... ... ..a ... a..... 27 KK • STRT ` • ............. Runoff from halfwidth of existing perimeter streets, Monroe Street and Avenu SUBBASIN RUNOFF DATA 28 BA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA HVDROGRAPH AT STATION STRT e. ae...••+..•. e.•.. ee+...e.. a.. a. aeaa. a.• ae.••...•....++.+ ........ ...........•.............. °.... page 5 ° ENC24EX DA MON HRMN ORD FLOW • DA MON HRMN ORD FLOW ° DA MON HRMN ORD ° OA MON HRMN ORD FLOW 1 0000 1 0 • 1 1200 49 1. ° 2 0000 97 ° 2 1200 145 0. 1 0015 2 0. ° 1 1215 50 1. " 2 0015 98 ° 2 1215 146 0. 1 0030 3 0. ' 1 1230 51 1. 2 0030 99 • 2 1230 147 0. 1 0045 4 0. ° 1 1245 52 1. ° 2 0045 100 • 2 1245 148 0. 1 0100 5 0. ° 1 1300 53 1. 2 0100 101 ° 2 1300 149 0. 1 0115 6 0. ° 1 1315 S4 1. • 2 0115 102 ° 2 1315 150 0. 1 0130 7 0. 1 1330 55 1. 2 0130 103 ° 2 1330 151 0. 1 0145 8 0. • 1 1345 56 1. ° 2 0145 104 ° 2 1345 152 0. 1 0200 9 0. ° 1 1400 57 1. ° 2 0200 105 • 2 1400 153 0. 1 0215 10 0. ° 1 1415 58 1. 2 0215 106 ° 2 1415 154 0. 1 0230 11 0. 1 1430 59 1. ' 2 0230 107 ° 2 1430 155 0. 1 0245 12 0. ° 1 1445 60 1. 2 0245 108 ° 2 1445 156 0. 1 0300 13 0. ° 1 1500 61 1. 2 0300 109 • 2 1500 157 0. 1 0315 14 0. ` 1 1515 62 1. • 2 0315 110 ° 2 1515 158 0. 1 0330 15 0. 1 1530 63 1. • 2 0330 111 • 2 1530 159 0. 1 0345 16 0. 1 1545 64 1. ° 2 0345 112 ° 2 1545 160 0. 1 0400 17 0. ° 1 1600 65 0. • 2 0400 113 ° 2 1600 161 0. 1 0415 18 0. • 1 1615 66 0. • 2 0415 114 ' 2 1615 162 0. 1 0430 19 0. ° 1 1630 67 0. ° 2 0430 115 ' 2 1630 163 0. 1 0445 20 0. ° 1 1645 68 0. 2 0445 116 • 2 1645 164 0. 1 0500 21 0. • 1 1700 69 0. 2 0500 '117 ° 2 1700 165 0. 1 0515 22 0. • 1 1715 70 0. • 2 0515 118 ° 2 1715 166 0. 1 0530 23 0. 1 1730 71 0. 2 0530 119 ° 2 1730 167 0. 1 0545 24 0. ° 1 1745 72 0. ' 2 0545 120 ° 2 1745 168 0. 1 0600 25 0. • 1 1800 73 0. 2 0600 121 ° 2 1800 169 0. 1 0615 26 0. • 1 1815 74 0. • 2 0615 122 ° 2 1815 170 0. 1 0630 27 0. • 1 1830 75 0. • 2 0630 123 ° 2 1830 171 0. 1 0645 28 0. ° 1 1845 76 0. • 2 0645 124 • 2 1845 172 0. 1 0700 29 0. 1 1900 77 0. ` 2 0700 125 • 2 1900 173 0. 1 0715 30 0. 1 1915 78 0. ° 2 0715 126 • 2 1915 174 0. 1 0730 31 0. ° 1 1930 79 0. ° 2 0730 127 ° 2 1930 175 0. 1 0745 32 0. ° 1 1945 80 0. 2 0745 128 ° 2 1945 176 0. 1 0800 33 0. 1 2000 81 0. • 2 0800 129 ° 2 2000 177 0. 1 0815 34 0. 1 2015 82 0. ' 2 0815 130 ° 2 2015 178 0. 1 0830 " 0 1 2030 83 0. ' 2 0830 131 • 2 2030 179 0. 1 0845 36 0. • 1 2045 84 0. 2 0845 132 ° 2 2045 180 0. 1 0900 37 1. • 1 2100 85 0. • 2 0900 133 • 2 2100 181 0. 1 0915 38 1. • 1 2115 86 0. 2 0915 134 " 2 2115 182 0. 1 0930 39 1. • 1 2130 87 0. 2 0930 135 • 2 2130 183 0. Page 6 FLOW 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. ENC24EX ENC24EX 1 0945 40 1. 1 2145 88 0. ° 2 0945 136 0. 1 0130 7 1. 1 1330 55 32. • 2 0130 103 0. ° 2 2145 184 0. • 2 1330 151 0. 1 1000 41 0. 1 2200 89 0. 2 1000 137 0. 1 0145 8 2. 1 1345 56 32. ° 2 0145 104 0. ` 2 2200 185 0. • 2 1345 152 0. 1 1015 42 0. 1 2215 90 0. ° 2 1015 138 0. 1 0200 9 2. ° 1 1400 57 45. ° 2 0200 105 0. ° 2 2215 186 0. • 2 1400 153 0. 1 1030 43 1. 1 2230 91 0. ° 2 1030 139 0. 1 0215 10 2. 1 1415 58 42. ° 2 0215 106 0. • 2 2230 187 0. • 2 1415 154 0. 1 1045 44 1. ° 1 2245 92 0. 2 1045 14n 0. 1 0230 11 2. • 1 1430 59 42. ° 2 0230 107 0. ' 2 7245 188 0. ' 2 1430 155 0. 1 1100 45 1. ' 1 2300 93 0. • 2 1100 141 0. 1 0245 12 2. ° 1 1445 60 40. 2 0245 108 0. ° 2 2300 189 0. ° 2 1445 156 0. 1 1115 46 1. ° 1 2315 94 0. 2 1115 142 0. 1 0300 13 2. • 1 1500 61 37. • 2 0300 109 0. • 2 2315 190 0. ° 2 1500 157 0. 1 1130 47 0. ' 1 2330 95 0. ° 2 1130 143 0. 1 0315 14 2. ° 1 1515 62 34. 2 0315 110 0. ° 2 2330 191 0. • 2 1515 158 0. 1 1145 48 1. ° 1 2345 96 0. ` 2 1145 144 0. 1 0330 15 2. 1 1530 63 23. ° 2 0330 111 0. • 2 2345 192 0. • 2 1530 159 0. 1 0345 16 3. ° 1 1545 64 23. 2 0345 112 0. ° 2 1545 160 0. 1 0400 17 3. ° 1 1600 65 2. ° 2 0400 113 0. .a........a.ae.. aaa• a. ea• aa.•.. aaaa... a.. a. as .. " °...........a.a.aa.aaa.aaaa. aaa..aa•.aa. a....aaaa • 2 1600 161 0. ..........•........... aaa•...sae. 1 0415 18 3. ° 1 1615 66 2. ° 2 0415 114 0. • 2 1615 162 0. PEAK FLOW TIME MAXIMUM AVERAGE FLOW 1 0430 19 3. ° 1 1630 67 1. ° 2 0430 115 0. 6 -HR 24 -HR 72 -HR 47.75 -HR ° 2 1630 163 0. + (CF5) (HR) 1 0445 20 4. • 1 1645 68 1. • 2 0445 116 0. (CFS) 2 1645 164 0. + 1. 13.00 1. 0. 0. 0. 1 0500 21 3. ° 1 1700 69 2. 2 0500 117 0. (INCHES) 1.885 2.942 3.053 3.053 2 1700 165 0. (AC -FT) 0. 1. 1. 1. 1 0515 22 3. ° 1 1715 70 2. ° 2 0515 118 0. ° 2 1715 166 0. CUMULATIVE AREA - .00 50 MI 1 0530 23 4. ' 1 1730 71 2. ° 2 0530 119 0. • 2 1730 167 0. 1 0545 24 4. ° 1 1745 72 2. 2 0545 120 0. ° 2 1745 168 0. 1 0600 25 4. ° 1 1800 73 2. ° 2 0600 121 0. .•a .a. aa. a.a ..a ............... ... ... ..a ..a ..• a....a .aa .aa ..a .•.......... a 2 1800 169 0. aa. aaa aaa a.. a .............. 1 0615 26 4. 1 1815 74 2. ° 2 0615 122 0. ° 2 1815 170 0. 1 0630 27 5. 1 1830 75 1. 2 0630 123 0. ......aa a 2 1830 171 0. 1 0645 28 5. • 1 1845 76 1. ° 2 0645 124 0. 40 KK • MCI ° ° 2 1845 172 0. 1 0700 29 5. ° 1 1900 77 1. • 2 0700 125 0. " 2 1900 173 0. ° "•••••••••••• 1 0715 30 5. ° 1 1915 78 2. 2 0715 126 0. combine runoff from ONOFF and STRT • 2 1915 174 0. 1 0730 31 6. ° 1 1930 79 1. ° 2 0730 127 0. • 2 1930 175 0. 42 HC HYDROGRAPH COMBINATION 1 0745 32 6. • 1 1945 80 1. ° 2 0745 128 0. ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE ` 2 1945 176 0. 1 0800 33 7. 1 2000 81 1. 2 0800 129 0. ••' ° 2 2000 177 0. 1 0815 34 7. 1 2015 82 1. ° 2 0815 130 0. ° 2 2015 178 0. °"aa .............. e.... a.a..... a.... a.. a•. aa.. a. a.aa...• a......... ............................... 1 0830 35 1. ' 1 2030 83 1. • 2 0830 131 0. ..................... a 2 2030 179 0. 1 0845 36 S. • 1 2045 84 1. ° 2 0845 132 0. HYDROGRAPH AT STATION HC1 • 2 2045 180 O. SUM OF 2 HYDROGRAPHS 1 0900 37 11. ° 1 2100 85 1. 2 0900 133 0. • 2 2100 181 0. 1 0915 38 15. ° 1 2115 86 1. • 2 0915 134 0. ......... •.......... .•.aa. aaaaa...... aaaa..... a ................ a.. ................•.aa•...aaa.a•a 2 2115 182 0. ... ...........a..aaa ".a•a•a.••..•. 1 0930 39 18. ° 1 2130 87 1. ° 2 0930 135 0. • ° ` 2 2130 183 0. ° 1 0945 40 22. 1 2145 88 1. ' 2 0945 136 0. DA MON HRMN ORD FLOW DA MON HRMN ORD FLOW DA MON HRMN ORD FLOW • 2 2145 184 O. ° DA MON HRMN ORD FLOW 1 1000 41 1. 1 2200 89 1. ' 2 1000 137 0. 2 2200 185 0. ° 1 1015 42 2. 1 2215 90 1. ° 2 1015 138 0. 1 0000 1 1. ° 1 1200 49 35. 2 0000 97 0. ' 2 2215 186 0. • 2 1200 145 0. 1 1030 43 17. 1 2230 91 1. • 2 1030 139 0. 1 0015 2 1. " 1 1215 50 39. • 2 0015 98 0. ° 2 2230 187 0. • 2 1215 146 0. 1 1045 44 18. • 1 2245 92 1. 2 1045 140 0. 1 0030 3 1. ` 1 1230 51 45. 2 0030 99 0. • 2 2245 188 0. ° 2 1230 147 O. 1 1100 45 15. ° 1 2300 93 1. 2 1100 141 0. 1 0045 4 2. ' 1 1245 52 49. • 2 0045 100 0. ° 2 2300 189 0. • 2 1245 148 0. 1 1115 46 16. • 1 2315 94 1. • 2 1115 142 0. 1 0100 5 1. ° 1 1300 53 64. ° 2 0100 101 0. • 2 2315 190 0. • 2 1300 149 0. 1 1130 47 10. 1 2330 95 1. ° 2 1130 143 0. 1 0115 6 1. ' 1 1315 54 65. 2 0115 102 0. ' 2 2330 191 0. ° 2 1315 150 0. 1 1145 48 14. • 1 2345 96 1. • 2 1145 144 0. Page 7 Page 8 C� ENC24EX ° 2 2345 192 0. .. a.. aao... e.. ee............ o. a.... e.... e. ae. aeo....... a.... ee.. a° ............................... PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6 -HR 24 -HR 72 -HR 47.75 -HR + (CFS) (HR) (CFS) + 65. 13.25 31. 10. 5. 5. (INCHES) .909 1.186 1.188 1.188 (AC -FT) 15. 20. 20. 20. CUMULATIVE AREA .31 SQ MI 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND BASIN MA) OPI AREA STI + HYf �31 HYf 00 2< �31 O.. NORMAL 1 • ENC6PR l.e ° ease••• a •.se•e.••e..s.•e•e.••.a..•.e..♦ FLOOD HYDROGRAPH PACKAGE (HEC -1) ° U.S. ARMY CORPS OF ENGINEERS 3 U 1998 • ° HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 609 SECOND STREET e DAVIS, CALIFORNIA 95616 e e ° RUN DATE 13A0008 TIME 07:22:20 (9 16) 756 -1104 ° .°ee.e.eea.ee....eee.e•.eee.ee. «•.••..• x x xxxxxxx xxxxx x x X X x X xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x X x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW. THE DEFINITIONS OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 _STYLE INPUT STRUCTURE. THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN 77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, OSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC -1 INPUT PAGE 1 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 •DIAGRAM 1 ID .............. *........... see•.e° e... ee ............................... 2 ID Enclave at la Quinta 3 ID proposed Conditions / Retention Basin Design 4 ID 5 ID 100 - year /6 -Hour storm 6 ID 7 ID RCFC&YCD shortcut method used to generate the watershed hydrog raphs. B i0 9 ID 10 ID 11 ID •....•°•.. e°. aaeee• e....... ... . ..... . ...... * .......................... 12 IT 5 0 0 576 13 10 5 Page 1 ENC6PR 14 KK MNRO 15 BA 0.0075 16 KM Runoff from half -width of Monroe St 17 QI 0.13 0.06 0.06 0.06 0.06 0.23 0.23 0.23 0.23 0.23 18 QI 0.23 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 19 QI 0.4 0.4 0.4 0.58 0.4 0.58 0.58 0.58 0.58 0.58 20 QI 0.58 0.58 0.75 0.75 0.75 0.75 0.75 0.93 0.93 0.93 21 QI 1.1 1.27 1.45 1.45 1.62 1.62 1.79 1.79 1.97 2.14 22 QI 2.31 2.49 2.66 2.66 2.83 3.01 3.18 3.18 3.35 3.53 23 QI 4.4 5.26 5.78 6.3 7.17 8.73 2.31 0.58 0.06 0.13 24 QI 0.08 0.05 0.01 0.00 25 KK ON1 26 BA 0.0549 27 KM Runoff from onsite area 1 28 QI 0.95 1.02 1.02 1.02 1.02 2.29 2.29 2.29 2.29 2.29 29 QI 2.29 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 3.55 30 QI 3.55 3.55 3.55 4.82 3.55 4.82 4.82 4.82 4.82 4.82 31 QI 4.82 4.82 6.08 6.08 6.08 6.08 6.08 7.35 7.35 7.35 32 QI 8.61 9.88 11.14 11.14 12.41 12.41 13.67 13.67 14.94 16.2 33 QI 17.47 18.73 20 20 21.26 22.53 23.79 23.79 25.06 26.32 34 QI 32.65 38.97 42.77 46.56 52.89 64.27 17.47 4.82 1.02 0.95 35 QI 0.57 0.38 0.01 0.00 36 KK B1 37 BA 0.0048 38 KM Runoff direct to basin 1 39 QI 0.55 0.67 0.67 0.67 0.67 0.78 0.78 0.78 0.78 0.78 40 QI 0.78 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 41 QI 0.89 0.89 0.89 1 0.89 1 1 1 1 1 42 QI 1 1 1.11 1.11 1.11 1.11 1.11 1.22 1.22 1.22 43 QI 1.33 1.44 1.55 1.55 1.66 1.66 1.77 1.77 1.88 2 44 QI 2.11 2.22 2.33 2.33 2.44 2.55 2.66 2.66 2.77 2.88 45 QI 3.44 3.99 4.32 4.66 5.21 6.21 2.11 1 0.67 0.55 46 QI 0.33 0.22 0.01 0.00 1 HEC -1 INPUT PAGE 2 LINE I0....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 47 KK MCI 48 KM combine runoff from MNRO, ON1 and B1 49 HC 3 50 KK RBI Page 2 • • • ENC6PR ENC6PR 90 QI 0.9 0.9 1 1 1 1 1 1.1 51 KM Route through in 1 bas02.3 (20' weir at elev 407.3) 1.1 1.1 91 QI 1.2 1.3 1.4 1.4 1.5 1.5 1.6 1.6 $2 R S 1 ELEV 4 1.7 1.8 92 QI 1.9 2 2.1 2,1 2.2 2.3 2.4 2.4 53 SA 1.78 1.89 2,00 2.12 2.24 2.37 2.43 2.50 2.5 2.6 93 QI 3.1 3.6 3.9 4.2 4.7 5.6 1.9 0.9 54 SQ 0.0 0.0 0.0 0.0 0.0 0.0 21.2 60.0 0.6 0.5 94 Q1 0.3 0.2 0.01 0.00 55 SE 402.3 403.3 404.3 405.3 406.3 407.3 407.8 408.3 1 HEC -1 INPUT PAGE 3 56 KK RBAS1 LINE 57 KM Route overflow from basin 1 to basin 2 I0....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 58 RS 20 FLOW 1 95 KK HC2 59 RC 0.025 0.025 0.025 515.0 .0035 96 KM combine overflow from basin 1, and runoff from QN2. ON3 and 82 60 RK 0.0 100.0 200.0 212.0 246.0 258.0 268.0 368.0 97 HC 4 61 Rv 100.0 100.0 100.0 97.0 97.0 100.0 100.0 100.0 98 KK RB2 62 KK ON2 99 KM Route through basin 2 (20' weir at elev 400.6) 63 BA 0.0406 100 RS 1 ELEV 395.6 64 KM Runoff from onsite area 2 101 SA 1.24 1.36 1.48 1.61 1.74 1.87 2.01 65 QI 0.7 0.76 0.76 0.76 0.76 1.69 1.69 1.69 1.69 1.69 102 SQ 0.0 0.0 0.0 0.0 0.0 0.0 60.0 66 QI 1.69 2.63 2.63 2.63 2.63 2.63 2.63 2.63 2.63 2.63 103 SE 395.6 396.6 397.6 398.6 399.6 400.6 401.6 67 QI 2.63 2.63 2.63 3.56 2.63 3.56 3.56 3.56 3.56 3.56 68 QI 3.56 3.56 4,5 4.S 4.5 4.5 4.5 5.43 104 KK ON4 5.43 5.43 69 QI 6.37 7.3 8.24 8.24 9.17 9.17 10.1 10.1 105 8A 0.0277 11.04 11.97 70 QI 12.91 13.84 14.78 14.78 15.71 16.65 17.58 17.58 106 KM Runoff from onsite area 4 18.52 19.45 71 QI 24.13 28.8 31.61 34.41 39.09 47.5 12.91 3.56 107 QI 0.48 0.52 0.52 0.52 0.52 1.15 1.15 1.15 0.76 0.7 1.15 1.15 72 QI 0.42 0.28 0.01 0.00 108 QI 1.15 1.79 1.79 1.79 1.79 1.79 1.79 1.79 1.79 1.79 109 QI 1.79 1.79 1.79 2.43 1.79 2.43 2.43 2.43 73 KK QN3 2.43 2.43 110 QI 2.43 2.43 3.07 3.07 3.07 3.07 3.07 3.71 74 8A 0.0428 3.71 3.71 111 QI 4.34 4.98 5.62 5.62 6.26 6.26 6.89 6.89 75 KM Runoff from onsite area 3 7.53 8.17 112 QI 8.81 9.45 10.08 10.08 10.72 11.36 12 12 76 Q1 0.74 0.8 0.8 0.8 0.8 1.78 1.78 1.78 12.64 13.27 1.78 1.78 113 QI 16.46 19.65 21.57 23.48 26.67 32.41 8.81 2.43 77 QI 1.78 2.77 2.77 2.77 2.77 2.77 2.77 2.77 0.52 0.48 2.77 2.77 114 QI 0.29 0.19 0.01 0.00 78 QI 2.77 2.77 2.77 3.75 2.77 3.75 3.75 3.75 3.75 3.75 79 QI 3.75 3.75 4.74 4.74 4.74 4.74 4.74 5.72 115 KK AV62w S.72 5.72 80 QI 6.71 7.69 8.68 8.68 9.66 9.66 10.65 10.65 116 BA 0.0083 11.63 12.62 ' 81 QI 13.61 14.59 15.58 15.58 16.56 17.55 18.53 18.53 117 KM Runoff from west portion of Avenue 62 19.52 20.5 82 QI 25.43 30.36 33.31 36.27 41.19 50.06 13.61 3.75 QI 0.14 0.07 0.07 0.07 0.07 0.26 0.26 0.26 0.8 0.74 0.26 0.26118 83 QI 0.44 0.3 0.01 0.00 119 'QI 0.26 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 120 QI 0.45 0.45 0.45 0.64 0.45 0.64 0.64 0.64 84 KK B2 0.64 0.64 121 QI 0.64 0.64 0.83 0.83 0.83 0.83 0.83 1.02 85 BA 0.0043 1.02 1.02 122 QI 1.21 1.4 1.59 1.59 1.78 1.78 1.97 1.97 86 KM Runoff direct to basin 2 2.16 2.35 123 QI 2.54 2.73 2.92 2.92 3.11 3.3 3.49 3.49 87 QI 0.5 0.6 0.6 0.6 0.6 0.7 0.7 0.7 3.68 3.87 0,7 0.7 124 QI 4.83 5.78 6.35 6.92 7.87 9.58 2,54 0.64 88 QI 0.7 0.8 0.8 0.8 0.8 018 0.8 0.8 0.07 0.14 0.8 0.8 125 QI 0.09 0.06 0.01 0.00 89 QI 0.8 0.8 0.8 0.9 0.8 0.9 0.9 0.9 0.9 0.9 Page 3 Page 4 ENC6PR ENC6PR 126 KK B3 127 BA 0.0020 163 KK ON5 128 KM Runnff direct to basin 3 164 BA 0.0477 129 QI 0.23 0.28 0.28 0.28 0.28 0.33 0.33 0.33 165 KM Runoff from onsite area 5 0.33 0.33 130 QI 0.33 0.37 0.37 0.37 0.37 0.37 0.37 0.37 166 QI 0.82 0.89 0.89 0.89 0.89 1.99 1.99 1.99 0.37 0.37 1.99 1.99 131 QI 0.37 0.37 0.37 0.42 0.37 0.42 0.42 0.42 167 QI 1.99 3.08 3.08 3.08 3.08 3.08 3.08 3.08 0.42 0.42 3.08 3.08 132 QI 0.42 0.42 0.47 0.47 0.47 0.47 0.47 0.51 168 QI 3.08 3.08 3.08 4.18 3.08 4.18 4.18 4.18 0.51 0.51 4.18 4.18 133 QI 0.56 0.61 0.66 0.66 0.7 0.7 0.75 0.75 169 QI 4.18 4.18 5.28 5.28 5.28 5.28 5.28 6.38 0.8 0.84 6.38 6.38 134 QI 0.89 0.94 0.98 0.98 1.03 1.08 1.12 1.12 170 QI 7.48 8.57 9.67 9.67 10.77 10.77 11.87 11.87 1.17 1.22 12.97 14.06 135 QI 1.45 1.68 1.83 1.97 2.2 2.62 0.89 0.42 171 QI 15.16 16.26 17.36 17.36 18.46 19.55 20.65 20.65 0.28 0.23 21.75 22.85 136 QI 0.14 0.09 0.01 0.00 172 QI 28.34 33.83 37.12 40.42 45.91 55.79 15.16 4.18 0.89 0.82 173 QI 0.49 0.33 0.01 0.00 137 KK HC3 138 KM combine overflow from basin 2, and runoff from ON4, AVE62w, and B3 174 KK B4 139 HC 4 175 BA 0.0061 1 HEC -1 INPUT 176 KM Runoff direct t0 basin 4 PAGE 4 177 QI 0.71 0.85 0.85 0.85 0.85 0.99 0.99 0.99 LINE 0.99 0.99 ID....... 1....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 178 QI 0.99 1.13 1.13 1.13 1.13 1.13 1.13 1.13 1.13 1.13 QI 1.13 1.13 1.13 1.27 1.13 1.27 1.27 1.27 140 KK R83 1.27 1.27179 180 QI 1.27 1.27 1.41 1.41 1.41 1.41 1.41 1.55 141 KM Route through basin 3 (40' weir at 399.7) 1.55 1.55 181 QI 1.69 1.83 1.98 1.98 2.12 2.12 2,26 2.26 142 Rs 1 ELEV 394.7 2.4 2.54 182 QI 2.68 2.82 2.96 2.96 3.1 3.25 3.39 3.39 143 SA 0.62 0.69 0.76 0.83 0.91 0.98 1.06 3.53 3.67 183 QI 4.37 5.08 5.5 5.93 6.63 7.9 2.68 1.27 144 SO 0.0 0.0 0.0 0.0 0.0 0.0 120.0 0.85 0.71 184 QI 0.42 0.28 0.01 0.00 14S SE 394.7 395.7 396.7 397.7 398.7 399.7 400.7 1 HEC -1 INPUT PAGE $ 146 KK OFF1 LINE 147 BA 0.0627 ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 148 KM Runoff from offsite area 1 185 KK HC4 149 QI 1.08 0.08 0.08 0.08 0.08 1.53 1.53 1.53 1.53 1.53 186 KM combine overflow from basin 3 and runoff from OFF1, ON5, and 84 150 QI 1.53 2.98 2.98 2.98 2.98 2.98 2.98 2.98 2.98 2.98 187 HC 4 151 QI 2.98 2.98 2.98 4.42 2,98 4.42 4.42 4.42 4.42 4.42 152 QI 4.42 4.42 5.87 5.87 5.87 5.87 5.87 7.31 188 KK R84 7.31 7.31 15.98 153 17.43 QI 8.76 10.2 11.65 11.65 13.09 13.09 14.$4 14.54 189 KM Route through basin 4 (40' weir at 399.6 Emergency overflow only) 154 QI 18.87 20.32 21.77 21.77 23.21 24.66 26.1 26.1 190 RS 1 ELEV 392.60 27.55 28.99 155 QI 36.22 43.45 47.78 52.12 59.35 72.35 18.87 4.42 191 SA 2.04 2.77 3.08 3.41 3.57 0.08 1.08 156 QI 0.65 0.43 0.01 0.00 192 SQ 0,0 0.0 0.0 0.0 120.0 193 SE 392.60 397.60 397.61 399.60 400.60 157 KK ROFF1 158 KM Route OFF1 to basin 4 194 KK RBAS4 159 RS 20 FLOW 1 195 KM Route emergency overflow from basin 4 south out of the project 160 RC 0.017 0.017 0.017 650.0 .005 site 196 RS 20 FLOW 1 161 RK 0 10.5 10.5 28.5 46.5 46.5 57.0 67.0 197 RC 0.017 0.017 0.017 550.0 .004 162 Ry 100.0 99.79 99.29 99.65 99.29 99.79 100.0 100.0 198 RK 0.0 4.0 5.6 15.6 76.6 86.6 88.2 92.2 Page 5 Page 6 0 0 0 ENC6PR 199 RY 100.0 98.0 97.2 97.0 97.0 97.2 98.0 100.0 200 KK AV62E 201 BA 0.0054 202 KM Runoff from half -width of Avenue 62 east 203 QI 0.09 0.05 0.05 0.05 0.05 0.17 0.17 0.17 0.17 0.17 204 QI 0.17 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 205 QI 0.3 0.3 0.3 0.42 0.3 0.42 0.42 0.42 0.42 0.42 206 QI 0.42 0.42 0.55 0.55 0.55 0.55 0.55 0.67 0.67 0.67 207 QI 0.8 0.92 1.05 1.05 1.18 1.18 1.3 1.3 1.43 1.55 208 QI 1.68 1.8 1.93 1.93 2.05 2.18 2.3 2.3 2.43 2.55 209 QI 3.18 3.81 4.18 4.56 5.19 6.31 1.68 0.42 0.05 0.05210 QI 0.06 0.04 0.01 0.00 211 KK HCS 212 KM combine overflow from basin 4 and runoff from Ave 62 213 HC 2 214 22 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING ( - -->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 14 MNRO 25 ON1 36 61 47 MCI ........................ V V 50 R01 V V 56 RBAS1 62 oN2 73 ON3 84 82 95 HC2 ..... ............................... V V 98 RB2 104 ON4 115 AV62W 126 83 Page 7 ENC6PR 137 HC3 ..... ............................... V V 140 R83 146 OFF1 V V 157 ROFF1 163 ON5 174 84 185 HC4 ..... ............................... V 188 R84 V 194 RBAS4 200 AV62E 211 HCS............ (O.0) RUNOFF ALSO COMPUTED AT THIS LOCATION 1.. !I! ON .......... ... a.. ...e ........ ........ ............................... ° FLOOD HYDROGRAPH PACKAGE (HEC -1) ° U.S. ARMY CORPS OF ENGINEERS 7UN 1998 HYDROLOGIC ENGINEERING CENTER • VERSION 4.1 ° 609 SECOND STREET ° • DAVI S. CALIFORNIA 95616 • RUN DATE 13AUGO8 TIME 07:22:20 ° (9 16) 756 -1104 ° . aa.. aa. aaa ...a...a.....a..a.a........aaa ....................................... ....................a.......... Enclave at la Quinta Proposed conditions / Retention Basin Design 100 - year /6 -Hour storm RCFC&WCD shortcut method used to generate the watershed hydrographs. ....................................... ............................... 13 IO OUTPUT CONTROL VARIABLES IRRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL page 8 ENC6PR ENC6PR QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH AT ON4 32. 5.42 6. 1. 1. IT HYDROGRAPH TIME DATA .03 NMIN 5 MINUTES IN COMPUTATION INTERVAL IRATE 1 0 DTAOTIMC DATE HYDROGRAPH AT ITIME 0000 STARTING TIME AVfi7W 10. 5.42 2. 0. 0. NO 576 NUMBER OF HYDROGRAPH ORDINATES 01 NDDATE 2 0 ENDING DATE NDTIME 2355 ENDING TIME HYDROGRAPH AT ICENT 19 CENTURY MARK B3 3. 5.42 1. 0. 0. .00 COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 47.92 HOURS 4 COMBINED AT + HC3 64. 5.42 10. 3. 1. ENGLISH UNITS .19 DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES ROUTED TO LENGTH, ELEVATION FEET R83 25. 5.67 3. 1. 0. FLOW CUBIC FEET PER SECOND �19 STORAGE VOLUME ACRE -FEET + SURFACE AREA ACRES 399.91 5.67 TEMPERATURE DEGREES FAHRENHEIT 1 HYDROGRAPH AT RUNOFF SUMMARY OFF1 72. 5.42 12. 3. 1. FLOW IN CUBIC FEET PER SECOND .06 TIME IN HOURS, AREA IN SQUARE MILES ROUTED TO PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD ROFF1 66. 5.42 N. 3. 1. BASIN MAXIMUM TIME OF �06 OPERATION STATION FLOW PEAK + AREA STAGE MAX STAGE 99.95 5.42 + 6 -HOUR 24 -HOUR 72 -HOUR HYDROGRAPH AT HYDROGRAPH AT DNS 56. 5.42 10. 2. 1. MNRO 9. 5.42 1. 0. 0. .05 O1 HYDROGRAPH AT HYDROGRAPH AT + 84 B. 5.42 2. 0. 0. oNI 64. 5.42 11. 3. 1. .01 .05 4 COMBINED AT HYDROGRAPH AT r HC4 129. 5.42 25. 7. 3. + B1 6. 5.42 2. 0. 0. .31 .00 ROUTED TO 3 COMBINED AT + R84 0. .00 0. 0. 0. + MCI 79. 5.42 14. 4. 2. .31 .07 + 397.96 47.92 ROUTED 70 + RBI 0. .00 0. 0. 0. ROUTED TO .07 RBAS4 1. .00 O. 0. O. + '31 405.88 47.92 + 97.01 .00 ROUTED TO + RBAS1 1. .00 O. O. O. HYDROGRAPH AT .07 AV62E 6. 5.42 1. 0. 0. + .01 97.03 .00 2 COMBINED AT HYDROGRAPH AT + HCS 6. 5.42 1. 0. 0. + ON2 48. 5.42 8. 2. 1. .31 .04 HYDROGRAPH AT ON3 50. 5.42 9. 2. 1. eaa NORMAL END OF NEC -1 ++a .04 HYDROGRAPH AT 82 6. 5.42 1. 0. 0. .00 4 COMBINED AT + HQ 103. 5.42 18. 5. 2. .15 ROUTED TO + R62 28. 5.50 3. 1. 0. 15 + 401.07 5.50 Page 9 Page 10 • 1'• FLOOD HYDROGRAPH PACKAGE (HEC -1) ° U.S. ARMY CORPS OF ENGINEERS ° )UN 1998 ° HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 ° 609 SECOND STREET ° e a DAVIS, CALIFORNIA 95616 • RUN DATE 12A000S TIME 16:00:27 (916) 756 -1104 ° .•.• +.a aaaae ee aa.e.a +eaa.•a. + +e +..a +a.... •...+.a.•aaaaae...•aae . eau....e.. +.. +° ENC6EX x x xxxxxxx Xxxxx X x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 ()AN 73), HECIGS, HECIDB, AND HECIKW. THE DEFINITIONS OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 _STYLE INPUT STRUCTURE. THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 NEC -1 INPUT PAGE 1 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 'DIAGRAM 1 ID e• e♦ a•+ aa•++ e•• ea•+ aa•••••eeeeeesaea+ e• ♦aa++s+a•++e+++•+•+++•+++•++•+• 2 ID Enclave at la Quinta 3 ID Existing conditions 4 ID 5 ID 100- year /6 -Hour storm 6 ID 7 ID RCFCBWCO shortcut method used to generate the watershed hydrographs. 8 ID 9 ID 10 ID eaeaeea••+•++::•+ee•••ee•ea.Deeaeeaae+ as +a• +a +e••+• +a•+ + +•• +a•+••• +a•e• 12 IT 5 0 0 576 13 ]0 5 Page 1 • • 36 MCI............ (• °•) RUNOFF ALSO COMPUTED qT THIS LOCATION 1•' • FL 000 HYDROGRAPH PACKAGE (HEC -1) U.S. ARMY CORPS OF ENGINEERS )UN 1998 HYDROLOGIC ENGINEERING CENTER • VERSION 4.1 609 SECOND STREET ° • DAVIS. CALIFORNIA 95616 ° • RUN DATE 12AUGOS TIME 16:00:27 ° Page 2 ENC6EX 14 KK ONOFF 15 BA 0.3116 16 KM Runoff from offsite area and onsite project area 17 QI 5.38 0.42 0.42 0.42 0.42 7.6 7.6 7.6 7.6 7.6 18 OI 7.6 14.78 14.78 14.78 14.78 14.78 14.78 14.78 14.78 14.78 19 QI 14.78 14.78 14.78 21.95 14,78 21.95 21.95 21.95 21.95 21.95 20 QI 21.95 21.95 29.13 29.13 29.13 29.13 29.13 36.31 36.31 36.31 21 QI 43.49 50.67 57.85 57.85 65.02 65.02 72.2 72.2 79.38 86.56 22 QI 93.74 100.92 108.09 108.09 115.27 122.45 129.63 129.63 136.81 143.99 23 QI 179.88 215.77 237.31 258.84 294.73 359.34 93.74 21.95 0.42 5.38 24 QI 3.23 2.15 25 KK STRT 26 BA 0.0033 27 KM Runoff from halfwidth of existing perimeter streets, Monroe Street and Ave nu 28 QI 0.31 0.39 0.39 0.39 0.39 0.46 0.46 0.46 0.46 0.46 29 QI 0.46 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 30 QI 0.54 0.54 0.54 0.61 0.54 0.61 0.61 0.61 0.61 0.61 31 QI 0.61 0.61 0.69 0.69 0.69 0.69 0.69 0.77 0.77 0.77 32 QI 0.84 0.92 0.99 0.99 1.07 1.07 1.15 1.15 1.22 1.3 33 QI 1.37 1.45 1.52 1.52 1.6 1.68 1.75 1.75 1.83 1.9 34 QI 2.28 2.66 2.89 3.12 3.5 4.18 1.37 0.61 0.39 0.31 35 QI 0.16 0.08 36 KK MCI 37 KM combine runoff from ONOFF and STRT 38 HC 2 39 22 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING ( - - ->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR ( < - - -) RETURN OF DIVERTED OR PUMPED FLOW 14 ONOFF 25 STRT 36 MCI............ (• °•) RUNOFF ALSO COMPUTED qT THIS LOCATION 1•' • FL 000 HYDROGRAPH PACKAGE (HEC -1) U.S. ARMY CORPS OF ENGINEERS )UN 1998 HYDROLOGIC ENGINEERING CENTER • VERSION 4.1 609 SECOND STREET ° • DAVIS. CALIFORNIA 95616 ° • RUN DATE 12AUGOS TIME 16:00:27 ° Page 2 ENC6EX ENC6EX (916) 756 -1104 • ••• NORMAL END OF NEC -1 .a. ......... a ............................... ........ ............................... . a. a. a.... a......... a... a...aa...• a. aa . ........................aaaa.aa Enclave at la Quints Existing Conditions 100 - year /6 -Hour storm RCFC&WCD shortcut method used to generate the watershed hydrographs. aea ..............................• ........................*...... aaaa 13 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMI N 5 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 576 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 2355 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 47.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE -FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6 -HOUR 24 -HOUR 72 -HOUR HYDROGRAPH AT ONOFF 359. 5.42 58. 16. 9. .31 HYDROGRAPH AT STRT 4. 5.42 1. 0. 0. .00 2 COMBINED AT + MCI 364. 5.42 59. 16. 9. .31 Page 3 Page 4 0. 0 0 ENC3PR 1 °O ° FLOOD HYDRDGRAPH PACKAGE (HEC -1) U.S. ARMY CORPS OF ENGINEERS ' 'UN 1998 HYDROLOGIC ENGINEERING CENTER ° • VERSION 4.1 • ° ° 609 SECOND STREET DAVIS' CALIFORNIA 95616 ° ° RUN DATE 13A0008 TIME 07:22:27 (9 16) 7S6 -1104 x x xxxxxxx xxxxx x x x x x x XX x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (]AN 73), HECIGS, HEC10B, AND HECIKW. THE DEFINITIONS OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 -STYLE INPUT STRUCTURE. THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, OSS:WRITE STAGE FREQUENCY, OSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC -1 INPUT PAGE 1 LINE ID....... I ....... 2....... 3....... 4....... S....... 6. ......7.......8.......9......10 •DIAGRAM 1 ID 2 ID Enclave at la Quinta 3 ID Proposed Conditions / Retention Basin Design 4 ID 5 ID 100 - year /3 -Hour storm 6 ID 7 ID RCFC&WCD shortcut method used to generate the watershed hydrographs. 8 ID 9 ID 10 ID 11 ID •°••••°.°••••••••• •••••.••a....•a..........a...•u •••..•.••.••.••..