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HomeMy WebLinkAboutTract Map 33584 Drainage � `y � � V1 _: � .F, �� ���;w � Klk��, .�� � �n�i A`F� ;°..3^� .. �.. {.�� • �k�.�:- Drainage Study � s.� . For ��: F.:<. Temecu la Tract 33584 ,. ¢ Prepared for: ��� Inland Communities w� F- = August 29, 2014 �f� Prepared by: , 'oQ���w�!� ���� �� � �,;�o F��� � �� "� No. 45005 I� � *�Exp. 3-31-2016 i* Tor alker, PE, CFM, LEED GA `q\civ_i�-���� R.C.E. 45005 �.,�'�.C����- .. �::�.. TORY R . WALKER ENG I N EERI NG :s .�Y�S.T - � �F��;��:,::: � ,��*_r, RELIABLE SOLUTIONS IN WATER RESOURCES siA�'��� 122 CIVIC CENTER DR, 5TE 206, VISiA, CA 92084 • 760-4�4-92� 2 ' ��:�:.•,'��': �: 3��`'}4.'�' � �. ��� '� TORY R. WALKER ENCI N EERI NG RELIABLE SOLUTIONS IN WATER RESOURCES TABLE OF CONTENTS CHAPTER 1—INTRODUCTION CHAPTER 2—DETENTION BASIN ANALYSIS 2.1 SYNTHETIC UNIT HYDROGRAPHS 2.2 DIVERSION STRUCTURE TO UNDERGROUND SYSTEM CHAPTER 3—RATIONAL METHOD ANALYSIS CHAPTER 4—INLET SIZING CHAPTER 5—INTERNAL STORM DRAIN HYDRAULIC ANALYSIS 5.1 WSPG STORM DRAIN ANALYSIS 5.2 HEC-RAS ITYDRAULIC ANALYSIS CHAPTER 6—SCOUR ANALYSIS CHAPTER 7—SUMMARY OF RESULTS FIGURES FIGURE 1—Vicinity Map FIGURE 2—Pre-Project Unit Hydrograph Exhibit FIGURE 3—Post-Project Unit Hydrograph Exhibit FIGURE 4—Post-Project Rational Method Hydrology Exhibit FIGURE 5—Pre-Project HEC-RAS Exhibit FIGURE 6—Post-Project HEC-RAS Exhibit APPENDICES APPENDIX A—Riverside County Hydrology Manuat APPENDIX B— Pre-Project Unit Hydrograph APPENDIX C—Post-Project Unit Hydrograph APPENDIX D—Modified-Puls Routing Analysis APPENDIX E—Soils Data APPENDIX F— Inlet Calculations& Rational Method Analysis APPENDIX G—WSPG Storm Drain Hydraulic Analysis APPENDIX H—HEC-RAS Analysis APPENDIX I—Scour Analysis APPENDIX J— Response to Comments Temecula Tract 33584 Drainage Study �HAP1'E 1 -� INT'R�DUCTI�N Tentative Tract No 33584 is a proposed high density residential development site iocated in City of Temecula, Riverside County, California. The project site is approximately 7 acres and is located east o� Interstate 15, at the r�ortheasterly corner of the intersection of Rancho Vista Road and Mira Loma Drive (refer to Figure 1 Vicinity Map). The project site was previously a school site and is accupied by concrete pads for the previous building, concrete sidewalks, parking lots and vegetation. Under pre-project conditions, storm runoff sheet f4ows from southwest to northeast of the site and enters a creek located a�ong the easterly boundary of the site. The creek crosses under the Mira Loma Drive through a double 8'W x 6'H R�inforced Concrete Box (RCB)cufvert. In the post-project condition, runoff from the project site� is conveyecf via curb and gutter to four (4) sump inlet locations within the project site. The catch basins intercept the street runoff and diseharge low flows equal or smaller than those corresponding to Che 8S{" percentile peak flow (0.55 cfs) to the proposed underground infiltration basin located near the northeast corner. For larger flows {and for extreme events) developed peak flows are diverted into two portions: one portion is diverted via fihe underground infiltration facility, while the remaining fraction is discharged to the adjacent creek in such a way tha� �he removed portion of the flow diverted to the underground infiltration facili�y results in post-development peak flows lower than those occurring in pre-developed condition. This report contains: a) The post-project condition Rational Method peak flows for the subdivision to design inlets and pipes b) Pre and post-project condition hydrographs (using the short-cufi hydrograph method) used for the preliminary design of the detention basin facility, and to demonstrate that extreme events are mitigated below pre-devefopment peak flows and hydromodification conditions are met by the incorporation of an underground infiltration basin in the design c) The HEC-RAS analyses for the creek to demanstrate that the post Project condition has no - significant impact to the 100-year water s�rFace elevation and scour mitigation measures. � Tem�cuia Tract 33584 Drainage Study CHAP`TER �— �NFlL1"RATIOI� BASIIV A►tVeALYSIS 2.1—Svnthetic Unit Mydro�raphs The pre-project and post-project condition hydrologic analyses were perFormed using the synthetic urtit hydrograph method for the 100-year, 1-hour, 3-hour, 6-hour, and 24-hour events, and for two other storms:the 1�-year, 24 hour event, and the 2-year, 24 ho�r event. Mitigation of the events analyzed will guarantee�flood control (10�-year events) and interim hydromodification contro! (24-hr, 10-yr & 24-hr, 2-yr events). The parameters used for the Synthetic Unit Hydrograph Method are summarize� as follows (the referenced Plates are from the Hydrology Manual): - The drainage basin boundaries were defineated based on the proposed site design. Area, centroid location,and lengths of stream were measured using AutoCAD software. - The soil groups us�d for this analysis include A, 6 and C type soils per the site specific IVRCS Soil Survey investigation undertaken for the project si#e(refer to Appendix E—Soi{s Data}. Pre-Project Analysis The existing 6.23 Ac project site consists of vegetated open space wifih areas of impermeable concrete paving remaining from the previous school development that formerly occupied the project site. Per a review of the existing project site, it was determined that approximately 0.62 Ac (10%) of the project site is impervious. A unit hydrograph was developed for the 1-hour, 3-hour, 6-hour and 24-hour 100 year events and for the 2-year/24-hour and the 10-year/24-hour events, per Riverside County Short Cut methodology, based on the precipitation depths illustrated below in Table 1, afso obtained from the Riverside County Hydrology Manuai. Table 1—Precipitation Depths Precipitation Pre-Development Storm Quration (inchesj Peak Flow(cfs) 1-hour/ 100-year 1.2 25.98 3-hour/ 100-year 1.9 9.32 6 hour/ 100-year 2.5 8.13 24 hou r/ 100 yea r 4.5 1.76 24 hour/ 10 year 2.95 0.43 24-hour/2 year 1.8 0.15 2 Temecula Tract 33584 Drainage Study Per this analysis,the existing condition peak flaws for the pre-project site ar�also provided in Table 1. PostWProjec#Analysis The proposed T�mecula Tract 33584 projec� sifie includes �the development of 54 multi-family residences, including the construction of servicing roads, sidewalks and public open space. Runoff from the project site is to be intercep�ed onsite by a proposed storm drain system where low flows are conveyed to an underground infiltration facility while a portion of the highest flows are�hen discharged via storm drain to the adjacent natural creek to the east o�F the project site. Per a revi�w of the existing project site, it wa5 determined that approximately 3.13 Ac{50%)of the post-project site is impervious. Per Riverside County methodology, a unit hydrograph was developed for the 1-hour, 3-hour, 6-hour and 24-hour 100 year evenfis plus the 10-year/24-hour and 2-year/24-hour even�s. The peaks entering the diversion box (total peak flows) and the peaks discharging into the creek �diverted peak flows) are shown befow in Table 2. Table 2—Post-Development Peak Flows Total Post- Post-Development Post-Developmen#Peak Storm Duration Development Peak Flow to Creek{cfs) ftow to Underground Peak(Cfs) Infiltration System(cfs) 1-hour/100-year 26.80 24.89 1.91 3-hour/100-year 10.14 8.85 1.29 6 hour/ 100-year 8.95 7.69 1.26 24 hour/ 100 year 2.47 1.55 0.92 24 hour/ 10 year 1.14 0.39 0.75 24-hour/2 year 0.15 0.00 0.15 2.2—Diversion Structure to Under�round System Before being discharged fio the creek, all flows get into a box where two outlets will be designed: one, a verfiical 6" orifice, at invert 1092.417 (1092 + S") and a 24" pipe (which hydraulically is also a vertical orifce) at invert 1093.00. The diameter and difference of elevation between the orifices allows all low flows to go to #he underground system, even for flows larger than the water quality peak flow. At an energy level of 7 inches, a flow of 0.555 cfs will divert to the underground system. This vafue represents the maximum value for which 100% of the runoff diverts to the underground system. For)arger values,a portion of the flow will�o to the underground system and a portion will go to the 24" pipe. For example, for a ponding water depth of 12" in the diversion box, 0.832 cfs will go to the underground system, and 0.813 cfs will by-pass to the creek, so a total flow of 1..645 cfs can be discharged with the water ponding at 1094.00 ft. In order to determine the partition of the fiow at each ponding elevation (one flow to underground system, another to creek), the energy equation is established. For the low orifice, ffow will be eith�r 3 Temecula Tract 33584 Drainage Study critical at the entrance, or when the elevation is much higher �han the diameter, orifice discharge is used. For the larger 2�" pipe, criticaf depth is esta�lished at the entrance of the �ipe, and eventually, ifi the ponding depth is high enough,orifice equation is aiso established at the 24" entrance. The following is a list of the equations used for each orifice (keep in mind �hat for the low orifice depth of water H is the total energy available,while for the upper orifice the energy available is H —'/z�ft : Low orifice Peak flow: Q� Low orifice as a weir: Critical dep�h and geometric family o� circular sectar must be solved to determined Q as a function of H: Q� Acr,�. . H = + Acr,L . T 2 �D � • A D�' �a._ sin�a �� — 7, � ycr�,l, 2 .�. � cr,L — ycr,L L Ycr,L � cr,L "'- g c�,L cr,L 9 c�,L cr,L Ycr,z. = DL ��- —sin�0.5 � a�r,L}� (1.a.1, 1.a.2, 1.a.3, 1.a.4 and 1.a.5) Low orifice as an orifice: QL = 0.25 •rrD� • cg • �2g(H — 0.5DL) (1.b) There is a va(ue of H (approximately H = 110% D) from which orifices no (onger work as weirs as critical depth is not possible at the entrance of the orifice. This value of H is obtained equaling the discharge �sing critica[equations and equafiions (1.a�. High orifice(24"pipe) peak flow:Q,� Hi$h orifice as a weir: 4� A�r,H � A�,-,f-t Drzr T ' H �� � Ycr,y + � . T � T��,,f� = 2 Y�,-,x�Dx —Y�r,�-r� � A�r,t� _ ��a�,.,� --sin�a�r,ta�� 9 cr•,H cr,H Ycr,H = �z�1 —sin�0.5 • a�,.,H�� (2.a.1, 2.a.2, 2.a.3, Z.a.4 and 2.a.5) High orifice as an orifice: QH = 0.25 • �cD,�f • c�, • 2g(H — Q.5DH — 7/12) (2.b} Continuity Equation:Totai entering flow:QT By applying continuity, it is obvious that: Q�, + QH=Qr f�1 The fol[owing are the variables used above in equations(1)to (3): Q�,QH,Q�= Discharge of low orifice(6"), high orifice (24" pipe) and total �cfs) cg : Coefficients of discharge of orifice (0.51 to 0.62) 4 Temecula Tract 33584 Drainage Study H: Level of water in the diversion box (H larger than 7 inches to insure two outfe�flows) (ft) A��, T��, Y��, a�r: Criticaf variables for circular sector: area (sq-ft), top wid�h (ft), critical depth (ft), and angle to the center, respectively. 5ub-index L or H indicates low ori�ice or high orifice. A mathematical model is prepared with the previous equations depending on the type o discharge. In addition to�he geometry, one value is known:the depth H, �hree flows are determined: Q�, Q�, and Q-r. A diversion table is created (see Appendix D). Interpolated values #rom the diversion table aElow the de#ermination of how much flow is diverted to the underground infiltration system and how much is by� passing to the creek at every instant of a hydrograph. 2.3—Modified-Puls Detention Basin Routin�Analysis In order to prove that the diverted flows do not overflow the infiftration facility (and therefore are able to reduce ail post-development peak flows below pre-development fev�ls) a properly designed underground Storm-chamber (or an approved equivalent} infiltration basin is incorporated within the project site. In developed conditions the basin bottom elevation wifl be 1087.76 feet whife the top storage elevation is 1092.60 feet. Flows from the project site are intercepted by a proposed internal storm drain system and are conveyed in an easterly direction towards the adjacent creek. At the easternmost junctian, an offset sfiorm drain diversion structure k5 #O be constructed fio divert low flows to the 10,808 cu-ft detention facility, as explained in section 2.2. The basin is design in such a way �hat no storm exceeds its capacity when infiltration is included. Peak flows are diverted via a 6-inch diameter orifice located 7 inches below the 24" peak flow discharge pipe. For large flows a portion of the flow is also diverted to the infiltration basin. Any entering hydrograph is E�asically divided in two portions: thP low-flow hydrograph diver�ed to the underground system, and the high-flow hydrograph, discharged into the creek. The low-flow hydrograph is routed into the underground system using the Modified Pu(s-method with infi{tration calculated as a function of the depth of the flow and the volume of water infiltrated according to Darcy's and continuity equations. The Modified Puls Method Equation (when infiltration is included)can be written as: z�s, +o, = r, + rz --f; --f; + �s, _o (4� �� ot The unknown vaiu�s (storage and outflow at#he end of the time interval , SZ and OZ) are at the 1eft, and the known values (inflaws and infiltration at the beginning and end of the time interval, I�, lzi fl, and fZ 5 Temecula Tract 33584 Drainage Study respec�ively, outflow at the beginning 01i and storage at the beginning S�) are at the right caf the equation. Storage S �nd outflow O are linked to the depth h through storage and discharge functions (S=f1(h) and 0 = fz(h) = 0 in this cas� as no discharge provided}, while infiltration is a function of the depth and the volume of infiltration (5ee equation {5) in the next sectianj. The Modified Puls Method allows the calculation of the depth of the water at the end of the time intervaf, anci consequently the discharge and storage. The storage function is simply a geometric relationship between the depth at the surface and the stored volume (as provided by the StormTech spreadsheet),whiie the cfischarge function is zero. The Modified P�Is procedure does not include any outlet discharge as the basin empties via infiltration only. The maximum elevation that the system reaches at any time during the rauting of the low-flow hydrograph must be below 4.S ft,which corresponds to the maximum elevation tl�e water can pond (1 ft of gravel plus 2.5 ft of the chambers pius an additional 1.ft of gravel on top of the chambers�. Per the percolation test undertaken for the project site {provided in Appendix E—Soils Data), the soi! at this location has an infiltratiort rate o� approximafiely 4-inches per hour. A conservative 50% reduction factor(Safety Factor SF = 2) was applied to this value such that the basin was modeled with an assumed infiltration rate of 2-inches per hour. At existing natural soil level (bottom of gravel), typically the infiltration of the soil kso;, (measured as 4 in/hr, and reduced to 2 in/hr with a safety factor SF = 2) is large enough to significantly reduce the ponding at the surface. However, as the pond depth increases over the surface, infiltration is enhanced. Ignoring the effect of (a)the effective suction at the wetting front in the amended soil (because the soil is very sandy and the wettir�g front suction head is very small, on the order of 0.5 — 2 �nches), and (b) lateral infiltration, the infiltration equation enhanced by the head at the sur-Face can be written,according to Darcy's Law,ase .f; =m in I, 1+ h,-i k.,�<�;r Ajin-ir� (�1 ' F_� 43200•SF ��l—�o��Hn.