••• 12 IT 5 0 0 576 13 IO 5 ENC3PR 14 KK MNRO 15 BA 0.0075 16 KM Runoff from half -width of Monroe St 17 QI 0.9 0.9 0.61 1.19 1.19 1.62 1.19 1.6; 1.62 1.19 18 QI 1.33 1.62 2.2 2.2 2.2 1.91 2.78 2.97 2.49 2.92 19 QI 3.79 3.5 3.21 3.35 3.5 5.09 6.25 4.Of 8.85 9.57 20 QI 10.87 7.55 1.91 1.62 1.62 0.13 0.01 0.0( 21 KK ON1 22 BA 0.0549 23 KM Runoff from onsite area 1 24 QI 7.14 7.14 5.03 9.25 9.25 12.41 9.25 12.41 12.41 9.25 25 QI 10.3 12.41 16.62 16.62 16.62 14.52 20.84 21.5 18.73 21.9 26 QI 28.22 26.11 24 25.06 26.11 37.71 46.14 30.33 65.12 70.39 27 QI 79.88 55.63 14.52 12.41 12.41 0.95 0.01 O.00 28 KK 81 29 BA 0.0048 30 KM Runoff direct to basin 1 31 QI 1.2 1.2 1.02 1.39 1.39 1.66 1.39 1.66 1.66 1.39 32 Qi 1.48 1.66 2.03 2.03 2.03 1.85 2.4 2.49 2.22 2.49 33 QI 3.05 2.86 2.68 2.77 2.86 3.88 4.62 3.23 6.28 6.75 34 QI 7.58 5.45 1.85 1.66 1.66 0.55 0.01 0.00 35 KK HC1 36 KM Combine runoff from MNRO. ON1 and 01 37 HC 3 38 KK R81 39 KM Route through basin 1 (20' weir at elev 407.3) 40 RS 1 ELEV 402.3 41 SA 1.78 1.89 2.00 2.12 2.24 2.37 2.43 2.50 42 SQ 0.0 0.0 0.0 0.0 0.0 0.0 21.2 60.0 43 SE 402.3 403.3 404.3 405.3 406.3 407.3 407.8 408.3 1 HEC -1 INPUT PAGE 2 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 44 KK RBAS1 45 KM Route overflow from basin 1 to basin 2 46 RS 20 FLOW 1 47 RC 0.025 0.025 0.025 515.0 .0035 48 Rx 0.0 100.0 200.0 212.0 246.0 258.0 268.0 368.0 49 RY 100.0 100.0 100.0 97.0 97.0 100.0 100.0 100.0 Page 2 ENC3PR ENC3PR LINE 50 KK ON2 ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 51 BA 0.0406 87 KK Av62w 52 KM Runoff from onsite area 2 88 BA 0.0083 53 QI 5.27 5.27 3.72 6.83 6.83 9,17 6.83 9.17 9.17 6.83 54 QI 7.61 9.17 12.29 12.29 12.29 10.73 15.4 16,18 89 KM Runoff from west portion of Avenue 62 13.84 16.18 90 QI 0.99 0.99 0.67 1.31 1.31 1.78 1.31 1.78 55 Qi 20.86 19.3 17.74 18.52 19.3 27.87 34.1 22.41 1.78 1.31 48.13 52.02 91 QI 1.47 1.78 2.42 2.42 2.42 2,1 3.05 3.21 56 QI 59.03 41.11 10.73 9.17 9.17 0.7 0.01 0.00 2.73 3.21 92 QI 4.16 3.84 3.53 3.68 3.84 5.59 6.85 4.48 9.71 10.5 57 KK ON3 93 QI 11.92 8.28 2.1 1.78 1.78 0.14 0.01 0.00 58 SA 0.0428 94 KK 83 59 KM Runoff from onsite area 3 95 BA 0.0020 60 QI 5.56 5.56 3.92 7.2 7.2 9.66 7.2 9.66 9.66 7.2 96 KM Runoff direct to basin 3 61 QI 8.02 9.66 12.95 12.95 12.95 11.31 16.23 17.05 14.59 17.05 97 QI 0.51 0.51 0.43 0.58 0.58 0.7 0.58 0.7 62 QI 21.98 20.34 18.7 19.52 20.34 29.37 35.94 23.62 0.7 0.58 50.72 54.82 98 pI 0.62 0.7 0.86 0.86 0.86 0.78 1.01 1.05 63 QI 62.21 43.33 11.31 9.66 9.66 0.74 0.01 0.00 0.94 1.05 99 QI 1.29 1.21 1.13 1.17 1.21 1.64 1.95 1.36 2.65 2.85 64 KK B2 100 QI 3.2 2.3 0.78 0.7 0.7 0.23 0.01 0.00 65 BA 0.0043 101 KK HC3 66 KM Runoff direct to basin 2 67 QI 1.08 1.08 0.92 1.25 1.25 1.5 1.25 1.5 102 KM combine overflow from basin 2, and runoff from ON4, AVE62w, and B3 1.5 1.25 103 HC 4 68 QI 1.33 1.5 1.83 1.83 1.83 1.67 2.17 2.25 2 2.25 69 QI 2.75 2.59 2.42 2.5 2.59 3.5 4.17 2.92 104 KK RB3 5.67 6.09 70 QI 6.84 4.92 1,67 1.5 1.5 0.5 0.01 0.00 105 KM Route through basin 3 (40' weir at 399.7) 106 RS 1 ELEV 394.7 71 KK HC2 107 SA 0.62 0.69 0.76 0.83 0.91 0.98 1.06 72 KM combine overflow from basin 1, and runoff from ON2, ON3 and 82 108 SQ 0.0 0.0 0.0 0.0 0.0 0.0 120.0 73 NG 4 109 SE 394.7 395.7 396.7 397.7 398.7 399.7 400.7 74 KK R82 110 KK OFF1 75 KM Route through basin 2 (20' weir at elev 400.6) 111 BA 0.0627 76 RS 1 ELEV 395.6 112 KM Runoff from offsite area 1 77 SA 1.24 1.36 1.48 1.61 1.74 1.87 2.01 QI 7.07 7.07 4.66 9.48 9.48 13.09 9.48 13.09 78 SQ 0.0 0.0 0.0 0.0 0.0 0.0 60.0 13.09 9.411 83 114 QI 10.68 13.09 17.91 17.91 17.91 1S.5 22.73 23.93 79 SE 395.6 396.6 397.6 398.6 399.6 400.6 401.6 20.32 23.93 115 QI 31.16 28.75 26.34 27.55 28.75 42 51.64 33.57 73.32 79.34 80 KK ON4 116 QI 90.18 62.48 15.5 13.09 13.09 1.08 0.01 0.00 81 BA 0.0277 117 KK ROFF1 82 KM Runoff from onsite area 4 118 KM Route OFF1 t0 basin 4 83 QI 3.6 3.6 2.54 4.66 4.66 6.26 4.66 6.26 6.26 4.66 119 RS 20 FLOW 1 84 QI 5.19 6.26 8.38 8.38 8.38 7.32 10.51 11.04 9.45 11.04 120 RC 0.017 0.017 0.017 650.0 .005 85 QI 14.23 13.17 12.1 12.64 13.17 19.02 23.27 15.29 32.84 35.49 121 RK 0 10.5 10.5 28.5 46.5 46.5 57.0 67,0 86 QI 40.28 28.05 7.32 6.26 6.26 0.48 0.01 0.00 122 RV 100.0 99.79 99.29 99.65 99.29 99.79 100.0 100.0 1 HEC -1 INPUT PAGE 3 123 KK ONS Page 3 Page 4 0 • • ENC3PR 159 KK ENC3PR 160 KM combine overflow from basin 4 and runoff from Ave 62 161 HC 2 124 BA 0.0477 1 SCHEMATIC DIAGRAM OF STREAM NETWO0.K INPUT 125 KM Runoff from onsite area 5 (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 14 MNRO 21 126 QI 6.19 6.19 4.36 8.02 8.02 10.77 8.02 10.77 10.77 8.02 V 38 RBI V V 127 QI 8.94 10.77 14.43 14.43 14.43 12.6 18.09 19 16.26 1128 82 71 H6 ..... ............................... V V 74 QI 24.49 22.66 20.83 21.75 22.66 32.73 40.05 26.32 56.52 61.09 101 HC3 ..... ............................... V V 104 129 QI 69.33 48.28 12.6 10.77 10.77 0.82 0.01 0.00 I 117 ROFF1 123 HEC -1 INPUT 84 137 HC4 ..... ............................... PAGE 4 V V 140 R84 LINE V 146 RBA54 Io....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6....... 7....... 8....... 9...... 10 130 KK 84 131 BA 0.0061 132 KM Runoff direct to basin 4 133 QI 1.53 1.53 1.29 1.76 1.76 2.12 1.76 2.12 2.12 1.76 134 QI 1.88 2.12 2.59 2.59 2.59 2.35 3.06 3.18 2.82 3.18 135 QI 3.88 3.65 3.41 3.53 3.65 4.94 5.88 4.12 8 8.58 136 OI 9.64 6.94 2.35 2.12 2.12 0.71 0.01 0.00 137 KK HC4 138 KM combine overflow from basin 3 and runoff from OFF1, ONS, and B4 139 HC 4 140 KK RB4 141 KM Route through basin 4 (40' weir at 399.6 Emergency overflow only) 142 RS 1 ELEV 392.60 143 SA 2.04 2.77 3.08 3.41 3.57 144 SO 0.0 0.0 0.0 0.0 120.0 145 SE 392.60 397,60 397.61 399.60 400.60 146 KK RBAS4 147 KM Route emergency overflow from basin 4 south out of the project site 148 RS 20 FLOW 1 149 RC 0.017 0.017 0.017 550.0 .004 150 RK 0.0 4.0 5.6 15.6 76.6 86.6 88.2 92.2 151 Ry 100.0 98.0 97.2 97.0 97.0 97.2 98.0 100.0 152 KK AV62E 153 BA 0.0054 154 KM Runoff from half -width of Avenue 62 east 155 QI 0.65 0.65 0.44 0.86 0.86 1.18 0.86 1.18 1.18 0.86156 QI 0.97 1.18 1.59 1.59 1.59 1.38 2.01 2.12 1.8 2.12 157 QI 2.74 2.53 2.32 2.43 2.53 3.68 4.52 2.95 6.4 6.92 158 QI 7.86 5.46 1.38 1.18 1.18 0.09 0.01 0.00 Page 5 • ENC3PR 159 KK HC5 160 KM combine overflow from basin 4 and runoff from Ave 62 161 HC 2 162 22 1 SCHEMATIC DIAGRAM OF STREAM NETWO0.K INPUT LINE (V) ROUTING ( - - ->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 14 MNRO 21 ON1 28 B1 35 HC1 ........................ V V 38 RBI V V 44 RBAS1 SQ ON2 57 ON3 64 82 71 H6 ..... ............................... V V 74 R82 80 ON4 87 Av62w 94 B3 101 HC3 ..... ............................... V V 104 RB3 110 OFF1 V V 117 ROFF1 123 DNS 130 84 137 HC4 ..... ............................... V V 140 R84 V V 146 RBA54 Page 6 • ENC3PR ENC3PR STORAGE - OUTFLOW TABLE 152 AV62E WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE 159 XC5............ WARNING - -- ROUTED OUTFLOW ( 86.) I5 GREATER THAN MAXIMUM OUTFLOW ( 79.) IN (` °O) RUNOFF ALSO COMPUTED AT THIS LOCATION STORAGE -OUTFI OW TABI F. la as......q pfffffff Obfbbbbeas e.e..es.aeaesaeaa.a.aaaaeaaa as eeaee WARNING --- ROUTED OUTFLOW ( 84.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN s ° a STORAGE - OUTFLOW TABLE FLOOD HYDROGRAPH PACKAGE (HEC -1) • ° WARNING - -- ROUTED OUTFLOW ( 85.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN U.S. ARMY CORPS OF ENGINEERS ° STORAGE- OUTFLOW TABLE • JUN 1998 HYDROLOGIC ENGINEERING CENTER ° WARNING - -- ROUTED OUTFLOW ( 85.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN • VERSION 4.1 ° ` STORAGE- OUTFLOW TABLE 609 SECOND STREET WARNING - -- ROUTED OUTFLOW ( 84.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN DAVIS, CALIFORNIA 95616 STORAGE - OUTFLOW TABLE • RUN DATE 13AUGOS TIME 07:22:27 ` (916) 756 -1104 • WARNING - -- ROUTED OUTFLOW ( 86.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN • ° • STORAGE- OUTFLOW TABLE ap eaab.q..e eb..e a.aa.f .a aaab beaeaee :aaeq ° _ WARNING - - ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN aaae.e....q.eaaaa gapaaaaeaaa aaaa....... STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 86.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN aafe.....aa.gaaaaa........... STORAGE - OUTFLOW TABLE Enclave at la Quinta WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE Proposed Conditions / Retention Basin Design WARNING --- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE 100-year /3-Hour storm WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN RCFC&WCO shortcut method used to generate the watershed hydrographs. STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 87.) I5 GREATER THAN MAXIMUM OUTFLOW ( 79.) IN e° f. f..aaa fa°baaa•aaeaee°ee° e.aa. e°.eee ..beeeee.eee.e.....eea.e....... STORAGE- OUTFLOW TABLE 13 IO OUTPUT CONTROL VARIABLES WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN IPRNT 5 PRINT CONTROL STORAGE-OUTFLOW TABLE I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE IT HYOROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN IDATE 1 0 STARTING DATE STORAGE- OUTFLOW TABLE ITIME 0000 STARTING TIME NQ 576 NUMBER OF HYDROGRAPH ORDINATES WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN NDDATE 2 0 ENDING DATE STORAGE - OUTFLOW TABLE N DTIME 2355 ENDING TIME ICENT 19 CENTURY MARK WARNING - -- ROUTED OUTFLOW ( 84.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 47.92 HOURS WARNING - -- ROUTED OUTFLOW ( 86.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE ENGLISH UNITS DRAINAGE AREA SQUARE MILES WARNING - -- ROUTED OUTFLOW ( 84.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN PRECIPITATION DEPTH INCHES STORAGE - OUTFLOW TABLE LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND WARNING - -- ROUTED OUTFLOW ( 85.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE VOLUME ACRE -FEET STORAGE- OUTFLOW TABLE SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT WARNING - -- ROUTED OUTFLOW ( 85.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 81.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 84.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 88.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN Page 7 Page 8 • • • ENC3PR ENC3PR WARNING - -- ROUTED OUTFLOW ( 86.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN 4 COMBINED AT STORAGE - OUTFLOW TABLE HC2 128. 2.50 18. 5. 2. 15 WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE ROUTED TO + R82 25. 2.67 3. 1. 0. WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN .15 STORAGE - OUTFLOW TABLE + 401.01 2.67 WARNING - -- ROUTED OUTFLOW ( 82.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE HYDROGRAPH AT ON4 40. 2.50 6. 1. 1. WARNING - -- ROUTED OUTFLOW ( 88.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN .03 STORAGE - OUTFLOW TABLE HYDROGRAPH AT WARNING - -- ROUTED OUTFLOW ( 81.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN + AV62W 12. 2.50 2. 0. 0. STORAGE - OUTFLOW TABLE .01 WARNING - -- ROUTED OUTFLOW ( 89.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN HYDROGRAPH AT STORAGE- OUTFLOW TABLE B3 3. 2.50 1. 0. 0. �00 WARNING - -- ROUTED OUTFLOW ( 80.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE 4 COMBINED AT HC3 55. 2.58 11. 3. 1. WARNING - -- ROUTED OUTFLOW ( 89.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN .19 STORAGE- OUTFLOW TABLE ROUTED TO WARNING - -- ROUTED OUTFLOW ( 79.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN + R83 27. 2.92 3. 1. 0. STORAGE - OUTFLOW TABLE .19 WARNING - -- ROUTED OUTFLOW ( 90.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN + 399.92 2.92 , STORAGE - OUTFLOW TABLE 1 HYDROGRAPH AT RUNOFF SUMMARY + OFF1 90. 2.50 12. 3. 2. FLOW IN CUBIC FEET PER SECOND .06 TIME IN HOURS, AREA IN SQUARE MILES ROUTED TO PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD ROFF1 90. 2.50 12. 3. 2. BASIN MAXIMUM TIME OF 06 OPERATION STATION FLOW PEAK + AREA STAGE MAX STAGE 100.04 2.SO + 6 -HOUR 24 -HOUR 72 -HOUR HYDROGRAPH AT HYDROGRAPH AT + ON5 69. 2.50 10. 2. 1. MNRO 11. 2.50 2. 0. O. .05 01 HYDROGRAPH AT HYDROGRAPH AT 84 10. 2.50 2. 0. O. ON1 80. 2.50 11. 3. 1. .01 05 4 COMBINED AT HYDROGRAPH AT + HC4 169. 2.50 27. 7. 3. + 81 B. 2.50 1. 0. 0. .31 .00 • ROUTED TO 3 COMBINED AT R84 0. .00 0. 0. 0. + HC1 98. 2.50 14. 4. 2. '31 .07 + 398.07 47.92 ROUTED TO Rai 0. .00 0. 0. 0. ROUTED TO .07 RBAS4 1. .00 0. 0. 0. + �31 405.88 47.92 + 97.01 .00 ROUTED TO + RBAS1 1. .00 0. O. 0. HYDRDGRAPH AT .07 AV62E B. 2.50 1. 0. 0. + .01 97.03 .00 2 COMBINED AT HYDROGRAPH AT HCS 8. 2.50 1. 0. 0. + ON2 59. 2.50 8. 2. 1. .31 .04 HYDROGRAPH AT ' ON3 +04 62. 2.50 9. 2. 1. •.O NORMAL END OF HEC -1 •se HYDROGRAPH AT 82 7. 2.50 1. 0. 0. 00 Page 9 Page 10 1•a a FL-0 HYDROGRAPH PACKAGE (HEC -1) ° U•S. ARMY CORPS OF ENGINEERS ]UN 1998 ° HYDROLOGIC ENGINEERING CENTER ° VERSION 4.1 609 SECOND STREET " DAVIS, CALIFORNIA 95616 • RUN DATE 12A000B TIME 16:00:33 (916) 756 -1104 aaa. a..... ..e•..•••....a.•e...a•aa•.aa•a. aaaa••saa••••as•••a••.••a a•aaaaa•••aaa• ENC3EX x x xxxxxxx xxxxx x X x x x x xx x x x x x xxxxxxx xxx x xxxxx x x X x x x x X x x x x x x xxxxxxx Xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (]AN 73), HECIGS, HEC1D8, AND XECIKW. T DEFINITIONS OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 -STYLE INPUT STRUCTURE. THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS: READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC -1 INPUT PAGE 1 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 •DIAGRAM 1 ID aa••a•a•aa••aaz•aaa as ••a••ID •a Enclave at la Quintaaa.aaaaa•a • aaaaaaaa 3 ID Existing Conditions 4 ID 5 ID 100- year /3 -Hour storm 6 ID 7 ID RCFCBWCD shortcut method used to generate the watershed hydrographs. 8 ID 9 ID 10 ID 11 ID a•.a.aaaaaaaaaa•a..... ..... a•...*...*........ a• ......... *.......... 12 IT 5 0 0 576 13 Io 5 Page 1 1 SCHEMATIC DIAGRAM OF STREAM NETWORK I LINE LINE (V) ROUTING (- - - >) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 14 ONOFF 21 STRT 28 MCI............ (•aa) RUNO ALSO COMPUTED AT THIS aa• LOCATION 1.. a ••.•• aaa •••FF a•ea•••••••a••aa•a "•a•a FLOOD HYDROGRAPH PACKAGE (HEC -1) U.S. ARMY CORPS OF ENGINEERS ' ]UN 1998 ° HYDROLOGIC ENGINEERING CENTER " ° VERSION 4.1 ° 609 SECOND STREET ' ° DAVIS, CALIFORNIA 95616 ° ° RUN DATE 12AUG08 TIME 16:00:33 ° (916) 756 -1104 " aaaaaaaaaaaaaaaa •a•aaaa•aaa•a•a.a•aaaaa•a aaa. a••• •aa•aaaa••a•aaa••aaaaaaaaaa•aaa .•. aaa•• aaaaa.aa• a........ * ..................... •....•...•aa...a•aaaa Enclave at la Quinta Existing Conditions Page 2 ENC3Ex 14 KK ONOFF 15 SA 0.3116 16 KM Runoff from offsite area and onsite project area 17 QI 35.11 35.11 23.15 47.08 47.08 65.02 47.08 65.U2 65.02 47.08 18 QI 53.06 65.02 88.95 88.95 88.95 76.99 112.88 118.86 100.92 118.86 19 QI 154.75 142.79 130.83 136.81 142.79 208.59 256.45 166.72 364.12 394.03 20 QI 447.87 310.29 76.99 65.02 65.02 5.38 0.01 0.00 21 KK STRT 22 BA 0.0033 23 KM Runoff from halfwidth of existing perimeter streets, Monroe street and AVenu 24 QI 0.75 0.75 0.63 0.88 0.88 1.07 0.88 1.07 1.07 0.88 25 QI 0.94 1.07 1.32 1.32 1.32 1.2 1.58 1.64 1.45 1.64 26 Q1 2.02 1.89 1.77 1.83 1.89 2.59 3.09 2.15 4.23 4.55 27 QI 5.12 3.66 1.2 1.07 1.07 0.31 0.01 0.00 28 KK HC1 29 KM combine runoff from ONOFF and STRT 30 HC 2 31 Z2 1 SCHEMATIC DIAGRAM OF STREAM NETWORK I LINE LINE (V) ROUTING (- - - >) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 14 ONOFF 21 STRT 28 MCI............ (•aa) RUNO ALSO COMPUTED AT THIS aa• LOCATION 1.. a ••.•• aaa •••FF a•ea•••••••a••aa•a "•a•a FLOOD HYDROGRAPH PACKAGE (HEC -1) U.S. ARMY CORPS OF ENGINEERS ' ]UN 1998 ° HYDROLOGIC ENGINEERING CENTER " ° VERSION 4.1 ° 609 SECOND STREET ' ° DAVIS, CALIFORNIA 95616 ° ° RUN DATE 12AUG08 TIME 16:00:33 ° (916) 756 -1104 " aaaaaaaaaaaaaaaa •a•aaaa•aaa•a•a.a•aaaaa•a aaa. a••• •aa•aaaa••a•aaa••aaaaaaaaaa•aaa .•. aaa•• aaaaa.aa• a........ * ..................... •....•...•aa...a•aaaa Enclave at la Quinta Existing Conditions Page 2 • ENC3EX 100 - year /3 -Hour storm RCFC&WCD shortcut method used to generate the watershed hydrographs. .ee........aao ................. e....... ............................... 13 IO OUTPUT CONTROL VARIABLES I PRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN $ MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 576 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 2355 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 47.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE -FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6 -HOUR 24 -HOUR 72 -HOUR HYDROGRAPH AT ONOFF 448. 2.50 62. 15. 8. 31 HYDROGRAPH AT STRT 5. 2.50 1. 0. 0. 00 2 COMBINED AT HC1 453. 2.50 63. 16. 8. 31 ... NORMAL END OF HEC -1 ... Page 3 Ira e ENCIPR a+e•ea•aaa•aa•a aea•a aa••ra••er••eree . re • e FLOOD HYDROGRAPH PACKAGE (HEC -1) U.S. ARMY CORPS OF ENGINEERS ° JUN 1998 HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 609 SECOND STREET ° r DAVIS. CALIFORNIA 95616 a • RUN DATE 13AVGOS TIME 07:22:33 a a (9 16) 756 -1104 ° er•e.as.eaaa•eaa•aa•ee . e...r.........e •.. .•rr..aaa•a•eaaa.•ra. ee....e•......r..r x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (]AN 73), HECIGS, HECIDB, AND HECIKW. THE DEFINITIONS OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN 77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DS S:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC -1 INPUT PAGE 1 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 •DIAGRAM 1 ID r••r•.•rr sa•r••• e••••••••••• a•aa• a••aaa ••eeaeeeeaeee••eeeee••re•••ree• 2 ID Enclave at la Quinta 3 ID Proposed Conditions / Retention Basin Design 4 ID 5 ID 100- year /1 -Hour storm 6 ID 7 ID RCFC&WCD shortcut method used to generate the watershed hyd rographs. 8 ID 9 ID 10 aaae•e e• eaae•• ee•• •ar•eaaaa•ID eee•e•eeea•e•e•rar••e rrrre •ere•errre •rurr 11 IT S 0 0 288 12 IO 5 13 KK MNRO Page 1 ENCIPR 14 BA 0.0075 15 KM Runoff from half -width of Monroe St 16 QI 2.82 3.08 3.41 3.81 4,42 5.17 6.28 8.12 13 38.7 17 QI 6 3.28 0.01 0.00 18 KK ON1 19 BA 0.0549 20 KM Runoff from onsite area 1 21 QI 21.15 23.08 25.48 28.36 32.85 38.3 46.39 59.77 95.34 282.74 22 QI 44.31 24.52 0.01 0.00 23 KK B1 24 BA 0.0048 25 KM Runoff direct to basin 1 26 QI 2.43 2.6 2.81 3.06 3.46 3.93 4.64 5.81 8.93 25.36 27 QI 4.46 2.72 0.01 0.00 28 KK HC1 29 KM combine runoff from MNRO, ON1 and 61 30 HC 3 31 KK Rai 32 KM Route through basin 1 (20' weir at elev 407.3) 33 RS 1 ELEV 402.3 34 SA 1.78 1.89 2.00 2.12 2.24 2.37 2.43 2.50 35 SO 010 0.0 0.0 0.0 0.0 0.0 21.2 60.0 36 SE 402.3 403.3 404.3 405.3 406.3 407.3 407.8 408.3 37 KK RBAS1 38 KM Route overflow from basin 1 to basin 2 39 RS 20 FLOW 1 40 RC 0.025 0.025 0.025 515.0 .0035 41 Rx 0.0 100.0 200.0 212.0 246.0 258.0 268.0 368.0 42 RY 100.0 100.0 100.0 97.0 97.0 100.0 100.0 100.0 1 HEC -1 INPUT PAGE 2 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 43 KK ON2 44 BA 0.0406 45 KM Runoff from onsite area 2 46 QI 15.63 17.05 18.83 20.96 24.28 28.3 34.29 44.17 70.46 208.96 47 QI 32.75 18.12 0.01 0.00 48 KK ON3 Page 2 9 0 f 49 BA 0.0428 ENCIPR ENCIPR 50 KM Runoff from OnsiLe area 3 ID.... ...1.......2.. .....3.......4.......5.......6. ......7.......8.......9......10 51 QI 16.48 17.97 19.85 22.09 85 KK 74.26 220.22 25.59 29.83 36.13 46.55 RB3. 52 Q1 34.51 19.1 0.01 0.00 86 KM Route through basin 3 (40' weir at 399.7) 53 KK 82 87 RS 1 ELEV 394.J 54 BA 0.0043 88 SA 0.62 0.69 0.76 0.83 0.91 0.98 1.06 55 KM Runoff direct to basin 2 89 SQ 0.0 0.0 0.0 0.0 010 0.0 120.0 56 QI 2.19 2.35 90 SE 394.7 395.7 396.7 397.7 398.7 399.7 400.7 8.06 22.89 2.54 2.76 3.12 3.55 4.19 5.25 57 QI 4.02 2.46 0.01 0.00 91 KK OFF1 58 KK HC2 92 SA 0.0627 59 KM combine overflow from basin 1, and runoff from ON2, ON3 and 82 93 KM Runoff from offsite area 1 60 He 4 94 107.85 321.97 QI 23.09 25.28 28.03 31.32 36.45 42.68 51.92 67.21 95 QI 49.54 26.93 0.01 0.00 61 KK RB2 62 KM Route through basin 2 (20' weir at eleV 400.6) 96 KK ROFF1 63 RS 1 ELEV 395.6 97 KM Route OFF1 to basin 4 64 SA 1.24 1.36 1.48 1.61 1.74 1.87 2.01 98 RS 20 FLOW 1 65 SQ 0.0 0.0 99 RC 0.017 0.017 0.017 650.0 .005 66 SE 0.0 0.0 0.0 395.6 396.6 397.6 398.6 399.6 0.0 400.6 60.0 401.6 100 Rx 0 10.5 10.5 28.5 46.5 46.5 57.0 67.0 101 Ry 100.0 99.79 99.29 99.65 99.29 99.79 100.0 100.0 67 KK ON4 ` 68 BA 0.0277 102 KK ON5 69 KM Runoff from onsite area 4 103 BA 0.0477 70 QI 10.67 11.64 12.85 14.3 16.57 104 KM Runoff from onsite area 5 48.08 142.58 19.31 23.39 30.14 105 QI 18.36 71 QI 22.34 12.36 0.01 0.00 82.75 245.41 20.03 22.12 24.62 28.51 33.24 40.27 51.88 106 QI 38.46 21.28 0.01 0.00 72 KK AV62W 73 BA 0.0083 107 KK B4 74 KM Runoff from west portion of Avenue 62 108 SA 0.0061 - 75 QI 3.1 3.39 3.75 4.18 4.86 109 KM Runoff direct to basin 4 14.25 42.42 5.67 6.89 8.9 110 QI 3.09 3.31 76 QI 6.58 3.6 0.01 0.00 11.37 32.27 3.58 3.9 4.4 5.01 5.91 7.4 111 QI 5.68 3.47 0.01 0.00 77 KK 83 78 BA 0.0020 112 KK HC4 79 KM Runoff direct to basin 3 113 KM combine overflow from basin 3 and runoff from OFF1, ON5, and B4 3.77 BO 10.7 QI 1.03 1.1 1.19 1.29 1.46 1.66 1.96 2.45 114 HC 4 81 QI 1.88 1.15 0.01 0.00 115 KK R84 82 KK HC3 116 KM Route through basin 4 (40' weir at 399.6 Emergency overflow only) 83 KM combine overflow from basin 2, and runoff from ON4, AVE62W, and B3 117 RS 1 ELEV 392.60 84 HC 4 118 5A 2.04 2.77 3.08 3.41 3.57 1 119 SQ 0.0 0.0 0.0 0.0 120.0 PAGE 3 HEC -1 INPUT - 120 SE 392.60 397.60 397.61 399.60 400.60 LINE Page 3 121 KK RBAS4 Page 4 f ENCIPR site 122 KM Route emergency overflow from basin 4 south out of the project 123 R5 20 FLOW 1 124 RC 0.017 0.017 0.017 550.0 .004 125 R% 0.0 4.0 5.6 15.6 76.6 86.6 88.2 92.2 126 RY 100.0 98.0 97.2 97.0 97.0 97.2 98.0 100.0 1 HEC -1 INPUT PAGE 4 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 127 KK AV62E 128 BA 0.0054 129 KM Runoff from half -width of Avenue 62 east 130 Q1 2.04 2.23 2.47 2.76 3.2 3.74 4.54 5.87 9.39 27.96 131 QI 4.34 2.38 0.01 0.00 132 KK HCS 133 KM combine overflow from basin 4 and runoff from Ave 62 134 HC 2 135 22 1 SCHEMATIC DIAG0.AM OF STREAM NETWORK INPUT LINE (V) ROUTING ( -- - >) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (< - - -) RETURN OF DIVERTED OR PUMPED FLOW 13 MNRO 18 ON1 23 B1 28 MCI ........................ V V 31 R81 V V 37 RBAS1 43 ON2 48 ON3 53 82 58 HC2 ..... ............................... V V 61 RB2 67 ON4 72 AV62W Page 5 ENCIPR 77 B3 82 Hc3 ..... ............................... V V 85 RB3 91 OFF1 V V 96 ROFF1 102 ON5 107 84 112 HC4 ..... ............................... V V 115 RB4 V 121 RBAS4 127 AV62E 132 H6............ ( °O °) RUNOFF ALSO COMPUTED AT THIS LOCATION l.e s ° FLOOD HYDROGRAPH PACKAGE (HEC -1) ° U.S. ARMY CORPS OF ENGINEERS ° SUN 1998 ° HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 ° 609 SECOND STREET ° • DAVIS. CALIFORNIA 95616 ° ° RUN DATE 13AUG08 TIME 07:22:33 ° (916) 756 -1104 ° ° a. e•. a•• a .aa•.aa.e..aa...a...a•a..a•.. °. ae..aa..a.a.eaee•....aa•.ea. ee..eaaaeae ♦•...♦ a.•.♦ a..•. a.......• .............♦ ............................... Enclave at la Quinta Proposed conditions / Retention Basin Design 100- year /1 -Hour storm RCFC&WCO shortcut method used to generate the watershed hydrographs. ....................................... ............................... 12 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL Page 6 • 0 ENCIPR ENCIPR QSCAL 0. HYOROGRAPH PLOT SCALE WARNING - -- ROUTED OUTFLOW ( 101.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE IT HYDROGRAPH TIME DATA - NMIN 5 MINUTES IN COMPUTATION INTERVAL WARNING - -- ROUTED OUTFLOW ( 260.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN IDATE 1 0 STARTING DATE STORAGE - OUTFLOW TABLE ITIME 0000 STARTING TIME NO 288 NUMBER OF HYDROGRAPH ORDINATES WARNING - -- ROUTED OUTFLOW ( 171.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN NDDATE 1 0 ENDING DATE STORAGE - OUTFLOW TABLE NDTIME 2355 ENDING TIME ICENT 19 CENTURY MARK WARNING --- ROUTED OUTFLOW ( 98.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STOAGE- OUTFLOW TABLE COMPUTATION INTERVAL .OS HOURS R TOTAL TIME BASE 23.92 HOURS WARNING --- ROUTED OUTFLOW ( 256.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE ENGLISH UNITS DRAINAGE AREA SQUARE MILES - WARNING - -- ROUTED OUTFLOW ( 180.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN PRECIPITATION DEPTH INCHES STORAGE - OUTFLOW TABLE LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND WARNING - -- ROUTED OUTFLOW ( 95.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE VOLUME ACRE -FEET STORAGE - OUTFLOW TABLE SURFACE AREA TEMPERATURE ACRES DEGREES FAHRENHEIT WARNING - -- ROUTED OUTFLOW ( 251.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 97.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 187.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 322.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 93.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING --- ROUTED OUTFLOW ( 103.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN _ STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 246.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 306.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 195.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 88.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN ' STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 90.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 107.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 241.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 294.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 201.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 109.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 88.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 108.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 236.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 285.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 208.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.)'IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 126.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 87.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 107.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 231.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 277.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 214.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 140.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 85.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 106.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN ' STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 226.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 271.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 219.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 152.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN ST0RAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 84.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.)' IN STORAGE - OUTFLOW TABLE WARNING --- ROUTED OUTFLOW ( 103.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE-OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 221.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 265.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 224.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE WARNING --- ROUTED OUTFLOW ( 162.) IS GREATER THAN MAXIMUM OUTFLOW STORAGE-OUTFLOW TABLE WARNING --- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN 5T00.AGE- OUTFLOW TABLE Page 7 Page 8 ENCIPR ENCIPR WARNING - -- ROUTED OUTFLOW ( 215.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN 4 COMBINED AT STORAGE - OUTFLOW TABLE HC2 452. .75 16. 4. 4. 15 WARNING - -- RTH(TFR niFTFITWW ( 229.) I5 GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE- OUTFLOW TABLE ROUTED TO + RB2 4. 1.00 0. 0. U. WARNING - -- ROUTED OUTFLOW ( 83.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN .15 STORAGE - OUTFLOW TABLE + 400.67 1.00 WARNING - -- ROUTED OUTFLOW ( 210.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN STORAGE - OUTFLOW TABLE HYDROGRAPH AT WARNING - -- ROUTED OUTFLOW ( 233.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN + .03 ON4 143. .75 S. 1. 1. STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 82.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN HYDROGRAPH AT AV62W 42. .75 1. 0. 0. STORAGE - OUTFLOW TABLE �01 WARNING - -- ROUTED OUTFLOW ( 204.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN HYDROGRAPH AT STORAGE - OUTFLOW TABLE 83 11. .75 0. 0. 0. WARNING - -- ROUTED OUTFLOW ( 237.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN .00 STORAGE - OUTFLOW TABLE 4 COMBINED AT HC3 196. .75 7. 2. 2. WARNING - -- ROUTED OUTFLOW ( 82.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN .19 STORAGE - OUTFLOW TABLE WARNING - -- ROUTED OUTFLOW ( 199.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN + ROUTED TO R83 0. .00 0. 0. 0. STORAGE - OUTFLOW TABLE .19 WARNING ROUTED OUTFLOW ( 241.) IS GREATER THAN MAXIMUM OUTFLOW ( 79.) IN 399.35 23.92 UTF STORAGE- OUTFLOW TABLE 1 HYDROGRAPH AT RUNOFF SUMMARY + OFF1 322. .75 11. 3. 3. FLOW IN CUBIC FEET PER SECOND .06 TIME IN HOURS, AREA IN SQUARE MILES ROUTED TO PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD + ROFF1 241. .83 12. 3. 3. BASIN MAXIMUM TIME OF .06 OPERATION STATION FLOW PEAK + AREA STAGE MAX STAGE 100.64 .83 + 6 -HOUR 24 -HOUR 72 -HOUR HYDROGRAPH AT HYDROGRAPH AT DNS 245. .75 9. 2. 2. + MNRO 39. .75 1. 0. 0.05 .O1 HYDROGRAPH AT HYDROGRAPH AT 84 32. .75 1. 0. 0. + ON1 283. .75 10. 2. 2. .01 .05 4 COMBINED AT HYDROGRAPH AT + HC4 477. .75 22. 5. 5. el 25. .75 1. 0. 0. .31 00 3 COMBINED AT ROUTED TO R84 0. .00 0. 0. 0. + HC1 . . 347. 75 12 3 . 3. .31 07 + 397.09 23.92 ROOTED To R81 0. .00 0. 0. 0. ROUTED TO .07 + RBAS4 1. .00 0. 0. 0. + .31 405.42 23.92 + 97.01 .00 ROUTED TO + RBAS1 1. .00 0. 0. 0. HYDROGRAPH AT .07 + AV62E 28. .75 1. 0. 0. + .01 97.03 .00 2 COMBINED AT HYDROGRAPH AT NO 28. .75 1. O. 0. + ON2 209. .75 7. 2. 2. .31 .04 HYDROGRAPH AT ON3 220. .75 8. 2. 2. - NORMAL END OF HEC -1 as• 04 HYDROGRAPH AT + 82 23. .75 1. 0. 0. .00 Page 9 Page 10 0 0 ENCIEX 1e. FLOOD HYDROGRAPH PACKAGE (HEC -1) U.S. ARMY CORPS OF ENGINEERS JUN 1998 e e HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 a e 609 SECOND STREET • DAVIS, CALIFORNIA 95616 ' RUN DATE 12AUG08 TIME 16:00:39 • (916) 756 -1104 x x X7(XXl(xx Xxxxx x x x x x x xx x x x x x Xxxxxxx Xxxx X xxxxx x x x x x x x x x x x x x X xxxxxxx xxxxx Xxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC -1 KNOWN AS HEC1 (JAN 73), HECIGS, HEC1D8, AND HECIKW. THE DEFINITIONS OF VARIABLES - RTIMP- AND - RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973 _STYLE INPUT STRUCTURE. THE DEFINITION OF - AMSKK- ON RM -CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, OSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC -1 INPUT PAGE 1 LINE ID....... 1....... 2.. .....3.......4.......5.......6. ......7.......8.......9......10 'DIAGRAM 1 ID • aaa• u. .••e.•e.e•a•.........♦♦•eeee•ee wa•..••.•e•eaaw•.aa.....ea.♦e 2 ID Enclave at la Quint. 3 - ID Existing Conditions 4 ID 5 ID 100- year /1 -Hour storm 6 IO 7 ID RCFC&WCD shortcut method used to generate the watershed hydrographs. 8 ID 9 ID 10 ID •ea sea• aaa• sea• e•.. eases�ee• eea aa...... ......•.........♦ .............. 11 IT 5 0 0 576 12 IO 5 13 KK ONOFF Page 1 ENC1Ex 14 BA 0.3116 is KM Runoff from offsite area and onsite project area 16 QI 114.65 125.56 139.2 155.57 181.03 211.94 257.86 333.78 535.64 17 QI 246.04 0.01 0.00 18 KK STRT 19 BA 0.0033 20 KM Runoff from halfwidth of existing perimeter streets, Monroe Street and Avenu 21 QI 1.59 1.71 1.85 2.03 2.3 2.62 3.11 3.91 6.05 22 QI 2.98 0.01 0.00 23 KK HC1 24 KM combine runoff from ONOFF and STRT 25 HC 2 26 ZZ 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE LINE (V) ROIfTING ( - - ->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR ( < - - -) RETURN OF DIVERTED OR PUMPED FLOW 13 ONOFF 18 STRT 23 HC1............ ( °•O) RUNOFF ALSO COMPUTED AT THIS LOCATION lee e • e•e.. ee ............................... FLOOD HYDROGRAPH PACKAGE (HEC -1) ° U•S. ARMY CORPS OF ENGINEERS ° JUN 1998 HYDROLOGIC ENGINEERING CENTER ° ° VERSION 4.1 609 SECOND STREET ° • DAVIS, CALIFORNIA 95616 • RUN DATE 12AUG0B TIME 16:00:39 ° (916) 756 -1104 ease.e..a.........e...... ♦.sea..... ♦.... eaea.•ea..•.e..s °aaa a••e..aee•e...a.e•a e.♦♦...♦.♦♦♦.... aeee ..........a ............ ..a..aaa..a•a....eea clave . Existing Conditions 100-year /1 -Hour storm RCFCBWCD shortcut method used to generate the watershed hydrographs. Page 2 ENCIEX • ...................................... 12 IO OUTPUT CONTROL VARIABLES ............................... IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. MYOROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL I DATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 576 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 2355 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 47.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE -FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE + 6 -HOUR 24 -HOUR 72 -HOUR HYDROGRAPH AT ONOFF 536. .67 31. 8. 4. .31 HYDROGRAPH AT STRT 6. .67 0. 0. 0. .00 2 COMBINED AT MCI 542. .67 32. 8. 4. 31 ••• NORMAL END OF NEC -1 ••• Page 3 • • • PACE Advanced Water Engineering n a a 3 C. X (may ` coV ✓..e_ PR100. RES �4 °0'..._Y Q� •s RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) (Rational Tabling versi n 6.OD) Release Date: 06/01/2005 ense ID 1527 Analysis prepare * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * ** * * * * * * * * * ** • Enclave at�La Quinta • 100 -Year Rational Method Analysis * FILE NAME: PR100.DAT - -TIME /DATE OF STUDY: 11:00 08/14/2008 USER SPECIFIED HYDROLOGY AND HYDRAUL1IC MODEL INFORMATION: ----------------------------------- USER SPECIFIED STORM EVENT(YEA= 100.00 SPECIFIED MINIMUM PIPE SIZE(Iy CH) I a SPECIFIED PERCENT OF GRADI, S(DECIMAL TO USE FOR FRICTq �OPE = 0.95 2 -YEAR, 1 -,HOUR PRECIPITA�/ ON (INCH) = 0.360 100 -YEAR, 1 -HOUR PRECIjITATION(INCH) = 1.900,/� 'COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100 / 1 -HOUR INTENSITY(I HOUR) = 1.900 SLOPE OF INTENSI DURATION CURVE = 0.6000 NCH t J RCFC &WCD HYDROLO,G//Y MANUAL "C "- VALUES USEVFOR RATIONAL METHO a°O NOTE: CONSIDER ALL CONFLUENCE STREAM�BINATIONS FOR ALL DOWNSTREAM ANALYSES *USE - FIN' STREET - SECTIONS FOR �90UPLED PIPEFLOW STREETFLOW MODEL* 1 6 JtROWN TO STREET -CROS FALL: CURB GU R- GEOMETRIES: MANNING WI ROSSFALL IN- / OU /PARK- HEIGHT DTH LIP HIKE FACTOR NO. (FT) (FT) S WAY (FT) (FT) (FT) 30.0 0 08/0.018/ .020 0.67 2.00 0.0313 0.1 7 0.0150 16. GL AL REET FLOW -DEP ,� 1. el ati ve F1 ow -Depth = FEE f )0., ;2 as (Maximum Allowable 0 th) - (Top -of -Curb) 2. (Depth) * (Velocity) Cons t rai nt 4.5 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAI OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. * / ....'.e*ir *...... * * *.. .. �•k *�• * *., .. .. �• *ire'.• * *:t* ........':*** it *:: *'.r * * *': *'•ei:t: * *ic'.t *': ie ir'r it i :i: * *ie :: '.: it ir'.r it FLOW PROCESS FROM NODE 100,00 TO NODE 101.00 IS CODE = 21 ---------------------------- L ------------------------------------------------ » »> RATIONAL METHOD INITIAL SUBAREA ANALYSES««< -------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FE !t> 0 I� UPSTREAM ELEVATION(FEET) = • DOWNSTREAM ELEVATION(FEET) l� .,� o prop/ t oQ to PR100.RE5 ELEVATION DIFFERENCE(FEET) = 1.52 TC = 0.709 *[( 662.00 * *3) /( 1.52)] * *.2 = 32.139 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.763 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7397 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.51 TOTAL AREA(ACRES) = 0.74 TOTAL RUNOFF(CFS) = 1.51 * * * *it it * « « « * *��•ir * *'.e'.zir * * «' .rte•* * * * * « * *'.: « « * *s: * * * *'.r * «« * * * * * «.. « « « « * ** * * *ir * « *iric'.. « *sY FLOW PROCESS FROM NODE 100:00 TO NODE 101.00 IS CODE = «!81} , --------------------------- -------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.763 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8840 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) _ X0.53., SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) _ x,1.27 TOTAL RUNOFF(CFS) _ -2.81 TC(MIN.) = 32.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE `101.00 TO NODE '102:00 IS CODE = 21 --------------------------------------------- I ------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------ ------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET_)_.= 717.50 UPSTREAM ELEVATION(FEET) = 423.11 ` • DOWNSTREAM ELEVATION(FEET) = 421 .02 ELEVATION DIFFERENCE(FEET) = 2.09 TC = 0.709 *[( 717.50 * *3) /( 2.09)] * *.2 = 31.649 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.789 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7409 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 0.96 TOTAL RUNOFF(CFS) = 1.98 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTI COMMERCIAL DEVELOPMENT SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 31.65 NSITY(INCH /HOUR) = 2.789 RUNOFF COEFFICIENT = .8841 ..Cl. 0.69 SUBAREA RUNOFF(CFS) _ .1.70 -1.65' TOTAL RUNOFF(CFS) = f3.68 « « « * *ir it * * * * * *i:* * *..:: it ir*««* s:* i:*««« « *t. * «.. « * * * * «'.::r'.rir * « «�•ir it * «.. «'.: it is *.. '.: is *ir': .. «'c it * *'..« FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 21' ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ----------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 642.00 UPSTREAM ELEVATION(FEET) = 420.72 • DOWNSTREAM ELEVATION(FEET) = 418.45 ELEVATION DIFFERENCE(FEET) = 2.27 Page 2 • • PRlOO.RES TC = 0.709 *[( 642.00 * *3) /( 2.27)] * *.2 = 29.121 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.932 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7473 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.41 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 2.41 is iriririt *i: itirir �•-kirir * *icir* *it itirstiriti:: Y* ici.•* i:'. ric* it* �kir* ir* irir * *ic *irstitir *itiriricic *i::: * * *it *i: is * *itiricirit FLOW PROCESS FROM NODE 102:00 TO NODE '103.00 IS CODE = 181 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTI COMMERCIAL DEVELOPMENT SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 29.12 NSITY(INCH /HOUR) = 2.932 RUNOFF COEFFICIENT = .8847 locle 0.80 SUBAREA RUNOFF(CFS) = 2.08 <.1.90' TOTAL RUNOFF(CFS) = - 4.48' ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21 ----------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ----------------------------------------- --------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANG * INITIAL SUBAREA FLOW- LENGTH(FEET). = 161 .49 940,.y /)OQ j , Acrec UPSTREAM ELEVATION(FEET) = 419.40 _ " DOWNSTREAM ELEVATION(FEET) = 409.13, AO,SQ m -e,& 2 ELEVATION DIFFERENCE(FEET) = 10.27 TC = 0.709 *[( 1611.49 * *3) /( 10.27)] * *.2 = 37.4nA �/ 100'YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.523 �°' t UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7273 SOIL CLASSIFICATION IS "f-" f 0 r. r l7 P SUBAREA RUNOFF(CFS) = 3.96 occ. TOTAL AREA(ACRES) = 2.16 TOTAL RUNOFF(CFS) = 3.96 icicsYsYiriririe* irir**', r*', r* irsYiciricititsYiriricsYiriricic* irsYirst**** ir** iririr'. ricsYsYiricic'. e** irsYiricicirir '.� * *sYsYiciciririr FLOW PROCESS FROM NODE •103.00 TO NODE 104.00 IS CODE = 81: ---------------------------------------------------------- - - - - -- ----- - - - - -- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.523 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8827 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.57, SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) _ 13.73 TOTAL RUNOFF(CFS) = 7.46' TC(MIN.) = 37.40 ......i: it it is is * *ir it *.,,,.... *ir k it is *ir it it it is *iri:ir * * *�• * * * * *ic *ir ** *iti: it it it it is it it it it is *.. it ir* .. * *k'.r is .. .. *'.tit FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 21,E --------------- 7 ---------------- -------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW- LENGTH(FEET)_ = 659'.00 UPSTREAM ELEVATION(FEET) = 409.50 DOWNSTREAM ELEVATION(FEET) = 406.15' ELEVATION DIFFERENCE(FEET) = 3.35 TC = 0.709 *[( 659.00 * *3) /( 3.35)] * *.2 = 27.366 Page 3 • PR100.RE5 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.043 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7520 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.06 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 2.06 it is *ir *ir *i:....i:ir * *.,,, * * *„i: it sY it * *�•k�.,.. * *iri: it is k i:** it *...,.. *ir *i:i: *........ * *i:.. '.r * *ir it it it it *i: is it is it it it FLOW PROCESS FROM NODE 104.00 TO NODE ' 105.00 IS CODE = 81' ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE'PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.043 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8852 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.66, SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 1.56 TOTAL RUNOFF(CFS) = 3.84 TC(MIN.) = 27.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1105.00 TO NODE 106.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------------------------------------- ------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) -= 621.38 UPSTREAM ELEVATION(FEET) = 406.15. DOWNSTREAM ELEVATION(FEET) = 403:55, ELEVATION DIFFERENCE(FEET) = 2.60 TC = 0.709 *[( 621.38 * *3) /( 2.60)] * *.2 = 27.791 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.015 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7508 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.17 TOTAL AREA(ACRES) = 0.96 TOTAL RUNOFF(CFS) = 2.17 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 81 ---------------------------- = ----------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.015 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8851 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 4.01 TC(MIN.) = 27.79 .,.,.. i.•**....* ir* ir**............* �k' kir* ..............* ir***** i:**.... ...... *iri: *.............,.. *i: it is * *.. .. .. .. .. .. ., .. '.: i :i: FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 21 ------------------------------ ---------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC.= K *[(LENGTH * *3) /(ELEVATION CHANGE)] *, *.2.., INITIAL SUBAREA FLOW- LENGTH(FEET) = 352.20 UPSTREAM ELEVATION(FEET) = 403.94 DOWNSTREAM ELEVATION(FEET) = 402.15 ELEVATION DIFFERENCE(FEET) = 1.79 TC = 0.709 *[( 352.20 * *3) /( 1.79)] * *.2 = 21.301 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.537 Page 4 PR100.RES UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7696 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.44 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 1.44 FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTI COMMERCIAL DEVELOPMENT SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 21.30 NSITY(INCH /HOUR) = 3.537 RUNOFF COEFFICIENT = .8870 loci, 0.38 SUBAREA RUNOFF(CFS) = 1.19 0.91 TOTAL RUNOFF(CFS) = 2.63 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ------------------------------------------ ------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 433.97 UPSTREAM ELEVATION(FEET) = 402.54 DOWNSTREAM ELEVATION(FEET) = 399.66 ELEVATION DIFFERENCE(FEET) = 2.88 TC = 0.709 *[( 433.97 * *3) /( 2.88)] * *.2 = 21.953 • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.473 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7676 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 1.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.473 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8868 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 2.61 TC(MIN.) = 21.95 FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ------------------------------------------------ --------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 275.00 UPSTREAM ELEVATION(FEET) = 419. DOWNSTREAM ELEVATION(FEET) ELEVATION DIFFERENCE(FEET) _ TC = 0.393 *[( 275.00 * *3) /( 0.70)] * *.2 = 12.261 • 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.926 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8512 Page 5 SOIL CLASSIFICATION IS "C" PR100.RES SUBAREA RUNOFF(CFS) = 3.69 TOTAL AREA(ACRES) = 0.88 TOTAL RUNOFF(CFS) = 3.69 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 1 USED) <qt<< UPSTREAM ELEVATION(FEET) =<1 STREET LENGTH(FEET) = 485.00 STREET HALFWIDTH(FEET) = 30.00 0--) DOWNSTREAM ELEVATION(FEET) = 415.10 CURB HEIGHT(INCHES) = 8.0 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.33 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.57 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.23 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 3.62 TC(MIN..) = 15.88 . 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.218 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8440 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 3.16 SUBAREA RUNOFF(CFS) = 11.25 TOTAL AREA(ACRES) = 4.04 PEAK FLOW RATE(CFS) = 14.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48' HALFSTREET FLOOD WIDTH(FEET) = 17.70 FLOW VELOCITY(FEET /SEC.) = 2.50 DEPTH *VELOCITY(FT *FT /SEC.) = 1.20 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 760.00 FEET. FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 415.10 DOWNSTREAM ELEVATION(FEET) = 411.30 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -walk Flow section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 Page 6 • PR100.RES HALFSTREET FLOOD WIDTH(FEET) = 18.95 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.88 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.44 STREET FLOW TRAVEL TIME(MIN.) = 2.54 TC(MIN.) = 18.42 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.858 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8395 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) _ 2.87 SUBAREA RUNOFF(CFS) = 9.30 TOTAL AREA(ACRES) = ^6.91 PEAK FLOW RATE(CFS) = 24.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53, HALFSTREET FLOOD WIDTH(FEET) = 20.66 FLOW VELOCITY(FEET /SEC.) = 3.02 DEPTH *VELOCITY(FT *FT /SEC.) = 1.61 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 1200.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 ---------------------------- »» AV >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 411.30 DOWNSTREAM(FEET) = 402.30 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 18.52, ESTIMATED PIPE DIAMETER(INCH) = 18.00; NUMBER OF PIPES = 1 PIPE- FLOW(CFS) PIPE TRAVEL TIME(MIN.) = 0.10 TC(MIN.) = 18.52 LONGEST FLOWPATH FROM NODE 200.00 TO NOD 204.00 = 1310.00 FEET. • _ - -- FLOW PROCESS FROM NODE -- 205_00 - - - - -- 204_00 IS CODE = 81 ----------------------- »»>ADDITION OF SUBAREA TO MAINLI PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(I /HOUR) = 3.846 SINGLE- FAMILY(1 /4 ACRE LOT) R OFF COEFFICIENT = .8394 n SOIL CLASSIFICATION IS /" (3 SUBAREA AREA(ACRES) = ��SUBAREA RUNOFF(CFS) 25.60,, TOTAL AREA(ACRES) = 14.84 TOTAL RUNOFF(CFS) = 49.84 TC(MIN.) = 18.52 it is it * *ir *ir it *it hir ir* it it *ir it is ir'k it it *it **ir k it it *it *it it it it it *it ie it it it * *it sY ir* * *sY sY it is it :tit *sY it **ic * *ir it it it ** FLOW PROCESS FROM NODE 200.00 TO NODE 204.00 IS CODE = 1 ---------------------------------=------------------------------------------ »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.52 RAINFALL INTENSITY(INCH /HR) = 3.85 TOTAL STREAM AREA(ACRES) = '14.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.84 FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) • TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 303.00 Page 7 • PR100.RES UPSTREAM ELEVATION(FEET) = 419.10 DOWNSTREAM EL "EVATION(FEET) = 416.60 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.393 *[( 303.00 * *3) /( 2.50)1 * *.2 = 10.075 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.543 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8561 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 4.37 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 4.37 FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 62 --------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 416.60 DOWNSTREAM ELEVATION(FEET) = 412.70 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk FIOw Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 18.01 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.09 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 6.37 TC(MIN.) = 16.45 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.130 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8430 SOIL CLASSIFICATION IS "C" - SUBAREA AREA(ACRES) = 4.86 SUBAREA RUNOFF(CFS) = 16.92 TOTAL AREA(ACRES) = 5.78 PEAK FLOW RATE(CFS) = 21.29 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 21.99 FLOW VELOCITY(FEET /SEC.) = 2.36 DEPTH *VELOCITY(FT *FT /SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 206.00 TO NODE 208.00 = 1103.00 F L -T. � / FLOW PROCESS FROM NODE 206.00 TO NODE 208.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ------------------------------------------------------- - - - - -- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.45 RAINFALL INTENSITY(INCH /HR) = 4.13 TOTAL STREAM AREA(ACRES) = 5.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.29 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 209.00 TO NODE 210.00,IS CODE = 21 ---------------------------=-------------------------------------=---------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< Page 8 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 416.30 DOWNSTREAM ELEVATION(FEET) = 415.70 ELEVATION DIFFERENCE(FEET) = 0.60 TC = 0.393 *[( 230.00 * *3) /( 0.60)] * *.2 = 11.360 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.157 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8532 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) _ -4.27 TOTAL AREA(ACRES) = 0.97 TOTAL RUNOFF(CFS) = 4.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 62 --------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED)««< UPSTREAM ELEVATION(FEET) = 415.70 DOWNSTREAM ELEVATION(FEET) = 413.60 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 15.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.72 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 5.33 TC(MIN.) = 16.68 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.095 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8426 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2 -.40- SUBAREA RUNOFF(CFS) = 8.28 TOTAL AREA(ACRES) = 3.37 PEAK FLOW RATE(CFS) _ - 12.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.71 FLOW VELOCITY(FEET /SEC.) = 1.89 DEPTH *VELOCITY(FT *FT /SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 211.00 = 780.00 FEET. it it ir'c * * *:: it * *it * *ir sY *': i:'k it �c it 4e *ir'r *',c '.c it is 'c :r'.r *it *i.•ir *ir it ir'.•'.r sY it it ir'r is * *ic is **ir * *ir it it is *': sY -k it it st dr tr :F'..• FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 31 ------------------------------------------------------ - --------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 413.60 DOWNSTREAM(FEET) = 402.30 FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = -10.23 ESTIMATED PIPE DIAMETER(INCH) = '18.00 NUMBER OF PIPES = 1 Page 9 PR100.RES • PIPE- FLOW(CFS) = 12.55 PIPE TRAVEL TIME(MIN:) 0.72 TC(MIN.) = 17.40 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 212.00 = 1220.00 FEET. FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 81 ---------------------------------------------'------------------------- - - - - -- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ---------------- - - - - -- 100 YEAR RAINFALL INT SINGLE- FAMILY(1 /4 ACRE SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 17.40 ----------------------------- ---------- ENSITY(INCH /HOUR) = 3.993 LOT) RUNOFF COEFFICIENT = .8413 "C', 4.27, SUBAREA RUNOFF(CFS) = 14.34 7.64 TOTAL RUNOFF(CFS) = 26.89 FLOW PROCESS FROM NODE ,209.00 TO NODE 212.