��r� where: f; : Infiltration rate at the time interval "i" (cfs) n-6o: Porosity of amended soil less initial soil moisture content(difference assumed equal to 0.25). Ag�,P : Area of infiltration—bottom area of und�rground infiltration basin (sq-ft� 6 Temecula Tract 33584 Drainage Study h1-1: SurFace depth of the water at the time interval "i-1" (ft� Fi-1 : fnf�ltrated volume accumulated at the time interval "i-1" {cu-ft} kso,, : Inf�ltration of the soil (saturated hydraulic conductivity,equal to 4 in/hr per design). SF : SaFety factor on the infill:ration (2 in the model to accoun�k for unknowns in the natural soil) If the infiltration is larger than the inflow I;, then f; = !�. Typically for small storms, almost all flow infiltrates. Once the infiltration is determined, the volume of infiltration at the time interval "i" is calculated with the time interval ��t, in seconds) according to: { �t � } T, =F;-� +2�ff +.ff-�� 6 The results of the Modified-Puls routing is shown in Table 3 and presented in detail in Appendix D, No outflow other than infiltration occurred, and in most cases, the underground system has more than 2 ft of free board {except for the long duration 24-hr/100-year storm where �he system almost reaches maximum elevation). Table 3--Underground System Routing Results Maximum elev.over Infiltrated volume Drying time{includes Storm Duration bottom of gravel{ft3 {�u_{�� duration of storm,hrs} 1-hour/100-year 1.18 3,877 3.58 3-hour/100-year 2.�0 8,538 8.50 6 hour/ 100-year 2.16 10,542 12.08 24 hour/ 100 year 4.42 22,695 30.25 24 hour/ 10 year �..66 13,242 22.00 24-hour/2 year 0.00 4,051 0�.0� Stage-Storage, Stage-Discharge and Modified-Puls routing calculations are provided in Appendix D of this report. 7 Temecula Tract 33584 Drainage Study � 1�E - `TI !� L ET'I� LYSI A previous rational method analysis for the project site was undertaken in the "Tentative Tract No. 33584 Drainage Report" dated April 2014 by VA Consulting. Due to th� minimal change in tributary area, land use, flow length or slopes, TRWE determined that no significant changes had occurred to the time of concentration caiculations included within this analysis. Consequently the rational method analysis perforrned previously was consid�red conservative (given the previously assumed C soils throughout the project site) and the time of concentration obtained was also used in this analysis to size th�c�rb inlets and storm drain without revision. The Riverside County Fiood Control and Water Conservation District (RCFC&WCD) Hydrology Manual, published in 1978, (Hydrology Manual) provided the guidelines and procedures for the 10-year and 100- year Rationai Method analyses. The parameters used for the rational method are summarized betow: - Hydrologic boundari�s were based on proposed street layout for the subdivisions as depicted on Figure 4, Hydrology Map, included in this report. - The underlying hydrologic soils group is a mixture of soils A, B and C, as shown on the soil Map of appencfix E. - The rainfall depths used in the Ra�ional Method analysis were based on thos� reported on Hydrology Manual Plates D-4.3 and D-4.4 for #he 2-year, 1-hour and 100-year, 1-hour storm evenfis, respectively as shown Table 4. These values were used to calcutate the 1-hour rainfall intensity. The 10-year and 100-year rainfall data were based on values derived from Plate D-4.5 and summarized in Table 5. - The slope of the intensity/duration curve was based on the informafiion provided in Plate D-4.6. The value used is 0.55. Table 4—Precipitation Depths 2-Year Event 100-Year Event Storm Duration (inchesy �inches) 1-Hou r 0.54 1.20 The results of post-Project condition Rational Method analyses are included in Appendix F of this repor�t. The Hydrology Maps Figure 4 shows the ioeations of all node numbers used in the rationaf inethod analysis. 8 Temecula Tract 33584 Qrainage Study �4 T'E 4 -� I �ET° SIZI As stated previously in Chapfier 3, as a conservative approach the times of concentration were taken from the previous Ra�ional Method Analysis which provided Tc's which would be shorter than those anticipated for soils of higher infiltration. These Tc's were then used in the determination of the intensity for each corresponding inlet location. Regarding the sizing of the inlets based upon peak flows provide in Table 5, all four project curb inlets are sump inlets; found at nodes 12, 20, 24, and 26 or� the hydrology map (Ql�o flows at each inlet are shown below). The inlets are sized with the AES (Advanced Engineering Software� program that utilizes the Bureau of Public Roads Nomograph plots for flow-by and sump inlets.The calcufations assume maximum ponding to the top of curb elevation at each inlet, and 4" gutter depressions per the improvement drawings. Table 5-100-Year Peak Flows At Curb Inlet Locations Curb Inlet— Tributary Area Intensity Runoff 100-Year Flow 5ump Type (Ac) �InJhr) Coefficient(C) (cfs; Inlet 1 0.81 3.53 0.841 2.40 I n I et 2 0.42 3.61 0.842 1.27 I n I et 3 1.54 2.74 0.824 3.48 Inlet 4 3.46 2.74 0.824 7.82 9 Temecula Tract 33584 Drainage Sfiudy CHAPTE 5- ON1"E AL T' R RA►I �IY ULI� r4LY IS S.1—WSPG Storm Drain Analysis The hydraulic analysis of the storm drain line, Line A and Line B were conduct�d using the Vl/ater Surface Pressure Gradient(WSPGW)computer software developed by Los Angeles County�lood Con�rol District. WSPGW calculates frictional losses and corresponding velocities and depths in prismatie conveyar�ces. The in�ut parameters consist of station and invert elevation as well as conveyance geometry and horizontal alignment changes. WSPG also considers losses resulting from manhole structures and latera� junctions.The WSPG input and output files are included in A�pendix G of this report. The tail-water (star�ing HGL elevation) for the WSPG model was obtained from the post-project candition HEC-RAS model undertaken for the project si#e. 5.2—HEC-RAS Hvdraufic Analysis The hydraulic analyses for the creek were performed using the Army Corps of Engineers Hydraulic Engineering Center River Analysis System (HEC-RAS) computer software program. HEC-RAS uses cross- sectional data, a given flow rate, and boundary conditions to compute flow depths and velocities along the analysis reach. 1. Cross Secfiion Data The cross sections are based on the existing topography of the creek in the current pre-project condition. In post-project condition,the existing topography o�the creek is used in the creek and cross-- sections are adjusted at�he locations of the proposed 2 to 1 graded embankments. 2. Boundary Conditions The HEC-RAS analysis of the conveyance channels used critical depth for upstream boundary condition and critical depth for downsfiream boundary condition. 3. Manning's "n"Values For the creek, a Manning's "n" roughne�ss coefficient of 0.045 was used due to heavy vegetation exis#ent in the area. 4. Steady Flow Analysis Mixed flow regime�s are used for the analyses. The results of the HEC-RAS analysis #or the various distribution channels are included in Appendix H of this report. 10 Temecuka Tract 33584 Drainage Study T � LY I There are �ssentially three fcinds of scour: long-term degradation, gen�ral (contraction and bend), and lacal. Long-term degradation is associated with long-term streambed Iowering over a significant stream length. General scour involves low�ring of the streambed acros5 the stream at the project site, and is typically associated with contraction of the flow, but may also result from the presence of a bend in the s#ream channel. Local scour invoives scour around bridge piers and abutments and, in some cases, at toes of embankments. The expected long-terrn, general, and local scour for the proposed project were evafuated based on field observations and the Los Angeles County Department of Public Works Sedimentation Manua(, 2nd Edition, March 2006. The scour calculations are included in Appendix I. A brief description of each scour component follows. Long-Term Degradation The long-term degradation was first evaluated based on our field observations,which indicated that the project site is bounded by fixed (concrete) boundaries both upstream and downstream (i.e.,the Rancho Vista Road and Mira Loma Drive culverts�. These greatly red�ce the potential for long-term degradation. Furthermore, the predominance of vegetation within the existing channel, including the channel bed, and the lack of significant erosion indicate a stable channe! condition, not susceptible to long-term erosion. Secondly, long-term degradation was estimated using conservative �i.e., assuming no vegetation} procedures outlined in the aforementioned Sedimentation Manual. The procedure indicates a potential maximum long-fierm degradation of less than�.S fieet. General Scour General scour involves lowering of the streambed across the stream at a structure, and is typically associated with contraction of the flow, but may also result from the presence of a bend in the stream channel. General scour may be cyclic and is associated wi#h a flood event. Horizontal contraction scour and bend scour were both considered for the proposed improvements. Horizontal Co�traction Scour Horizontal contraction scour is caused by the contraction of flow due to embankments encroaching into a floodplain and/or main channeL The flow area is reduced, increasing velocities and shear stresses on the bed of the channel, causing al{ or most of�he channel wid#h to scour. This is not anticipated with 11 Temecula Tract 33584 Drainage Study the proposed project, as th� project does not si�nificantly encroaGh into the floodplain, the upstream transition (expansion) is controlled by the culvert ur�der Rancho Vista Drive, and the downstream transition (contraction) is controlled by the culv�rt under Mira Loma Drive. Bend Scour In a natura! channel, the depth of ffow is usually greater on the outside of a bend. This can result in increased scour, or bend scour. If a structure is located on or close to a bend, the bend sc:our will be concentratecf on�he outer portion of the bend. There is, within the creek floodplain, some minor latera( migration of the channel invert and associated mild bends, resulting in the potential for some bend scour. Therefore,scour calculations were prepared accounting for this potential. We have incorporated the methodology outlined in the Sedimentation Manua!to estimate approximately 0.5 feet of general scour. Local Scour Locai scour involves scour around bridge piers, a�utments, and embankments. It is usually cyclicai in nature and is caused by acceleration of flow and cross curren#s induced by obstructions such as bridges. Factors such as bridge pier width, angle of attack,flow depth, and flow velocities have a direct influence on the amount of local scour. The proposed project does not include a bridge, but the embankment is a manmade structure. Nevertheless, large debris or other obstructions are lacking in this short channel section bounded by culverts and immediately downstream of a �ond. Therefore no local scour is anticipated. Bed Form Height Bed forms(dunes and antidunes)commonly develop in natural or manmade channels with sand beds. The distance befiween the mean bed elevation and the firough of the be�form is approximatefy equal to the distance from the rnean bed elevation to the bed form crest, and the sum of these two distances is termed the bed form height. This phenomenon is absent from the channel reaeh associated with the project site,and the bed of the channel is not characterized as a sand bed, due to the predominance of v�getation. Therefore,this wili not contribute to the potentiai scour of the embankment. The equations used in this report are considered to be conservative, yet applicable for estimating the scour depths. However, it should be noted that due to the uncertainties associated with the results of the scour estimation methods, the recommended total scour depth values are based on previous experience and engineering judgment and not solely on the results of the caicula�ions. Thus,though the estimated scour depth is 1.0 feet,the recommended total scour depth for design purpos�s is 1.4 feet (or a factor of safety of 1.4)for the length of the proposed embanl<ment. 12 T�mecula Tract 33584 Drainag�Study DESIGN(JF EMBANKMENT PROTECT'ION Due to the low velocities calculated in the hydraulic (HEC-RAS) model �nd the low poter�tial for scour, a vegefiafied channei embankment r�inforced with a permanent turf reinforcement mat (TRM) is recommended. Specificaily, Enkamat 7020 is recommended for this application due to its permanence, performance and superior properties for accommodating plant growth, compared with similar high performanc� products. Performance properties against shear stress for an�kicipated conditions are included in Appendix I. Stream flow data were obtained from the HEC-RA5 computer mode�l. An embankment side-slope of 2H : 1V was used. A typical section and typical details are shown in Appendix I. 13 Temecufa Tract 33584 Drainage Study C TE 7 - U A V" F ES LT` Table 6 below summarizes the pre vs post develaped condi�ion 1�0-year pe�k flow rates at the storm drain discharge location. Table 6—Pre vs Post Developed Flows Storm Event P�'e-Project�low Mitigated Post-Project Difference (cfs) Flow(cfs) (cfs) 1-hour/ 100-year 2�,gg 24.89* 1.09 3-hour/100-year 9.32 8.85* 0.47 6 hour/ 100-year g.