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------------------------------------------ ------------------------ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 17.40 RAINFALL INTENSITY(INCH /HR) = 3.99 TOTAL STREAM AREA(ACRES) = 7.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.89 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 49.84 18.52 3.846 14.84 2 21.29 16.45 4.130 5.78 3 26.89 17.40 3.993 7.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 90.95 16.45 4.130 2 94.29 17.40 3.993 3 95.56 18.52 3.846 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 95.56 TC(MIN.) 18.52 TOTAL AREA(ACRES) = 28.26 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 1310.00 FEET. FLOW PROCESS FROM ANODEA 1.00 T0� DE 1.00 I CODE�= 81� Qsp��Cpyh wjo --------------------- - - - - -- - - - -- ----- - - - - -- ----- -----------=----------- -- » »>ADDITION -OF- SUBAREA -TO- MAINLINE - PEAK - FLOW « «< ,��- -- - - -•� L�tq,;" ! n /S• --------------- - /r 100 YEAR RAINFALL INTENSITY(INCH /HOUR) 3.8 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIE 879 SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) = 3.09 BAREA RUNOFF(CFS) = 10.55 TOTAL AREA(ACRES) _ TOTAL RUNOFF(CFS) = 106.11 TC(MIN.) = 18.52 Page 10 PR100.RES FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = '21, ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< --------------------------------------------- ---------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 275.00 UPSTREAM ELEVATION(FEET) = 420.90 DOWNSTREAM ELEVATION(FEET) = 419.30 ELEVATION DIFFERENCE(FEET) = 1.60 TC = 0.393 *[( 275.00 * *3) /( 1.60)] * *.2 = 10.393 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.440 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8554 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) _ _6.38 TOTAL AREA(ACRES) = 1.37 TOTAL RUNOFF(CFS) = 6.38 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » »>( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 419.30 DOWNSTREAM ELEVATION(FEET) = 414.20 STREET LENGTH(FEET) = 638.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.16 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.32 STREET FLOW TRAVEL TIME(MIN.) = 3.94 TC(MIN.) = 14.33 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.487 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8470 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 5.55 SUBAREA RUNOFF(CFS) = 21.09 -._ TOTAL AREA(ACRES) = 6.92 PEAK FLOW RATE(CFS) _ '27.47' END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 22.07 FLOW VELOCITY(FEET /SEC.) = 3.02 DEPTH *VELOCITY(FT *FT /SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302'00 = 913.00 FEET. .. *ir * *ir * * *4ri: * * * *�•�k it * *'.: *ic it it sY *ir * * * * * * * *'c * * *i:ir * *ir it * * * * *ir k * * * * * *i: ir'.r it *'•sY *ir sY it is * *': sY - -FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE ---------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 414.20 DOWNSTREAM ELEVATION(FEET) = 409-60 Page 11 PR100.RES • STREET 'LENGTH(FEET) = 688.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -walk Flow section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 24.73 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.98 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.80 STREET FLOW TRAVEL TIME(MIN.) = 3.85 TC(MIN.) = 18.18 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.890 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8399 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) _ TOTAL AREA(ACRES) = 10.72 PEAK FLOW RATE(CFS) _ 33.68 12.4 LIOCPC4144 38.88, e END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 26.45 FLOW VELOCITY(FEET /SEC.) = 3.10 DEPTH *VELOCITY(FT *FT /SEC.) = 1.97 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 1601.00 FE ************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * ** • - -FLOW PROCESS FROM NODE 304.00 TO NODE 303.00 IS CODE = 81 -------- - - - - -- ---- - - - - -- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INT SINGLE- FAMILY(1 /4 ACRE SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 18.18 ----------------- ENSITY(INCH /HOUR) = 3.890 LOT) RUNOFF COEFFICIENT = .839/61� "Col 6.65 SUBAREA RUNOFF(CFS) = 17.37 TOTAL RUNOFF(CFS) _ FLOW PROCESS FROM NODE 303.00 TO NODE 305.0?y IS CODE = 31 -------------------------------------------- - - - - -- ------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA «« » »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PR•SSURE FLOW) ««< - -- ---------------------------- - - - - -- ----------- ----------------- ELEVATION DATA: UPSTREAM(FEET) = 409.60 WNSTREAM(FEET) 401.90 FLOW-LENGTH(FEET) = 220.00 MANNING'S N - 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17� ESTIMATED PIPE DIAMET _ C = 30.0 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 61.61 PIPE TRAVEL TIME(MI . = 0.22 TC(MIN.) = 18.39 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 1821.00 FEET. - FLOW PROCESS it *FROM - --- * * * =3 it *'s0 TO N-- - - - -- 305.0 -IS CODE it * ** FLOW PROCESS FROM NODE 303.00 TO NODE 305.00 IS CODE Z/ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.862 Page 12 , I , 6. 2� , vi C+• l PR100.RES SINGLE- FAMILY(1 /4 ACRE LOT) RUNOF •'COEFFICIENT = .8396 SOIL CLASSIFICATION IS le SUBAREA AREA(ACRES) = 6.95 SUBAREA RUNOFF(CFS) = 22.54 TOTAL AREA(ACRES) _ :32 TOTAL RUNOFF(CFS) = 84.14 TC(MIN.) = 18.39 FLOW PROCESS FROM NODE 306.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.862 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8396 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 6.03 SUBAREA RUNOFF(CFS) = 19.55 TOTAL AREA(ACRES) = 30.35 TOTAL RUNOFF(CFS) = 103.70 TC(MIN.) = 18.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 1 ----------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ------------------------------------------------------------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.39 RAINFALL INTENSITY(INCH /HR) = 3.86 TOTAL STREAM AREA(ACRES) = 30.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 103.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** - -FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 21 ---------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 411.30 DOWNSTREAM ELEVATION(FEET) = 410.40 ELEVATION DIFFERENCE(FEET) = 0.90 TC = 0.393 *[( 220.00 * *3) /( 0.90)] * *.2 = 10.199 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.502 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8558 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) 4.66 TOTAL AREA(ACRES) = 0.99 TOTAL RUNOFF(CFS) = 4.66 FLOW PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »»>( STREET TABLE SECTION # 1 USED) « «< - -------------------------------------------------- UPSTREAM ELEVATION(FEET) = 410.40 DOWNSTREAM ELEVATION(FEET) = 409.40 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 • OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 Page 13 PR100.RES SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.73 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.80 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 2.03 TC(MIN.) = 12.23 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.934 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8513 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 6.05 TOTAL AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) = 10.71 /- END OF SUBAREA-STREET FLOW HYDRAULICS: ��Q ✓a DEPTH(FEET) = 0.46, HALFSTREET FLOOD WIDTH(FEET) = 16.91 O g FLOW VELOCITY(FEET /SEC.) = 1.95 DEPTH *VELOCITY(FT *FT /SEC.) = 0.9 y� LONGEST FLOWPATH FROM NODE 307.00 TO NODE 309.00 = 440.00 FEET FLOW PROCESS FROM NODE 1307.00 TO NODE 309.00 IS CODE 1 --------------------------------------------------------------- ------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ------------ - - - - -- ------ ___________ TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.23 RAINFALL INTENSITY(INCH /HR) = 4.93 TOTAL STREAM AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.71 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 103.70 18.39 3.862 30.35 2 10.71 12.23 4.934 2.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 79.67 12.23 4.934 2 112.08 18.39 3.862 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 112.08 TC(MIN.) _ TOTAL AREA(ACRES) = 32.78 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 18.39 309.00 = 1821.00 FEET. FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< --------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Page 14 PR100.RE5 • TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 411.60 DOWNSTREAM ELEVATION(FEET) = 408.70 ELEVATION DIFFERENCE(FEET) = 2.90 TC = 0.393 *[( 220.00 * *3) /( 2.90)] * *.2 = 8.071 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.331 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8611 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 5.18 TOTAL AREA(ACRES) = 0.95• TOTAL RUNOFF(CFS) = 5.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 408.70 DOWNSTREAM ELEVATION(FEET) = 406.60 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 • * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.98 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.92 STREET FLOW TRAVEL TIME(MIN.) = 3.70 TC(MIN.) = 11.77 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.050 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8523 SOIL CLASSIFICATION IS "C'= SUBAREA AREA(ACRES) = 2.56 SUBAREA RUNOFF(CFS) = 11.02 TOTAL AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) = 16.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.80 FLOW VELOCITY(FEET /SEC.) = 2.19 DEPTH *VELOCITY(FT *FT /SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.00 = 660.00 FEET. «i: is * *'.r * * * * *;k'x* *iris * * « «.. «..':'.rir * *'cir *.. * *dr * * *:r it * .. .. .. .. .. .. .. .. « « « *ir *« « * * * * * *.. .. .. « «.. « « *'.r'..•* FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 62 ---------------------------------------------------=------------------------ »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>( STREET TABLE SECTION # 1 USED)« «< -- -- - - - - -- --------------------------------- ------------------------------- UPSTREAM ELEVATION(FEET) = 406.60 DOWNSTREAM ELEVATION(FEET) = 404.10 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 • OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 Page 15 • PR100.RES SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk F1oW Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 37.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 26.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.86 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.82 STREET FLOW TRAVEL TIME(MIN.) = 2.56 TC(MIN.) = 14.33 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.487 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8470 SOIL CL SSIFICATION IS "C" SUB EA AREA(ACRES) = 10.95, SUBAREA RUNOFF(CFS) = 41.61 �DEPTH(FEET) TOTA R A(ACRES) = 14.46 PEAK FLOW RATE(CFS) = 57.81 OF E°BYRFLOW HYDRAULICS: = 0.72' HALFSTREET FLOOD WIDTH(FEET) = 32.65 LOW VELOCITY (.6 /SEC.) = 3.23 DEPTH *VELOCITY(FT *FT /SEC.) = 2.33 *N T'E,:'�- YNTTIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 440.0 FT WITH ELEVATION -DROP = 2.5 FT, IS 45.1 CFS, WHICH EXCEEDS THE TOP -OF -CURB STREET CAPACITY AT NODE 403.00 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 403.00 = 1100.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 31 » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< - - » »> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE - FLOW) < << < < -- - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 404.10 DOWNSTREAM(FEET) = 394.70 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 17.82 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 57.81 PIPE TRAVEL TIME(MIN.) = 0.21 TC(MIN.) = 14.53 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 404.00 = 1320.00 FEET. FLOW PROCESS FROM NODE 405.00 TO NODE 404.00 IS CODE = 81 ----------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.448 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8466 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 3.23 SUBAREA RUNOFF(CFS) = 12.16 TOTAL AREA(ACRES) = 17.69 TOTAL RUNOFF(CFS) = 69.97 TC(MIN.) = 14.53 :.00T)*T0 FLOW PROCESS FROM NODE 3 NODE 3.00 S CODE = 81' as -- ----------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INC OUR) = 4.448 COMMERCIAL DEVELOPMENT RUNOF 0 ICIENT = .8893 SOIL CLASSIFICATION IS " SUBAREA AREA(ACRES) = 1.4 SUBAREA RUNOFF(CFS) = 5.54 TOTAL AREA(ACRES) = 09 TOTAL RUNOFF(CFS) = 75.51 Page 16 PRlOO.RES TC(MIN.) = 14.53 FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 -----------------------------------------------=---------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ----------------------------------- ---------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]• *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 416.60 DOWNSTREAM ELEVATION(FEET) = 414.90 ELEVATION DIFFERENCE(FEET) = 1.70 TC = 0.393 *[( 220.00 * *3) /( 1.70)] * *.2 = 8.981 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.938 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8588 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) _ 4..13 TOTAL AREA(ACRES) = 0.81 TOTAL RUNOFF(CFS) = 4.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>( STREET TABLE SECTION # 1 USED)« «< UPSTREAM ELEVATION(FEET) = 414.90 DOWNSTREAM ELEVATION(FEET) = 413.10 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 • DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.43 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.03 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 2.71 TC(MIN.) = 11.69 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.069 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8524 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.44 SUBAREA RUNOFF(CFS) = 10.54 TOTAL AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) = 14.67 END OF SUBAREA.STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.55 FLOW VELOCITY(FEET /SEC.) = 2.25 DEPTH *VELOCITY(FT *FT /SEC.) LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 550.00 FEET. FLOW PROCESS FROM NODE 502.00 TO NODE 503.00.IS CODE = 62 ---------------------------------------------`:------------------------------ • » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>( STREET TABLE SECTION # 1 USED)« «< Page 17 PR100.RE5 • UPSTREAM ELEVATION(FEET) = 413.10 DOWNSTREAM ELEVATION(FEET) = 412.80 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.69 HALFSTREET FLOOD WIDTH(FEET) = 30.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.23 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 4.48 TC(MIN.) = 16.17 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.173 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8435 SOIL CLASSIFIC ION IS "C" SUBAREA AR A(A ES) = w2.78 SUBAREA RUNOFF(CFS) = 9.79 TOTAL AREA1�RE) = 6.03 PEAK FLOW RATE(CFS) = 24.46 OF SUBARE E FLOW HYDRAULICS: D PTH(FEET) = 0.73 4ALFSTREET FLOOD WIDTH(FEET) = 33.14 FLO 1OC- C.) = 1.32 DEPTH *VELOCITY(FT *FT /SEC.) = 0.96 •LONGEST FLOWPATH FROM NODE 500.00 TO NODE 503.00 = 880.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 412.80 DOWNSTREAM ELEVATION(FEET) = 407.60 STREET LENGTH(FEET) = 825.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 40.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 26.99 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.06 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.97 STREET FLOW TRAVEL TIME(MIN.) = 4.50 TC(MIN.) = 20.67 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.601 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8358 SOIL CLASSIFICATION IS "C" • SUBAREA AREA(ACRES) _ °:10:91 SUBAREA RUNOFF(CFS) = 32.84 TOTAL AREA(ACRES) = 16.94 PEAK FLOW RATE(CFS) = 57.30 Page 18 PR100.RES • END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 32.10 FLOW VELOCITY(FEET /SEC.) = 3.34 DEPTH *VELOCITY(FT *FT /SEC.) = 2.36 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 = 1705.00 FEET. FLOW PROCESS FROM NODE 504.00 TO NODE 505.00 IS CODE = 62 --------------------------------------------------------- - - - - -- 2 ------ - - - - -- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>( STREET TABLE SECTION # 1 USED)« «< - -------------------------- ------------------------ UPSTREAM ELEVATION(FEET) = 407.60 DOWNSTREAM ELEVATION(FEET) = 404.20 STREET LENGTH(FEET) = 825.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 70.96 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.79 HALFSTREET FLOOD WIDTH(FEET) = 36.19 • AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.12 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 2.46 STREET FLOW TRAVEL TIME(MIN.) = 4.41 TC(MIN.) = 25.08 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.207 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8292 SOIL CLASSIF CATI N IS "C" SUBAREA AREA E ) = 10.26, SUBAREA RUNOFF(CFS) = 27.28 ��T�TAL�/IA�R E ) a 27.20 PEAK FLOW RATE(CFS) = 84.58 END OF SUBARE STREET LOW HYDRAULICS: DEPTH(FEET) = 0.83 ALFSTREET FLOOD WIDTH(FEET) = 38.14 SOW VELO T /SEC.) = 3.30 DEPTH *VELOCITY(FT *FT /SEC.) = 2.73 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 1055.0fl = 2530.00 FEET. FLOW PROCESS FROM NODE C2. )?NODE 0<<<<< CODE = 81 » »>ADDITION OF SUBAREA TO MAINLINE PEAK FL 100 YEAR RAINFALL INTI COMMERCIAL DEVELOPMENT SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 25.08 ====----------------------------------- NSITY(INCH HOUR) = 3.207 RUNVTOTAL FICIENT = .8858 1, 6UBAREA RUNOFF(CFS) = 7.98 RUNOFF(CFS) = 92.56 FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------- ---------------------------------- _------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ---------------------------------------- . ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Page 19 I� • PR100.RES TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 407.90 DOWNSTREAM ELEVATION(FEET) = 405.80 ELEVATION DIFFERENCE(FEET) = 2.10 TC = 0.393•[( 230.00 * *3) /( 2.10)] * *.2 = 8.842 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.994 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8591 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 6.02 TOTAL AREA(ACRES) = 1.17 TOTAL RUNOFF(CFS) = 6.02 FLOW PROCESS FROM NODE 601.00 TO'NODE 602.00 IS CODE = 62 ----------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED) « «< - -- - - - - -- --------------------------------- ------------------------------- UPSTREAM ELEVATION(FEET) = 405.80 DOWNSTREAM ELEVATION(FEET) = 404.30 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 • * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.37 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 1.55 TC(MIN.) = 10.39 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.441 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8554 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.91 SUBAREA RUNOFF(CFS) = 13.54 TOTAL AREA(ACRES) = 4 -.08 PEAK FLOW RATE(CFS) = 19.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.88 FLOW VELOCITY(FEET /SEC.) = 2.63 DEPTH *VELOCITY(FT *FT /SEC.) = 1.36 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 450.00 FEET. .. .. * * *� �*'. t***'. r*..*'. r:...* iz� ....... ........... * *- ki... *ir�..'..•fr it *.. *'•r'.: sY ic'r'r�• * *iri :i:ir:r * *'.e ie'.r is it it it it is is ': 'r it it FLOW PROCESS FROM NODE 1602.00 TO NODE 603.00 IS CODE = 62 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>( STREET TABLE SECTION # 1 USED)««< - ----------------------------- --------------------- UPSTREAM ELEVATION(FEET) = 404.30 DOWNSTREAM ELEVATION(FEET) = 401.20 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 Page 20 PR100.RE5 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 22.85 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.90 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.66 STREET FLOW TRAVEL TIME(MIN.) = 2.53 TC(MIN.) = 12.91 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.775 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8498 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 4.25 SUBAREA RUNOFF(CFS) = 17.25 TOTAL AREA(ACRES) = 8.33 PEAK FLOW RATE(CFS) = 36.82 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 25.35 FLOW VELOCITY(FEET /SEC.) = 3.10 DEPTH *VELOCITY(FT *FT /SEC.) = 1.91 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 890.00 FEET. * * * * * * * * * * * * * * * * * * * * * * * * * ** * ************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1 6,15.00 TO NODE 603.00 IS CODE = 81 » »>ADDITION OF SUBAREA-r(TMA NLINE PEAK FLOW« «< - ------------ - - - - -- 100 YEAR RAINFALL INTENSITY(IN�-I /HOUR)ll= 4.775 SINGLE- FAMILY(1 /4 ACRE LO UNOF'F COEFIF _ .$498 • SOIL CLASSIFICATION IS ' C" SUBAREA AREA(ACRES) = 9.09 SUBAREA RUNO F(CFS) = 36.89 TOTAL AREA(ACRES) -- '47L 2 TOTAL RUNOFF(CFS) = 73.71 TC(MIN.) = 12.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 600.00 TO NODE 603.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ------------------------------------------------------ --------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.91 RAINFALL INTENSITY(INCH /HR) = 4.78 TOTAL STREAM AREA(ACRES) = 17.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 73.71 FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ---------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 UPSTREAM ELEVATION(FEET) = 405.50 DOWNSTREAM ELEVATION(FEET) = 404.60 ELEVATION DIFFERENCE(FEET) = 0.90 TC = 0.393 *[( 290.00 * *3) /( 0.90)] * *.2 = 12.038 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.981 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8517 SOIL CLASSIFICATION IS "C" Page 21 PR100.RES SUBAREA RUNOFF(CFS) = 6.79 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 6.79 FLOW PROCESS FROM NODE 606.00 TO NODE 607.00 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 1 USED) « «< ---------------------------------- ------------------------------- UPSTREAM ELEVATION(FEET) = 404.60 DOWNSTREAM ELEVATION(FEET) = 403.20 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 *=TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.46 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.89 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 3.01 TC(MIN.) = 15.04 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.357 • SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8456 SOIL CLASSIFICATION IS C SUBAREA AREA(ACRES) = 2.28 SUBAREA RUNOFF(CFS) = 8.40 TOTAL AREA(ACRES) = 3.88 PEAK FLOW RATE(CFS) = 15.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.88 FLOW VELOCITY(FEET /SEC.) = 2.04 DEPTH *VELOCITY(FT *FT /SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 605.00 TO NODE 607.00 = 630.00 FEET. FLOW PROCESS FROM NODE 607.00 TO NODE 608.00 IS CODE = 62 ------------------------------ ---------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 1 USED) « «< - -- - - - - -- ------------------------------------ ---------------------------- UPSTREAM ELEVATION(FEET) = 403.20 DOWNSTREAM ELEVATION(FEET) = 392.60 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.43 Page 22 PRlOO.RES AVERAGE FLOW VELOCITY(FEET /SEC.) = 4.32 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.89 STREET FLOW TRAVEL TIME(MIN.) = 1.66 TC(MIN.) = 16.70 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.092 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8425 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 9.69 TOTAL AREA(ACRES) = 6.69 PEAK FLOW RATE(CFS) = 24.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 , HALFSTREET FLOOD WIDTH(FEET) = 16.91 FLOW VELOCITY(FEET /SEC.) = 4.53 DEPTH *VELOCITY(FT *FT /SEC.) = 2.10 LONGEST FLOWPATH FROM NODE 605.00 TO NODE 608.00 = 1060.00 FEET. * ir* ir* iritsY '.r *trir *� *',t *ir * * *sYir * *'. tit* ir'. ririr *� * *irsYir *ir *ie *iriririr�•* stir*'. riririr** � •irsYirieir'.r�sYsYiriririririr FLOW PROCESS FROM NODE 605.00 TO NODE 608.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.70 RAINFALL INTENSITY(INCH /HR) = 4.09 TOTAL STREAM AREA(ACRES) = 6.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.88 FLOW PROCESS FROM NODE 609.00 TO NODE 610.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 430.00 UPSTREAM ELEVATION(FEET) = 402.50 DOWNSTREAM ELEVATION(FEET) = 401.00 ELEVATION DIFFERENCE(FEET) = 1.50 TC = 0.393 *[( 430.00 * *3) /( 1.50)] * *.2 = 13.766 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.596 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8481 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 5.11 TOTAL AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 5.11 FLOW PROCESS FROM NODE 609.50 TO NODE 610.00 IS CODE = 21 ----------------------------=----------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ----------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 61.00 UPSTREAM ELEVATION(FEET) = 407.10 DOWNSTREAM ELEVATION(FEET) = 407.00 ELEVATION DIFFERENCE(FEET) = 0.10 TC = 0.393 *[( 61.00 * *3) /( 0.10)] * *.2 = 7.331 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.707 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8631 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 5.96 TOTAL AREA(ACRES) _ +1.03-, TOTAL RUNOFF(CFS) = 5.96 Page.23 • PR100.RE5 st ': is it * *4r ir'.r *ir* �•ir it *ics:��..�'.ri:�'c�....�• icy.... ��k 'r�...,':t.'