�,3 7.69* 0.44 24 hour/ 100 year 1.�6 1..55* 0.21 24 hour/ 10 year p.43 0.39* �.04 24-hour/2 year 0.15 0.00* 0.15 *=reduced by flow diverted to infiltration basin The peak runoff ge�nerated by the proposed Temecula Tract 33584 development will be reduced by the flow diverted to the underground infiltration basir� to runoff rates below the pre-project peak flows from the project site. Table 7 illustrates the maximum water surface elevations and corresponding peak volume stored wifiMin the aforementioned detention facility for the storms ana(yzed and it is included again here for reference purposes. Table 7—Underground System Routing Results Maximum elev.over Infiltrated volume Drying time{inc[udes 5torm Duration bottom of gravel(ft) duration of storm,hrsj (cu-ft) 1-hou r/100-yea r 1.18 3,877 3.58 3-hour/100-year 2.00 8,538 8.50 6 hour/ 100-year 2.�.6 10,542 12.08 24 hour/ 100 year 4.42 W 22,695 30.25 24 hour/ 10 year 1.66 13,242 22.00 24-hour/2 year 0.00 4,05�. 0.00(water never pondsj 14 FI 1 — Vicinity (�lap HEMET MENIFEE 1 7 15 RIETA SPR/N�S D MURRIETA � 9 �F�� ��`so 15 �-9 7 � �G Z PROJECT SITE , �' �� �'i �f' ��p���P O �9 R CHO GP�O � �� O D ��, ANcN ���TA�QP��P � a 15 TEMECULA 0 �E p OR���' 9 15 FA�LBROOK - TEM ECU LA TR 33584 DATE N.T.S. TORY R. WALKER ENGINEERING 7/14 RELIABLE SOLUTIONS IN WATER RESOURC� S ,,, �, .�,�. � ,� , , ,,,: ���, VICINITY MAP FIGURE 1 FS�URE 2 -� Pre-Project Unit Hydrograph Exhibit W � � N � ,_ � w � � w ��� � �� W w twi. 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Yi. ,. �/is'_'L� .� 'B O 'C r (�` � C BC B 15•70� I I !, LEGEND HYDROLOGIC SOILS GROUP MAP � SOl�3 4ROUP BOUNDARY FOR � A 301LS OROUP OESIONATION R C F C a W C D � MIJRRIETA �"�YfJROLbG�I 1�/�/�►NUAL p FEET 5000 PLATE C-1.52 RUNp�'�' ��X NCT�`�iBERa� OF HYDROLOG�C SC�xL-COV'ER C41��XE5 F'OR P�F{V'IOUS ARF'A.a�AMC IZ Cr��rer Typ� {3} Qualit,y of So il �.�roup Co�re� (2) �1 B C D ��Tv� cov�Rs - �arren 78 sC �1. 93 (Rock Ia,xxd, erod�d �nd graded 1a.rid} Chaparrel, Broadleaf Poar 53 70 80 85 (Nlan�or�ita, ceana�hus a�d scrub oak) Fair 40 63 75 81 Good 31 57 71 7E3 Craaparrel, Narrow3.eaf Poor 71 82 88 9I (Chamise and redshank) Fair 55 72 8� 85 Grass, .Annual ar Perennia� Poor �7 76 86 89 Fa�.r 50 69 79 84 Good 38 61 74 8U Meadaws ar Ci�neyas Pvvr 63 77 85 88 (Areas with seasonall.y high wat�r t�ble, Fair 5� 70 80 8� principal vegeta�ion �,s sod forming grassy Good 30 58 72 "78 Open Brush Poor 6Z 76 84 8� (Soft wood shrt.abs - buckwheat, sage, etc,} Faix �6 66 77 83 Gaod 91 �3 7 5 8 Z Waod�.and Poor 4S �6 77 83 (Con.i£erous or }aroadlea� trees predominatP. Fair 36 6� 73 79 Canopy density is at leas� 50 percent) Good 28 55 7d 77 �Joodland, Grass Poor 57 73 82 86 (Coniferous or broadlea� trees with can4py Fair 44 6S 77 �2 density f�om 2Q to 5Q percent) Good 33 58 72 79 URBAN COVERS - Residen�ial or Commercial Landscaping Goad 32 56 6� 75 (.LawnP shrubs� etc,) Tur� Poar 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 $2 Goad 33 58 72 79 AGRZCULTURAL COVERS - Fal.low 76 85 90 9� (Lar�d p�.owed but not ti�.led or seeded) �U�V�F� �f�D�?C NU��E�� �-l`1������� ��il�t�u�►L FC�� �E��f�US A�E� PLAT� D-�.5 ti o# �� RUNOFF �DE� NUM�'RS 0�' HX'DI20LOG�C SQ�L-COV�R COMPL�X�S �'O�t �ER"trxC7U5 �1RF.A.S-A��IC �� Cover T�,rpe (3} Qua�.�.ty o� Soi.l. GrouQ Cover (2} A B C D �GRICULTURAL C�VERS (cont,) -- �,egumes, C1ose Seed�d Poar 66 77 �35 89 (A1.�'a1�c�, sw�e�C�.otTex' t1.mCathy r etC P) Goad 58 72 $1 f35 �rchaxds, L7eciduous See Note 4 (Agples, apricr�ts, pears, wa�nuts, etc.) brchards, �vergr�en Paar 57 73 82 85 {Citrtis, avacados, etc.) Fair 44 65 7'7 82 Good 33 58 72 79 Pastur�, F�ryland Paar 6? 76 86 89 (Ann.ual grasses) Fair SD 69 79 84 Gc�od 38 61 74 80 Pas�ure, Zrri,gated Poor 5S 74 83 87 (Legum�s and pereru�ial g�ass) k'��r 44 65 77 82 Good 33 5� 72 79 Row Crops Poor 72 81 88 91 (Field �raps - tom�toes, sugar beets, etc.) Good 67 78 85 89 Small Grain Poor €'�5 75 84 8$ (Wheat, oa�s P barle�r, �tc.) Good E,3 75 83 87 Vineyard a€�e Note 4 Not�s: 1q All runof� index (RI) numbers ax�e for Anteced�nt Moistur� Condition (AMC) XI, 2. Qual�.t�y of cover definit�.ons; Poor-Heavily grazed or zegu�.arly burned areas. Less than 5Q per-� cent of the garaund surface is protec�ed by plant cover or b�sh and �ree canopy, Fair-Moderate cover wi�.h SO percent to 75 percent af the ground sur- face protected„ Good-HEeavy or c�ezxse covex with mo�e than 75 percent o� the ground surface protected, 3 e S ee Plat� C-2 �car a deta.�lWd descripta.on o� cover types. �. Use runaf� i,ndex z�umbers �ased on ground cover type. See discussion under "Cove�r Type Desc�iptioris" on Plate C-2, 5 b Re�'erence Hibl..a.dgrapkiy item 17. Rt9fVOFF lN��� ����E�� T'�Y�F���QrY 1�.1���II,.1,�L ��� �������� ���� F'I.ATE 0-�.�(�of 2} ACTUAL �I�IPERVI�U� C�VER Reccymmended Value Land tJse (1) R�nge-P�rcen.� Eor Average �onda.�.ir��.s-Percezxt(2 Natural ox Aqriculture � �' �-� Q S ingl.e Family Ft.es idential e (3) 4n,000 S. F. (1 Acre} Lc�t5 la - 25 2� �a,oao S» F. �� Acre) Lots 3� - �5 4� 7,200 - 10,Q0� S. F. LotS 45 - 55 �Q Multiple Family Residential: Condaminiums 45 - 70 �� Apartments 65 - 90 S� Mobi�e Home Park 60 �' �5 75 Ccymmercial, �owntown BO °�100 90 Business or Industrial Notes: I.. Land use should be based on ultimate de�re�.opment of the watershed. Long rar�ge ma�ter pl�ns £or the County and incarporated cities should be reviewed to insure reasonable Iand use assumptions. 2. Recomznended values are basad on average conditions which may not apply to a particular study area. The percentage .impervious may vary gr�atly even on carnparable si2ed 1.ots due �o differences in dwelling size, improvemen�s, etc. Landscape practices should also be considered as i.t i.s common in some areas to use ornamental grav- eis underlain by impervious plas�ic materials in pl.ace of Lawns az�d shrz.z.bs. A f ield inve��igation af a study area �hould always be made, and a review of aerial photos, where available may assi.s� in estima� inq the percentage af impervious cover in developed areas. � 3. 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O O ti + 'd � 11 v � � �� � � � � ° .� � � � �. � ° g u u H � we�, e� .-1 � �d �--1 �J tn A � � � � v o 0 � o � v C � O � � '++ � � m rn o r� rn m � u °° `r v �, 1O �, o o L � � � v Q p � � c V a � � _ � � o � rn d: �n rn � }, oo m r� � m o0 v � � v ,n o r..; ,-' �. °o 0 ~ '� � � o0 � � N � N J ta }, � � v v tn u.. a o � � M �, v v � �o � w un � E � a �w �° = a, � � I- � c � � +� c � � � Q a� � � ro ru � a. c� J J LG a RCFC &VUCD "SHORT'CUT METHOD" Project 5heet �-. � � ,%-� �,�� SYNTHETIC UNIT I-lYDROGRAPH METMOD Temecula Tract 33584-Existing � �,�;�'l��1� ��i ,�>>r�,��1 �,;`,�, , �;, , Unit Hydrograph and Effective Rain Bv rRw� Date 07l29/2014 � ��i�>>,,:<,i:�l(.;,,�;��:.�, Calculation Form Checked Date [1J CONCENTRATION POINT 1 [2] AREA DESIGNATION --- [3] DRAINAGE AREA-ACRES 6.`L3 [�3j ULTfMATE DISCWARGE-C�S-HRSAN(645*[3]� 4018.35 [5] UNIT TIME-MINU7ES 15 [6] LAG TIME-MENUTES 15 [7J UNIT TIME-PERCENT OF LAG(100"[5]I[6J) 100 [8] S-CURVE Valley [9] STORM FREQUENCY&DURATION 2-YR,24-MR [10] TOTAI.ADJIiSTED STORM RAIN-INCME5 '1 8 [91] VARIABLE LOSS RATE(AVG)-INCHES/HOUR 0.568 [12] MINIMIiM LOSS RATE(FOR VAR.LOSSj-INlHR 0.284 93] CON5TAN7 LOSS RATE-INCFiESlHOUR --- ['[4] LOW L.OSS RATE-PERCENT 90 UNt"f HYDROGRAPH EFFECTNE RAIN F�'��� WYDROGRAPH L�5� ��6� ��7� �'�6� ��7� �Z�3 �2�j �2�� ��3� C24� UN1T TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW T1ME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAiN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRSIIN �PL E-5.9) INlHR INlHR IN/HR m [7]*[15] ULTIMATE [17]m-[17Jm-1 4*18 60 10 20 [21]-[22] DISCHARGE 100.d00 100[5] (S-GRAPH) MAX LOW � 0.2 0.014 1.003 0.013 0.001 0.01 2 0.3 4.022 0.991 0.019 0.002 0.01 3 0.3 0.022 �.980 0.019 0.002 0.01 4 0.4 0.029 0.968 0,026 0.003 0.02 5 0.3 0.022 0.957 0.019 0.002 0.01 g 0.3 0.022 0.946 0.019 0.002 0.01 7 0.3 0.022 0.934 0.019 0.002 0.01 g 0.4 0.029 0.923 0.026 0.003 0.02 g 0.4 0.029 0.912 0.026 0.003 0.02 10 0.4 0.029 0.901 0.026 0.003 0.02 11 0.5 0.036 0.890 0.032 0.004 0.02 12 0.5 0.036 0.879 0.032 0.004 0.02 13 0.5 0.036 0.868 0.032 0.004 0.02 14 0.5 0.036 0.857 0.032 0.004 0.02 �5 0.5 0.036 0.846 0.032 0.004 0.02 16 0.6 Q043 0,836 O.Q39 0.004 0.03 17 0.6 0.043 0.825 0.039 0.004 0.03 18 0.7 Q.050 0.815 a.aas O.OQ5 0.03 19 0.7 0.050 0_804 d.045 0.005 0.03 2p 0.8 0.058 0.794 O.Q52 0.006 0.04 21 0.6 0.043 0.784 Q.039 O.OQ4 0.03 z2 �.7 0.05Q 0.773 0.045 0.005 0.03 �3 0.8 Q.058 0.763 0.052 0.006 0.04 24 0.8 Q.058 0.753 0.052 O.OQ6 0.04 �g p.9 0.065 0.743 0.058 0.006 0.04 26 0.9 0.065 6.733 0.058 0.006 0.04 �� 1.0 0.072 0.723 0.065 0.007 0.05 �g 'I.0 0.072 0.714 0.065 0.007 0.05 �,9 1.0 0.072 0.70� 0.065 O.OQ7 0.05 30 1.1 0.079 0.694 0.071 O.OQ8 0.05 3�{ 1.2 O.Q86 0.685 0.078 0.009 0.05 32 1.3 0.094 0.675 0.084 0.009 0,06 33 1.5 Q.108 0.666 0.097 0.011 0.07 34 1.5 0.108 0.657 0.097 0.011 0.07 35 1.6 0.115 0.647 0.104 0.012 0.07 36 1.7 0.122 0.638 0.110 0.012 0.08 37 1.9 �.137 0.629 0.123 0.014 0.09 38 2.0 �.144 �.620 0.130 O.D14 0.09 39 2.1 �.151 Q.612 0.136 0.015 0.09 40 2.2 0.158 0.603 0.143 0.016 0.10 41 1.5 0.108 0.594 0.097 0.411 0.07 42 1.5 0.108 0.585 0.097 0.011 0.07 43 2.0 0.144 0.577 0.130 0.014 0.09 44 2.0 0.144 D.568 0.130 0.014 0.09 45 1.9 0.137 0.560 0.123 O.Q14 0.09 46 1.9 0.137 0.552 0.123 0.014 O.Q9 47 1.7 0.122 0.544 0.110 0.012 0.08 48 1.8 0.130 0.536 0.117 0.013 0.08 4g 2.5 0.180 0.528 0.162 0.018 0.11 50 2.6 0.187 0.520 0.168 0.019 0.12 51 2.8 0.202 0.512 0.181 0.02Q 0.13 52 2.9 0.209 0.504 0.188 0.021 �.13 53 3.4 0.245 0.497 0.220 0.024 �.15 54 3.4 0.245 0.489 0.220 0.024 0.15 55 2.3 0.166 0.482 0.149 0.017 a.10 �g 2.3 0.166 0.474 0.149 O.D17 0.10 �7 2.7 0.194 0.467 0.175 D.019 0.12 �g 2.6 0.187 0.460 0.168 0.0'f 9 0.12 5g 2.6 0.187 0.453 0.168 a.019 Q.12 60 2.5 0.180 0.446 0.162 0.018 Q.11 61 2.4 0.173 0.439 0.156 0.017 0.11 62 2.3 0.166 Q.432 0.149 0.017 0.10 63 1.9 0.137 0.426 0.123 0.014 0.09 64 1.9 0.137 0.419 0.123 0.014 0.09 g5 0.4 0.029 0.413 0.026 0.003 0.02 gg 0.4 0.029 D.407 0.026 0.003 Q.02 g7 0.3 0.022 0.40D 0.019 0.002 0.01 gg 0.3 0.022 0.394 0.019 0.002 0.01 gg 0.5 0.036 0.388 O.Q32 0.004 0.02 �p 0.5 0.036 0.383 0.032 O.OD4 0.02 7� 0.5 0.036 0.377 0.032 0.044 0.02 72 0.4 0.029 0.371 0.026 0.003 0.02 73 0.4 0.029 0.366 0.026 0.003 0.02 74 0.4 0.029 0.360 0.026 0.003 0.02 75 0.3 0.022 0.355 0.019 Q.Q02 0.01 7g p.2 0.014 0.350 0.013 0.001 0.01 77 0.3 0.022 0.345 0.019 0.002 0.01 78 0.4 0.029 0.340 0.026 0.003 0.02 79 0.3 0.022 D.336 0.019 0.002 0.01 gp 0.2 0.014 0.331 0.013 0.001 Q.01 g� 0.3 0.022 0.327 0.019 0.002 0.01 82 0.3 0.022 0.323 0.019 0.002 O.Q1 83 0.3 0.022 0.319 0.019 0.002 0.01 84 0.2 0.014 0.315 0.013 0.001 0.01 85 0.3 0.022 0.311 0.019 0.002 0.01 gg 0.2 0.014 0.307 0.013 0.001 0.01 87 0.3 0.022 0.304 0.019 0.002 0.01 gg b.2 0.014 0.301 �.013 O.OQ1 0.01 gg 0.3 0.022 0.298 0.019 0.002 0.01 gp 0.2 0.014 0.295 0.013 O.OQ1 0.01 g� 0.2 0.014 0.293 0.013 0.001 0.01 92 0.2 0.014 0.290 0.013 0.001 0.01 93 0.2 0.0'I4 0.288 0.013 0.001 0.01 94 0.2 0.014 0.287 0.013 0.001 0.01 95 0.2 0.014 0.285 0.013 0.401 0.01 gg 0.2 0.014 0.284 0.013 4.001 0.01 97 0.0 0.00o D,000 0.000 0.000 TOTALS �oa.a 0.72 4.52 EFFECTtVE RAIN = 0.18 INCHES TOTAL RUNOFF VOLUME = 0,09 AC-FT R C F C &W C D "SHORTCUT METHOD" Project st�eet ,; „ SYNTHETIC UNIT HYDROGRAPH METHOD Temecula T'ract 33584 •Existing � ���I��.lf�>>>,;>r�>>�l��;���.�.;r i�4�1;`,��]`����\� , Unit Hydrograph and Effective Rain By TRWE Date o��2�izo�4 � Calculation Form Checked Date [1] CONCENTRATION POINT 1 [2] AREA DESIGNATION --- [3] DRAINAGE AREA-�1CRES 6.23 [4] ULTIMATE DISCHARGE-CFS-HRSIIN(6�15*[3]E 4018.35 [5] UNIT TIME-MINUTES 15 [6] LAG TIME-MINUTES 15 [7] UNIT TIME-PERCENT OF LAG(100*[5]![6]) 100 [8] S-CURVE Valley [9] STORM FREQUENCY&DURATION 90-YR,24-f-IR [1�] TOT'AL ADJUSTE�STORM RAIN-INCHES ?.95 [11] VARIABLE LOSS RATE{AVG)-INCHESlHOUR D.386 [12] MINIMUM LOSS RATE(FOR VAR.LOSS)-INIHR 0.193 [13] CONSTANT LOSS RA7E-INCMESIHQUR --- [14 LOW LOSS RATE-PERCENT 85 UNIT HYDROGRApN EFFECTIVE RAIlV FLOOD HYDROGRAPH C��� L161 �171 �16� G��� C2�3 �21� �22� �z3� �Z4� UNIT TIME CUMULATIVE DISTRIB UNiT PATTERN STORM LQSS EFFECTIVE �LOW TIME PERCENT AVERAGE GRAPH HYDFiOGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRSIIN (Pl.E-5.9) 1N1HR INlHR IN1HR tn [7]"[15] ULTIMATE [17]m-[17]m-1 4� 1*C18] 60 1f Q1f201 [21]-[22] DISCHARGE 900.000 900[5j (S-GRAPH) MAX LOW 1 0.2 0.024 0.682 0.020 0.004 0.02 2 0.3 0.035 0.674 0.030 0.005 0.03 3 0.3 0.035 0.666 0.030 0.005 0.03 4 0.4 0.047 0.658 0.040 0.007 0.04 5 0.3 0.035 0.650 0.030 0.005 0.03 6 0.3 0.035 0.643 0.030 0.005 0.03 7 0.3 0.035 0.635 0.030 0.005 0.03 g 0.�# 0.047 0.627 0.040 O.OQ7 0.04 g 0.4 0.047 0.620 0.040 0.007 0.04 10 0.4 0.047 0.612 O.Q40 0.007 0.04 11 0.5 0.059 0.605 0.050 0.009 0.06 12 0.5 0.059 0.597 0.050 0.009 0.06 13 0.5 0.059 0.590 0.050 0.009 0.06 14 0.5 0.059 0.582 0.050 O.OQ9 0.06 'E5 0.5 0.059 0.575 0.050 O.OQ9 O.Q6 'E 6 0.6 0.071 0.568 0.060 0.011 0.07 �7 0.6 0.071 0.561 O.a60 0.011 0.07 18 0.7 0.083 0.554 0.070 0.012 0.08 19 Q.7 0.083 0.546 0.070 0.012 0.08 20 Q.8 0.094 0.539 0.080 0.014 0.09 21 0.6 0.071 0.532 0.060 0.011 0.07 22 0.7 0.083 0.526 0.070 0.012 0.08 23 0.8 0.094 0.519 0.�$0 0.014 0.09 24 0.8 0.094 0.512 �.fl$0 0.014 0.09 25 0.9 0.106 0.505 0.090 0.016 0.10 26 0.9 0.9 06 4.498 0.090 0.016 0.10 27 1.0 0.118 a.492 0.100 0.018 0.11 2g 1.0 0.118 a.485 0.100 0.018 0.11 29 1.0 6.118 0.478 �.'f 0� 0.0'!S 0.11 30 1.1 Q.130 0.472 0.'f 10 0.019 Q.12 31 1.2 Q.142 �.465 0.120 0,021 0.13 32 1.3 d.153 0.459 0.'!30 0.023 0.14 33 1.5 a.177 0.453 0.150 0.027 0.17 34 1.5 0.177 0.446 0.150 0.027 0.17 35 1.6 0.'f 89 0.440 0.160 O.Q28 0.18 36 1.7 0.201 0.434 0.171 0.030 0.19 37 1.9 0.224 0.428 0.191 0.034 0.21 38 2.0 0.236 0.422 0.201 0.035 0.22 39 2.1 0.248 0.416 0.211 0.037 0.23 4Q 2.2 0.260 0.410 0.221 a.039 0.24 41 1.5 0.177 0.404 0.150 a.�27 Q.17 42 1.5 0.177 0.398 0.15Q �.027 0.17 43 2.0 0.236 �.392 0.201 0.035 Q.22 44 2.0 0.236 �.386 0.201 0.035 0.22 45 1.9 0.224 0.381 0.191 0.034 0.21 4g 1.9 0.224 0.375 0.191 0.034 0.21 47 1,7 0.2Q1 0.369 0.171 0.03Q 0.99 4g 1,8 0.212 0.364 0.181 �.032 0.20 49 2.5 0.295 0.359 0.251 0.044 0.28 50 2.6 0.307 0.353 0.261 0.046 0.29 51 2.8 0.330 0.348 0.281 0.050 0.31 52 2.9 0.342 0.343 0.291 0.051 0.32 53 3.4 0.401 0.337 0.341 O.D64 0.40 54 3.4 0.401 0.332 0.341 D.D69 0.43 55 2.3 0.271 0.327 0.231 0.041 0.26 56 2.3 0.271 0.322 0.231 0.041 0.26 57 2.7 0.319 Q.317 0.271 0.048 0.30 58 2.6 0.307 0.313 0.261 0.046 0.29 59 2.6 0.307 0.308 D.261 0.046 0.29 60 2.5 �.295 0.303 D.251 fl.044 0.28 61 2.4 0.283 D.298 0.241 0.042 0.27 62 2.3 0.271 0.294 0.231 0.041 0.26 63 1.9 0.224 0.289 0.191 �.034 0.21 64 1.9 Q.224 0.285 D.191 0.034 0.21 65 0.4 0.047 0.281 D.040 0.007 0.04 66 0.4 0.047 Q.276 0.040 0.007 0.04 67 ' 0.3 4.035 0.272 0.030 0.005 0.03 68 0.3 Q.035 0.268 0.030 0.005 0.03 69 0.5 0.059 0.264 0.050 0.009 0.06 70 0.5 0.059 0.260 0.050 0.009 0.06 71 0.5 0.059 0.256 0.050 �.409 0.06 72 0.4 0.047 Q.252 O.D40 0.007 0.04 73 0.4 Q.047 Q.249 0.040 0.007 0.04 74 0.4 Q.047 Q.245 O.D40 0.007 0.04 75 0.3 0.035 0.241 0.030 0.005 0.03 76 0.2 0.024 0.238 0.020 0.004 0.02 77 0.3 0.035 Q.235 0.030 0.005 0.03 78 0.4 Q.OA7 Q.231 0.040 0.007 0.04 79 0.3 Q.035 0.228 0.030 0.005 0.03 80 0.2 0.024 Q.225 O.D20 0.004 0.02 81 0.3 0.035 b.222 0.030 0.005 0.03 82 0.3 Q.035 0.219 0.030 0.005 0.03 83 0.3 0.035 Q.217 0.030 0.005 0.03 84 0.2 0.02a 0.214 0.020 0.004 0.02 85 0.3 0.035 0.211 0.030 0.005 0.03 86 0.2 6.024 0.209 0.020 0.004 0.02 87 0.3 0.035 0.207 0.030 0.005 0.03 88 0.2 0.024 0.204 0.020 0.004 0.02 89 0.3 0.035 0.202 0.030 0.005 0.03 90 0.2 Q.024 0.201 0.020 0.004 0.02 91 0.2 0.024 0.199 0.020 0.004 0.02 92 0.2 0.024 0.197 0.020 0.004 0.02 93 0.2 0.024 0.196 0.020 0.004 0.02 94 0.2 Q.024 0.195 0.020 0.004 0.02 95 0.2 0.024 0.�94 0.020 Q.004 0.02 98 0.2 0.024 �.193 0.020 Q.Q04 0.02 97 0.0 0.000 0.000 0.000 O.OQ TOTALS 100.0 1.78 11.20 EFFECTIVE RAfN = Q.45 lNCHES TOTAL RUNOFF VOLUME = 0.23 AGFT R C F C &W C D '�SHORTCUT METHOD" Prnject s�eet ,,.�� , _ �, SYNTHETIC UNIT HYDROGRAPH METHOD 7emecula Tract 33584-Existing � ��'�,,�1���,ti.,��:�,f ��)�s;��l Unit Hydrograph and Effective Rain Bv �Rw� Date 07/21/2Q14 � i��it]G'-�i,��'`��Ur):�'.�i�.:� Checked Date Calculation Form [1] CONCENTRATION POINT 1 j2] AREA DESIGNATION --- [3] DRAINAGE AREA-ACRES 6.23 [4] ULTIMATE DISCHARGE-C�S-HRSIIN(645"�3]) 4018.35 [5] UN�T TIME-MINUTES 5 [6] LAG TIME-MINUTES 5 [7] UNiT TIME-PERCENT OF L.AG(100"[5]1[6]) --- [8] S-CURVE Valley [9] STORM FREGIUENCY&DURATION 1a0-YR, i-f-lR [10] TOTAL ADJUSTED STORM RAIN-INCHES l.2 [91j VARIABLE LO55 RATE(AVG)-INCHES/HOUR --- [12] MINIMUM LOSS RATE(FOR VAR.LOSS)-INlHR --- [13 CONSTAN"f LOSS RATE-INCHESIHOUR 0.386 [14 LOW LOSS RATE-PERCENT 85 UNIT HYDROGRAPH EFFECl'1V�RAlN �'L-OOD HYDRQGRAPH L'��l L�sl ��7� I�sl ���� [2a� �2�� �22� �23� �24� UNIT TIME CUMUI.ATIVE DISTRIB UNIT PATTERN STORM LOSS EF�'ECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH I'EF2CENT RAIN RATE RAlN CFS PERIOD OF LAG F'ERCENT pF FERCENT CFS-h{RSlIN (PL E-5.9� ENlHR IN/HR iNlHR m j7]*[15] UL.TIMATE [17]m-[17]m-1 4f l"`f181 60 10 20 [21]-[22] DISCHARGE 100.000 10Q[5j (S-GRAPH) MAX LOW � 3.3 0.475 0.386 Q.404 0.089 0.56 2 4.2 0.6Q5 0.386 D.514 0.219 1.37 3 4.4 0.634 0.386 Q.539 0.248 1.56 4 4.8 0.691 0.386 Q.588 0.305 1.92 5 5.2 0.749 0.386 0.636 0.363 2.28 g 6.2 0.893 0.386 0.759 0.507 3.18 7 6.8 0.979 0.386 0.832 0.593 3.73 g 8.8 1.267 0.386 1.077 0.881 5.54 g 13.9 2.Q02 0.386 1.701 1.616 10.15 10 31.4 4.522 0.386 3.843 4.136 25.98 11 7.2 1.037 Q.386 0.881 0.651 4.09 �2 3.8 0.547 0.386 0.465 0.181 1.01 70TALS 100.a 9.77 61.36 EFFECTIVE RAIN = 0.81 INCHES TOTAL RUNOFF VOLUME = 0.42 AC-FT R C F C &W C D "SHORTCUT METHOD" Project s►�eet ,1;�.,,__�;_.�_-.�� ,�_.�„ SYNTHETIC UNIT HYDROGRAPH METHOL7 Temecula Tract 33584-Existing � ,r:i\`�[[���ii'ti�'f��tl_,�0��(si;_j Unit Hydrograph and Effective Rain �v rRw� Date 07/21/2014 � I1�?.���'����fl�lJi���', Checked Date Calculation Form [1] GONCENTRATION POWT 1 [2] AREA DESIGNATION --- [3] DFiAINAGE AREA-ACRES 6.23 [4] ULTIMATE qISCHARGE-CFS-HRSIIN(645'`[3]) 4018.35 [5] UNIT TIME-MINUTES 5 [6j LAG TIME-MINUTES 5 [7j UNIT TIME-PERCENT OF LAG(100�'[5]I[6]) --- [8] S-CURVE Valley [9] STORM FREQUENCY&DURATION 100 YR,3-HR [10j TOTAL ADJUSTED STORM RAIN-INCHES 1.9 [11] VARIABLE LOSS RATE(AVG�-INCHESIHOUR --- [12j MINiMUM LOSS RATE(�OR VAR.LOSS)-INlHR --- �13] CONSTANT LOSS RATE-INCHES/HOUR 0.386 14 LOW LOSS RATE-PERCENT 8� UN1T HYDROGRAPH EF�ECTIVE RAIN FLOOD HYDROGRAPH L"�5l �'�6� L�7� I�6J G�7� �20� j21� ��2� �23� �243 UNIT TIME CUMULATIVE DISTRtB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME F'ERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RA[N RATE RAfN CFS PERIdD OF LAG PERCENT OF PERCENT CFS-HRSIIN (PL E-5.9) IN/HR IN/HR INIHR m [7]"[15] UE.TIMATE [17jm-[17]m-1 4j,L,[,18], 6010 20 [21]-[22] D ISC HARG E 100.000 100(5J (S-GRAPN� MAX LOW � 1.3 �.296 0.386 0.252 0.044 0.28 2 1.3 0.296 0.386 0.252 0.044 0.28 3 1.1 0.251 0.386 0.213 0.038 0.24 4 1.5 0.342 0.386 0.291 0.051 0.32 � 1.5 0.342 D.386 0.291 0.051 0.32 g 1.8 0.410 0.386 0.349 0.062 �.39 7 1.5 0.342 0.386 0.291 0.051 Q.32 g 1.8 0.410 0.386 0.349 0.062 a.39 g 1.8 0.410 0.386 Q.349 0.062 0.39 �p 1.5 0.342 0.386 0.291 0.051 D.32 �� 1.6 0.365 0.386 0.310 0.055 0.34 �2 1.8 0.410 0.386 0.349 0.062 0.39 13 2.2 0.502 0.386 0.426 Q.116 0.73 14 2.2 0.502 0.386 0.426 0.116 0.73 �� 2.2 0.502 0.386 0.426 0.116 0.73 16 2.0 0.456 0.386 0.388 0.070 0,44 �7 2.6 0.593 0.386 0.504 0.207 1.30 �g 2.7 b.616 0.386 0.523 Q.230 1.44 �g 2.4 0.547 0.386 0.465 Q.161 1.01 20 2.7 0.616 0.386 0.523 0.230 1.44 �� 3.3 0.752 0.386 0.640 Q.366 2.30 �� 3.1 0.707 0.386 0.601 �.321 2.02 23 2.9 0.661 0.386 0.562 0.275 1.73 24 3.0 0.684 0.386 0.581 0.298 1.87 25 3.1 0.707 0.386 0.601 0.321 2.02 2g 4.2 0.958 0.386 0.814 0.572 3.59 27 5.0 1.140 0.386 Q.969 0.754 4.74 28 3.5 0.798 0.386 4.678 0.412 2.59 29 6.8 1.550 0.386 1.318 1.164 7.31 30 7.3 1.664 0.386 1.415 1,278 8.03 31 8.2 1.870 0.386 1.589 1.484 9.32 32 5.9 1.345 0.386 1.143 0.959 6.03 33 2.0 0.456 0.386 Q.388 0.070 0.44 34 1.8 0.410 0.386 0.349 0.062 0.39 3� 1.8 0.410 0.386 0.349 0.062 0.39 36 0.6 0.137 0.386 0.116 0.021 0.13 37 0.0 Q.000 0.386 0.000 0.000 0.00 TOTALS �oa.a 10.29 64.67 E�FECTIVE RAIN = 0.86 lNCHES TOTAL RUNOFF VOLUME = 0.45 AC-FT R C F C &W C D '�SHORTCUT METHOD" Project sheet \/ f / / SYNTHETIC UNIT HYDROGRAPH METHOD Temecula Tract 33584-Existing � �.fi.11 l�(I.E);I.fll\���I,3�::���1J1,:'•,]1'� �,14t�������;[l,i'\[l_, Unit Hydrograph and Effective Rain Bv r�w� Date 07/21/2014 � Calculafiion Form Checked Date [1j CONCENTRA710N PO1NT 1 [2j AREA DESIGNA�'ION --- [3j DRAINAGE AR�A-ACRES 6.23 [4] ULTIMATE D15CMAF2G�-CFS-HRS11t�{645*[3]} 4�18.35 [5] UNI�'TIME-MINU7ES 5 [6] LAG TIME-MINUTES 5 [7] UNIT TIME-PERCEN7 OF LAG(100`[5]/[6]) 100 [8] S-CURVE Valley j9J STORM FREQUENCY&pURATION 100-YR,6-HR [10] TQTAL ADJUSTED STORM RAIN-1NCHES 2.5 j'f1] VARIABLE LOSS RATE(AVG)-INCHESIHOUR --- [12] MINIMUM LOSS RATE(FOR VAR.LOSS)-INIHR --- 13] CONSTANT LOSS RATE-INCHESIHOUR 0.386 [14 LOW LOSS RATE-PERCENT 8� UN1T HYDROGRAPH �FFECTIVE RAIN FLOOD HYDROGRAPH C�5l ��s� ���� ��s� ��7� C20� �21� �22� �23� �24� 11NIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAF'H PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRSIW (PL E-5.9) INIHR INlHR INlHR m [7]'`[15] ULTIMATE [17jm-[17]m-1 4r �*r�s� 60 10 20 [21]-{22] DISCHARGE 1Q0.000 100[5] (S-GRAPH� MAX LOW � 0.5 0.150 0.386 0.128 0.023 0.14 2 0.6 0.180 0.386 0.153 0.027 0.17 3 0.6 Q.180 0.386 0.153 0.027 0.17 � 0.6 0.180 0.386 0.153 0.027 0.17 5 0.6 0.180 0.386 0.153 0.027 0.17 g 0.7 fl.210 0.386 0.179 Q.Q32 0.20 7 0.7 0.210 0.386 0.179 0.032 0.20 g 0.7 0.21 Q 0.386 0.179 0.032 0.2� g 0.7 0.210 0.386 0.179 0.032 0.2D �p 0.7 0.210 D.386 0.179 0.032 0.20 �� 0.7 0.210 0.386 0.179 0.032 0.20 �2 0.8 0.240 0.386 0.204 0.036 0.23 13 0.8 0.240 0.386 0.204 0.036 6.23 14 0.8 0.240 D.386 0.204 0.036 0.23 �� 0.8 0.240 0.38� 0.204 0.036 0.23 16 0.8 0.240 0.386 0.204 0.036 �.23 �7 0.8 0,240 0.386 0.204 0.036 0.23 �g 0.8 0.240 0.386 Q.204 0.036 �.23 1 g 0.8 0.24Q 0.386 Q.204 0.036 0.23 2p 0.8 0.240 0.386 0.204 0.036 0.23 2� 0.8 0.240 Q.386 0.204 0.036 0.23 22 0.8 0.240 Q.386 0.204 0.036 0.23 23 0.8 0.240 0.386 0.204 0.036 0.23 24 0.9 0.270 0.386 0.230 0.041 0.25 25 0.8 0.240 0.386 0.204 0.036 0.23 26 0.9 0.270 0.386 0.230 0.041 0.25 27 0.9 0.270 0.386 0.230 0.041 0.25 28 0.9 0.270 0.386 0.230 0.041 0.25 29 d.9 0.270 0.386 0.23D O.fl41 0.25 30 a.9 0.270 0.386 0,230 �.041 0.25 31 0.9 0.270 0.386 0.230 0.041 0.25 32 0.9 0.270 0.386 0.230 0.041 0.25 33 1.0 0.3Q0 0.386 0.255 0.045 0.28 34 1.0 0.300 0.386 0.255 D.OQS 0.28 35 1.0 0.300 0.386 0.255 0.045 0.28 36 1.0 0.300 0.386 0.255 0.045 0.28 37 1.0 0.300 0.386 Q.255 0.045 0.28 38 1.1 0.330 0.386 0.281 0.050 �.31 39 1.1 0.330 0.386 0.281 0.050 0.31 40 1.1 0.330 0.386 0.281 0.050 0.31 41 1.2 0.36Q 0.386 0.306 0.054 fl.34 42 1.3 0.39Q 0.386 0.332 0.059 0.37 43 1.4 0.420 0.386 0.357 0.063 0.40 44 1.4 0.420 0.386 0.357 0.063 0.40 45 1.5 0.450 Q.386 0.383 0.068 0.42 46 1.5 0.450 0.386 0.383 Q.068 0.42 4� 1.6 0.480 0.386 0.408 0.094 0.59 qg 1.6 0.480 0.386 0.408 0.094 0.59 49 1.7 0.510 0.386 0.434 0.124 0.7$ �p 1.8 0.540 0.386 0.459 0.154 0.97 5� 1.9 0.570 0.386 0.485 Q.184 1.16 �2 2.0 0.600 0.386 0.510 0.214 1.34 53 2.1 0.630 0.386 0.536 D.244 1.53 �q 2.1 0.630 0.386 0.536 0.244 1.53 55 2.2 0.660 0.386 0.561 0.274 1.72 56 2.3 0.690 0.386 0.587 0.304 1.91 57 2.4 0.72Q 0.386 0.612 0.334 2.10 58 2.4 0.72Q 0.386 0.612 Q.334 2.10 59 2.5 Q.750 0.386 0.638 0.364 2.29 60 2.6 Q.780 0.386 0.663 0.394 2.48 61 3.1 0.930 0.386 0.791 0.544 3.42 62 3.6 1.D80 0.386 0.918 0.694 4.36 63 3.9 9.170 0.386 0.995 0.784 4.93 64 4.2 1.260 b.386 1.071 0.874 5.49 65 4.7 1.410 0.386 1.199 1.024 6.43 66 5.6 1.680 0.386 1.428 1.294 8.13 67 1.9 0.570 0.386 0.485 0.184 1.16 68 0.9 0.270 0.386 0.230 0.041 0.25 �g 0.6 0.180 0.386 0.153 0.027 0.17 70 0.5 0.150 0.386 0.128 0.023 0.14 71 0.3 0.090 0.386 0.077 0.014 0.08 72 0.2 0.060 0.386 0.051 0.009 0.06 73 0.0 0.000 0.386 0.000 0.000 0.00 TOTALS 100.0 10.73 67.37 EFFECTIVE RAlN = 0.89 INCHES TOTAL RUNOFF VOLUME = 0.46 AC-FT RCFC &WCD "SHORTCUT METH�D" Pro�ect sheet � - -� �. SYNTHETIC UNIT MYDROGRAPH METHOD Temecula Tract 33584-Existing ���]�ll �<«�;�,� ��,:�,���( � „ �, �;f, , , Unit Hydrograph and Effective Rain sy TRWE Date 07/21/2014 � �,��,.�,1����,���,�L.� Calcu{ation Form Checked Date [1] CONC�NTRATIQN POINT 1 [2] AREA DESIGNATION --- [3j DRAINAGE AREA-ACRES 6 23 [4] ULTIMATE DISCHARGE-CFS-HRSIIN(645*{3]) 4018.35 [5j UNIT 71ME-MINUTES 15 [6] LAG TfME-MINUTES 15 [7j UNII'TIME-PERCENT OF LAG(100*[5]![6]) 100 [8] S-CURVE Valley j9j STORM FREQUENCY&DURATION 100-YR,24-HR [10] TOTAL ADJUSTED STOF2M RAIN-INCHES 4.5 [11] VARIABLE LOSS RATE(AVG)-1NCH�SIHOUR 0.386 [12] MINIMUM LOSS RA7E(FOR VAR.LOSS)-IEVlHR 0.193 [13] CONSTAN1'LOSS RATE-INCHESIHOUR --- [14] LOW LOSS RATE-PERCENT 85 UN11"HYDROGFiAPH EFFECTIVE RAIN FLOOD HYDROGRAPH �'�5� ��6� ��7� ��s� �'�7� C��� ���� ��za ��3� ��4� UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EF�EC1'IVE F�.OW TIME PERCENT AVERAGE GRAPH HYpROGRAPH P�RCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT C�S-HRSIIN (PL E-5.9) INlHR INlHR IN/HR m [7]"[15] ULTIMATE [17]m-[17]m-1 4*18 60 1r olr2o� [21]-[22] DISCHAI�G� 10Q.000 100[5] (S-GRAPH) MAX LOW 1 0.2 0.036 0.682 0.03i 0.005 0.03 2 0.3 0.054 0.674 0.046 0.008 0.05 3 0.3 0.054 0.666 0.�46 0.008 0.05 4 0.4 0.072 0.658 0.06� 0.011 0.07 5 0.3 0.054 0.650 Q.046 0.008 0.05 6 0.3 0.054 0.643 Q.046 0.008 0.05 7 0.3 0.054 0.635 0.046 O.QOS 0.05 8 0.�3 0.072 0.627 Q.061 0.0'i 1 0.07 9 0.4 0.072 0.620 0.061 O.Q11 0.07 10 0.4 0.072 0.612 Q.061 0.011 0.07 11 0.5 0.090 0.605 0.077 0.014 0.08 12 0.5 0.090 0.597 0.077 0.014 0.08 13 0.5 0.090 0.590 Q.077 0.014 0.08 14 0.5 0.090 0.582 0.077 0.014 0.08 15 0.5 0.090 0.575 0.077 0.014 0.08 16 0.6 0.108 0.568 0.092 0.616 0.10 17 0.6 0.108 0.561 O.D92 0.016 0.10 1$ 0.7 Q.126 0.554 Q.107 O.Q19 0.12 19 0.7 0.126 0.546 0.107 O.Q19 0.12 2D 0.8 0.144 0.539 0.122 0.022 0.14 21 0.6 0.108 0.532 Q.092 0.016 0.10 22 0.7 0.126 0.526 0.107 0.019 0.12 23 0.8 0.144 0.519 0.122 0.022 0.14 24 0.8 0.144 0.512 0.122 0.022 0.14 25 0.9 0.162 0.505 0.138 0.024 0.15 26 0.9 0.162 0.498 0.138 0.024 0.15 27 1.0 0.180 0.492 0.153 0.027 0.17 28 1.0 0.180 0.485 0.153 0.027 0.17 29 1.0 0.180 0.478 �.153 0.027 0.17 30 1.1 Q.198 0.472 �.168 0.030 0.19 31 1.2 0.216 0.465 0.184 0.032 0.20 32 1.3 0.234 0.459 0.199 D.035 0.22 33 1.5 0.270 0.453 0.23� 0.041 0.25 34 1.5 0.270 0.446 �.230 0.