. :ir�.,��ir'r�:': it��ir:r� .. .. .. .. .. .. .. ..sir it :c �i: sY ir': FLOW PROCESS FROM NODE 612.00 TO NODE 611.,00 IS CODE = 21 ---------------------------------------------------------------=------------ »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ----------------------------------------------- ------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 209.00 UPSTREAM ELEVATION(FEET) = 402.60 DOWNSTREAM ELEVATION(FEET) = 401.10 ELEVATION DIFFERENCE(FEET) = 1.50 TC = 0.393 *[( 209.00 * *3) /( 1.50)] * *.2 = 8.929 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.959 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8589 SOIL CLASSIFICATION IS "C" SUBAREA .RUNOFF(CFS) = 5.89 TOTAL AREA(ACRES) = 1.15 , TOTAL RUNOFF(CFS) = 5.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 613.00 TO NODE 614.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.959 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8589 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 13.82 TOTAL AREA(ACRES) = 3.85' TOTAL RUNOFF(CFS) = 19.70 TC(MIN.) = 8.93 FLOW PROCESS FROM NODE 609.00 TO NODE 611.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< -------------------------------------------------- ----------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.93 RAINFALL INTENSITY(INCH /HR) = 5.96 TOTAL STREAM AREA(ACRES) = 3.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.70 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 73.71 12.91 4.775 17.42 2 24.88 16.70 4.092 6.69 3 19.70 8.93 5.959 3.85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 83.96 8.93 5.959 2 108.73 12.91 4.775 3 101.57 16.70 4.092 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 24 PR100.RES PEAK FLOW RATE(CFS) = 108.73 TC(MIN.) = 12.91 TOTAL AREA(ACRES) = 27.96 LONGEST FLOWPATH FROM NODE 605.0 TO NODE 611.00 = 1060.00 FEET. FLOW PROCESS FROM NODE 4.00 NODE 4.0 I CODE = 81 CIACIP ------- ---- - - - -- - -- »»>ADDITION OF SUBAREA TO AINLINE PEAK FLOW « «< ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INHOUR) = 4.775 COMMERCIAL DEVELOPMENT RUNG" C FICIENT = .8900 SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) = 4 `SUBAREA RUNOFF(CFS) = 18.40 TOTAL AREA(ACRES) = 3TOTAL RUNOFF(CFS) = 127.13 TC(MIN.) = 12.91 FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 ----------------------------- = ----------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ---------------------------------------------- ------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 346.00 UPSTREAM ELEVATION(FEET) = 409.58 DOWNSTREAM ELEVATION(FEET) = 407.10 ELEVATION DIFFERENCE(FEET) = 2.48 TC = 0.533 *[( 346.00 * *3) /( 2.48)] * *.2 = 14.824 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.396 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7268 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.47 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.47 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = '52 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< » »>TRAVELTIME THRU SUBAREA««< --- - - - - -- ------------------------------------ --------------------- ELEVATION DATA: UPSTREAM(FEET) = 407.10 DOWNSTREAM(FEET) = 405.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 453.00 CHANNEL SLOPE = 0.0029 CHANNEL FLOW THRU SUBAREA(CFS) = 4.47 FLOW VELOCITY(FEET /SEC) = 1.10 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.86 TC(MIN.) = 21.68 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 702.00 = 799.00 FEET. FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.500 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6926 SOIL CLASSIFICATION IS "B" 'SUBAREA AREA(ACRES) = 5.72 SUBAREA RUNOFF(CFS) = 13.86 TOTAL AREA(ACRES) = 7.12 TOTAL RUNOFF(CFS) = 18.34 TC(MIN.) = 21.68 -- FLOW - PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE =_52 Page 25 PR100.RE5 » »>COMPUTE NATURAL VALLEY CHANNEL FLOW ««< »»>TRAVELTIME THRU SUBAREA ««< ------------------------------------------- ------------------------ ELEVATION DATA: UPSTREAM(FEET) = 405.80 DOWNSTREAM(FEET) = 403.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 560.00 CHANNEL SLOPE = 0.0037 CHANNEL FLOW THRU SUBAREA(CFS) = 18.34 FLOW VELOCITY(FEET /SEC) = 1.79 (PER LACFCD /RCFC &WCD HYDROLOGY,MANUAL) TRAVEL TIME(MIN.) = 5.21 TC(MIN.) = 26.89 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 703.00 = 1359.00 FEET. FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 81 ---------------------------- ------------------------------------------------ » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.076 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6713 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 13.14 , SUBAREA RUNOFF(CFS) = 27.13 TOTAL AREA(ACRES) = 20.26 TOTAL RUNOFF(CFS) = 45.47 TC(MIN.) = 26.89 FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = '52� » »>COMPUTE NATURAL VALLEY CHANNEL FLOW ««< » »>TRAVELTIME THRU SUBAREA« «< ------- - - - - -- -------------------------------- ------------------------- ELEVATION DATA: UPSTREAM(FEET) = 403.70 DOWNSTREAM(FEET) = 402.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 551.00 CHANNEL SLOPE = 0.0015 CHANNEL FLOW THRU SUBAREA(CFS) = 45.47 FLOW VELOCITY(FEET /SEC) = 1.44 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.40 TC(MIN.) = 33.29 LONGEST.FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 1910.00 FEET. FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.706 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6488 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 14.97 , SUBAREA.RUNOFF(CFS) = 26.28 TOTAL AREA(ACRES) = 35 -.23 TOTAL RUNOFF(CFS) = 71.75 TC(MIN.) = 33.29 * lr:: ir*......* ic** it* sY*....** ir*....***...... 1:' k ':i:' .................. * *'..•'X it it is *- k * * *'e * *i: •&ir :r * *ir *ire * *•.': * *ir it :4 FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21; --------------------------=------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< --------------------------------------------------- - - ---- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 278.00 UPSTREAM ELEVATION(FEET) = 408.00 DOWNSTREAM ELEVATION(FEET) = 407.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC = 0.533 *[( 278.00 * *3) /( 1.00)] * *.2 = 15.589 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.265 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .7225 SOIL CLASSIFICATION IS "B" Page 26 SUBAREA RUNOFF(CFS) _ --0.65, PR100.RES TOTAL AREA(ACRES) = -0.21 TOTAL RUNOFF(CFS) = 0.65 sYsY�ir�',r',r�i:ir�sYsY�i: ism• irs :k��',:�sYir�„�irir',,....isi; ism.... is�i: �,,.... �i: ��ic��ir�... ,��itir��iri;'.:iri:irir�irk�i; FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 52 » » >COMPUTE NATURAL VALLEY CHANNEL FLOW ««< »»>TRAVELTIME THRU SUBAREA ««< ----- - - - - -- ------------------------------------ --------------------- ELEVATION DATA: UPSTREAM(FEET) = 407.00 DOWNSTREAM(FEET) = 405.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 338.00 CHANNEL SLOPE = 0.0047 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.65 FLOW VELOCITY(FEET /SEC) = 1.03 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.46 TC(MIN.) = 21.05 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 616.00 FEET. FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.562 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6955 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 3.94 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 4.59 TC(MIN.) = 21.05 • - -FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 52 ----------------------------------------------------------------- - - - - -- » » >COMPUTE NATURAL VALLEY CHANNEL FLOW ««< » » >TRAVELTIME THRU SUBAREA ««< ----------------------------------------------- -------------------- ELEVATION DATA: UPSTREAM(FEET) = 405.40 DOWNSTREAM(FEET) = 404.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 375.00 CHANNEL SLOPE = 0.0013 CHANNEL FLOW THRU SUBAREA(CFS) = 4.59 FLOW VELOCITY(FEET /SEC) = 0.75 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.28 TC(MIN.) = 29.33 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 803.00 = 991.00 FEET. FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE 81 ---------------------------- I ----------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.919 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6623 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.11 SUBAREA RUNOFF(CFS) = 6.01 TOTAL AREA(ACRES) _ `4.91 TOTAL RUNOFF(CFS) = 10.60 TC(MIN.) = 29.33 ------------------------------------------------------------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.91 TC(MIN.) = 29.33 PEAK FLOW RATE(CFS) = 10.60 ' END OF RATIONAL METHOD ANALYSIS • o Page 27 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 06/01/2005 License ID 1527 Analysis prepared by: y= "4 e DE C.IPTION OF STUDY • Enc.lave at La Quinta • 10 -Year Rational Method Analysis FILE NAME: PR10.DAT TIME /DATE OF STUDY: 11:03 08/14/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------------------7----------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 ' SPECIFIED MINIMUM PIPE.SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.360 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.900 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR).= 1.004 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 4.5 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE 101:00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ----------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 662.00 UPSTREAM ELEVATION(FEET) = 420.64 DOWNSTREAM ELEVATION(FEET) = 419.12 Page 1 • PR10.RES ELEVATION DIFFERENCE(FEET) = 1.52 TC = 0.709 *[( 662.00 * *3) /( 1.52)] * *•.2 = 32.139 10 YEAR RAINFALL INTENSITY(.INCH /HOUR) = 1.459 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6381 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.74 TOTAL RUNOFF(CFS) 0.69 .. *irir'.; * *ic *iri; it * * *iririt�"it *'.riric* �•sYiric *irirsYi; *ir * *ir * * * * * * *icir �• * *iri; � � � it *:Yir * * * * * * „'� � � *ir *ir ** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTI COMMERCIAL DEVELOPMENT SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 32.14 NSITY(INCH /HOUR) = 1.459 RUNOFF COEFFICIENT = .8738 loc" 0.53 SUBAREA RUNOFF(CFS) = 0.68 1.27 TOTAL RUNOFF(CFS) = 1.37 *�* fir *iririr * *icir *'� *irsYicsY * * * ** �'� *sYir * ** �'�sY,ir* *first *icir *it * * *+� � iririr � irsYiririr*irir *fir * *ieirsY * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< -------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 717.50 UPSTREAM ELEVATION(FEET) = 423.11 DOWNSTREAM ELEVATION(FEET) = 421.02 ELEVATION DIFFERENCE(FEET) = 2.09 TC = 0.709 *[( 717.50 * *3) /( 2.09)] * *.2 = 31.649 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.473 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6398 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.96 TOTAL RUNOFF(CFS) = 0.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< ----------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.473 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8740 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 1.79 TC(MIN.) = 31.65 s:'•ri;...... *fir*i; icy.. *fir* *„ **fir *„ *s:�ic"i.....irir' .. fir *„ *irir.. *iriri;iciricir.... fir* fir** i; it *sYic *iriciririririrt,:tir�.... FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ------------------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 642.00 UPSTREAM ELEVATION(FEET) = 420.72 • DOWNSTREAM ELEVATION(FEET) = 418.45 ELEVATION DIFFERENCE(FEET) = 2.27 Page 2 • PR10.RES TC = 0.709 *[( 642.00 * *3) /( 2.27)] * *.2 = 29.121 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.548 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6489 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.548 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8749 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 1.90 TOTAL RUNOFF(CFS) = 2.19 TC(MIN.) = 29.12 FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21 -----------------------------------------------------------=---------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ---------------------------------------------- ----------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1611.49 UPSTREAM ELEVATION(FEET) = 419.40 DOWNSTREAM ELEVATION(FEET) = 409.13 • ELEVATION DIFFERENCE(FEET) = 10.27 TC = 0.709 *[( 1611.49 * *3) /( 10.27)] * *.2 = 37.404 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.332 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6209 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) = 2.16 TOTAL RUNOFF(CFS) = 1.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.332 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8721 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.57 SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES) = 3.73 TOTAL RUNOFF(CFS) = 3.61 TC(MIN.) = 37.40 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 659.00 UPSTREAM ELEVATION(FEET) = 409.50 DOWNSTREAM ELEVATION(FEET) = 406.15 • ELEVATION DIFFERENCE(FEET) = 3.35 TC = 0.709 *[( 659.00 * *3) /( 3.35)] * *.2 = 27.366 Page 3 PR10.RES • 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.607 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6556 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 0.95 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.607 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8756 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 1.56 TOTAL RUNOFF(CFS) = 1.88 TC(MIN.) = 27.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 621.38 UPSTREAM ELEVATION(FEET) = 406.15 DOWNSTREAM ELEVATION(FEET) = 403.55 ELEVATION DIFFERENCE(FEET) = 2.60 TC = 0.709 *[( 621.38 * *3) /( 2.60)] * *.2 = 27.791 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.592 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6540 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.96 TOTAL RUNOFF(CFS) = 1.00 FLOW PROCESS FROM NODE 105.00 TO NODE' 106.00 IS CODE = 81 ------------------------------------------ =--------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.592 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8754• SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF'(CFS) = 0.96 TOTAL AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 1.96 TC(MIN.) = 27.79 FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 352.20 UPSTREAM ELEVATION(FEET) = 403.94 DOWNSTREAM ELEVATION(FEET) = 402.15 ELEVATION DIFFERENCE(FEET) = 1.79 TC = 0.709 *[( 352.20 * *3) /( 1.79)]' *.2 = 21.301 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.868 Page 4 . PS UNDEVELOPED WATERSHED RUNOFF COEFFICIENT IENT = = .6815 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 0.67 FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTI COMMERCIAL DEVELOPMENT SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 21.30 NSITY(INCH /HOUR) = 1.868 RUNOFF COEFFICIENT = .8781 f1Col 0.38 SUBAREA RUNOFF(CFS) = 0.62 0.91 TOTAL RUNOFF(CFS) = 1.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ------------------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 433.97 UPSTREAM ELEVATION(FEET) = 402.54 DOWNSTREAM ELEVATION(FEET) = 399.66 ELEVATION DIFFERENCE(FEET) = 2.88 TC = 0.709 *[( 433.97 * *3) /( 2.88)] * *.2 = 21.953 • 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.834 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6785 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 0.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.834 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8778 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.92 " TOTAL RUNOFF(CFS) = 1.29 TC(MIN.) = 21.95 :rir'r *ir it �•ir k *ir *ir* * *'..•ir ir**' r** ir*: r::..* ir*......*** �•'. r** ... .........:c * * * *.. * * *'.r * * * * * *.. .. .. .. .. .. .. * * * ** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ----------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 275.00 UPSTREAM ELEVATION(FEET) = 419.20 DOWNSTREAM ELEVATION(FEET) = 418.50 ELEVATION DIFFERENCE(FEET) = 0.70 TC = 0.393 *[( 275.00 * *3) /( 0.70)] * *.2 = 12.261 • 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.602 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8158 Page 5 PR10.RE5 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 0.88 TOTAL RUNOFF(CFS) = 1.87 FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 418.50 DOWNSTREAM ELEVATION(FEET) = 415.10 STREET LENGTH(FEET) = 485.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.90 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 4.26 TC(MIN.) = 16.52 • 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.175 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8028 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 3.16 SUBAREA RUNOFF(CFS) = 5.52 TOTAL AREA(ACRES) = 4.04 PEAK FLOW RATE(CFS) = 7.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.16 FLOW VELOCITY(FEET /SEC.) = 2.12 DEPTH *VELOCITY(FT *FT /SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 760.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 415.10 DOWNSTREAM ELEVATION(FEET) = 411.30 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to- curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.63 • STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 Page 6 .18 ES 14 HALFSTREET FLOOD WIDTH(FEET) = 14.18 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.42 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 3.03 TC(MIN.) = 19.55 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.966 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7949 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.87 SUBAREA RUNOFF(CFS) = 4.49 TOTAL AREA(ACRES) = 6.91 PEAK FLOW RATE(CFS) = 11.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.43 FLOW VELOCITY(FEET /SEC.) = 2.56 DEPTH *VELOCITY(FT *FT /SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 1200.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ------- - - - - -- ---- --------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 411.30 DOWNSTREAM(FEET) = 402.30 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.67 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.87 PIPE TRAVEL TIME(MIN.) = 0.12 TC(MIN.) = 19.67 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 1310.00 FEET. IV FLOW PROCESS FROM NODE 205.00 TO NODE 204.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION, OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.959 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7946 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 7.93 SUBAREA RUNOFF(CFS) = 12.35 TOTAL AREA(ACRES) = 14.84 TOTAL RUNOFF(CFS) = 24.22 TC(MIN.) = 19.67 FLOW PROCESS FROM NODE 200.00 TO NODE 204.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< - ---------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.67 RAINFALL INTENSITY(INCH /HR) = 1.96 TOTAL STREAM AREA(ACRES) = 14.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.22 FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ----------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) • TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 303.00 Page 7 • PRlO.RES UPSTREAM ELEVATION(FEET) = 419.10 DOWNSTREAM ELEVATION(FEET) = 416.60 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0.393 *[( 303.00 * *3) /( 2.50)1 * *.2 = 10.075 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.927 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8236 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.22 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 2.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »» >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 416.60 DOWNSTREAM ELEVATION(FEET) = 412.70 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.36 • STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.40 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.77 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 7.54 TC(MIN.) = 17.61 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.094 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7999 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) 4.86 SUBAREA RUNOFF(CFS) = 8.14 TOTAL AREA(ACRES) = 5.78 PEAK FLOW RATE(CFS) = 10.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.45 FLOW VELOCITY(FEET /SEC.) = 1.98 DEPTH *VELOCITY(FT *FT /SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 206.00 TO NODE 208.00 = 1103.00 FEET. FLOW PROCESS FROM NODE 206.00 TO NODE 208.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ---------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.61 RAINFALL INTENSITY(INCH /HR) = 2.09 TOTAL STREAM AREA(ACRES) =. 5.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.36 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 21 » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< Page 8 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 416.30 DOWNSTREAM ELEVATION(FEET) = 415.70 ELEVATION DIFFERENCE(FEET) = 0.60 TC = 0.393 *[( 230.00 * *3) /( 0.60)] **.2 = 11.360 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.724 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8189 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 0.97 TOTAL RUNOFF(CFS) = 2.16 FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< »» >( STREET TABLE SECTION # 1 USED) « «< ---------------------------------- ------------------------------- UPSTREAM ELEVATION(FEET) = 415.70 DOWNSTREAM ELEVATION(FEET) = 413.60 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 . STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.47 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 6.25 TC(MIN.) = 17.61 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.094 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7999 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 3.37 PEAK FLOW RATE(CFS) = 6.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.95 FLOW VELOCITY(FEET /SEC.) = 1.60 DEPTH *VELOCITY(FT *FT /SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 211.00 = 780.00 FEET. ir'r'rit *': *'.rsY'.rir * *�Y it*'. r*'. t* i:' t': ir'.. �• i:**', c**' .r *i: * *',t *',rir::.....,....'.: it it is i :.......... .. .. * *ir it it *ir * *i: *.. .. *ir it is FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 413.60 DOWNSTREAM(FEET) = 402.30 FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.5 INCHES • PIPE -FLOW VELOCITY(FEET /SEC.) = 8.64 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 Page 9 PR10.RES PIPE- FLOW(CFS) = 6.18 PIPE TRAVEL TIME(MIN.) = 0.85 TC(MIN.) = 18.46 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 212.00 = 1220.00 FEET. FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INT SINGLE- FAMILY(1 /4 ACRE SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 18.46 Z-NSITY(INCH /HOUR) = 2.035 LOT) RUNOFF COEFFICIENT = .7977 11CIT 4.27 SUBAREA RUNOFF(CFS) = 6.93 7.64 TOTAL RUNOFF(CFS) = 13.12 FLOW PROCESS FROM NODE 209.00 TO NODE 212.00 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< ------------------------------------------------ ------------ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 18.46 RAINFALL INTENSITY(INCH /HR) = 2.04 TOTAL STREAM AREA(ACRES) = 7.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.12 ** CONFLUENCE DATA ** • STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 24.22 19.67 1.959 14.84 2 10.36 17.61 2.094 5.78 3 13.12 18.46 2.035 7.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. PEAK FLOW RATE TABLE *° STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 44.56 17.61 2.094 2 45.92 18.46 2.035 3 46.54 19.67 1.959 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.54 TC(MIN.) = 19.67 TOTAL AREA(ACRES) = '28.26 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 1310.00 FEET. FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ---------------------------------------- ----------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.959 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8789 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 3.09 SUBAREA RUNOFF(CFS) = 5.32 TOTAL AREA(ACRES) = 31.35 TOTAL RUNOFF(CFS) = 51.86 TC(MIN.) = 19.67 Page 10 • ....�i :�� -..�•. ..�� .� -. .� : PR10.RES..i:��•..i:ir..�•�.. •�.. . ' :i :'- sir �•ir'.• ': it it i• � *sir it ir'. �*ir it is i• ,ir* � *i. ,: **ir'.• * **i: is sir it *ir FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH **3) /(ELEVATION CHANGE)] *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 275.00 UPSTREAM ELEVATION(FEET) = 420.90 DOWNSTREAM ELEVATION(FEET) = 419.30 ELEVATION DIFFERENCE(FEET) = 1.60 TC = 0.393 *[( 275.00 * *3) /( 1.60)] * *.2 = 10.393 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.873 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8224 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 1.37 TOTAL RUNOFF(CFS) = 3.24 FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< »» >( STREET TABLE SECTION # 1 USED)« «< UPSTREAM ELEVATION(FEET) = 419.30 DOWNSTREAM ELEVATION(FEET) = 414.20 STREET LENGTH(FEET) = 638.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.30 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 4.63 TC(MIN.) = 15.02 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.303 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8071 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 5.55 SUBAREA RUNOFF(CFS) = 10.32 TOTAL AREA(ACRES) = 6.92 PEAK FLOW RATE(CFS) = 13.