�41 0.25 35 1.6 0.288 0.440 0.245 Q.043 0.27 36 1.7 0.306 0.434 0.260 Q.046 0.29 37 1.9 0.342 0.428 0.291 6.051 0.32 38 2.0 0.360 0.422 0.306 0.054 0.3Q 39 2.1 0.378 0.416 0.321 0.057 0.36 40 2.2 0.396 0.410 0.337 0.059 0.37 41 1.5 0.270 0.404 0.230 0.041 0.25 42 1.5 0.270 0.398 0.230 0.041 0.25 43 2.0 0.360 0.392 0.306 0.054 0.34 44 2.0 0.360 0.386 0.306 0.054 0.34 45 1.9 0.342 0.381 0.291 0.051 0.32 46 1.9 Q.342 0.375 �.291 0.051 0.32 47 1.7 0.306 0.369 0.260 Q.046 0.29 48 1.8 0.324 0.364 0.275 Q.049 0.31 49 2.5 Q.450 0.359 0.383 0.091 0.57 50 2.6 0.468 0.353 0.398 0.115 0.72 51 2.8 0.504 0.348 0.428 0.156 0.98 52 2.9 0.522 0.343 0.444 0.179 1.13 53 3.4 0.612 0.337 0.520 0.275 1.72 54 3.4 0.612 0.332 0.520 0.280 1.76 55 2.3 0.414 0.327 0.352 0.087 0.54 56 2.3 0.414 0.322 0.352 0.092 Q.58 57 2.7 0.486 0.317 0.413 0.169 1.06 58 2.6 0.468 0.313 0.398 0.155 0.98 59 2.6 0.468 0.308 0.398 0.16Q 1.01 60 2.5 0.450 0.303 0.383 0.147 0.92 61 2.4 0.432 0.298 0.367 0.134 0.84 62 2.3 0.414 0.294 0.352 0.120 0.75 63 1.9 0.342 0.289 0.299 0.053 0.33 64 1.9 0.342 0.285 0.291 0.057 0.36 65 0.4 0.072 0.281 0.061 0.011 0.07 66 0.4 0.072 0.276 0.061 0.011 0.07 67 0.3 0.054 0.272 0.046 0.008 0.05 68 0.3 0.054 0.268 0.046 4.008 0.05 69 0.5 0.090 0.264 0.077 0.014 0.08 70 0.5 0.090 0.260 0.077 0.014 0.08 71 0.5 0.090 0.256 0.077 0.014 0.08 72 0.4 0.072 0.252 0.061 0.011 0.07 73 0.4 0.072 0.249 0.061 0.011 0.07 74 0.4 0.072 0.245 0.061 0.011 0.07 75 0.3 0.054 0.241 0.046 �.008 0.05 76 0.2 0.036 0.238 0.031 fl.005 0.03 77 0.3 0.054 0.235 0.046 Q.008 0.05 78 0.4 0.072 0.231 a.Q61 0.011 0,07 79 0.3 0.054 0.228 Q.046 0.008 0.05 80 0.2 0.036 0.225 O.fl31 0.005 0.03 81 0.3 0.054 0.222 0.046 0.008 0.05 82 0.3 0.054 0.219 0.046 0.008 0.05 83 0.3 0.054 0.217 0.046 0.008 0.05 84 0.2 0.036 0.214 0.031 0.005 O.Q3 85 0.3 0.054 0.211 0.046 �.008 0.05 86 0.2 0.036 0.209 0.031 0.005 0.03 87 0.3 0.054 0.207 0.046 0.008 0.05 88 0.2 0.036 0.204 0.031 0.005 0.03 89 0.3 0.054 0.202 0.046 0.008 0.05 90 0.2 0.036 0.201 0.031 0.005 0.03 91 0.2 0.036 0.199 0.039 b.005 0.03 92 0.2 0.036 0.197 0.031 0.005 0.03 93 0.2 0.036 0.196 0.031 0.005 0.03 94 0.2 0.036 0.195 0.031 0.005 0.03 95 0.2 0.036 0.194 0.03� 0.005 0.03 96 0.2 Q.036 0.193 O.Q31 0.005 0.03 97 0.0 0.000 0.�04 �.00Q 0.00 TOTALS 100.0 3.86 24.25 EFFECTIVE RAIN = 0.96 INCHES TOTAL RUNO�F VOLUME = 0.50 AC-FT PPE IX C � Post-Pr�ject Unit �ydro�raph U � Q � N n'1 O o0 O d' � O O r-I �--I c-I O d. v O O O O O O �j L t]0 .� � �t � U .--i O 00 � �-i 1� � l0 �t N I� V1 m Q O O O O O O n L.L U � � O �+� t10 Q � C � N V1 !� N d' lD N C Q O O �--� N �--� O � � U v O O O O O O � ,� -� *' c L � � � J '� L > � 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I� � I� �t O f� � N O I\ J � � � a�.1 G1 � a� Q � � O � m � v a� -� ' �:o E E v � � „ .. w � � L C J � �--+ � UA t1A � Q Q1 � � (O f0 O � � � J J a R C F C &W C D "SHORTCUT METMOD" �ro�ect sheet i'I;�"�I>>I;i���)i1�'���.`,`i� SYNTHETIC UNIT HYDROGRAPH METHOD Temecula Trac#33584-Proposed � f?' [��h11,���:�r;[UJ���,�:�:.�:, ��it Hydrograph and Effective Rain By TRw� oate o�izvzo�a � Calculation Form Checkeci Date [1] CONCENTFtA710N POINT 1 [2] AREA DESIGNATfON --- [3] DRAINAGE AREA-ACRES 6.23 [4] ULTIMATE DISCHARGE-CFS-HRSIIN(645*[3]) 4018.35 [5] 11NiT 71ME-MIIVU7ES 15 [6] LAG TIME-MINUTES 15 [7] UNIT TIME-PERCENT OF LAG(90Q"[5]![6]� 100 [8] S-CURVE VaNey [9] STORM FREQUENCY&DURA"CION 2-YR,24-HR [10] TUTAL ADJUSTED STORM RAIN-INCHES 1.8 [11] VARIABLE LOSS RATE(AVG)-INCHESlMOUR 0.357 [12] MINIMUM LOSS RATE(FOR VAR.LOSS�-INIHR 0.179 [13] CONSTANF LOSS RATE-1NCHESIHOUR --- 14 LOW LOSS RATE-PERCENT 90 UNIT HYpR�GRAPH EFFECTIVE RAIN FLOOD NYDROGRAPH [15] [16] [17] [16] [17] [20] [21] [22] [23] [24] UIJIT TIM� CUMULATNE �ISTRi6 UNIT PATTERN S70RM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPN HYDROGRAF'H P�RCENT RAIN RATE RAIN CFS PERiOD OF LAG PERCENT OF PERCEN"f CFS-HFiS/lN (PI�E-5.9) INlHR INIHR INfHR m [7]"[15] ULTIMATE [17]m-[17Jm-1 4�`18 60 1�U]j2_0,� [21]-[22] DISCHARGE 1QQ.Q00 10U[5] (S-GRAPH) MAX LOW 1 0.2 0.014 0.630 0.013 0.001 0.01 2 0.3 0.022 0.623 0.019 0.002 0.01 3 4.3 0.022 0.616 0.019 o.aoz 0.01 4 0.4 0.029 0.6�9 0.026 0.003 0.02 5 0.3 0.022 0.601 0.019 Q.002 0.01 6 0.3 0.022 0.594 0.019 0.002 0.01 7 0.3 0.022 0.587 0.019 0.002 0.01 8 0.� 0.029 0.580 0.026 0.003 0.02 9 0.4 0.029 0.573 0.026 0.003 0.02 1 Q 0.4 0.029 0.566 0.026 0.003 0.02 11 0.5 0.036 0.559 0.032 Q.004 0.02 12 0.5 0.036 0.552 0.032 Q.Q04 0.02 13 0.5 0.036 0.545 0.032 4.004 0.02 14 0.5 0.036 0.539 0.032 O.d04 0.02 15 0.5 0.036 0.532 D.032 Q.Q04 0.02 16 0.6 0.0�43 0.525 0.039 O.Q04 0.03 17 0.6 0.043 0.519 0.039 0.004 0.03 18 0.7 0.050 0.512 0.045 0.005 0.03 19 0.7 Q.050 Q.505 0.045 0.005 0.03 2p 0.8 Q.058 0.499 0.052 0.006 0.04 21 0.6 0.043 0.492 0.039 0.004 0.03 22 0.7 0.050 0.486 0.045 0.005 0.03 23 0.8 0.058 0.480 0.052 0.006 0.04 24 0.8 0.058 0.473 0.052 0.006 0.04 25 0.9 0.065 0.467 0.058 0.006 0.04 26 0.9 0.065 0.461 0.058 O.Q06 0.04 27 1.0 0.072 �.455 0.065 0.007 0.05 28 1.0 0.072 �.449 0.065 0.007 0.05 29 1.0 0.072 0.442 O.D85 0.007 0.05 30 1.1 0.079 0.436 0.071 0.008 0.05 31 1.2 0.086 0.430 0.078 0.009 0.05 32 1.3 0.094 �.424 0.084 0.009 0.06 33 1.5 0.108 �.419 0.097 0.011 0.07 34 1.5 0.108 Q.413 O.D97 0.011 0.07 35 1.6 0.115 Q.407 0.104 0.012 0.07 36 1.7 0.122 0.401 0.110 0.012 0.08 37 1.9 0.137 0.396 0.123 0.014 0.09 38 2.Q 0.144 0.39Q 0.130 0.014 0.09 39 2.1 0.151 0.384 0.136 0.015 0.09 40 2.2 0.158 0.379 0.143 0.016 0.1 Q 41 1.5 0.108 0.373 0.097 0.011 0.07 42 1.5 0.108 0.368 0.097 0.011 0.07 43 2.0 0.144 0.363 0.130 0.014 0.09 44 2.Q 0.144 �.357 0.130 0.014 0.09 45 1.9 0.137 �.352 0.123 0.014 0.09 46 1.9 0.137 D.347 0.123 0.014 0.09 47 1.7 0,122 0.342 0.110 0.012 0.08 48 1.8 0.130 0.337 0.117 0.013 0.08 49 2.5 0.180 0.332 0.162 0.018 0.11 50 2.6 0.187 0.327 0.168 0.019 0.12 51 2.8 0.202 0.322 0.181 0.020 0.13 52 2.9 0.209 0.317 0.188 0.021 0.13 53 3.4 0.245 0.39 2 0.220 0.024 0.15 54 3.4 0.245 0.307 0.220 0.024 0.15 55 2.3 0.166 0.3�3 Q.149 0.017 0.10 56 2..3 0.166 0.298 0.149 O.a17 0.10 57 2.7 0.194 0.294 0.175 0.019 a.12 58 2.6 0.187 0.289 0.168 0.�19 �.12 59 2.6 0.187 0.285 0.168 0.019 0.12 gp 2.5 Q.180 0.28Q 0.162 0.018 0.11 61 2.4 Q.173 0.276 0.156 0.017 0.11 62 2.3 0.166 0.272 0.149 0.017 0.10 �3 1.9 0.137 0.268 0.123 0.014 0.09 64 1.9 0.137 0.264 0.123 0.014 0.09 g� 0.4 0.029 0.259 0.026 0.003 0.02 66 0.4 0.029 0.256 0.026 0.003 0.02 67 0.3 0.022 0.252 0.019 0.002 0.01 68 0.3 0.022 0.248 0.019 0.002 0.01 69 0.5 0.036 0.244 0.032 0.004 0.02 70 0.5 0.036 0.240 0.032 0.004 0.02 71 0.5 0.036 0.237 0.032 O.OD4 0.02 72 0.4 0.029 Q.233 0.026 0.003 0.02 73 0.4 0.029 0.230 0.026 0.003 0.02 7q 0.4 0.029 0.227 0.026 0.003 0.02 75 0.3 0.022 0.223 0.099 0.002 0.01 76 0.2 0.014 0.220 0.013 0.001 0.01 77 0.3 0.022 0.217 0.019 0.002 0.01 7g 0.4 0.029 0.214 0.026 0.003 0.02 7g 0.3 0.022 0.211 0.019 0.002 0.01 80 0.2 0.014 0.208 0.013 0.001 0.01 81 0.3 0.022 0.205 0.019 0.062 0.01 82 0.3 0.022 0.2Q3 0.019 0.002 0.01 83 0.3 0.022 0.200 0.019 0.002 0.01 84 0.2 0.014 D.198 0.013 0.001 0.01 85 0.3 0.022 0.195 0.019 0.002 0.01 86 0.2 0.014 0.193 0.013 0.001 0.01 87 0.3 0.022 0.191 0.019 0.002 0.01 88 0.2 0.014 0.189 Q.013 0.001 0.01 89 0.3 0.022 0.187 0.019 0.002 0.01 90 0.2 0.014 0.186 O.Q13 0.001 0.01 91 0.2 0.094 0.184 0.013 0.001 0.01 g2 0.2 0.014 0.182 0.013 0.001 0.01 93 0.2 0.014 0.181 0.013 0.001 0.01 94 0.2 0.014 0.180 0.013 0.001 0.01 95 0.2 0.014 0.179 0.013 0.001 0.01 96 0.2 0.014 0.179 0.013 O.OD1 0.01 g� 0.0 0.000 0.000 0.000 0.00 TOTALS 100.0 0.72 4.52 EFFECTIVE RAIN = 0.18 INCHES TOTAL RUNOFF VOLUME = 0.09 AC-FT RCFC &W� D "SHORTCUT METHOD" �ro�ect s►�eet I�;;;`�`_'1���)I;�',_�(^'%���:,��?)C�;�:'i�`� SYNTHETIC UNIT HYDROGRAPH IVIETWUD Temecula Tract 33584-Proposed � `,Util�\G�.1[li���:�''� Unit Hydrograph and Effective Rain �v TRWE Date 47/21/2�14 � Calculation Form Checked Date [1] CONCENTRATION POINT 1 [2] AREA DESiGNATION --- [3] DRAINAGE AREA-ACRES 6.23 [4] ULTIMATE DISCHARGE-CFS-HRS/IN(645*[3]j 4018.35 [5] UNIT TIME-MINUTES 15 [6] LAG TIME-MINUTES 15 [7] UNIT TIME-PERCENT OF LAG{10Q"[5]![6]) 100 [8] S-CURVE Valley [9] ST�RM FREQUENCY&DURATION 1U-YR,2_4-HR [10] TOTAL ADJUSTED STORM RAIN-INCHES ?.95 [11� VARIABLE LOSS RATE(AVGj-INCHESlHOUR 0.255 [12] MINIMUM LOSS RATE(FOR VAR.LOSS�-1N/HR 0.128 [13 CONSTANT LOSS RATE-INCHESIHOUR --- [14 LOW LOSS RATE-PERCENT 85 UNI7 HYDROGRAPH EFFECTIVE RAEN FLOOD HYDROGRAPH [�5l ['�s] [17] C'��J ���] [20] [2�� t22� �23] �24� UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOSS EFFECTIVE FLOW TEME PERGENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CF5 PERIQD OF LAG PERCENT OF PERCENT CFS-HR511N (PL E-5.9� INIHR INIHR INIHR m [7]*[15] ULTIMATE [17]m-[17]m-1 4f 1*f�81 SO 10 20 [21j-[22] DISCh1ARG� 100.000 100[5] (S-GRAPH) MAX LOW � 0.2 0.024 0.450 0.020 0.�04 0.02 2 0.3 0.035 0.445 0.03� 0.005 0.03 3 0.3 0.035 0.440 0.030 0.005 0.03 4 0.4 0.047 0.435 0.040 0.007 0.04 5 0.3 0.035 0.430 0.030 0.005 �.03 g 0.3 0.035 0.424 0.030 0.005 0.03 7 Q.3 0.035 0.419 0.030 0.005 0.03 g Q.4 0.047 0.414 0.040 0.007 0.04 g 0.4 0.047 0.409 0.040 0.007 0.04 �p 0.4 0.047 0.404 0.040 0.007 0.04 11 0.5 0.059 0.399 0.050 0.009 0.06 �2 0.5 0.059 0.395 0.050 O.OQ9 0.06 13 0.5 0.059 0.390 0.450 0.009 0.06 14 0.5 0.059 0.385 0.050 0.009 0.06 15 0.5 0.059 0.380 0.050 0.009 0.06 16 0.6 a.a71 0.375 0.060 0.011 0.07 �7 0.6 0.071 0.370 0.060 0.011 0.07 �g 0.7 0.083 0.366 0.070 0.012 0.08 �g 0.7 0.083 0.361 0.07Q 0.012 0.08 20 0.8 0.094 0.356 0.080 0.014 0.09 2� 0.6 0.071 0.352 0.060 0.011 0.07 22 0.7 0.083 0.347 0.070 D.Q12 0.08 23 0.8 0.094 0.343 0.080 0.014 0.09 24 0.8 0.094 0.338 0.080 0.014 0.09 25 0.9 0.106 0.334 0.09Q 0.016 0.10 2g 0.9 0.106 0.329 0.090 0.016 0.10 27 1.Q 0.118 0.325 0.100 0.018 0.11 28 1.Q 0.118 0.320 0.100 0.018 0.11 29 1.0 0.118 0.316 0.100 0.018 0.11 30 1.1 0.13Q 0.312 0.110 0.019 Q.12 3� 1.2 0.142 0.307 0.120 0.021 0.13 32 1.3 0.153 0.3Q3 0.130 0.023 0.14 33 1.5 0.177 0.299 0.150 0.027 0.17 34 1.5 0.177 0.295 0.150 0.027 0.17 35 1.6 0.189 0.291 0.160 0.028 0.18 36 1.7 0.201 0.287 0.171 0.030 0.19 37 1.9 b.22�t 0.283 0.191 0.034 0.21 38 2.0 Q.236 0.279 0.201 0.035 0.22 39 2.1 0.248 0.275 0.211 0.037 0.23 40 2.2 0.260 0.271 0.221 0.039 0.24 41 1.5 4.177 0.267 0.150 0.027 0.17 42 1.5 0.177 0.263 0.15� 0.027 0.17 43 2.0 0.236 0.259 0.201 0.035 0.22 44 2.0 0.236 0.255 0.201 0.035 0.22 45 1.9 0.224 0.251 0.191 0.034 0.21 46 1.9 0.224 0.248 0.191 0.034 0.21 47 1.7 0.2�1 0.244 0.171 0.030 0.19 48 1.8 0.212 0.240 0.181 O.Q32 0.2Q 49 2.5 0.295 a.237 D.251 0.058 0.37 50 2.6 0.307 0.233 0.261 0.074 0.46 51 2.8 0.330 0.230 0.281 fl.109 0.63 52 2.9 0.342 0.226 0.291 0.116 0.73 53 3.4 0.401 Q.223 0.341 0.178 1.12 54 3.�1 0.401 0.220 0.341 0.182 1.14 �5 2.3 0.271 0.29 6 0.231 0.055 0.35 56 2.3 0.271 0.213 0.231 0.058 0.37 57 2.7 0.319 0.210 0.271 0.109 0.68 58 2.6 0.307 0.206 0.261 0.100 0.63 59 2.6 0.3Q7 0.203 0.261 0.103 0.65 gp 2.5 0.295 0.200 0.251 0.095 0.60 61 2.4 0.283 0.197 0.241 0.086 0.54 g2 2.3 0.271 0.194 0.231 0.077 0.49 63 1.9 0.224 0.191 Q.191 0.034 0.21 64 1.9 0.224 0.188 0.191 0.036 0.23 g5 0.4 0.047 0.185 0.040 0.007 0.04 66 0.4 0.047 0.183 0.040 0.007 O.Q4 g7 0.3 Q.035 0.180 0.030 0.005 0.03 gg 0.3 0.035 0.'f77 0.030 0.005 O.fl3 gg 0.5 0.059 0.174 0.050 0.009 0.06 7p 0.5 0.059 0.172 0.050 0.009 0.06 7� 0.5 0.059 0.169 0.050 0.009 0.06 72 0.4 0.047 0.167 0.040 a.007 0.04 73 0.4 0.047 0.164 0.040 Q.Q07 0.04 74 0.4 0.047 0.162 0.040 �.�07 0.04 75 0.3 0.035 0.160 0.030 0.005 0.03 7g 0.2 0.024 0.157 0.020 0.004 0.02 7� 0.3 0.035 0.155 0.030 0.005 0.03 78 0.4 0.047 0.153 0.040 0.007 0.04 79 Q.3 0.035 0.151 0.030 0.005 0.03 gp 0.2 0.024 0.149 0.020 0.004 0.02 g� 0.3 0.035 0.147 0.030 0.005 0.03 82 0.3 0.035 0.145 Q.030 D.005 0.03 83 0.3 0.035 0.143 Q.030 D.005 0.03 84 0.2 0.024 0.141 0.020 0.004 0.02 85 0.3 0.035 0.140 0.030 0.005 0.03 gg 0.2 0.024 0.138 0.020 0.004 0.02 87 0.3 0.035 0.137 0.030 0.005 0.03 gg 0.2 Q.024 0.135 0.020 0.004 0.02 gg 0.3 0.035 0.134 0.030 0.005 Q.03 gp 0.2 0.024 0.133 0.020 0.004 Q.02 g� 0.2 0.024 0.131 0.020 0.004 0.02 g2 0.2 D.024 0.130 0.020 0.004 0.02 93 0.2 O.Q24 0.129 0.020 0.004 0.42 94 0.2 0.024 0.129 0.020 0.004 0.02 95 0.2 0.024 0.128 0.020 0.004 0.02 gg 0.2 0.024 0.128 0.020 0.004 0.02 97 0.0 0.000 0.000 O.00Q 0.00 TOTALS 100.0 2.50 15.74 EFFECTIVE RAIN = O.G3 INCHES TOTAL RUNOFF VOLUME = 0.33 AC-FT RCFC &WCD "SHORTCUT METHOD'" Project sheet �,,., � ,,..- ,-.,.,`,. SYNTHETIC UMT HYDROGRAPH METHOD Temecula Tract 33584-Proposed � ir�Jl"�I��,�,;�(C))��(���G�_l ��t r ��, � Unit Mydrograph and Effective Rain Bv TRWE Date 07l2'f/2014 � �1�Jr;�\1.�;�l�iL-\C�� Calculation Form Checked Dat� [1] CONCENTRATION POINT 1 [2] AREA DESIGNATION --- [3] pRAINAGE AREA-ACRES 6.23 [4] ULTfMATE DISCHARGE-CFS-HRSIIN{645*[3]? 