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.60 FLOW VELOCITY(FEET /SEC.) = 2.55 DEPTH *VELOCITY(FT *FT /SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 913.00 FEET. * * *i: * * *it it *ir * *ic * * * * *ie sY it *iri: it it it * * * *it *ir * * * * *ir *ir * *ir *'kir *ir it *it it it it it it it *ir * * *ir it it it it it is it *ir it FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) « «< • UPSTREAM ELEVATION(FEET) = 414.20 DOWNSTREAM ELEVATION(FEET) = 409.60 Page 11 • ES STREET LENGTH(FEET) = 688.00 CURB RB HEIGHT(INCHES) HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.51 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 4.57 TC(MIN.) = 19.59 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.964 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7948 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 5.93 TOTAL AREA(ACRES) = 10.72 PEAK FLOW RATE(CFS) = 19.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.96 FLOW VELOCITY(FEET /SEC.) = 2.60 DEPTH *VELOCITY(FT *FT /SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 1601.00 FEET. - -FLOW PROCESS FROM NODE 304.00 TO NODE 303.00 IS CODE = 81 ---------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.964 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7948 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 6.65 SUBAREA RUNOFF(CFS) = 10.38 TOTAL AREA(ACRES) = 17.37 TOTAL RUNOFF(CFS) = 29.87 TC(MIN.) = 19.59 FLOW PROCESS FROM NODE 303.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< - ---- - - - - -- --------------------------------------------------------- - ----- ELEVATION DATA: UPSTREAM(FEET) = 409.60 DOWNSTREAM(FEET) = 401.90 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.31 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.87 PIPE TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 19.85 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 1821.00 FEET. FLOW PROCESS FROM NODE 303.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.949 Page 12 PR10.RES SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7942 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 6.95 SUBAREA RUNOFF(CFS) = 10.76 TOTAL AREA(ACRES) = 24.32 TOTAL RUNOFF(CFS) = 40.63 TC(MIN.) = 19.85 FLOW PROCESS FROM NODE 306.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.949 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7942 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 6.03 SUBAREA RUNOFF(CFS) = 9.33 TOTAL AREA(ACRES) = 30.35 TOTAL RUNOFF(CFS) = 49.96 TC(MIN.) = 19.85 FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ---------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.85 RAINFALL INTENSITY(INCH /HR) = 1.95 TOTAL STREAM AREA(ACRES) = 30.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.96 FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ----------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 411.30 DOWNSTREAM ELEVATION(FEET) = 410.40 ELEVATION DIFFERENCE(FEET) -= 0.90 TC = 0.393*[( 220.00 * *3) /( 0.90)] * *.2 = 10.199 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.906 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8231 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.37 TOTAL AREA(ACRES) = 0.99 TOTAL RUNOFF(CFS) = 2.37 st'.t *ir * * * * * * * *ir ir** ir'. r' .: * *� *'•rs.".r'.r *ir * * *'.'�' *ir it it*'. c'. c * *s:'.r * * * * *�':t'e'.c'.r';'; *:c :r'r it *ir *'r'.t * * *�''.r Y *s:* FLOW PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODE = 62 -------------------------------------------------=-------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » »>( STREET TABLE SECTION # 1 USED) ««< - -------------------------------------------------- UPSTREAM ELEVATION(FEET) = 410.40 DOWNSTREAM ELEVATION(FEET) = 409.40 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 Page 13 L SPECIFIED NUMBER OF HALFSTREETS CARRYING RYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.54 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 2.38 TC(MIN.) = 12.57 . 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.563 SINGLE- FAMILY(1 /4 ACRE'LOT) RUNOFF COEFFICIENT = .8147 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) = 5.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.62 FLOW VELOCITY(FEET /SEC.) = 1.66 DEPTH *VELOCITY(FT *FT /SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 307.00 TO NODE 309.00 = 440.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 307.00 TO NODE 309.00 IS CODE = 1 » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< --------------------------------------------------- ---------- TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.57 RAINFALL INTENSITY(INCH /HR) = 2.56 TOTAL STREAM AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.37 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 49.96 19.85 1.949 30.35 2 5.37 12.57 2.563 2.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. °* PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 37.02 12.57 2.563 2 54.04 19.85 1.949 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 54.04 TC(MIN.) = 19.85 TOTAL AREA(ACRES) = 32.78 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 309.00 = 1821.00 FEET. FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Page 14 PR10.RE TC = K*[(LENGTH**3) /(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 411.60 DOWNSTREAM ELEVATION(FEET) = 408.70 ELEVATION DIFFERENCE(FEET) = 2.90 TC = 0.393*[( 220.00**3)/( 2.90)] * *.2 = 8.071 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.344 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8316 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.64 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 2.64 FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< »» >( STREET TABLE SECTION # 1 USED)««< ----------------------------- --------------------- UPSTREAM ELEVATION(FEET) = 408.70 DOWNSTREAM ELEVATION(FEET) = 406.60 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 is "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.46 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 4.33 TC(MIN.) = 12.40 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.585 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8153 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.56 SUBAREA RUNOFF(CFS) = 5.39 TOTAL AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) = 8.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.88 FLOW VELOCITY(FEET /SEC.) = 1.85 DEPTH*VELOCITY(FT *FT /SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.00 = 660.00 FEET. st�....'.•�k�it ic�......:r�......���k';���.,.. �it�'.r sY �'r ir�'.e:r�'.t���k ir���....��i.�'.r';';i ;� .. .. .. .. .. .. .. .. .. .. .. .. ..�'.t� FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>( STREET TABLE SECTION # 1 USED) « «< - -------------------------------------------------- UPSTREAM ELEVATION(FEET) = 406.60 DOWNSTREAM ELEVATION(FEET) = 404.10 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 Page 15 SPECIFIED NUMBER OF HALFSTREETS CARRYING RYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 =TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.96 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.41 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 3.05 TC(MIN.) = 15.44 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.265 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8059 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 10.95 SUBAREA RUNOFF(CFS) = 19.99 TOTAL AREA(ACRES) = 14.46 PEAK FLOW RATE(CFS) = 28.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 23.79 FLOW VELOCITY(FEET /SEC.) = 2.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.57 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 403.00 = 1100.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 31 ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ----------------------------------------------- ----------------------- ELEVATION DATA: UPSTREAM(FEET) = 404.10 DOWNSTREAM(FEET) = 394.70 • FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.97 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 28.03 PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 15.69 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 404.00 = 1320.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 405.00 TO NODE 404.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INT SINGLE- FAMILY(1 /4 ACRE SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 15.69 NSITY(INCH /HOUR) = 2.244 LOT) RUNOFF COEFFICIENT = .8052 lecto 3.23 SUBAREA RUNOFF(CFS) = 5.84 17.69 TOTAL RUNOFF(CFS) = 33.86 it *ir *�k it it it it *�• *� ** icy * *ir * *.. *ir *ir�............'.r it it*......: r*.... .. * * * *.. * *� *�• * * * *'r * * * *'.r **;r �r it *sY *.. .. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.244 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8810 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.77 TOTAL AREA(ACRES) = 19.09 TOTAL RUNOFF(CFS) = 36.63 TC(MIN.) = 15.69 Page 16 PR10.RE5 -- FLOW - PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< --------------------------------------------- -------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 416.60 DOWNSTREAM ELEVATION(FEET) = 414.90 ELEVATION DIFFERENCE(FEET) = 1.70 TC = 0.393 *[( 220.00 * *3) /( 1.70)] * *.2 = 8.981 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.136 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8278 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.10 TOTAL AREA(ACRES) = 0.81 TOTAL RUNOFF(CFS) = 2.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 1 USED) ««< --- - - - - -- ---------------------------------- ------------------------------ UPSTREAM ELEVATION(FEET) = 414.90 DOWNSTREAM ELEVATION(FEET) = 413.10 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.73 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 3.18 TC(MIN.) = 12.16 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.615 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8161 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.44 SUBAREA RUNOFF(CFS) = 5.21 TOTAL AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) = 7.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.87 FLOW VELOCITY(FEET /SEC.) = 1.91 DEPTH *VELOCITY(FT *FT /SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 550.00 FEET. FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 62 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »»>( STREET TABLE SECTION # 1 USED) ««< 0 UPSTREAM ELEVATION(FEET) = 413.10 DOWNSTREAM ELEVATION(FEET) = 412.80 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 Page 17 PR10.RE5 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 22.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.03 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 5.32 TC(MIN.) = 17.47 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.104 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8003 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.78 SUBAREA RUNOFF(CFS) = 4.68 TOTAL AREA(ACRES) = 6.03 PEAK FLOW RATE(CFS) = 11.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 24.41 FLOW VELOCITY(FEET /SEC.) = 1.09 DEPTH *VELOCITY(FT *FT /SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 503.00 = 880.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 62 -------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » »>( STREET TABLE SECTION # 1 USED) ««< - - - - - -- ----------------------------------- ----------------------------- UPSTREAM ELEVATION(FEET) = 412.80 DOWNSTREAM ELEVATION(FEET) = 407.60 STREET LENGTH(FEET) = 825.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetfl6w Section(curb -to -curb) = 0.0150 Manning'S.FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.27 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.55 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 5.39 TC(MIN.) = 22.86 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.790 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7872 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 10.91 SUBAREA RUNOFF(CFS) = 15.38 TOTAL AREA(ACRES) = 16.94 PEAK FLOW RATE(CFS) = 27.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 23.09 Page 18 . PR10.RE5 FLOW VELOCITY(FEET /SEC.) = 2.76 DEPTH *VELOCITY(FT *FT /SEC.) = 1.59 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 = 1705.00 FEET. *ir *.. *'.r *.. .. �• ** *.. *'.t *., *ir sY *.. *iz *.. *:t :r is �.... *X'.r *.. .. * * *ir *'.t * *ir *.. ,, �• * *'........ *ir *'.r it': * * *.. .. '.: st *'r .. .. FLOW PROCESS FROM NODE 504.00 TO NODE 505.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED) « «< - -- - - - - -- --------------------------------- ------------------------------- UPSTREAM ELEVATION(FEET) = 407.60 DOWNSTREAM ELEVATION(FEET) = 404.20 STREET LENGTH(FEET) = 825.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33:63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) 0.65 HALFSTREET FLOOD WIDTH(FEET) = 27.15 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.48 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.61 STREET FLOW TRAVEL TIME(MIN.) = 5.54 TC(MIN.) = 28.40 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.572 • SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7758 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 10.26 SUBAREA RUNOFF(CFS) = 12.51 TOTAL AREA(ACRES) = 27.20 PEAK FLOW RATE(CFS) = 39.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 29.73 FLOW VELOCITY(FEET /SEC.) = 2.58 DEPTH *VELOCITY(FT *FT /SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 505.00 = 2530.00 FEET. I FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.572 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8752 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 3.87 TOTAL AREA(ACRES) = 30.01 TOTAL RUNOFF(CFS) = 43.74 TC(MIN.) = 28.40 it it ir'rit *�k * * * * *ir st'.r * * * * * *',r'X *....�• * *ir it it *.... *'.r::'.rir *...,....:: it sY * *..�•'.r sY it *.,,... ., .. .. *ir'.: .. 'r *ir *ir *ir': .. .. FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ---------------------------------------------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00 • UPSTREAM ELEVATION(FEET) = 407.90 DOWNSTREAM ELEVATION(FEET) = 405.80 Page 19 PR10.RE5 ELEVATION DIFFERENCE(FEET) = 2.10 TC = 0.393*[( 230.00 * *3) /( 2.10)1 * *.2 = 8.842 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.166 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8284 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.07 TOTAL AREA(ACRES) = 1.17 TOTAL RUNOFF(CFS) = 3.07 FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » »>( STREET TABLE SECTION # 1 USED) ««< ------------------------------ -------------------- UPSTREAM ELEVATION(FEET) = 405.80 DOWNSTREAM ELEVATION(FEET) = 404.30 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 • HALFSTREET FLOOD WIDTH(FEET) = 12.54 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.02 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 1.81 TC(MIN.) = 10.66 10 YEAR RAINFALL INTENSITY(INCH /HOUR) _ ,2.830 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8214 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.91 SUBAREA RUNOFF(CFS) = 6.77 TOTAL AREA(ACRES) = 4.08 PEAK FLOW RATE(CFS) = 9.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.04 FLOW VELOCITY(FEET /SEC.) = 2.22 DEPTH *VELOCITY(FT *FT /SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 450.00 FEET. FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 404.30 DOWNSTREAM ELEVATION(FEET) = 401.20 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 Page 20 • PR10.RE5 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.45 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 2.99 TC(MIN.) = 13.65 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.440 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8113 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 4.25 SUBAREA RUNOFF(CFS) = 8.41 TOTAL AREA(ACRES) = 8.33 PEAK FLOW RATE(CFS) = 18.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.18 FLOW VELOCITY(FEET /SEC.) = 2.62 DEPTH *VELOCITY(FT *FT /SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00.= 890.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 615.00 TO NODE 603.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.440 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8113 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 9.09 SUBAREA RUNOFF(CFS) = 17.99 TOTAL AREA(ACRES) = 17.42 TOTAL RUNOFF(CFS) = 36.24 TC(MIN.) = 13.65 FLOW PROCESS FROM NODE 600.00 TO NODE 603.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ------------------------------------------------ ------------ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.65 RAINFALL INTENSITY(INCH /HR) = 2.44 TOTAL STREAM AREA(ACRES) = 17.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.24 FLOW PROCESS FROM NODE 605.00 TO NODE • 606.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -------------------------------------------------- ------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 UPSTREAM ELEVATION(FEET) = 405.50 DOWNSTREAM ELEVATION(FEET) = 404.60 ELEVATION DIFFERENCE(FEET) = 0.90 TC = 0.393 *[( 290.00 * *3) /( 0.90)] * *.2 = 12.038 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.631 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF, COEFFICIENT = .8165 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.44 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 3.44 Page 21 - -FLOW PROCESS FROM NODE 606.00 TO NODE 607.00 IS CODE = 62 -------------------------- ------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED)««< -------------------------- ------------------------ UPSTREAM ELEVATION(FEET) = 404.60 DOWNSTREAM ELEVATION(FEET) = 403.20 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.09 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.60 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 3.54 TC(MIN.) = 15.58 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.254 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8055 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.28 SUBAREA RUNOFF(CFS) = 4.14 TOTAL AREA(ACRES) = 3.88 PEAK FLOW RATE(CFS) = 7.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.96 FLOW VELOCITY(FEET /SEC.) = 1.73 DEPTH *VELOCITY(FT *FT /SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 605.00 TO NODE 607.00 = 630.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 607.00 TO NODE 608.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 1 USED) ««< --------------------------------- ----------------- UPSTREAM ELEVATION(FEET) = 403.20 DOWNSTREAM ELEVATION(FEET) = 392.60 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.37 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.35 STREET FLOW TRAVEL TIME(MIN.) = 1.94 TC(MIN.) = 17.52 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.100 Page 22 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8001 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 4.72 TOTAL AREA(ACRES) = 6.69 PEAK FLOW RATE(CFS) = 12.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.54 FLOW VELOCITY(FEET /SEC.) = 3.85 DEPTH *VELOCITY(FT *FT /SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 605.00 TO NODE 608.00 = 1060.00 FEET. FLOW PROCESS FROM NODE 605.00 TO NODE 608.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.52 RAINFALL INTENSITY(INCH /HR) = 2.10 TOTAL STREAM AREA(ACRES) = 6.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 609.00 TO NODE 610.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------- --------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 430.00 UPSTREAM ELEVATION(FEET) = 402.50 DOWNSTREAM ELEVATION(FEET) = 401.00 ELEVATION DIFFERENCE(FEET) = 1.50 TC = 0.393 *[( 430.00 * *3) /( 1.50)] * *.2 = 13.766 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.427 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8109 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.58 TOTAL AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 2.58 FLOW PROCESS FROM NODE 609.50 TO NODE 610.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< -------------------------------------------------- - - - --- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 61.00 UPSTREAM ELEVATION(FEET) = 407.10 DOWNSTREAM ELEVATION(FEET) = 407.00 ELEVATION DIFFERENCE(FEET) = 0.10 TC = 0.393 *[( 61.00 * *3) /( 0.10)] * *.2 = 7.331 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.543 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8349 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 3.05 it it *it **sY it it it * *'k *ir it * * * * * * * *ic *sY * *�• * * *'.•?: * * *ir it *ir it it it *ir it * * * * * *ir it * * * * *ir it ** *'.cis *ir *ir * *sY it - -FLOW PROCESS FROM NODE 612.00 TO NODE 611.00 IS CODE = 21 Page 23 • PR1 » »>RATIONAL METHOD INITIAL SUBAREA ANALYS NALYSIS ««< --------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 209.00 UPSTREAM ELEVATION(FEET) = 402.60 DOWNSTREAM ELEVATION(FEET) = 401.10 ELEVATION DIFFERENCE(FEET) = 1.50 TC = 0.393 *[( 209.00 * *3) /( 1.50)] * *.2 = 8.929 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.147 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8280 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.00 TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) 3.00 FLOW PROCESS FROM NODE 613.00 TO NODE 614.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INT SINGLE- FAMILY(1 /4 ACRE SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 8.93 NSITY(INCH /HOUR) = 3.147 LOT) RUNOFF COEFFICIENT = .8280 TIC„ 2.70 SUBAREA RUNOFF(CFS) = 7.04 3.85 TOTAL RUNOFF(CFS) = 10.03 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 609.00 TO NODE 611.00 IS CODE = 1 »>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ------------------------------------------------- ---------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.93 RAINFALL INTENSITY(INCH /HR) = 3.15 TOTAL STREAM AREA(ACRES) = 3.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.03 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 36.24 13.65 2.440 17.42 2 12.30 17.52 2.100 6.69 3 10.03 8.93 3.147 3.85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 40.01 8.93 3.147 2 53.60 13.65 2.440 3 50.19 17.52 2.100 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 53.60 TC(MIN.) = 13.65 TOTAL AREA(ACRES) = 27.96 LONGEST FLOWPATH FROM NODE 605.00 TO NODE 611.00 = 1060.00 FEET. Page 24 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.440 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8823 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 4.33 SUBAREA RUNOFF(CFS) = 9.32 TOTAL AREA(ACRES) = 32.29 TOTAL RUNOFF(CFS) = 62.92 TC(MIN.) = 13.65 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ---------------------------------------------- - - - - -- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 346.00 UPSTREAM ELEVATION(FEET) = 409.58 DOWNSTREAM ELEVATION(FEET) = 407.10 ELEVATION DIFFERENCE(FEET) = 2.48 TC = 0.533 *[( 346.00 * *3) /( 2.48)] * *.2 = 14.824 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.322 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6202 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.02 FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 52 ---------------------------------------------------------------------------- » »>COMPUTE NATURAL VALLEY CHANNEL FLOW « «< »»>TRAVELTIME THRU SUBAREA ««< ----------------------------------------------- ------------------------- ELEVATION DATA: UPSTREAM(FEET) = 407.10 DOWNSTREAM(FEET) = 405.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 453.00 CHANNEL SLOPE = 0.0029 CHANNEL FLOW THRU SUBAREA(CFS) = 2.02 FLOW VELOCITY(FEET /SEC) = 0.92 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.18 TC(MIN.) = 23.00 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 702.00 = 799.00 FEET. it * * *ir it ir',t'.t'.t �k ir'r *ic *ie it st it it *ir it it *4c sY *ir *ir * * *ir is *it * * *ir'.r * * * *sY it *ir * * *sY sY sY it it * *'•t sY sY *'.r it * * *ir it sY sY it FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.784 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5670 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 5.72 SUBAREA RUNOFF(CFS) = 5.79 TOTAL AREA(ACRES) = 7.12 TOTAL RUNOFF(CFS) = 7.80 TC(MIN.) = 23.00 ii * *4r ie it it it it *ir it * *sY it it * *'.r sY it **ic * *ir * *ir ir'.r* * * * * * *ir is it do ic*** ir*: r it ie * *ir it is *ic it * *sY 'r it *ir'.t * *ir sY *ir it FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 52 -----------------------------------------------------------------=---------- »» >COMPUTE NATURAL VALLEY CHANNEL FLOW« «< • -- » »>TRAVELTIME - THRU - SUBAREA««<__________ _______________________________ ELEVATION DATA: UPSTREAM(FEET) = 405.80 DOWNSTREAM(FEET) = 403.70 Page 25 PRlO. RES CHANNEL LENGTH THRU SUBAREA(FEET) = 560.00.0 0 CHANNEL SLOPE = 0.0037 CHANNEL FLOW THRU SUBAREA(CFS) = 7.80 FLOW VELOCITY(FEET /SEC) = 1.44 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.49 TC(MIN.) =, 29.49 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 703.00 = 1359.00 FEET. FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 81 -------------------------------------------------------------=-------- - - - - -- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.537 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5352 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 13.14 SUBAREA RUNOFF(CFS) = 10.81 TOTAL AREA(ACRES) = 20.26 TOTAL RUNOFF(CFS) = 18.61 TC(MIN.) = 29.49 FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 52 ---------------------------------------------------------------------------- » » >COMPUTE NATURAL VALLEY CHANNEL FLOW ««< » » >TRAVELTIME THRU SUBAREA« «< ELEVATION DATA: UPSTREAM(FEET) = 403.70 DOWNSTREAM(FEET) = 402.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 551.00 CHANNEL SLOPE = 0.0015 CHANNEL FLOW THRU SUBAREA(CFS) = 18.61 FLOW VELOCITY(FEET /SEC) = 1.12 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.20 TC(MIN.) = 37.69 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 1910.00 FEET. • * * ** *'sic it it it is it it k is it it *ir it* *'sir is * *�'� * *sY *ir is it k*' �*** k* ir* i; �iri r* � '� *ir * * * * * *k *ir *��'�ir * * * * * *ir FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.326 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5028 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) 14.97 . SUBAREA RUNOFF(CFS) = 9.98 TOTAL AREA(ACRES) = 35.23 TOTAL RUNOFF(CFS) = 28.59 TC(MIN.) = 37.69 .. *k it is * *it it it it *� � *ir is *� *k * *� *ir * * * * *�• *st it *� *k it *� *k it * * *it *k * * * *�� *ir it it *� *ir it * *� *� *ir it it �" FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ----------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 278.00 UPSTREAM ELEVATION(FEET) = 408.00 DOWNSTREAM ELEVATION(FEET) = 407.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC = 0.533 *[( 278.00 * *3) /( 1.00)] * *.2 = 15.589 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.253 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6143 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.29 ^ TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.29 *ici: *i:ir * * * * * *�• *ir ir* *ir *ir * * *i: it it it is i :i:i:i :::iri:i: *::i:ir **ir * * *'c sY it it it it it is *ir sY is it i:i :i :ir *ir it is is is it k it s: it Page 26 • PR10.RES FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 52 ---------------------------------------------------------------------------- » » >COMPUTE NATURAL VALLEY CHANNEL FLOW « «< » » >TRAVELTIME THRU SUBAREA« «< ----------------------------------------------------------- ------------ ELEVATION DATA: UPSTREAM(FEET) = 407.00 DOWNSTREAM(FEET).= 405.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 338.00 CHANNEL SLOPE = 0.0047 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.29, FLOW VELOCITY(FEET /SEC) = 1.03 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.46 TC(MIN.) = 21.05 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 616.00 FEET. FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.881 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5781 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 1.73 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 2.02 TC(MIN.) = 21.05 FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 52 ---------------------------------------------------------------------------- » »>COMPUTE NATURAL VALLEY CHANNEL FLOW « «< » »>TRAVELTIME THRU SUBAREA « «< • ELEVATION DATA: UPSTREAM(FEET) = 405.40 DOWNSTREAM(FEET) = 404.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 375.00 CHANNEL SLOPE = 0.0013 CHANNEL FLOW THRU SUBAREA(CFS) = 2.02 FLOW VELOCITY(FEET /SEC) = 0.63 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 9.92 TC(MIN.) = 30.97 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 803.00 = 991.00 FEET. FLOW PROCESS FROM NODE 802.00 TO NODE' 803.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.492 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5288 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.11 SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 4.91 TOTAL RUNOFF(CFS) = 4.47 TC(MIN.) = 30.97 ------------------------------------------------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.91 TC(MIN.) = 30.97 PEAK FLOW RATE(CFS) = 4.47 ----------------------------------------------------- END OF RATIONAL METHOD ANALYSIS C • Page 27 PR10.RES it **ir it * *it it ir*ir *ir it it it * *k sY it *ic *ir it st *i: is *ic it is * * **ir * * *ir*ir it *ir st is is it * *'.t it it *iris is it is *ir sY it is is is it it sY ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2005 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 06/01/2005 License ID 1527 Analysis prepared by: * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** Enclave at La Quinta 10 -Year Rational Method Analysis FILE NAME: PR10.DAT TIME /DATE OF STUDY: 11:03 08/14/2008 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 • 2 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 0.360 100 -YEAR, 1 -HOUR PRECIPITATION(INCH) = 1.900 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.004 SLOPE OF INTENSITY DURATION CURVE = 0.6000 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT - /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 1.00 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 4.5 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- » »> RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ---------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 662.00 UPSTREAM ELEVATION(FEET) = 420.64 DOWNSTREAM ELEVATION(FEET) = 419.12 Page 1 PR10.RES ELEVATION DIFFERENCE(FEET) = 1.52 TC = 0.709 *[( 662.00 * *3) /( 1.52)] * *.2 = 32.139 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.459 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6381 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.69 ,TOTAL AREA(ACRES) = 0.74 TOTAL RUNOFF(CFS) = 0.69 FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.459 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8738 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 1.37 TC(MIN.) = 32.14 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 - INITIAL SUBAREA FLOW- LENGTH(FEET) = 717.50 UPSTREAM ELEVATION(FEET) = 423.11 DOWNSTREAM ELEVATION(FEET) = 421.02 ELEVATION DIFFERENCE(FEET) = 2.09 TC = 0.709 *[( 717.50 * *3) /( 2.09)] * *.2 = 31.649 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.473 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6398 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.90 TOTAL AREA(ACRES) = 0.96 TOTAL RUNOFF(CFS) = 0.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.473 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8740 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 1.79 TC(MIN.) = 31.65 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 642.00 UPSTREAM ELEVATION(FEET) = 420.72 DOWNSTREAM ELEVATION(FEET) = 418.45 ELEVATION DIFFERENCE(FEET) = 2.27 Page 2 PR10.RE5 TC = 0.709 *[( 642.00 * *3) /( 2.27)] * *.2 = 29.121 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.548 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6489 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.548 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8749 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 1.90. TOTAL RUNOFF(CFS) = 2.19 TC(MIN.) = 29.12 FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 1611.49 UPSTREAM ELEVATION(FEET) = 419.40 DOWNSTREAM ELEVATION(FEET) = 409.13 ELEVATION DIFFERENCE(FEET) = 10.27 TC = 0.709 *[( 1611.49 * *3) /( 10.27)] * *.2 = 37.404 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.332 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6209 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.79 TOTAL AREA(ACRES) = 2.16 TOTAL RUNOFF(CFS) = 1.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ----------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.332 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8721 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.57 SUBAREA RUNOFF(CFS) = 1.82 TOTAL AREA(ACRES) = 3.73 TOTAL RUNOFF(CFS) = 3.61 TC(MIN.) = 37.40 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)]• *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 659.00 UPSTREAM ELEVATION(FEET) = 409.50 DOWNSTREAM ELEVATION(FEET) = 406.15 ELEVATION DIFFERENCE(FEET) = 3.35 TC = 0.709 *[( 659.00 * *3) /( 3.35)] * *.2 = 27.366 Page 3 • PR10.RES 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.607 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6556 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.95 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 0.95 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.607 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8756 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF(CFS) = 0.93 TOTAL AREA(ACRES) = 1.56 TOTAL RUNOFF(CFS) = 1.88 TC(MIN.) = 27.37 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 621.38 UPSTREAM ELEVATION(FEET) = 406.15 DOWNSTREAM ELEVATION(FEET) = 403.55 ELEVATION DIFFERENCE(FEET) = 2.60 TC = 0.709 *[( 621.38 * *3) /( 2.60)] * *.2 = 27.791 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.592 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6540 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.96 TOTAL RUNOFF(CFS) = 1.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 81 --------------------------------------------------- ------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.592 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8754 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 0.96 TOTAL AREA(ACRES) = 1.65 TOTAL RUNOFF(CFS) = 1.96 TC(MIN.) = 27.79 :Yir *�•i*�• * **ir it it is ie * *ir it *'ki: it ie * * ** *ir is it is * * * *ir it is is * * * *ie *ic'.: �• *ir * * * * *i* * * *ic * *i: is it *ie i* * *sY'.e FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ------------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 352.20 UPSTREAM ELEVATION(FEET) = 403.94 DOWNSTREAM ELEVATION(FEET) = 402.15 1p ELEVATION DIFFERENCE(FEET) = 1.79 TC = 0.709 *[( 352.20 * *3) /( 1.79)] **.2 = 21.301 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.868 Page 4 P5 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT IENT = = .6815 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.67 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 0.67 FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.868 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8781 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.91 TOTAL RUNOFF(CFS) = 1.30 TC(MIN.) = 21.30 FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 433.97 UPSTREAM ELEVATION(FEET) = 402.54 DOWNSTREAM ELEVATION(FEET) = 399.66 ELEVATION DIFFERENCE(FEET) = 2.88 TC = 0.709 *[( 433.97 * *3) /( 2.88)] * *.2 = 21.953 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.834 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6785 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.53 TOTAL RUNOFF(CFS) = 0.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.834 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8778 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 1.29 TC(MIN.) = 21.95 it it �•;.r * * *'.•ir it ir'rir * *': *k it it * * * * * *'r is it is *ir *ic it is it st *ir it *sY it *ir ** *- k:ri: * *ic *i:ir*sY is is * *i: ir*:c *ir *ir it sY tr s: FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ----------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 275.00 UPSTREAM ELEVATION(FEET) = 419.20 DOWNSTREAM ELEVATION(FEET) = 418.50 ELEVATION DIFFERENCE(FEET) = 0.70 TC = 0.393 *[( 275.00 * *3) /( 0.70)] * *.2 = 12.261 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.602 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8158 Page 5 PR10.RE5 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 0.88 TOTAL RUNOFF(CFS) = 1.87 .. ������* ir*.... ���• ic*.,* ir::.... �'. r��sYi: �........ �ir�....': i:'.......... ���.... ��'. r���.. ..�'.r�........�itk��sY�tit�.. FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 1 USED)« «< -- ----------------------------------------------- -------------------------- UPSTREAM ELEVATION(FEET) = 418.50 DOWNSTREAM ELEVATION(FEET) = 415.10 STREET LENGTH(FEET) = 485.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.74 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.90 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 4.26 TC(MIN.) = 16.52 • 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.175 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8028 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 3.16 SUBAREA RUNOFF(CFS) = 5.52 TOTAL AREA(ACRES) = 4.04 PEAK FLOW RATE(CFS) = 7.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.16 FLOW VELOCITY(FEET /SEC.) = 2.12 DEPTH *VELOCITY(FT *FT /SEC.) = 0.84 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 760.00 FEET. FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< » » >( STREET TABLE SECTION # 1 USED)« «< UPSTREAM ELEVATION(FEET) = 415.10 DOWNSTREAM ELEVATION(FEET) = 411.30 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 Page 6 18 ES 14. HALFSTREET FLOOD WIDTH(FEET) = 14.18 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.42 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 3.03 TC(MIN.) = 19.55 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.966 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7949 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.87 SUBAREA RUNOFF(CFS) = 4.49 TOTAL AREA(ACRES) = 6.91 PEAK FLOW RATE(CFS) = 11.87 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.43 FLOW VELOCITY(FEET /SEC.) = 2.56 DEPTH *VELOCITY(FT *FT /SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 1200.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ------------------------- ------------------- ELEVATION DATA: UPSTREAM(FEET) = 411.30 DOWNSTREAM(FEET) = 402.30 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 15.67 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 11.87 PIPE TRAVEL TIME(MIN.) = 0.12 TC(MIN.) 19.67 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 1310.00 FEET. FLOW PROCESS FROM NODE 205.00 TO NODE 204.00 IS CODE = 81 ----------------------------------------- 7 ---------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.959 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7946 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 7.93 SUBAREA RUNOFF(CFS) = 12.35 TOTAL AREA(ACRES) = 14.84 TOTAL RUNOFF(CFS) = 24.22 TC(MIN.) = 19.67 FLOW PROCESS FROM NODE 200.00 TO NODE 204.00 IS CODE = 1 ------------------------------------- 7 -------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ---------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.67 RAINFALL INTENSITY(INCH /HR) = 1.96 TOTAL STREAM AREA(ACRES) = 14.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.22 FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) 303.00 Page 7 PR10.RES UPSTREAM ELEVATION(FEET) = 419.10 DOWNSTREAM ELEVATION(FEET) = 416.60 ELEVATION DIFFERENCE(FEET) = 2.50 TC = 0-393*[( 303.00 * *3) /( 2.50)] * *.2 = 10.075 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.927 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8236 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.22 TOTAL AREA(ACRES) = 0.92 TOTAL RUNOFF(CFS) = 2.22 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 416.60 DOWNSTREAM ELEVATION(FEET) = 412.70 STREET LENGTH(FEET) = 800.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.36 • STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.40 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.77 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.71 STREET FLOW TRAVEL TIME(MIN.) = 7.54 TC(MIN.) = 17.61 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.094 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7999 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 4.86 SUBAREA RUNOFF(CFS) = 8.14 TOTAL AREA(ACRES) = 5.78 PEAK FLOW RATE(CFS) = 10.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.45 FLOW VELOCITY(FEET /SEC.) = 1.98 DEPTH *VELOCITY(FT *FT /SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 206.00 TO NODE 208.00 = 1103.00 FEET. FLOW PROCESS FROM NODE 206.00 TO NODE 208.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ---------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.61 RAINFALL INTENSITY(INCH /HR) = 2.09 TOTAL STREAM AREA(ACRES) = 5.78 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.36 -- FLOW - PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 21 »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< Page 8 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 416.30 DOWNSTREAM ELEVATION(FEET) = 415.70 ELEVATION DIFFERENCE(FEET) = 0.60 TC = 0.393 *[( 230.00 * *3) /( 0.60)] * *.2 = 11.360 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.724 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8189 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.16 TOTAL AREA(ACRES) = 0.97 TOTAL RUNOFF(CFS) = 2.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< » » >( STREET TABLE SECTION # 1 USED) « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 415.70 DOWNSTREAM ELEVATION(FEET) = 413.60 STREET LENGTH(FEET) = 550.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk FLOW Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.47 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 6.25 TC(MIN.) = 17.61 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.094 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7999 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 3.37 PEAK FLOW RATE(CFS) = 6.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.95 FLOW VELOCITY(FEET /SEC.) = 1.60 DEPTH *VELOCITY(FT *FT /SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 211.00 = 780.00 FEET. FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 413.60 DOWNSTREAM(FEET) = 402.30 FLOW LENGTH(FEET) = 440.00 MANNING'S N = 0.013 • DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.64 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 Page 9 • PR10.RES PIPE- FLOW(CFS) = 6.18 PIPE TRAVEL TIME(MIN.) = 0.85 TC(MIN.) = 18.46 LONGEST FLOWPATH FROM NODE 209.00 TO NODE 212.00 = 1220.00 FEET. FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.035 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7977 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 4.27 SUBAREA RUNOFF(CFS) = 6.93 TOTAL AREA(ACRES) = 7.64 TOTAL RUNOFF(CFS) = 13.12 TC(MIN.) = 18.46 FLOW PROCESS FROM NODE 209.00 TO NODE 212.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 18.46 RAINFALL INTENSITY(INCH /HR) 2.04 TOTAL STREAM AREA(ACRES) = 7.64 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.12 ** CONFLUENCE DATA ** • STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 24.22 19.67 1.959 14.84 2 10.36 17.61 2.094 5.78 3 13.12 18.46 2.035 7.64 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 44.56 17.61 2.094 2 45.92 18.46 2.035 3 46.54 19.67 1.959 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.54 TC(MIN.) = 19.67 TOTAL AREA(ACRES) = 28.26 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 1310.00 FEET. it is *ir * *ir it * * * * * * *ir it sY it it it it i:ir* * *k * * * * * * * * * * * *'.:ir *ir it it i.•ifi.•i: * * * * * *ir is is is it it it it *ir it it * * * *ir it #ir FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.959 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8789 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 3.09 SUBAREA RUNOFF(CFS) = 5.32 TOTAL AREA(ACRES) = 31.35 TOTAL RUNOFF(CFS) = 51.86 TC(MIN.) = 19.67 Page 10 FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -------------------------------------------------------------------------- -------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)) * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 275.00 UPSTREAM ELEVATION(FEET) = 420.90 DOWNSTREAM ELEVATION(FEET) = 419.30 ELEVATION DIFFERENCE(FEET) = 1.60 TC = 0.393 *[( 275.00 * *3) /( 1.60)1* *.2 = 10.393 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.873 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8224 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 1.37 TOTAL RUNOFF(CFS) = 3.24 FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED)« «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 419.30 DOWNSTREAM ELEVATION(FEET) = 414.20 STREET LENGTH(FEET) = 638.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 • INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = Z STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.55 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.30 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 4.63 TC(MIN.) = 15.02 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.303 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8071 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 5.55 SUBAREA RUNOFF(CFS) = 10.32 TOTAL AREA(ACRES) = 6.92 PEAK FLOW RATE(CFS) = 13.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.60 FLOW VELOCITY(FEET /SEC.) = 2.55 DEPTH *VELOCITY(FT *FT /SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 913.00 FEET. FLOW PROCESS FROM NODE 302.00 TO NODE 303.00 IS CODE = 62 » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »» >( STREET TABLE SECTION # 1 USED) ««< • UPSTREAM ELEVATION(FEET) = 414.20 DOWNSTREAM ELEVATION(FEET) = 409.60 Page 11 • ES STREET LENGTH(FEET) = 688.00 CURB RB HEIGHT(INCHES) HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.63 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.51 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 4.57 TC(MIN.) = 19.59 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.964 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7948 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 5.93 TOTAL AREA(ACRES) = 10.72 PEAK FLOW RATE(CFS) = 19.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.96 FLOW VELOCITY(FEET /SEC.) = 2.60 DEPTH *VELOCITY(FT *FT /SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 303.00 = 1601.00 FEET. 40 FLOW PROCESS FROM NODE 304.00 TO NODE 303.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.964 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7948 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 6.65 SUBAREA RUNOFF(CFS) = 10.38 TOTAL AREA(ACRES) = 17.37 TOTAL RUNOFF(CFS) = 29.87 TC(MIN.) = 19.59' FLOW PROCESS FROM NODE 303.00 TO NODE 305.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 409.60 DOWNSTREAM(FEET) = 401.90 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.31 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.87 PIPE TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 19.85 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 305.00 = 1821.00 FEET. FLOW PROCESS FROM NODE 303.00 TO NODE 305.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.949 Page 12 SINGLE- FAMILY(1 /4 ACRE SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 19.85 PR10.RES LOT) RUNOFF COEFFICIENT = .7942 loc" 6.95 SUBAREA RUNOFF(CFS) = 10.76 2.4.32 TOTAL RUNOFF(CFS) = 40.63 * * *ir sY *'.r *'.r * * * * *ir ie'.r *ir it * * * *.... *:t * * *.... *ir sY sY * * *•k sY ir .. ............ *i:ir * *ir * *sY',r *ir ir'.r it ir'r :r :r is sY it ir'.. .. FLOW.PROCESS FROM NODE 306.00 TO NODE 305.00 IS CODE = 81 --------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INT SINGLE- FAMILY(1 /4 ACRE SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 19.85 ENSITY(INCH /HOUR) = 1.949 LOT) RUNOFF COEFFICIENT = .7942 11Clo 6.03 SUBAREA RUNOFF(CFS) = 9.33 30.35 TOTAL RUNOFF(CFS) = 49.96 FLOW PROCESS FROM NODE 300.00 TO NODE 305.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.85 RAINFALL INTENSITY(INCH /HR) = 1.95 TOTAL STREAM AREA(ACRES) = 30.35 PEAK FLOW RATE(CFS) AT CONFLUENCE = 49.96 • - -FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 21 ---------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = - 411.30 DOWNSTREAM ELEVATION(FEET) = 410.40 ELEVATION DIFFERENCE(FEET) = 0.90 TC = 0.393 *[( 220.00 * *3) /( 0.90)] * *.2 = 10.199 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.906 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8231 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.37 TOTAL AREA(ACRES) = 0.99 TOTAL RUNOFF(CFS) = 2.37 .. *'.r *ir it is *'k * *ir *'r *�•:t * * *ir * * * * *ir it it it ir* it*** sY sY sY'.c * * *�•'c *'.r *ir *ir it * *ir st *'c * * * *ir *:r * *�•ir'r 't'.r sY it it it FLOW PROCESS FROM NODE 308.00 TO NODE 309.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED)««< ----------------------------- --------------------- UPSTREAM ELEVATION(FEET) = 410.40 DOWNSTREAM ELEVATION(FEET) = 409.40 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 , DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL).= 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 Page 13 PR10.RES • SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.54 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 2.38 TC(MIN.) = 12.57 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.563 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8147 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) = 5.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.62 FLOW VELOCITY(FEET /SEC.) = 1.66 DEPTH *VELOCITY(FT *FT /SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 307.00 TO NODE 309.00 = 440.00 FEET. FLOW PROCESS FROM NODE 307.00 TO NODE 309.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ----------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 • CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.57 RAINFALL INTENSITY(INCH /HR) = 2.56 TOTAL STREAM AREA(ACRES) = 2.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.37 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 49.96 19.85 1.949 30.35 2 5.37 12.57 2.563 2.43 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE *- STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 37.02 12.57 2.563 2 54.04 19.85 1.949 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 54.04 TC(MIN.) = 19.85 TOTAL AREA(ACRES) = 32.78 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 309.00 = 1821.00 FEET. FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ----------------------------------------------------------- • ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) Page 14 PR10.RE5 TC = K ~[(LENGTH *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 411.60 DOWNSTREAM ELEVATION(FEET) = 408.70 ELEVATION DIFFERENCE(FEET) = 2.90 TC = 0.393 *[( 220.00 * *3) /( 2.90)] * *.2 = 8.071 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.344 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8316 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.64 TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 2.64 FLOW PROCESS FROM NODE 401.00 TO NODE 402.