4018.35 (5] UNIT TIME-MINUTES 5 (6] LAG TIME-MiNUTES 5 [7] UNIT TIME-PERCENT OF LAG(100"j5]![6]) --- [8] S-CURVE Valley [9] STORM FREQUENCY 8�DURAT[ON 10U-YR, 1-Hf2 (10] TOTAL ADJUSTED STORM RAiN-INCHES 1.2. [1'[] VARIABI.E LOSS RATE(AVG)-INCHESlNOUR --- [12] MINIMUM LOSS RATE{FOR VAR.LOSS)-INIHR --- [13 CONSTANT LOSS RATE-INCHESIMOUR 0.255 [14] LOW LOSS RAT�-PEFtCENT 85 UNIT HYDROGRAPH EFFECTNE RAIN FLOOD HYqROGRAPH ��5� �'�6� �'f7� ��6� ���� CzO� �21� �z2� �23� �24� iJNfT TIME GUMULATIVE DISTRIB UN{T PATTERN STORM LOSS �FFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPM PERCENT RAIN RATE RAIN CFS PERIO� OF LAG PERCENT OF PERCENT CFS-HR511N {PL E-5.9) INIHR 1NIHR INIHR m [7]"'[15] ULTIMATE [17]m-[17]m-1 4f l�f1s� 60 10 20 [21]-[22] DfSCHARGE 100.000 100[5] {S-GRAPH) MAX LOW � 3.3 0.475 0.255 a.404 0.220 1.38 2 4.2 0.605 0.255 0.514 0.350 2.20 3 4.4 0.634 0.255 0.539 0.379 2.38 4 4.8 0.691 0.255 0.588 0.436 2.74 5 5.2 0.749 0.255 0.636 0.494 3.10 g 6.2 Q.893 0.255 0.759 0.638 4.01 7 6.8 Q.979 0.255 0.832 Q.724 4.55 g 8.8 3.267 0.255 1.077 1.012 6.36 g 13.9 2.fl02 0.255 1.701 1.747 10.97 10 31.4 4.522 0.255 3.843 4.267 26.80 �� 7.2 1.fl37 0.255 0.881 0.782 4.91 �� 3.8 0.547 0.255 0.465 0.292 1.84 TOTALS 100.0 11.34 71.24 EFFECTIVE RAIN = 0.95 INCHES TOTAL RUNOFF VOLUME _ �.49 AC-FT R� �' C &W� D "SHORTCUT ME°THOD" Pra]ect 5�eet i,,.:,�, „�, ,., ;_„� SYNTHETlC UNIT HYDROGRAPH METHOD Temecula Tract 33584-Proposed � ,,.;<�j��)I�;,��„['�-,;�_�)c;;.,,j Unit Hydrograph and Effective Rain Bv TRWE r�ate o7i2�i2o�4 1 i����:��\f�:l��)l����.., Calculation Form Checked Date [1] CONCENTRAI"lON PO1NT 1 [2j AREA DESIGNATION --- [3] DRAINAGE AR�A-ACF2ES 6.23 [4] ULTIMATE DiSCHARG�-CFS-NRSIIN�645'"[3]) 4018.35 [5] UNIT TIME-MkNUTES 5 [6j LAG TIME-MINUTES 5 [7] UNIT TIME-PEf2CENT OF LAG(100*[5]I[6]) 100 [8j S-CURVE Valley [9] STORM FREQUENCY&DURATION 10(3-YR,3-HR [10] TOTAL ADJUSTE�STORM RAIN-[NCHES 1.9 [11] VARIABLE LO5S RATE(AVG)-INCHESIHOUR --- [12] MINIMUM LOS5 RATE(FOR VAR.L.OSS)-IN1HR --- [13] CONS7ANT LOSS RATE-INCHESIHOUR 0.255 [14] LOW LOSS RATE-PERCENT 85 UNI'T HYDFiOGRAPH EFFECTIVE RAIN FLOOD HYDROGRAPH I15� ��6� �17� L16I E17� �20� �21� �22� �23� ��`�a UNIT TIME CUMULATIVE DISTRIB UN1T PATTERN STORM LOSS EFFECT�VE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HRSIIN �PL E-5.9) iNlHR IN/HR lN1HFt m [7]*[15] UL.TIMATE [17]m-[17]m-1 4f 1*f'E81 60 10 20 [21j-[22� DISCHARG� 100.000 10Q[5j (S-GRAPH) MAX I.OW 1 1.3 0.296 0.255 0.252 0.044 0.28 2 1.3 0.296 0.255 0.252 0.044 0.28 3 1.1 0.251 �.255 0.213 0.038 0.24 4 1.5 0.342 Q.255 0.291 0.087 0.55 5 1.5 0.342 �.255 0.291 0.087 0.55 6 1.8 0.410 0.255 0.349 0.155 0.98 7 1.5 0.342 0.255 0.291 0.087 0.55 8 1.8 0.410 0.255 0.349 0.155 0.98 g 1.8 0.410 0.255 0.349 0.155 0.98 1 Q 1.5 0.342 D.255 0.291 0.087 0.55 11 1.6 0.365 D.255 0.310 0.110 0.69 12 1.8 0.410 0.255 0.349 0.155 0.98 13 2.2 0.502 0.255 O.Q26 0.247 1.55 14 2.2 0.502 0.255 0.426 0.247 1.55 15 2.2 0.502 0.255 0.426 0.247 1.55 16 2.0 0.456 0.255 0.388 0.2Q1 1.26 17 2.6 0.593 0.255 0.504 0.338 2.12 18 2.7 0.616 0.255 0.523 0.361 2.27 19 2.4 0.547 0.255 0.465 0.292 1.84 2p 2.7 �.616 0.255 0.523 0.361 2.27 �� 3.3 Q.752 0.255 0.640 0.497 3.12 22 3.1 0.707 0.255 0.601 0.452 2.84 23 2.9 0.681 0.255 0.562 0.406 2.55 24 3.0 0.684 0.255 0.581 0.429 2.69 25 3.1 0.707 0.255 6.601 0.452 2.84 26 4.2 0.958 0.255 0.814 0.703 4.41 �7 5.0 1.140 0.255 0.969 0.885 5.56 �g 3.5 0.798 0.255 0.678 0.543 3.41 2g 6.8 1.550 0.255 �.318 1.295 8.14 30 7:3 1.664 0.255 1.415 1.409 8.85 31 8.2 1.870 0.255 1.589 1.615 10.14 32 5.9 1.345 0.255 1.143 1.090 6.85 33 2.0 0.456 0.255 0.38$ 0.201 1.26 34 1.8 Q.410 0.255 0.349 0.155 0.98 35 1.8 0.41� 0.255 0.349 0.155 0.98 36 0.6 0.137 0.255 0.116 0.021 0.13 37 0.0 0.000 0.255 0.000 0.000 0.00 TQTALS 100.0 13.81 86.73 EFFECTIVE RAIN = 1.15 INCHES TOTAL RUNOFF VOLUME = Q.6Q AC-FT R C F C &�C D "SHORTCUT METMOD" proaect Sheet ,,. ,;-�, �.- „ SYNTHETIC UNIT HYDROGRAPH METHOD Temecula Tract 33584-Proposed � ��„1�/i>>E,'�,�,� )i(','s';�� �,�. ,;�.��., . ,,� Unit Hydrograph and Ef#ective Rain �v TRw� �ate o7�z�i2o�4 � i�,���._���Er.l,n��, Calculation Form Checked Date [1] CONCENTRATION POINT 1 [2] AREA DESIGNATION --- [3] DRAINAGE AREA-ACRES 6.23 [4] ULTIMATE DISCHARGE-CFS-HRSIIN(645*[3]) 4018.35 [5] UNfT T1ME-MINU7ES 5 [6] LAG TIME-MINUTES 5 [7] UNIT T1ME-PERCENT OF LAG(100'"[5]I[6]) 100 [8] 5-CURVE Valley j9] STORM FREQUENCY&DURATION 100�-YR,6-NFZ [10] TOTAL ADJUSTED STORM RAIN-INCNES 2.5 [91] VARIABLE LOSS RATE(AVG)-INCMESIHOUR --- [12] MINIMUM LOSS RA7E(FOR VAR.LOSS)-INIHR --- [13] CONSTANT LOSS F2ATE-INCHESIHOUR 0.255 [14] LOW LOSS RATE-PERCENT 85 F'LQOD UN1T HYDROGRAPH EFFECTIVE RAIN HYDROGRAPH j15j [°E6] [17j [16J [17] [20] [21] [22] [23] [24] UNIT TIME CUMULATIVE DISTRIB UNIT PATTERN STORM LOS5 EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERGENT RAIN RA7E RAIN CFS PERIOD OF LAG PERCENT OF PERCENT CFS-HR5/1N (PL E-5.9) INlMR INIHR INlHR m [7]"[15] ULTIMATE [17]m-[17]m-1 4r �*r,si 60 1f O1f201 [21]-[22] DISCWARGE 100.000 100[5] (S-GRAPH► MAX LOW � 0.5 0.150 0.255 0.128 0.023 0.14 2 0.6 0.180 0.255 0.153 O.Q27 0.17 3 0.6 0.180 0.255 0.153 0.027 0.17 4 0.6 0.180 0.255 0.153 6.Q27 0.17 5 0.6 0.180 0,255 0.'E53 O.Q27 0.17 g 0.7 0.210 0.255 0.179 0.032 0.20 7 0.7 0.210 0.255 0.179 0.032 0.20 g 0.7 Q.210 0.255 0.179 0.032 0.20 g 0.7 0.21 Q 0.255 0.179 0.032 0.20 10 0.7 0.210 0.255 0.179 0.032 Q.20 11 0.7 0.210 0.255 0.179 0.032 0.20 12 0.8 0.240 0.255 0.204 0.036 0.23 �3 0.8 0.240 0.255 0.204 0.036 0.23 �4 0.8 0.240 0.255 0.204 0.036 0.23 �5 0.8 0.240 d.255 0.204 0.036 0.23 16 0.8 0.240 0.255 0.204 0.036 0.23 �7 0.8 0.240 0.255 0.204 0.036 0.23 �g 0.8 0.240 0.255 0.204 0.036 0.23 �g 0.8 0.240 0.255 0.204 0.036 0.23 zQ 0.8 0.240 0.255 0.204 0.036 0.23 21 0.8 0.240 0.255 0.204 0.036 0.23 22 0.8 0.240 0.255 0.204 0.036 0.23 23 0.8 0.240 0.255 0.204 0.036 0.23 24 0.9 0.270 0.255 0.230 0.041 0.25 25 0.8 0.240 0.255 0.204 0.036 0.23 26 0.9 D.27D 0.255 Q.230 0.041 0.25 �7 D.9 0.270 0.255 0.230 0.041 0.25 28 0.9 0.270 0.255 0.230 0.041 0.25 29 0.9 0.270 0.255 0.23Q 0.041 0.25 30 0.9 0.270 0.255 D.230 0.041 0.25 31 0.9 Q.270 0.255 0.230 0.041 0.25 32 0.9 0.2�0 0.255 0.23� 0.041 0.25 33 1.0 Q.300 0.255 0.255 0.045 0.28 34 1.0 0.300 �.255 0.255 0.045 0.2$ 35 1.0 0.30� 0.255 0.255 O.d45 0.28 36 1.0 0.300 0.255 D.255 0.045 0.28 37 1.0 0.300 0.255 0.255 0.045 0.28 3g 1.1 0.330 0.255 0.281 0.075 0.47 3g 1.1 0.330 0.255 0.281 0.075 0.47 40 1.1 0.330 0.255 0.281 0.075 0.47 41 1.2 0.360 0.255 0.306 0.105 0.66 42 1.3 0.390 0.255 0.332 0.�35 0.85 43 1.4 0.420 0.255 0.357 0.165 1.04 44 1.4 0.420 0.255 0.357 0.165 1.04 4� 1.5 0.450 0.255 0.383 0.195 1,22 46 1.5 0.450 0.255 0.3$3 0.195 9.22 47 1.6 0.480 0.255 0.408 0.225 1.41 48 1.6 0.480 0.255 0.408 0.225 1.41 4g 1.7 0.510 0.255 0.434 0.255 1.60 5p 1.8 0.540 0.255 0.459 0.285 1.79 �� 1.9 0.570 0.255 0.485 0.315 1.98 52 2.0 0.600 0.265 0.510 0.345 2.17 53 2.1 Q.630 0.255 0.536 0.375 2.36 54 2.1 0.630 0.255 0.536 0.375 2.36 55 2.2 0.660 0.255 0.56� 0,405 2.54 56 2.3 0.690 0.255 0.587 0.435 2.73 57 2.4 0.720 0.255 0.612 0.465 2.92 58 2.4 0.720 0.255 0.612 0.465 2.92 59 2.5 0.750 0.255 0.638 0.495 3.11 60 2.6 0.780 0.255 0.663 0.525 3.30 61 3.1 0.930 0.255 0.791 0.675 4.24 62 3.6 1.080 0.255 0.918 0.825 5.18 63 3.9 1.170 0.255 0.995 0.915 5.75 64 4.2 1.260 0.255 1.071 1.005 6.31 65 4.7 1.410 0.255 1.199 1.155 7.26 66 5.6 1.680 0.255 1.428 1.425 8.95 67 1.9 0.570 0.255 0.485 0.315 1.98 68 0.9 0.270 0.255 0.230 0.041 0.25 69 0.6 0.180 0.255 0.153 0.027 0.17 7p 0.5 0.150 0.255 0.128 0.023 0.14 71 0.3 0.090 0.255 0.077 0.014 0.08 72 0.2 0.060 0.255 0.051 O.OD9 Q.06 73 0.0 0.000 0.255 0.000 0.000 0.00 TOTALS 100.0 14.'E 4 88.82 EFFECTIVE RAII� = 't.18 INCHES TOTAL RUNOFF VOLUME = 0.61 AC-FT R C F C &W C D "SHORTCUT METHOD" Project st�eet _',�`��IE, � �,.� ,,, SYNTHETIC UN1T HYDROGRAPH METHOD Temecula Tract 3s58�-Proposed � ��:z� -���l;:,c_��__��_�c�.,�,r �,,f;.,,,v� J,,_�,., �1nit Hydrograph and Effective Rain Bv �rRwE pate 07/21/2014 � ���`�`���"'�`�",��°`���' Calcuiation Form cr,��kea �at� [1] CONCENTRATION POlN?' 1 [2] AREA DE5IGNATION --- [3] DRAiNAGE AREA-ACRES 6.23 [4] ULTlMATE DiSCHARG�-CFS-HRSIIN(646'"[3]) 4018.35 [5] UNIT TIME-MINUTES 15 [6j LAG TIME-MINUTES 15 [7] UNIT TIME-PERCENT OF LAG(100"[5]I[6]) 100 [8] S-CURVE Valley [9] S70RM FREQUENCY&DURATION 100-YR,24-HR [10] TOTAL AQJUSTED STORM RAIIV-INCHES �4.5 [11] VARIABLE LOSS RATE(AVG)-INCMES/HOUR 0.255 [12] MINIMUM LOSS RATE(FOR VAR.LOSS)-INlHR 0.1275 13] CONSTANT LOSS RAl'E-INCHESlHOUR --- [14] LOW LOSS F2AT�-P�RCENl" 85 UNII'HYDF20GRAPH EFFECTIVE RAIN FLO00 HYDROGRAPH [15] [16] [17] [16] [17] [20] [21] [22] [23� [24] " UNIT TIME CUMULATNE DISTRIB UNi7 PATTERN STORM LOSS EFFECTIVE FLOW TIME PERCENT AVERAGE GRAPH HYDROGRAPH PERCENT RAIN RATE FtAIN CFS PERfOD OF LAG PERCENT OF PERCENT CFS-HRSIfN (PL E-5.9) INlHR fN/HR IN1HR m [7]"[15] ULTIMATE [17]m-[17]m-1 4�1[18J, 8010 20 [21]-[22] DISCHARGE 900.000 900[5] (S-GF2AF'H) MAX LOW � 0.2 0.036 0.450 0.031 0.005 O.d3 2 0.3 0.054 0.445 0.046 0.008 0.05 3 0.3 0.054 0.440 0.046 D.008 0.05 4 0.4 0.072 0.435 0.061 0.011 0.07 5 0.3 0.054 0.430 0.046 0.008 O.QS 6 0.3 0.054 0.424 0.046 0.008 0.65 7 0.3 0.054 0.419 0.046 0.008 0.05 g 0.4 0.072 0.414 0.061 0.011 0.07 g 0.4 0.072 0.409 0.061 0.011 O.Q7 10 0.4 0.072 0.404 0.061 0.011 0.07 11 0.5 0.09Q 0.399 0.077 0.014 O.QB 12 0.5 0.090 0.395 0.077 0.014 0.08 13 d.5 0.090 0.390 0.077 0.014 0.08 14 Q.5 0.090 0.385 0.077 0.014 0.08 15 Q.5 0.090 0.380 0.077 0.014 0.08 16 Q.6 0.108 0.375 0.092 0.016 0.10 17 Q.6 0.108 0.370 0.092 0.016 0.10 18 Q.7 0.126 0.366 Q.107 0.09 9 0.12 �g 0.7 0.126 0_361 Q.107 0.019 0.12 2fl Q.8 0.144 0.356 0.122 0.022 0.14 21 D.6 0.108 0.352 Q.092 0.016 Q.10 zZ D.7 0.126 0.347 Q.107 0.019 0.12 �3 Q.8 0.144 0.343 0.122 0.022 0.14 24 0.8 0.144 0.338 0.122 0.022 0.14 25 0.9 0.162 0.334 0.'I 38 0.024 0.�5 26 0.9 0.162 0.329 0.138 0.024 0.15 27 1.0 0.'!80 0.325 0.153 0.027 0.17 Zg 1.0 0.180 0.320 0.153 0.027 0.17 �g 1.0 0.180 0.316 0.153 O.Q27 D.17 30 1.1 0.198 D.312 0.168 0.030 0.19 31 1.2 0.216 0.307 0.184 0.032 0.20 32 1.3 0.234 0.303 0.199 0.035 0.22 33 1.5 0.270 0.299 0.230 0.041 0.25 34 1.5 Q.270 0.295 0.230 0.041 0.25 35 1.6 0.288 �.291 0.245 0.043 0.27 36 1.7 0.306 0.287 0.260 0.046 0.29 37 1.9 0.342 0.283 0.291 0.059 0.37 3g 2.0 0.36� Q.279 0.306 0.�81 0.51 3g 2.1 0.37$ 0.275 0.321 0.103 0.65 40 2.2 0.396 0.271 0.337 0.125 0.79 41 1.5 0.270 0.267 0.230 0.041 0.25 42 1.5 0.270 0.263 0.230 0.041 0.25 43 2.0 0.360 0.259 0.306 0.101 0.63 44 2.0 0.360 0.255 0.306 0.105 0.66 45 1.9 0.342 0.251 0.291 0.091 0.57 46 1.8 0.342 0.248 0.291 0.094 0.58 47 1.7 0.306 0.244 0.260 0.062 0.39 4g 1.8 0.324 0.240 0.275 0.084 0.52 49 2.5 0.450 0.237 0.383 0.213 1.34 50 2.6 0.468 0.233 0.398 0.235 1.47 51 2.8 0.504 0.230 0.428 0.274 1.72 52 2.9 0.522 0.226 0.444 0.296 1.86 53 3.4 0.612 0.223 0.520 0.389 2.44 54 3.4 0.612 0.220 0.520 0.392 2.47 55 2.3 0.414 0.216 0.352 0.198 1.24 56 2.3 Q.414 0.213 0.352 0.201 1.26 57 2.7 Q.486 0.210 0.413 0.276 1.74 58 2.6 0.468 0.206 0.398 0.262 1.64 5g 2,6 0.468 0.203 0.398 0.265 1.66 gp 2.5 0.450 0.200 0.383 0.250 1.57 61 2.4 0.432 0.197 0.367 0.235 1.48 g2 2.3 0.414 0.194 0.352 0.220 1.38 63 1.9 0.342 0.191 0.291 U.151 0.95 6a 1.9 0.342 0.188 0.291 0.154 0.97 65 0.4 0.072 0.185 O.Q61 0.091 0.07 66 0.4 0.072 0.183 0.061 0.011 Q.07 g7 0.3 0.054 0.180 0.046 0.008 0.05 gg 0.3 0.054 0.177 0.046 0.008 0.05 gg 0.5 0.090 0.174 0.077 0.014 0.08 70 0.5 0.090 0.172 0.077 0.014 0.08 7� Q.5 0.090 0.169 0.077 0.014 0.08 72 �.4 0.072 0.9 67 0.061 0.011 0.07 73 �.4 0.072 0.164 0.061 0.011 0.07 7q 0.4 0.072 0.162 0.061 0.011 0.07 75 0.3 0.054 0.160 0.046 �.008 0.05 7B 0.2 0.036 0.157 0.031 O.ODS 0.03 77 0.3 O.Q54 0.155 0.046 �.408 0.05 78 O.A� Q.Q72 0.153 0.061 0.011 0.07 �g 0.3 6.054 0.151 0.046 0.008 0.05 gp 0.2 0.036 0.149 Q.031 0.005 0.03 g� 0.3 0.054 0.147 0.046 0.008 0.05 82 0.3 0.054 0.145 0.046 0.008 0.05 83 0.3 0.054 Q.143 0.046 0.008 0.05 gq 0.2 0.036 0.141 0.031 D.005 Q.03 g� 0.3 0.054 0.140 0.046 D.008 0.05 gg 0.2 0.036 0.138 0.031 0.005 0.03 87 0.3 0.054 0.137 O.Q46 0.008 0.05 gg 0.2 0.036 0.135 0.031 O.OQS 0.03 gg 0.3 0.054 0.134 0.046 O.OQS 0.05 gp 0.2 0.036 0.133 0.031 0.005 0.03 g� 0.2 0.036 0.131 0.031 0.005 0.03 g2 0.2 0.036 0.130 0.031 0.005 0.03 g3 Q.2 0.036 0.129 0.031 0.005 0.03 g4 0.2 0.036 0.129 0.031 0.005 0.03 g5 0.2 0.036 0.128 0.031 0.005 0.03 gg 0.2 0.036 0.128 0.031 0.005 0.03 97 0.0 0.000 O.00fl 0.000 0.00 70TALS 1 Q0.0 5.98 37.56 E�FECTIVE RAIN = 1.49 INCHES TOTAL RUNOFF VOLUME = 0.78 AC-FT APPE 1 � n/lodifi�d-Puls �outin� Analysi� Calculation �f By�aass and Developed Flows zyr-z�n� ��ro�r a�E� Q� �� 0.01 0.000 0.000 0.009 0.01 0.000 0.000 0.014 0.01 0.000 0.000 0.014 0.02 0.D00 0.000 0.018 0.01 0.000 0.000 0.014 0.01 O.OQO 0.000 0.014 0.01 0.000 0.000 0.Q 14 o.o� o.000 o.000 o.o�.s 0.02 0.000 0.000 o.o�.s 0.02 0.000 0.000 o.o�s 0.02 0.000 0.000 0.023 0.02 0.000 0.000 0.023 0.Q2 0.o00 0.000 0.023 �.02 0.000 0.000 0.023 0.02 0.000 0.000 Q.Q23 0.03 0.000 0.000 0.027 0.03 0.000 0.000 0.027 0.03 0.000 0.000 0.032 0.03 0.000 0.000 0.032 0.�4 Q.000 0.000 0.036 Q.Q3 0.000 0.000 0.027 �.03 0.000 �.000 0.032 0.04 0.000 0.000 0.036 0.04 0.000 �.000 0.036 0.04 0.000 0.000 0.041 0.04 D.000 0.000 0.041 Q.05 0.000 0.000 0.045 0.05 0.000 0.000 0.045 0.05 0.000 0.000 0.045 o.o� o.000 o.000 o.o�o o.o� o.000 o.000 0.0�4 0.06 0.000 0.000 0.059 Q.Q7 0.0�0 0.000 0.068 0.07 0.0�0 0.000 0.068 0.Q7 0.Q00 0.000 0.072 o.os o.o00 0.o00 0.o�� 0.Q9 0.000 0.000 0.0$6 0.09 0.000 0.000 0.090 0.09 0.000 0.000 0.095 0.10 0.000 0.000 0.100 0.07 0.000 0.000 0.068 0.07 0.000 0.000 0.068 0.09 0.000 0.o00 0.090 0.09 0.000 0.000 0.�90 0.09 0.000 0.000 0.086 0.09 0,000 O.ODO 0.086 0.08 0.000 0.000 0.077 0.08 0.000 0.000 0.081 0.11 0.000 0.000 0.113 0.12 0.000 0.000 0.118 0.13 0.000 0.000 0.127 0.13 0.000 0.000 0.131 0.15 0.000 0.000 0.154 0.15 0.000 0.000 0.154 0.10 0.0�0 0.000 0.104 0.10 0.000 0.000 0.104 0.12 0.000 0.000 0.122 0.12 0.000 0.000 0.118 0.12 0.000 0.00� 0.118 0.11 0.000 0.000 0.113 0.11 0.000 0.000 �.109 0.10 0.000 0.000 0.104 Q.�9 0.000 0.000 0.086 0.09 0.000 0.000 0.086 0.02 0.000 0.000 0.018 0.02 0.000 0.000 (}.018 0.01 0.000 0.000 0.014 0.01 0.000 0.000 0.014 0.02 0.000 0.000 �.023 0.02 0.000 0.000 0.023 0.02 0.o00 0.000 0.023 0.02 0.000 0.000 0.018 0.02 0.000 0.000 0.018 0.02 0.000 0.000 0.018 0.01 0.000 0.000 0.014 0.01 0.000 0.000 O.Q�9 0.01 0.000 0.000 0.014 0.02 0.000 0.000 Q.018 0.01 0.000 0.000 D.f}l4 0.01 0.000 0.000 0.009 0.01 0.000 0.00� 0.014 0.01 0.000 0.000 0.014 0.01 0.000 0.000 0.014 0.01 0.000 0.000 0.009 0.01 0.000 0.000 0.014 0.01 0.000 0.000 0.009 0.01 0.000 0.�00 0.014 0.01 0.000 0.000 0.Q09 a.o� o.000 o.000 0.01� o.o� o.000 o.aoo 0.009 o.o� o.o00 0.o00 0.oa9 0.01 0.000 0.000 0.009 0.01 O.00Q 0.000 0.009 Q.41 4.000 0.000 0.009 0.01 0.00� 0.000 0.009 0.01 0.000 0.000 0.009 o.00 o.000 o.000 o.000 max(cfs) 0.000 0.154 vo� �acre-�t) o.000 o.og� At: 1.5 min Calcula�ion of �ypass and �euel�ped Flows 10yr-24hr QTOT QREF QH QL 0.02 0.000 0.000 o.o2z o.03 0.o00 0.000 0.033 a.o3 0.000 0.000 0.033 a.o4 0.000 0.000 0.044 0.03 0.000 0.000 0.033 0.03 0.000 0.000 0.033 a.o3 0.000 0.000 0.033 o.04 0.o00 0.o0o Q.044 0.04 0.000 0.000 0.044 0.04 0.00� 0.000 0.044 0.06 0.o00 0.000 0.056 0.06 0.000 0.000 0.056 0.06 0.�00 0.0�0 0.056 0.06 0.000 0.000 0.056 0.06 0.00� 0.000 0.056 0.07 0.000 0.000 0.�67 0.07 Q.000 0.000 �.067 o.os o.000 o.000 o.o�s o.os o.000 o.000 o.o�g 0.09 0.000 O.00Q 0.089 0.07 �.000 0.000 0.067 0.08 0.000 0.000 0.078 0.09 0.000 0.000 0.089 0.09 0.000 0.000 0.089 o.�o o.000 n.000 o.�.00 o.�n o.o00 0.o00 0.a.00 o.�� o.000 o.000 o.1i1 0.11 0.000 0.000 0.111 0.11 0.000 0.000 0.111 0.12 0.000 0.000 0.122 0.13 0.000 0.000 0.133 0.14 0.000 0.000 0.145 0.17 0.000 0.000 0.167 0.17 0.000 0.o00 0.167 0.18 0.000 �.Q00 0.178 0.19 0.000 0.000 0.189 0.21 0.000 0.0�� 0.211 Q.22 0.000 0.000 0.222 Q.23 0.000 0.000 0.233 0.24 0.�Q� 0.000 0.245 Q.17 0.�00 0.000 0.167 0.17 0.000 0.000 0.167 0.22 0.000 0.000 0.222 0.22 0.000 0.000 0.222 0.21 0.000 Q.000 0.211 0.21 O.OQO 0.000 0.211 0.19 0.000 0.000 (}.189 0.20 0.000 0.000 0.200 0.37 0.000 0.000 0.365 0.46 0.000 0.000 0.462 0.63 0.077 0.028 0.604 0.73 0.S73 0.077 0.651 1.12 0.565 0.373 0.747 1.14 0.5$6 0.390 0.751 0.35 0.000 0.000 0.347 0.37 0.000 0.000 0.367 0.68 0.129 0.053 0.631 0.63 0.075 0.027 0.603 0.65 0.095 0.036 0.614 0.60 0.041 0.013 0.582 0.54 0.000 0.000 0.541 0.49 0.000 0.000 0.486 0.21 0.000 Q.000 0.211 0.23 0.000 Q.�00 0.226 0.04 0.000 0.000 0.044 0.04 0.000 0.000 0.044 0.03 0.000 0.000 0.033 0.�3 0.000 0.000 0.033 0.06 Q.000 0.000 0.056 0.06 0.000 0.000 0.056 0.06 0.000 0.000 0.056 0.Q4 0.000 0.000 0.044 0.04 0.000 0.000 0.�44 0.04 0.0�0 0.�0� 0.(}44 0.Q3 0.000 0.000 0.033 0.02 0.000 0.000 0.022 0.03 0.000 0.000 0.033 0.04 0.000 0.000 0.044 0.Q3 0.000 0.000 0.033 0.02 0.000 0.000 0.022 0.03 0.000 0.000 0.033 Q.03 0.000 0.000 0.033 �.Q3 Q.000 0.000 0.033 a.o2 0.000 0.000 o.oZz 0.03 0.000 0.000 0.03� 0.02 0.000 0.000 o.oz� 0.03 0.000 0.000 0.033 0.02 0.000 0.000 0.022 0.03 0.000 0.000 0.03� 0.02 0.000 0.000 o.oz2 0.02 a.000 o.000 o.oz2 0.02 0.000 0.000 0.02� 0.02 0.000 0.000 0.0�� 0.02 0.000 0.000 0.022 0.02 0.000 0.000 0.022 0.02 0.000 0.000 0.022 O.OQ 0.000 0.000 0.000 max{cfs) 0.390 0.751 Vol (acre-ft� 0.021 0.304 At: 15 min C�Iculation of Byp�ss and Developed Flows 100yr-1hr Qro�r Q��� aM Q� 1.38 0.828 0.578 0.805 2.20 1.643 1.306 0.892 2.3$ 1.$23 1.470 0.909 2.74 2.185 1.$00 0.941 3.10 2.547 2.132 0.970 4.01 3.452 2.974 1.032 4.55 3.994 3.485 1.064 6.36 5.804 5.209 1.149 10.97 10.417 9.662 1.310 2fi.80 26.248 24.893 1.910 4.91 4.356 3.828 1.083 1.84 1.281 0.980 0.855 max(cfs� 24.893 1.910 Vol (acre-ft) 0.402 0.089 At: 5 min C�Iculatio� of �ypass and Developed Flo�rs 1��yr-3hr QTOT QREF aH aL 0.28 0.000 O.�QO 0.279 0.28 0.000 0.000 0.279 0.24 0.000 0.000 Q.236 0.55 �.000 0.000 0.547 0.55 0.000 0.000 0.547 0.98 0.423 0.254 0.722 0.55 0.000 O.OQO 0.547 0.98 0.421 0.254 0.722 0.98 0.421 0.254 0.722 0.55 0.000 0.000 0.547 0.69 0.135 0.056 0.634 0.9$ 0.421 0.254 0.722 1.55 0.994 0.725 0.824 1.55 0.994 0.725 0.824 1.55 0.994 0.725 0.824 1.2fi 0.7Q8 0.489 0.774 2.12 1.557 1.238 0.8$4 2.27 1.710 1.367 0.898 1.84 1.28�. 0.980 0.855 2.27 1.7�.0 1.367 0.898 3.12 2.570 2.153 0.972 2.84 2.283 1.889 �.949 2.55 1.997 1.627 0.924 2.69 2.14Q 1.758 0.937 2.84 2.283 1.889 0.949 4.41 3.859 3.357 1.056 5.56 5.005 4.445 1.114 3.41 2.85fi 2.418 0.993 8.14 7.583 6.911 1.226 8.$5 8.299 7.596 1.257 10.14 9.58$ 8.854 1.288 6.85 6.294 5.679 1.17Q 1.26 0.708 Q.489 0.774 Q.98 0.421 0.254 0.722 0.98 0.421 0.254 0.722 0.13 C?.0�0 0.000 0.129 o.ao o.000 a.000 o.000 max(cfs) 8.854 1.288 Vol (acre-ft) 0.401 0.196 At: S min Calculation of Bypass and Developed Flov�s 100yr-6hr QT07 QREF QH �L o.�4 0.000 0.000 0.�4�. 0.17 0.000 0.000 0.170 D.17 0.000 0.000 0.17� 0.17 0.000 0.000 0.170 0.17 0.Q00 0.000 0.170 0.20 �.000 0.000 0.198 0.20 O.OQO 0.000 0.198 0.20 0.000 0.000 0.198 0.20 0.000 0.000 0.198 0.20 0.000 0.000 0.198 0.20 0.000 0.000 0.198 0.23 0.000 0.000 0.226 0.23 0.000 0.000 0.226 0.23 Q.000 0.000 0.226 0.23 0.000 0.000 0.226 0.23 0.000 0.000 0.226 0.23 0.000 0.00f} 0.226 0.23 0.000 0.00� 0,226 0.23 0.000 0.000 0.226 q.23 0.000 0.000 0.226 0.23 0.000 0.000 0.226 0.23 0.000 0.000 0.226 0.23 0.000 0.000 0.225 0.25 0.000 0.000 0.254 0.23 0.000 0.000 o.2z� 0.2� o.000 o.000 o.z.54 0.25 0.000 0.000 0.254 Q.25 0.000 0.000 0.254 Q.25 0.000 0.000 0.254 Q.25 0.000 0.000 0.254 Q.25 0.000 0.000 0.254 0.25 0.000 0.000 0.254 0.28 0.000 0.000 0.283 Q.28 0.000 0.000 0.283 4.28 0.000 0.000 0.283 �.28 0.000 0.000 0.283 0.28 0.000 0.000 0.283 0.47 0.000 0.000 0.471 0.47 0.000 0.000 0.471 0.47 0.000 0.000 0.471 0.66 0.105 0.041 0.619 0.85 0.293 0.156 0.692 1.04 0.482 0.303 0.733 1.04 0.482 0.303 �.733 1.22 0.670 0.459 0.766 �.22 0.670 D.459 0.766 1.41 0.859 0.605 0.808 1.41 0.859 0.605 0.808 1.60 1.047 0.772 �.830 1.79 1.235 0.940 0.85� 1.98 1.424 1.109 0.870 2.17 1.612 1.279 0.889 2.36 1.801 1.449 0.907 2.36 1.801 1.449 0.9�7 2,54 1.989 1.620 0.924 2.73 2.178 1.793 0.940 2.92 2.366 1.966 0.956 2.92 2.�66 1.966 0.956 3.11 2.555 2.139 0.970 3.30 2.743 2.313 �.985 4.24 3.685 3.194 1.046 5.18 4.628 4.086 1.096 5.75 5.193 4.625 1.123 6.31 5.758 5.166 1.147 7.26 6.701 6.068 1.1$7 8.95 8.397 7.692 1.26� 1.98 1.424 1.109 0.870 Q.25 0.000 0.000 0.254 0.17 0.000 0.000 0.170 0.14 0.000 0.000 0.141 o.os o.000 o.000 o.oss 0.06 0.000 0.000 o.os� o.00 o.000 o.000 o.000 max(cfs} 7.692 1.260 Vol (acre-ft) 0.370 0.242 At: S min Calculatian of �ypass and Deve�oped Flor�rs 100yr-24hr QTOT �REF QH �L 0.03 0.000 O.Q00 0.034 0.05 0.000 0.000 D.OS 1 a.05 0.000 0.000 0.051 Q.07 0.0�0 0.000 0.068 0.05 0.000 Q.000 0.051 o.a� o.000 o.000 o.os�. Q.05 0.000 0.000 0.051 0.07 0.0�0 0.000 0.068 0.Q7 0.000 0.000 0.068 0.�7 0.000 0.000 0.068 0.08 0.000 0.000 0.085 o.os o.000 o.000 o.os� o.os o.000 o.000 o.os� 0.08 0.000 0.000 0.085 0.08 Q.�00 0.000 0.085 0.10 0.000 �.000 0.102 0.10 0.000 0.000 0.102 0.12 0.000 0.000 0.119 0.12 0.000 0.000 0.119 0.14 0.000 0.000 0.13 6 0.10 0.000 0.000 0.102 0.12 0.000 0.000 0.119 0.14 0.000 0.000 0.136 0.14 0.000 0.000 0.13 6 0.15 0.000 0.000 0.153 0.15 0.000 0.000 0.153 0.17 0.000 0.00� 0.170 o.�� o.000 o.000 o.��o a.�� o.oao o.000 o.�.�o a.�9 o.oao o.000 o.�s-� a.2o o.000 o.000 o.zo4 a.22 0.000 0.000 0.2�0 Q.25 0.000 0.000 0.254 0.25 0.000 0.000 0.254 o.z7 0.000 0.000 o.z��. 0.29 0.000 0.000 0.288 0.37 0.000 0.000 0.374 0.51 Q.400 0.000 0.512 0.65 0.095 0.036 0.614 0.79 0.233 0.114 0.674 0.25 0.000 0.000 0.254 0.25 0.000 0.000 0.254 0.63 0.080 0.029 0.605 0.66 0.103 0.040 0.618 0.57 0.014 0.004 0.565 0.59 0.037 0.012 0.5�0 0.39 0.000 0.000 0.389 0.52 0.000 0.000 0.525 1.34 0.784 0.547 0.792 1.47 0.919 0.659 0.815 1.72 1.168 0.879 0.843 1.86 1.302 1.000 0.857 2.44 1.889 1.529 0.915 2.47 1.911 1.549 0.917 1.24 0.688 0.473 0.770 1.26 0.708 0.489 0.774 1.74 1.1$1 Q.891 0.845 1.64 1.088 0.809 0.834 1.66 1.108 0.826 0.837 1.57 1.014 0.743 0.826 1.48 0.921 0.660 0.816 1.38 0.826 0.577 0.8�5 0.95 0.393 0.231 0.716 0.97 0.411 0.246 0.720 0.07 0.000 0.000 0.068 0.07 0.000 0.000 0.068 O.QS O.OQO 0.000 0.051 0.05 0.000 0.000 0.�51 0.08 0.000 0.000 0.�85 0.08 0.000 0.000 0.085 0.08 0.000 �.000 0.085 0.07 0.000 0.�00 0.068 0.07 0.000 0.000 0.068 0.07 0.000 0.000 0.068 0.05 0.000 0.000 0.051 0.03 0.000 0.000 0.034 0.05 0.000 0.000 0.05�. 0.07 0.000 �.00� 0.068 0.05 0.000 0.00� 0.051 0.Q3 0.0(}0 0.000 0.034 o.o� o.000 o.000 o.os� 0.05 0.000 0.000 0.051 o.a� o.000 o.000 o.os� o.a3 0.000 0.000 0.034 a.a� o.000 o.000 0.05� a.a3 0.000 0.000 0.0�4 Q.Q5 0.400 0.000 0.051 0.03 0.0�0 0.000 0.034 0.05 0.000 0.000 0.051 0.03 0.000 0.000 0.034 0.03 O.Q00 0.000 0.034 Q.Q3 0.000 0.�00 0.034 0.03 0.000 0.000 0.034 0.03 0.000 0.000 0.�34 0.03 0.000 0.000 0.034 0.03 0.000 0.0�0 0.034 Q.00 0.000 �.000 0.000 max(cfs) 1.549 0.917 Vo) (acre-ft) 0.255 0.521 At: 15 min Project: Temecula Tract 33584 � �� Chamber Model- �SG740 StormTechm _ ,� •r�.._,;�•�;�_�.,,�����-�, „_..,--,, --, ,. Uf11tS- I imperiai Click Here for Metric ryy�� >!�lri r��iu�i o/. ' tlll����ll✓• . Number of chambers- 100 Voids in the stone(porosity)- 40 % Base of Stone Elevation- 100.00 ft � Include Perimeter Stone in Calculations Amount of Stone Above Chambers- 12 in Amount of Stone Below Chambers- 12 in Area of system- 4473 sf Min.Area- 3380 sf min.area StormTech SC-740 Cumulative �tc�rage V�I� Height of Incremental Single Incremental Incremental Incremental Ch Cumulative System Chamber Total Chamber Stone &St Chamber Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 54 0.00 0.00 149.10 149.10 10808.45 104.50 53 0.00 0.00 149.10 149.10 10659.35 104.42 52 0.00 0.00 149.10 149.10 10510.25 104.33 51 0.00 0.00 149.10 149.10 10361.15 104.25 50 0.00 0.00 149.10 149.10 10212.05 104.17 49 0.00 0.00 149.10 149.10 10062.95 104.08 48 0.00 0.00 149.10 149.10 9913.85 104.00 47 0.00 0.00 149.10 149.10 9764.75 103.92 46 0.00 0.00 149.10 149.10 9615.65 103.83 45 0.00 0.00 149.10 149.10 9466.55 103.75 44 0.00 0.00 149.10 149.10 9317.45 103.67 43 0.00 0.00 149.10 149.10 9168.35 103.58 42 0.05 5.50 146.90 152.40 9019.25 103.50 41 0.16 16.29 142.58 158.88 8866.85 103.42 40 0.28 28.19 137.82 166.02 8707.98 103.33 39 0.60 60.40 124.94 185.34 8541.96 103.25 38 0.80 80.17 117.03 197.20 8356.62 103.17 37 0.95 95.07 111.07 206.14 8159.42 103.08 36 1.07 107.45 106.12 213.57 7953.28 103.00 35 1.18 118.05 101.88 219.93 7739.71 102.92 34 1.27 126.57 98.47 225.04 7519.78 102.83 33 1.36 135.50 94.90 230.40 7294.74 102.75 32 1.45 145.41 90.94 236.35 7064.34 102.67 31 1.52 152.47 88.11 240.58 6827.99 102.58 30 1.58 158.23 85.81 244.04 6587.41 102.50 29 1.64 164.23 83.41 247.64 6343.37 102.42 28 1.70 169.95 81.12 251.07 6095.73 102.33 27 1.75 175.29 78.98 254.28 5844.66 102.25 26 1.80 180.28 76.99 257.27 5590.39 102.17 25 1.85 185.50 74.90 260.40 5333.12 102.08 24 1.89 189.31 73.38 262.69 5072.72 102.00 23 1.93 193.40 71.74 265.14 4810.03 101.92 22 1.97 197.50 70.10 267.60 4544.89 101.83 21 2.01 200.99 68.70 269.70 4277.29 101.75 20 2.04 204.50 67.30 271.80 4007.60 101.67 19 2.07 207.50 66.10 273.60 3735.80 101.58 18 2.10 210.49 64.90 275.39 3462.20 101.50 17 2.13 213.18 63.83 277.01 3186.80 101.42 16 2.15 215.39 62.95 278.33 2909.80 101.33 15 2.18 217.71 62.02 279.72 2631.46 101.25 14 2.20 219.84 61.17 281.00 2351.74 101.17 13 2.21 220.73 60.81 281.54 2070.74 101.08 12 0.00 0.00 149.10 149.10 1789.20 101.00 11 0.00 0.00 149.10 149.10 1640.10 100.92 10 0.00 0.00 149.10 149.10 1491.00 100.83 9 0.00 0.00 149.10 149.10 1341.90 100.75 8 0.40 0.00 149.10 149.10 1192.80 100.67 7 0.�0 O.OQ 149.10 149,10 1043.70 100,58 6 0.00 0.00 149.10 149.10 $94.60 100.50 5 O.QO 0.00 149.10 149.10 745,50 100.42 4 0.00 0.0� 149.10 149.10 59�.40 1 Q0.33 3 0.00 0.00 149.10 149.1 p 447.30 100.25 2 0,00 0.00 149.10 149.10 298.20 100.17 1 0.00 Q.00 149.10 149.10 149.1 U 10Q.�8 MODI�IED PUl.S page# � RESULTS: Routing of 24 hr-2 yr low-flow hydrograph in Underground initial elev: 0.0 ft Incoming peak: 0.154 cfs Volume discharged: 0.000 acre-ft Incoming volume: 0.093 acre-ft Max outflow: 0.000 cfs Max elevation in pond: 0.000 ft Hydrograph: 24 hr-2 yr. ; time ��flow,i,� l;�+fn+� : `f„ tnf.Votr� ZS�fL1t-Q� 252/�t+Oz t3utftaw,'O� �/aEurt�e;5 �t€+�atior�,h ; �hr� �e�`�}; �cfs� �Gfis� ,, (ft3j ' �c�s}' ` (cfs�, ' (c€s� (ft3y' �ft-€�s�} ,.! 0.00 O.00Q 0.01 0.00 0.0 0.00 0.000 0 0.00 0,25 0.009 0.02 0.009 4.1 0.00 O.QO 0.000 0 0.00 0.50 0.014 0.03 0.014 14.2 0.00 0.00 0.000 0 0.00 0.75 0.014 0.03 0.014 26.5 0.00 0.00 0.000 0 0.00 1.00 0.018 0.03 0.018 40.7 0.00 0.00 O.d00 0 0.00 1.25 n.014 0.�3 O.Q14 SS.O 0.00 0.00 O.Q00 0 0.00 1.50 0.014 0.03 O.Q14 67.2 0.00 0.00 Q.Q00 4 0.00 1J5 0.014 0.03 0.014 79.4 0.00 0.00 O.Q00 4 0.00 2.00 0.01$ 0.04 0.018 93.6 0.00 0.00 0.000 4 0.00 2.25 0.018 O.Q4 0.018 109.9 0.00 0.00 0.�00 0 0.00 2.50 0.018 0.04 0.018 126.2 0.00 0.00 0.000 0 0.00 2.75 0.023 0.05 0.023 144.5 0.00 0.00 0.000 0 0.00 3.00 0.023 0.05 0.023 164.9 0.00 0.00 0.000 0 0.00 3.25 0.023 0.05 0.023 185.2 �.00 0,00 0.000 0 0,00 3.50 0.023 0,05 0.023 205.6 0.00 0.00 0.000 0 0.00 3.75 0.023 0.05 0.023 225.9 0.00 0.00 0.000 0 0.00 4.00 O.Q27 0.05 0.027 248.3 O.OQ 0.00 0.000 0 0.00 4.25 0.027 0.06 0.027 272,7 0.00 0.00 0.000 0 0.00 4.50 0.032 0.06 0,032 299.2 O.OQ OAO 0,000 0 0.00 4.75 0,032 Q.07 0.032 327.7 0.0� 0.00 0.000 0 0.00 5.00 0.036 Q.06 0.036 358.2 0.00 Q.00 0.000 0 0.00 5.25 0.027 0.06 0.027 386.7 O.QO 0.00 o.aoo 0 d.00 5.50 0.032 0.07 0.032 413.2 0.00 0.00 0.000 0 0.00 5.75 0.036 0.07 0.036 443,7 0.00 0.00 O.OQO 0 0.00 6.00 0.036 0.08 0.036 476.3 0.00 0.00 0.000 0 0.00 6.25 0.041. 0.08 0.041 510.9 0,00 0.00 0.000 0 0.00 6.50 0.041 0.09 0.041 547.5 0.00 0.00 0.000 0 0.00 b.75 0,045 0.09 0.045 5$6.2 0.00 O.QO 0.000 0 0.0� 7.00 0.045 0.09 O.Q45 626.9 0.00 O.QO 0.000 0 0.04 7.25 0.045 0.09 O.Q45 667.6 0.00 0.�0 0.000 a o.ao 7.50 0.050 0.10 0.050 710.3 0.00 0.00 0.000 0 0.00 7.75 Q.054 0.11 0.054 757.1 0.00 0.00 0.000 Q 0.40 8.04 Q.059 0.13 0.059 808.0 0.00 0.00 O.00Q 0 0.00 8.25 Q.068 0.1�4 0.068 865.0 0.00 0.00 0.000 0 0.00 8.50 0.068 0.14 0.068 926.1 0.00 0.00 Q.Q00 0 0.00 8.75 0.072 0.15 0.072 989.2 0.00 0.00 0.000 0 0.00 9.00 0.077 0.16 0.077 1056.3 0.00 0.00 0.000 0 0.00 9.25 0.086 0.18 0.086 1129.6 0.00 0.00 0,000 0 0.00 9.50 0.090 0.19 0.090 1209.0 0,00 0.00 0.000 0 0.00 9.75 0.095 0.19 0.095 1292.4 0.00 0.00 0.000 0 0.00 10.00 0.100 0.17 0.10Q 138d.0 0.00 0.00 �.000 0 0.00 10.25 0.068 0.14 0.068 1455.3 0.00 Q.00 0.000 0 0.00 10.50 0.068 0.16 0.068 1516.3 0.00 a.aa 0.000 0 0.00 10,75 0,090 0.18 a.090 1587.6 0.40 O.OQ 0,000 0 0.00 11.00 0.090 0.18 0.�90 1669.0 0.00 0.00 0.000 0 �.00 11.25 0.086 0.17 0.086 1748.4 0.00 0.00 0.000 0 D.00 Hydrograph: 24 hr-2 yr. (cont} Routing of Low�fow page# 2 ' time . . i;nffar�r,�,� l;�+I,,.�� f„ ° Irrf.Vaf,F 25���t-0� 2S�,f��+02 Outi�iow,;0„ VoCume;S Ele�a�ion,�t ; �hr} : �c�s� ° (c�s� {c�s) (ft3j : (rFs}: : {�fs� ; , �c�s} ��t�� '��t-os�� 11.50 0.086 0.16 0.086 1825.7 0.�0 0.00 O.Q00 0 0.00 11.75 �.077 0.16 0.077 1899.0 0.00 o.ao 0.000 a o.00 12.00 0.081 0.19 0.081 1970.2 0.00 0.00 0.000 0 0.00 12.25 0.113 0.23 0.113 2057,7 0.00 O.QO O.Q00 Q 0.00 12.50 n.118 0.24 0.118 2161,5 0.00 0.00 O.00Q 0 0.00 12.75 0.1.27 0.26 0.