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » »>( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 408.70 DOWNSTREAM ELEVATION(FEET) = 406.60 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 • **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.46 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 4.33 TC(MIN.) = 12.40 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.585 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8153 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.56 SUBAREA RUNOFF(CFS) = 5.39 TOTAL AREA(ACRES) = 3.51 PEAK FLOW RATE(CFS) = 8.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.88 FLOW VELOCITY(FEET /SEC.) = 1.85 DEPTH *VELOCITY(FT *FT /SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 402.00 = 660.00 FEET. FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 62 --------------------------.-------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 1 USED)« «< UPSTREAM ELEVATION(FEET) = 406.60 DOWNSTREAM ELEVATION(FEET) = 404.10 STREET LENGTH(FEET) = 440.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 Page 15 PR10.RES SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.07 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.96 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.41 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.25 STREET FLOW TRAVEL TIME(MIN.) = 3.05 TC(MIN.) = 15.44 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.265 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8059 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 10.95 SUBAREA RUNOFF(CFS) = 19.99 TOTAL AREA(ACRES) = 14.46 PEAK FLOW RATE(CFS) = 28.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 23.79 FLOW VELOCITY(FEET /SEC.) = 2.67 DEPTH *VELOCITY(FT *FT /SEC.) = 1.57 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 403.00 = 1100.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 403.00 TO NODE 404.00 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ----------------------------- --------------- ELEVATION DATA: UPSTREAM(FEET) = 404.10 DOWNSTREAM(FEET) = 394.70 • FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 14.97 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 28.03 PIPE TRAVEL TIME(MIN.) = 0.24 TC(MIN.) = 15.69 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 404.00 = 1320.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 405.00 TO NODE 404.00 IS CODE = 81 ---------------------------------------------=------------------------ - - - - -- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------- ---------------------- 10 YEAR RAINFALL INT SINGLE- FAMILY(1 /4 ACRE SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 15.69 --------------------------------------- --------------------------------------- ENSITY(INCH /HOUR) = 2.244 LOT) RUNOFF COEFFICIENT = .8052 11C11 3.23 SUBAREA RUNOFF(CFS) = 5.84 17.69 TOTAL RUNOFF(CFS) = 33.86 ir'• tit *'.r *ir'.r sY it * *� *ir * * * ** *sir * *it'.t * * * *�• * *ir it * *:cic * * * * *ie is it ir'.r it is *�k * **sY :r * *ir'.r *ir do * * * *ir it * *ir sY FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- » »>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.244 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8810 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.77 TOTAL AREA(ACRES) = 19.09 TOTAL RUNOFF(CFS) = 36.63 TC(MIN.) = 15.69 ..ic *i: * * * * * *ir is is sY it it ic'.ric * *ir*ir ** icy .... *i: *........ * *.......: * *ir it it *...... *ic'.•it it it it it it * * *ir is it is it *.. :: *it :: is Page 16 PR10.RE5 • - -FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------ - ----- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 416.60 DOWNSTREAM ELEVATION(FEET) = 414.90 ELEVATION DIFFERENCE(FEET) = 1.70 TC = 0.393 *[( 220.00 * *3) /( 1.70)] * *.2 = 8.981 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.136 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8278 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.10 TOTAL AREA(ACRES) = 0.81 TOTAL RUNOFF(CFS) = 2.10 FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 1 USED) « «< --- - - - - -- ------------------------------------- --------------------------- UPSTREAM ELEVATION(FEET) = 414.90 DOWNSTREAM ELEVATION(FEET) = 413.10 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.73 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 3.18 TC(MIN.) = 12.16 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.615 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8161 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.44 SUBAREA RUNOFF(CFS) = 5.21 TOTAL AREA(ACRES) = 3.25 PEAK FLOW RATE(CFS) = 7.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.87 FLOW VELOCITY(FEET /SEC.) = 1.91 DEPTH *VELOCITY(FT *FT /SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 550.00 FEET. FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » »>( STREET TABLE SECTION # 1` USED)« «< UPSTREAM ELEVATION(FEET) = 413.10 DOWNSTREAM ELEVATION(FEET) = 412.80 STREET LENGTH(FEET) = 330.00 CURB HEIGHT(INCHES) = 8.0 Page 17 PR10.RE5 • STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 22.38 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.03 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 5.32 TC(MIN.) = 17.47 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.104 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8003 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.78 SUBAREA RUNOFF(CFS) = 4.68 TOTAL AREA(ACRES) = 6.03 PEAK FLOW RATE(CFS) = 11.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 24.41 FLOW VELOCITY(FEET /SEC.) = 1.09 DEPTH *VELOCITY(FT *FT /SEC.) = 0.65 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 503.00 = 880.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 503.00 TO NODE 504.00 IS CODE = 62 ------ ---- ---- ---------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 1 USED) « «< ------------------------------------------ ------------------------------ UPSTREAM ELEVATION(FEET) = 412.80 DOWNSTREAM ELEVATION(FEET) = 407.60 STREET LENGTH(FEET) = 825.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52. HALFSTREET FLOOD WIDTH(FEET) = 20.27 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.55• PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.34 STREET FLOW TRAVEL TIME(MIN.) = 5.39 TC(MIN.) = 22.86 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.790 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7872 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = <. 10.91 SUBAREA RUNOFF(CFS) = 15.38 TOTAL AREA(ACRES) = 16.94 PEAK FLOW RATE(CFS) = 27.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 23.09 Page 18 PR10.RE5 FLOW VELOCITY(FEET /SEC.) = 2.76 DEPTH *VELOCITY(FT *FT /SEC.) = 1.59 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 504.00 = 1705.00 FEET. FLOW PROCESS FROM NODE 504.00 TO NODE 505.00 IS CODE = 62 ---------------------------------------------------------------------------- »» >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 407.60 DOWNSTREAM ELEVATION(FEET) = 404.20 STREET LENGTH(FEET) = 825.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning'S FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning'S FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 33.63 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) 0.65 HALFSTREET FLOOD WIDTH(FEET) = 27.15 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.48 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.61 STREET FLOW TRAVEL TIME(MIN.) = 5.54 TC(MIN.) = 28.40 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.572 • SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7758 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 10.26 SUBAREA RUNOFF(CFS) = 12.51 TOTAL AREA(ACRES) = 27.20 PEAK FLOW RATE(CFS) = 39.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 29.73 FLOW VELOCITY(FEET /SEC.) = 2.58 DEPTH *VELOCITY(FT *FT /SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 505.00 = 2530.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTI COMMERCIAL DEVELOPMENT SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 28.40 NSITY(INCH /HOUR) = 1.572 RUNOFF COEFFICIENT = .8752 11C11 2.81 SUBAREA RUNOFF(CFS) = 3.87 30.01 TOTAL RUNOFF(CFS) = 43.74 FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 230.00 . UPSTREAM ELEVATION(FEET) = 407.90 DOWNSTREAM ELEVATION(FEET) = 405.80 Page 19 PR10.RE5 ELEVATION DIFFERENCE(FEET) = 2.10 TC = 0.393*[( 230.00 * *3) /( 2.10)1 * *.2 = 8.842 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.166 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8284 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.07 TOTAL AREA(ACRES) = 1.17 TOTAL RUNOFF(CFS) = 3.07 FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 62 ---------------------------------------------------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA ««< » » >( STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 405.80 DOWNSTREAM ELEVATION(FEET) = 404.30 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 • HALFSTREET FLOOD WIDTH(FEET) = 12.54 - AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.02 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 1.81 TC(MIN.) = 10.66 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.830 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8214 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.91 SUBAREA RUNOFF(CFS) = 6.77 TOTAL AREA(ACRES) = 4.08 PEAK FLOW RATE(CFS) = 9.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.04 FLOW VELOCITY(FEET /SEC.) = 2.22 DEPTH *VELOCITY(FT *FT /SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 450.00 FEET. FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< »»>( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 404.30 DOWNSTREAM ELEVATION(FEET) = 401.20 STREET LENGTH(FEET) = 4:40.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 Page 20 PR10.RES *'TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.45 PRODUCT OF DEPTH &VELOCITY(FT*FT /SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 2.99 TC(MIN.) = 13.65 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.440 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8113 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 4.25 SUBAREA RUNOFF(CFS) = 8.41 TOTAL AREA(ACRES) = 8.33 PEAK FLOW RATE(CFS) = 18.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.18 FLOW VELOCITY(FEET /SEC.) = 2.62 DEPTH *VELOCITY(FT *FT /SEC.) = 1.32 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 890.00 FEET. FLOW PROCESS FROM NODE 615.00 TO NODE 603.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW ««< 10 YEAR RAINFALL INT SINGLE- FAMILY(1 /4 ACRE SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN.) = 13.65 ENSITY(INCH /HOUR) = 2.440 LOT) RUNOFF COEFFICIENT = .8113 TIC 9.09 SUBAREA RUNOFF(CFS) = 17.99 17.42 TOTAL RUNOFF(CFS) = 36.24 FLOW PROCESS FROM NODE 600.00 TO NODE 603.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< -------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.65 RAINFALL INTENSITY(INCH /HR) = 2.44 TOTAL STREAM AREA(ACRES) = 17.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.24 FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< --------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 UPSTREAM ELEVATION(FEET) = 405.50 DOWNSTREAM ELEVATION(FEET) = 404.60 ELEVATION DIFFERENCE(FEET) = 0.90 TC = 0.393'[( 290.00 * *3) /( 0.90)] * *.2 = 12.038 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.631 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8165 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.44 TOTAL AREA(ACRES) = 1.60 TOTAL RUNOFF(CFS) = 3.44 ir: ric' r'. r: t' r........' rir'. r'. r**.... �•ir *ic * * *:ri:ir'.r'r'.r....'r* ism•** k '. *�•ir * *iri:'ci:ir *'r.... * * *it :e it * *ir *': .. *ir it *ir'.c'.: it Page 21 - -FLOW PROCESS FROM NODE 606.00 TO NODE 607.00 IS CODE = 62 -------- ----- ----- ---------- ------------------------------- » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED) ««< - -- - - - - -- -------------------------------------------- -------------------- UPSTREAM ELEVATION(FEET) = 404.60 DOWNSTREAM ELEVATION(FEET) = 403.20 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = • 13.09 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.60 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 3.54 TC(MIN.) = 15.58 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.254 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8055 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.28 SUBAREA RUNOFF(CFS) = 4.14 TOTAL AREA(ACRES) = 3.88 PEAK FLOW RATE(CFS) = 7.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 14.96 FLOW VELOCITY(FEET /SEC.): 1.73 DEPTH *VELOCITY(FT *FT /SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 605.00 TO NODE 607.00 = 630.00 FEET. FLOW PROCESS FROM NODE 607.00 TO NODE 608.00 IS CODE = 62 ---------------------------------------------------------------------------- » » >COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA « «< » » >( STREET TABLE SECTION # 1 USED) « «< UPSTREAM ELEVATION(FEET) = 403.20 DOWNSTREAM ELEVATION(FEET) = 392.60 STREET LENGTH(FEET) = 430.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.37 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.35 STREET FLOW TRAVEL TIME(MIN.) = 1.94 TC(MIN.) = 17.52 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.100 Page 22 SINGLE- FAMILY(1 /4 ACRE SOIL CLASSIFICATION IS SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) = PR10.RES LOT) RUNOFF COEFFICIENT = .8001 11Clo 2.81 SUBAREA RUNOFF(CFS) = 4.72 6.69 PEAK FLOW RATE(CFS) = 12.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.54 FLOW VELOCITY(FEET /SEC.) = 3.85 DEPTH *VELOCITY(FT *FT /SEC.) = 1.49 LONGEST FLOWPATH FROM NODE 605.00.TO NODE 608.00 = 1060.00 FEET. FLOW PROCESS FROM NODE 605.00 TO NODE 608.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE ««< ------------------------------------------------------------------------ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.52 RAINFALL INTENSITY(INCH /HR) = 2.10 TOTAL STREAM AREA(ACRES) = 6.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 609.00 TO NODE 610.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------------------------------------ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 430.00 UPSTREAM ELEVATION(FEET) = 402.50 DOWNSTREAM ELEVATION(FEET) = 401.00 ELEVATION DIFFERENCE(FEET) = 1.50 TC = 0.393 *[( 430.00 * *3) /( 1.50)] * *.2 = 13.766 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.427 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8109 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 2.58 TOTAL AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 2.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 609.50 TO NODE 610.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ----------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 61.00 UPSTREAM ELEVATION(FEET) = 407.10 DOWNSTREAM ELEVATION(FEET) = 407.00 ELEVATION DIFFERENCE(FEET) = 0.10 TC = 0.393 *[( 61.00 * *3) /( 0.10)] * *.2 = 7.331 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.543 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8349 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 3.05 FLOW PROCESS FROM NODE 612_00 -TO- NODE - - -- 611_00 IS CODE = 21 ----------------- - - - - -- - - -- Page 23 • PR1 »» >RATIONAL METHOD INITIAL SUBAREA ANALYS NALYSIS ««< ---------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] **.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 209.00 UPSTREAM ELEVATION(FEET) = 402.60 DOWNSTREAM ELEVATION(FEET) = 401.10 ELEVATION DIFFERENCE(FEET) = 1.50 TC = 0.393 *[( 209.00 * *3) /( 1.50)] * *.2 = 8.929 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.147 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8280 SOIL CLASSIFICATION IS "C" SUBAREA RUNOFF(CFS) = 3.00 TOTAL AREA(ACRES) = 1.15 TOTAL RUNOFF(CFS) = 3.00 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 613.00 TO NODE 614.00 IS CODE = 81 ---------------------------=------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.147 SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .8280 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 7.04 TOTAL AREA(ACRES) = 3.85 TOTAL RUNOFF(CFS) = 10.03 TC(MIN.) = 8.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 609.00 TO NODE 611.00 IS CODE = 1 --------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< ------------------------------------------------------- ------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.93 RAINFALL INTENSITY(INCH /HR) = 3.15 TOTAL STREAM AREA(ACRES) = 3.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.03 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 36.24 13.65 2.440 17.42 2 12.30 17.52 2.100 6.69 3 10.03 8.93 3.147 3.85 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 40.01 8.93 3.147 2 53.60 13.65 2.440 3 50.19 17.52 2.100 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 53.60 TC(MIN.) = 13.65 TOTAL AREA(ACRES) = 27.96 LONGEST FLOWPATH FROM NODE 605.00 TO NODE 611.00 = 1060.00 FEET. Page 24 ':* *:'•:r * * ** *'•r it :r it ir',e'.. ': it *� *ir is *' - 'c'.r'r'r ** ,. ::* *ire ': *ir'. *'.t *i: :r :r s: it :r* ;t'.r *ir it ir* ':* FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.440 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8823 SOIL CLASSIFICATION IS "C" SUBAREA AREA(ACRES) = 4.33 SUBAREA RUNOFF(CFS) = 9.32 TOTAL AREA(ACRES) = 32.29 TOTAL RUNOFF(CFS) = 62.92 TC(MIN.) = 13.65 FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 346.00 UPSTREAM ELEVATION(FEET) = 409.58 DOWNSTREAM ELEVATION(FEET) = 407.10 ELEVATION DIFFERENCE(FEET) = 2.48 TC = 0.533 *[( 346.00 * *3) /( 2.48)] * *.2 = 14.824 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.322 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6202 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 2.02 FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 52 ---------------------------------------------------------------------------- »» >COMPUTE NATURAL VALLEY CHANNEL FLOW ««< » »>TRAVELTIME THRU SUBAREA « «< ------------------------------------------------------------ ------------- ELEVATION DATA: UPSTREAM(FEET) = 407.10 DOWNSTREAM(FEET) = 405.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 453.00 CHANNEL SLOPE = 0.0029 CHANNEL FLOW THRU SUBAREA(CFS) = 2.02 FLOW VELOCITY(FEET /SEC) = 0.92 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.18 JC(MIN.) = 23.00 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 702.00 = 799.00 FEET. FLOW,PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.784 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5670 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 5.72 SUBAREA RUNOFF(CFS) = 5.79 TOTAL AREA(ACRES) = 7.12 TOTAL RUNOFF(CFS) = 7.80 TC(MIN.) = 23.00 FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< » » >TRAVELTIME THRU SUBAREA « «< • ELEVATION DATA: UPSTREAM(FEET) 405.80 DOWNSTREAM(FEET) = 403.70 Page 25 • PR10. RES CHANNEL LENGTH THRU SUBAREA(FEET) = 560.00.0 0 CHANNEL SLOPE = 0.0037 CHANNEL FLOW THRU SUBAREA(CFS) = 7.80 FLOW VELOCITY(FEET /SEC) = 1.44 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.49 TC(MIN.) = 29.49 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 703.00 = 1359.00 FEET. '��i:��'��i;ir���'�'�i;�ir�* irk' ������i; ����*' �' �i;' �' ��iri:: r���" i; �- ��' �' ��' ��* �ir�iri :ir������•i;�:r'�ir *ir *ir FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.537 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5352 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 13.14 SUBAREA RUNOFF(CFS) = 10.81 TOTAL AREA(ACRES) = 20.26 TOTAL RUNOFF(CFS) = 18.61 TC(MIN.) = 29.49 FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 52 ---------------------------------------------------------------------------- » » >COMPUTE NATURAL VALLEY CHANNEL FL'OW««< »»>TRAVELTIME THRU SUBAREA « «< ----------------------------------------------------- ------------------ ELEVATION DATA: UPSTREAM(FEET) = 403.70 DOWNSTREAM(FEET) = 402.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 551.00 CHANNEL SLOPE = 0.0015 CHANNEL FLOW THRU SUBAREA(CFS) = 18.61 FLOW VELOCITY(FEET /SEC) = 1.12 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.20 TC(MIN.) = 37.69 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 1910.00 FEET. • * * * *ir it it irk'�'��'�'�'����'�'��ir'�'�* fir* ��' ����k * *��'���ir'� *� *����'�'s��� *i; *'��i; i< * * *ir�'���ir * *ir it FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- »» >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.326 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5028 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 14.97 SUBAREA RUNOFF(CFS) = 9.98 TOTAL AREA(ACRES) = 35.23 TOTAL RUNOFF(CFS) = 28.59 TC(MIN.) = 37.69 ...... ** *its• * *ic it it *it *ir *ir *ir * *it is *ir'.r it * * * * *ir it it * *� � * *� � * * *ir it * *ir * *ir * *ir it * *'.c *k it it it is it it it ir'.r *k FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ----------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 278.00 UPSTREAM ELEVATION(FEET) = 408.00 DOWNSTREAM ELEVATION(FEET) = 407.00 ELEVATION DIFFERENCE(FEET) = 1.00 TC = 0.533 *[( 278.00 * *3) /( 1.00)] * *.2 = 15.589 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.253 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6143 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.21 TOTAL RUNOFF(CFS) = 0.29 • iri..... is it i.�•s:i: it it it * *it��•it't�.... * * *ir it it it it it it *i....,......'.c *it it i...'.r it i.ir *ic it *it.,........ * *ir it it is it it it it it i. .. i.•i: it Page 26 • PR10.RE5 - -FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 52 ---------------------------------------------------------------------- » » >COMPUTE NATURAL VALLEY CHANNEL FLOW « «< »» >TRAVELTIME THRU SUBAREA ««< ------ - - - - -- -------------------------------------------- ------------- ELEVATION DATA: UPSTREAM(FEET) = 407.00 DOWNSTREAM(FEET) = 405.40 CHANNEL LENGTH THRU SUBAREA(FEET) = 338.00 CHANNEL SLOPE = 0.0047 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.29 FLOW VELOCITY(FEET /SEC) = 1.03 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.46 TC(MIN.) = 21.05 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 616.00 FEET. FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.881 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5781 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 1.73 TOTAL AREA(ACRES) = 1.80 TOTAL RUNOFF(CFS) = 2.02 TC(MIN.) = 21.05 FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 52 ---------------------------------------------------------------------------- » »>COMPUTE NATURAL VALLEY CHANNEL FLOW« «< »»>TRAVELTIME THRU SUBAREA« «< • ELEVATION DATA: UPSTREAM(FEET) = 405.40 DOWNSTREAM(FEET) = 404.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 375.00 CHANNEL SLOPE = 0.0013 CHANNEL FLOW THRU SUBAREA(CFS) = 2.02 FLOW VELOCITY(FEET /SEC) = 0.63 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 9.92 TC(MIN.) = 30.97 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 803.00 = 991.00 FEET. FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 81 ---------------------------------------------------------------------------- » » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW « «< 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.492 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5288 SOIL CLASSIFICATION IS "B" SUBAREA AREA(ACRES) = 3.11 SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 4.91 TOTAL RUNOFF(CFS) = 4.47 TC(MIN.) = 30.97 --------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.91 TC(MIN.) = 30.97 PEAK FLOW RATE(CFS) = 4.47 --------------------------------------------------- END OF RATIONAL METHOD ANALYSIS F1 • Page 27 OW. Qoo a , U/S Elev° D /S� eu � • Area ,. 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P?/ Q �.: =� 2,� fer s 117� 44 C11- .6 d, 4h'r'- I- vi 1,4 k C&� e. = - �{e�s DRAM CHKD TITLE. DATE JOB NO. 17520 Newhope Street • Suite 200 • Fountain Valley, California 92708 • tel: 714.481.7300 • fax: 714.481.7299 • �Ple���n�`+ �Iy 4f6l � Q C�� }}V � l ^• V ✓ mod' !! Catchbasin Condition U/S Runoff/ Basin U/S bypass Flow cfs Flow Intercepted cfs . Bypass Flow, cfs i Caid 1 sump 2.81 2.81 0. 1 2 sump 3.68 3.68 0. 1 3 sump 4.48 4.48 0.0 2 4 sump 7.46 7.46 0.00 3.95 5 sump 3.84 3.84 0.00 2.03 6 sump 4.01 4.01 0.00 2.12 7 sump 2.63 2.63 0.00 1.39 8 sump 2.61 2.61 0.00 1.38 9 -a,b sump 16.71 16.71 0.00 8.85 10 -a, b sump 18.86 18.86 0.00 9.98 11 -a, b flow-by 6.28 6.28 0.00 17.34 12 -a, b sump 6.42 6.42 0.00 3.40 13 sump 9.7 9.7 0.00 5.13 14 -a,b flow-by 19.94 19.94 0.00 36.35 15 -a,b flow-by 10.87 10.87 0.00 24.71 16 -a, b flow-by 34.33 27.64 6.69 30.00 17 -a, b sump 6.69 6.69 6.69 0.00 7.08 18 sump 28.91 28.91 0.00 15.30 19 sump 28.91 28.91 0.00 15.30 20 -a, b sump 6.08 6.08 0.00 3.22 21 flow-by 31.17 25.9 5.27 30.00 22 -a,b sum 20.36 5.27 20.36 0.00 13.57 23 -a,b flow-by 43.46 32.09 11.37 30.00 24 -a,b sump 2.45 11.37 2.45 0.00 7.32 25 -a,b sump 2.4 2.4 0.00 1.27 26 -a,b sump 2.95 2.95 0.00 1.56 27 sump 13.43 13.43 0.00 7.11 28 -a,b sump 6.91 6.91 0.00 3.66 29 -a,b sump 2.98 2.98 0.00 1.58 30 sump 5.11 5.11 0.00 . 2.71 31 -a, b flow-by 2.47 2.47 0.00 9.40 32 -a,b flow -by 11.27 11.27 0.00 25.28 Note: Catchbasin size at sump locations calculated using the weir equation C = 3.0`L *(H) ^.67, assuming the depth, H = 0.5'. 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