�.27 2271.4 0.00 0.00 0.000 a 0.00 13.00 0.131 0.28 0.131 2387.5 0.00 0.00 0.000 0 0.00 13.Z5 0.254 0.31 0.154 25�.5.7 Q.00 0.00 0.000 0 0.00 13.50 0.154 0.26 0.154 2654.1 0.00 0.00 0.000 0 0.00 13.75 O.1Q4 0.21 0.104 2770.1 0.00 0,00 0.000 D 0.00 14.OU 0.1Q4 0.23 Q.104 2863.7 0.00 0.00 0.000 0 0.00 14.25 0.122 0.24 0.122 2965.5 0.00 0.00 0.000 0 Q.00 14.50 0.118 0.24 0.118 3073.4 0.00 0.00 0.000 0 0.00 14.75 0.118 0.23 0.118 3179.2 0.00 0.00 0.000 0 0.00 15.00 0.113 0.22 0.113 3283.0 Q.00 0.00 O.00Q 0 0.00 15.25 0,109 0,21 0.109 3382.7 0.00 0.00 0.000 0 0.00 15.50 0.104 0.19 0.104 3478.4 O.OQ 0.00 a.00a 0 0.00 15.75 O.d86 0.17 0.086 3553.9 O.OQ 0.00 0.000 0 0.00 16.00 O.Q86 0.10 0.086 3641.2 0.00 0.00 a.00a 0 0.00 16.25 O.Q18 0.04 0.018 3688.0 O.OQ 0.00 0.000 0 0.00 16.50 0.018 0.03 0.018 3704.3 0.00 0.00 0.000 D 0.00 1�.75 0.014 0.03 Q.014 3718.6 0.00 0.00 4.OQa 0 0.00 17.U0 0.{?14 0.04 d.014 3730.8 0.00 Q.00 0.000 0 O.OQ Z7.25 0.023 Q.05 Q.023 3747.1 O.dO Q.00 0.000 0 0.00 17.50 0.023 0.05 Q,023 3767.4 0.00 0.0� 0.000 0 O.OQ 17.75 0.023 0.04 0.023 3787.8 0.00 0.00 0.000 0 0.00 18.00 0.018 0.04 0.01$ 3806.1 0.00 0.00 0.000 0 0.00 18.25 0.018 0.04 0.018 3822.4 0.00 0.00 0.000 0 0.00 18.50 0.018 0.03 0.018 3838.7 0.00 0.00 O.Q00 0 0.00 18.75 0.014 0.02 Q.Q14 3852.9 0.00 0.00 0.000 0 0.00 19.00 0.009 0.02 0.009 3863.1 0.00 0.00 0.000 0 0.00 19.25 0.014 0.03 0.014 3873.3 0.00 O.dO 0.000 Q 0.00 19.50 Q.03.$ 0.03 0.018 3887.5 0,00 0.00 0.000 4 0.00 19.75 0.014 0.02 0.�14 3901.7 0.00 0.00 O.00a 0 0.00 20.00 0.009 0.02 O.Ofl9 3911.9 0.00 0.00 0.000 0 0.00 20.25 0.014 0.03 0.014 3922.1 0.00 0.00 0.000 0 0.00 20.50 0.014 0.03 0.014 3934.3 0.00 0.00 0.000 0 0,00 2p.75 0.014 0.02 0.014 3946.5 0.00 0.00 0.000 0 0.00 21.00 0.009 0.02 0.009 3956.7 0.00 0.00 0,000 0 0.00 21,25 0,014 0.02 0.014 3966.9 O.OQ 0.00 0,000 0 0.00 21.50 O.OQ9 0.02 0.009 3977.1 O.Od 0.00 Q.000 0 0.00 Z 1.75 0.014 0.02 0.014 3987,2 D.OU 0.00 a.ooa 0 Q.00 Z2.00 O.OQ9 0.02 0,009 3997.4 0.00 0.00 d.000 0 0.00 22.25 Q.014 0.02 0.014 4007.6 0.00 Q.00 O.00Q 0 0.00 22.50 0.009 0.02 0.009 4017.8 O.QO 0.00 0.000 0 0.00 22.75 0.009 0.02 Q.009 4025.9 0.00 0.00 0,000 0 0,00 23.00 0.009 0.02 Q.009 4034,0 O.UO 0.00 0.000 0 0.00 23,25 0.009 0.02 0,009 4042.2 0.00 O.QO O.ODO 0 0.00 23.50 0.009 0.02 0.009 4050.3 0.00 0.00 0.000 0 O.Oa 23.75 0.009 0.02 0.009 4058.5 0.00 O.QO O.Q00 0 0.00 24.00 0.009 0.01 0.009 4066.6 0.00 O.aO Q.�00 0 0.00 24.25 O.OQQ O.OQ 0.000 4070.7 0.00 0.00 0,000 0 0.00 MODIFIED PULS page# 3 A� 0.250 hr Storage coefficierits for Underground min � ft 5=variable equation(see end of table) datum: 0 ft a(not used) O.nO initial elev. 0 ft b(not issed) 0 ft Outletstructure: ��not�seal 0 ft2 (See details in Totaf Qischarge Table) A-infiltr: 4473 sq-ft Infiltratton's5afetyfactor: � f(infiltr): 4 in/hr Volume-elevation-4utflow curve 24 hr Storm Events(,L�t=15 min). S h Sfope h/S ZS��lt-�C} O Slope 0 O.OQO 0.0006 Q.00 0.000 O.OQQ� 149 0.083 0.0006 0.33 0.000 O.OQ00 298 0.167 O.OQ06 0.66 O.OQO 0.0000 447 0,250 O.OQ06 0.99 0.000 0.0000 596 0.333 0.0006 1.33 0.000 0.0000 745 0.417 0.0�06 1.66 O.Q00 0.0000 895 0.500 0.0006 1.99 O.Q00 O.00OQ 1044 0.583 O.00OE 2.32 0.000 O.00OQ 1193 0.667 0.0006 2.65 0.000 0.0000 1342 0.750 a.000� 2.98 0.000 0.0000 1491 0.833 0.0006 3.31 0.000 0.0000 1640 0.917 0.0006 3.64 0.000 0.0000 1789 1.000 0.0003 3.98 0.000 Q.0000 2071 1.083 0.0003 4.60 0.000 0.0000 2352 1.167 0.0003 5.23 0.000 0.0000 2631 1.250 0.0003 5.85 0.000 O.QQ00 2910 �..333 Q.00d3 6.47 Q.000 0.0000 3187 1.417 0.0003 7.08 Q.00Q 0.0000 3462 1.50Q 0.0003 7.69 0.000 Q.0000 3736 1.583 0.0003 8.30 0.000 O.Od00 4008 1.667 a.0003 8.91 0.000 O.Oa00 4277 1.750 0.0�03 9.51 0.000 0.0000 4545 1.833 0.0003 10.10 0.000 0.0000 4810 1.917 0.0003 10.69 0.000 0.0000 5073 2.000 0.0003 11.27 0,000 0.0000 5333 2.083 0.0003 11.85 0.400 0.0000 5590 2.167 0.0003 12.42 0.000 0.0000 5845 2.250 0.0003 12,99 0.000 0.0000 6Q96 2.333 0.0003 13.55 0.000 0.0000 6343 2.417 0.0003 14.10 0.000 0.0000 6587 2.500 0.0003 14.64 0.000 0.0000 6828 2.583 0.0004 15.17 0.000 O.00QO 7064 2.567 Q.0004 25.70 d.000 Q.0000 7295 2.750 Q.0004 16.21 0.000 0.0000 7520 2.833 0.0004 16.71 0.000 a.Q400 7740 2.917 Q.0004 17.20 0,000 O.OQ00 7953 3.000 0.0004 17.67 0.000 0.0000 8159 3.083 O.OQ04 18.13 0.000 0.0000 8357 3.ifi7 0.0004 18.57 0.000 O.�OQO 8542 3.250 0.0005 18.98 0.400 O,OOOQ 8708 3.333 O.00OS 1.9.35 0.000 0.0000 S$67 3.417 0.0005 19.70 0.000 0.0000 9019 3.500 0.0006 20.04 0.000 0.0000 page# a 9168 3.583 0.0006 20.37 O.Q00 a.0000 9317 3.667 0.0006 20.71 O.OQO O.OU00 9467 3.75� 0.0006 21.04 O.00Q O.00aO 9616 3.833 0.0006 21.37 O.00Q 0.0000 9765 3.917 0.0006 21.70 0.000 �.0000 9914 4.000 O.OQ06 22.03 O.00Q 0.0000 10063 4.083 0.0006 22.36 0.000 0.0000 10212 4.167 O.OQ06 22.69 a.00a Q.00QO 10361 4.250 0.0006 23.02 O.QOd d.0000 10514 4,333 0.0006 23.36 0.00(} Q.0000 1�659 4.417 O.OQ06 23.69 Q.000 0.0000 1Q808 4.5Q0 24.02 0.000 MODIFIED PULS page# 1 RESULTS: Routing of 24 hr-10 yr low-flow hydrograph in Underground initial elev: 0.0 ft Incoming peak: 0.751 cfs Volume discharged: 0.000 acrP-ft Incoming volume: 0.3�4 acre-ft Max outflow: 0.000 cfs Max elevation in pond: 1.658 ft Hydrograph: 24 hr-10 yr. ti�ne.: t��fow,th E;,+1r+z f„ inf.�bE,F �51/1!t-C2f 252/L�t+C72 aut�tow,C7R Vo[ume,S �fevatia�,h, �h�} ." €c�s} ; (cFs� (cfs� ' ��3} : �cfs� (c�s� : �c�s� `` (ft3}; (€t-c�s�� o.00 o.000 o.oz o.00 o.o o.00 o.aoo 0 0.00 o.zs o.ozz o.06 o.o2z �a.o o.00 o.00 o.000 0 0.00 0.50 O.Q33 0.07 0.033 35.0 0.00 0.00 0.000 0 0.00 0.75 0.433 0.08 0.033 65.0 0.00 0.00 0.000 0 0.00 1.00 0.044 0.0$ Q.044 100.1 0.00 0.00 Q.000 0 0.00 1.25 0.033 0.07 0.033 135.1 0.00 0.00 0.000 0 0.00 1.50 0.033 0.07 0.033 165.1 O.OQ 0.00 0.000 0 0.00 1,75 0.033 0.08 0.033 195.1 0.00 0.00 0.000 0 0.00 2.00 0.044 0.09 0.044 230.2 0.00 0.00 O.00a 0 0.00 2.25 0.044 0.09 0.044 270.2 0.00 Q.00 0.000 0 O.Od 2.50 0.044 0.10 0,044 310.2 O.QO 0.00 0.000 0 0.00 2.75 0.056 0.11 0.056 355.3 O.aO 0.00 0.000 0 0.00 3.00 0.056 0.11 0.056 405.3 0.00 0.00 0.000 0 0.00 3.25 Q.056 0.11 0.056 455.3 0.00 0.00 0.000 0 O.dO 3.50 0.056 0.11 0.056 505.4 0.00 0.00 0.000 0 0.00 3.75 0.056 0.12 O.Q56 555.4 0.00 0.00 0.000 0 0.00 4.OQ 0.067 0.13 0.067 610.4 0.00 O.QO 0.000 0 0.00 4.25 0.067 0.14 0.067 67Q.5 0.00 0.00 O.00q 0 0.00 4.50 0.078 0.16 0.078 735.5 0.00 �.00 O.00Q 0 0.00 4.75 0.078 0.17 Q.078 805.6 0.00 0.00 O.00Q 0 0.00 5.00 0.089 0.16 0.089 880.6 0.00 0.00 Q.000 0 0.00 5.25 O.Q67 0.14 0.067 95Q.7 O.OQ 0.00 0.000 0 0.00 5.50 0.078 0.17 0.078 1015.7 O.QO 0.00 0.000 0 o.oa 5.75 0.089 0,1.8 Q.Q89 1090.8 0.00 0.00 0.000 0 0.00 6.00 0.089 0.Z9 0,089 1170.8 0.00 0.00 (�.a00 0 0.00 6.25 0.100 0.20 0.100 1255.9 0.00 4.OQ 0.000 0 0.00 5.50 0.�.00 0.21 0.100 1346.0 0.�0 0.00 0.000 0 O.dO 6.75 0.111 0.22 0.111 1441.0 0.00 0.00 0,400 Q O.bO 7.00 0.111 0.22 0.111 1541.1 0.00 0.00 0.000 0 0.00 7.25 0.111 0.23 0.111 �.641.2 0.00 0.00 0.000 0 0.00 7.50 �.122 0.26 0.122 1746.2 0.00 0.00 0.000 0 0.00 7.75 0.133 0.28 0.133 1861.3 Q.00 0.00 O.00Q 0 0.00 8.00 0.145 0.31 0.145 1986.4 0.00 O.OQ 0.000 0 0.00 8.25 0.167 0.33 0.167 2126.5 0.00 0.00 O.00n 0 0.00 8.50 0.167 0,34 0,167 2276.6 0.00 0.00 0.000 0 d.00 8.75 0.178 Q.37 Q.178 2431.7 O.OQ 0.00 O.00Q 0 0.00 9.00 0.189 0.40 0.189 2596.8 0.0� 0.00 0.000 0 O.OQ 9.25 0.�11 0.43 0.207 2775.1 O.QO Q.00 0.000 2 0.00 9.50 0.222 0,46 0.2Q7 2961.5 0,02 O.OZ 0.000 11 0.01 9.75 0.233 0.48 0.208 3148.1 0.06 0.06 O.OQO 29 0.02 1Q.00 0.245 0.41 0.208 3335.2 0.13 0.�3 0.000 S7 O.d3 10.25 0.167 0.33 0.209 3523.2 0.12 0.12 O.d00 54 0.03 10.50 0,167 0.39 0.209 3713.4 0,04 0.04 O.00Q 16 0.01 10.75 0.222 0.�4 0.208 3899.0 0.01 0.01 0.000 4 0.00 11,00 Q.222 Q.43 0.207 4085.6 a.04 0.04 0.000 17 0.01 11.25 0.211 0.42 0.208 4272.3 0.06 0.06 0.000 26 0.01 Hydragraph: 24 hr- 10 yr. (cont) Routing of Low Flow page# z tirne fnflow,t„ t,�+l„+� frt ' Irtf<Vo#,� 2S�/L�t-�3� 2S�/�t-�C�2 O�tt�low�E}� Valume,S Efeva�ic�n,h: ��r} : (c�s� .`��s� (cfs� : (ft3� (c€s} (cfs} ; �cFsj' ' {ft3} �ft-osl� 11.50 0.211. 0.40 0.208 4459.3 0.06 0.06 0.000 29 0.02 11,75 0,189 0.39 0.208 4646.4 0.05 O.OS 0.000 22 0.01 12,00 0.200 0.57 0,208 �833.4 0.02 0.02 O.OQQ 10 0,01 12.25 Q.365 0.83 0.207 5020.2 0,17 0.17 O.Q00 78 0.04 12.50 0.462 1.07 0.209 5207.6 0.58 0.58 0.000 262 0.15 12.75 0.604 1.25 0.214 5397.8 1.23 1.23 0.000 552 0.31 13.00 0.651 1.40 0.?_20 5593.1 2,Q5 2,05 0.000 921 0.51 13.25 0.747 1.50 0.228 5795.0 3,00 3.00 0.�00 1348 0.75 13,50 0.751 1.10 0.237 6004.5 4.fl3 4.03 0.000 1813 1.01 13.75 0.347 0.7"1 0.246 6221.9 4.6�4 4.64 0.000 2090 1.09 14.00 0.367 1.00 0.248 6444.0 4.86 4.86 0.000 2189 1.12 14.25 0.631 1.23 0.247 6666.7 5.37 5.37 p.OpO 2416 1.19 14.50 0.603 1.22 0.248 5889.7 6.11 6,11 0.000 2748 1..28 14.75 Q.614 1.20 0.250 7114.0 6.$3 6.83 0.000 3071 1.38 15.00 0.582 1.12 0.252 7340.1 7.52 7.52 0.000 3383 1.48 15.25 Q.541 1.03 0.254 7567.7 8.14 8.14 0.000 3661 1.56 15.50 0.486 0.70 0.255 7796.5 8.65 8.65 0.000 3894 1.63 15.75 0.211 0.44 0.256 8026.2 8.84 8.84 0.000 3978 1.65 16.00 Q.225 0.27 0.255 8255.9 8.77' 8.77 O.00d 3945 1.65 16.25 Q.044 0.09 0.253 8484.6 8.53 8.53 O.00a 3838 1.61 16.50 Q.044 O.U8 0.251 8711.6 8.11 8.11 0.000 3651 1.56 16.75 0.033 0.07 0.248 $936.4 7.69 7.69 0.000 3461 1,5fl 17.00 0.033 0.09 0.246 9158.9 7,26 7.26 0.000 3269 1.44 17.25 0.056 0.11 0.244 9379.2 6.86 6.86 O.00d 3089 1.39 17.50 0.056 0.11 0.241 9597.4 �.49 6.49 0.000 2920 1.34 17.75 0.056 0.10 0.239 981.3.6 6.12 6.12 0.000 2754 1.29 18.00 0,044 0.09 0.237 10028.2 5.74 5,74 0.000 2585 1.24 18.25 0.044 0.09 0.236 10241.1 5.35 5.36 0.000 2412 1.18 18.50 0.044 0.0$ 0.234 10452.4 4.98 4.98 O.Q00 2241 1.13 18J5 0.033 0.06 0.232 10662.1 4.59 4.59 0.000 2066 1.08 19.00 0.022 0.06 0.231 10870.3 4,18 4.18 Q.000 1883 1.03 19.25 0.033 0.08 0.229 11077.1 3,78 3.78 0.000 1701 0.95 19.50 0.044 Q.�8 0.227 11282.3 3.40 3.40 0.000 1531 0.86 19.75 0,033 0.06 0.225 11485.5 3.03 3.03 0.000 1363 0.76 20.00 0.022 0.06 0.222 11686.7 2.64 2.64 D.�00 1186 0.66 20.25 0.033 0.07 0.220 11885.9 2.25 2.25 0.000 1012 0.57 20.50 0.033 O.Q7 a.218 12083,2 1.88 1.88 0.000 845 0.47 20.75 0.033 0.06 0.216 1227$.6 1.51 1.51 0.000 680 0.38 Z 1.00 0.022 0.06 Q,214 12472.2 1.14 1.14 0.000 511 0.29 21.25 0.033 Q.06 Q.212 12664.2 0.76 0.76 o.aoa 344 0.19 21.5Q O.d22 0.06 0.211 12854.6 0.40 0.40 O.Q00 17'9 0.10 21.75 0.033 0.06 0.209 13d43.3 0.03 0.03 0.000 15 0.01 22.00 O.Q22 Q.06 0.207 13230.6 22.25 0.033 0.06 22.50 0.022 0.04 22,75 O,Q22 0.04 23.00 0.022 0,04 23.25 0.022 0.04 23.50 0.022 0,04 23.75 0.0�2 O.QA� 24.00 0.022 0.02 24.25 0.000 0.00 MODfFIED PULS page# 3 At 0.250 hr Storage coefficients for Undergraund min 0 ft S=variable equation(see end of table) datum: 0 ft a(not used) �.�� initial elev. 0 ft 6{not used) 0 ft OUtl2t StfUCtU�'2: c(not used) 0 ft2 (See details in Total Discharge Table) A-infiltr: 4473 Sq-ft Infiltration'sSafetyfactor: �? I f�infiltr): 4 in/hr ___..._.� Vofume-efevation-Outflow curve 24 hr Storm Events(�t='15 min). � s : h : i Sir�pe h/s 2sf at+� a sfape 0 0.000 0.0006 o.oa o.00a a.0000 149 0.083 0.0006 0.33 O.00Q O.QOnO 298 0.1.67 0.0006 0.66 0.000 0.0000 447 0.250 0.0006 0.99 0,000 0.0000 S96 0.333 0.0006 1.33 0.000 O.00OQ 746 0.417 O.Q006 1.66 0.000 0.0000 895 0.500 0.0006 1.99 0.000 0.0000 1044 0.583 0.0006 2.32 0.000 0.0000 1193 0.667 0,0006 2.65 O.OQO O.00OQ 1342 0.750 0.0006 2.98 0.000 O.oaoa 1491 0.833 O.OQ06 3.31 0.000 0.0000 1640 0.917 0.0006 3.64 0.000 0.0000 1789 1.000 0.0003 3.98 0.000 0.0000 2071 1.083 0.0003 4.60 0.000 0.0000 2352 1.167 0.0003 5.23 0.000 0.0000 2631 1.Z50 0.0003 5,85 0.000 0.0000 2910 1.333 0.0003 5.47 0.000 O.00QO 3187 1.417 0.0003 7.�8 0.000 O.00QO 3462 1.500 0.00�3 7.69 0.000 a.oaoo 3736 1.583 O.00Q3 8.30 0.000 O.00QO 4p0$ 1.667 4.0003 8.91 0.000 Q.0000 4277 1.750 0.0003 9.51 0.000 0.00�0 4545 1.833 O.OQ03 10.10 Q.000 0.0000 4810 1.917 0.0003 1Q.69 0.000 Q.0000 5073 2.000 0.0003 11.27 O.00Q a.oaoa 5333 2.083 0.0003 11.85 O,OOQ 0.0000 5590 2.167 0.0003 12.42 0.000 0,0000 5845 2.250 0.0003 12.99 0.000 0.0000 6096 2.333 0.0003 13.55 0.000 o.aooa 6343 2.417 O.Q003 14.10 0.000 O.QQOQ 6587 2.500 0.0003 14.64 0.000 O.00Oa 6828 2.583 0.0004 15.17 0.000 0.0000 7064 2,667 0.0004 15.70 0.000 0.0000 7295 2.750 0.0004 16.21 0.000 0.0000 7520 2.833 0.0004 16.71 0.000 0.0000 7740 2.917 0.0004 17.20 0.000 0.0000 7953 3.000 0,0004 17.67 0.000 0.0000 8159 3.083 0.0004 18.13 0.000 0.0000 8357 3,167 0,0004 18.57 0.000 0.0000 8542 3.250 0.0005 18.98 Q.000 0.0000 8708 3.333 0.0005 19.35 0.000 0.0000 8867 3.417 Q.0005 7.9.70 0.000 Q.OQ00 9019 3.500 o.00a� �o.na� o.000 o.oaoo page# 4 9168 3.583 0.0006 7_0.37 a.00a O.OQ00 9317 3.667 Q.0006 20.71 Q.000 0.0000 9467 3.750 0.0006 21.04 (}.00Q O.�U00 96�.6 3.833 0.0006 21.37 0.000 0.0000 9765 3.917 �.0006 21.70 0.000 0.0000 9914 4.OQ0 O.OQ06 22.03 O.OQO 0.0000 1p063 4.083 0.0006 22.36 0.000 0.0000 10212 4.167 0.0006 22.69 0.000 0.0000 10361 4.250 Q.Ofl06 23.02 O.OdO 0.0000 10510 4.333 O.Q006 23.36 0.000 O.00OU 10659 4.417 0.0006 23.69 0.040 O.00OQ �asos 4.500 24.02 0.000 MODI�IED PULS pagel# � RESULTS: Routing af 1 hr-1Q0 yr low-flow hydrograph in Underground ir�itial elev: 0.0 ft Incoming peak: 1.910 cfs Volume discharged: 0.000 acre-ft Incoming valume: 0.089 acre-ft Max outflow: 0.000 cfs Max elevation in pond: 1.180 ft Hydrograph: 1 hr-1 QO yr. time tnflow,t,� 6�,+{,�fi ;' ; ��, tr�€.Vaf,F 25�/4t-f�� �'$2�E��fE�2 tJuC�tow,E?„ Va[ur��,S Efevatior�,h' �.�r� . ;' {e�s} :4e�s} , {e�s� (�t3} �cfs� ;.(cfs�' {e�s�; (ft3} `(ft-c�s�� ; o.00 o.oao o.so o.00 o.a o.00 o.000 0 0.00 0.08 0.8Q5 1.70 0.207 31.1 0.60 0.60 0.000 90 0.05 0.17 0.892 1.80 0.581 149.2 1.51 1.51 O.OQ4 226 0.13 0.25 �.909 1.85 0.403 296.8 2.32 2.32 O,U00 348 0.19 0.33 0.941 1.91 0.359 411,1 3.41 3.41 0.000 512 0.29 0.42 0.970 2.00 0.368 520.2 4.59 4.59 0.000 689 0.39 0.50 1.032 2.10 0.379 632.2 5.85 5.85 Q.000 877 0.49 0.58 1.464 2.21 0.387 747.0 7.18 7.18 0.000 1077 0.60 0.67 1.149 2.46 0.394 864.0 8.61 8.61 O.U00 1292 0.72 0.75 1..310 3.22 0.401 983.2 10.28 10.28 O.Q00 1542 0.86 0.83 1,910 2.99 0.41.0 1104.8 12.69 12.69 4.000 1903 1.03 0.92 1.083 1.94 0,424 1229.8 14.84 14.84 0.000 2227 1.13 1.00 0.855 0.86 0,420 1356.4 15.94 15.94 0,000 2391 1.18 1.08 0.000 O.OQ d.408 1480.6 15.97 15.97 O.OQO 2395 1.1$ 1.17 0.000 0.00 0.392 16Q0.5 15.17 15.17 0.04Q 2275 1.14 1.25 0.000 0.00 0.373 1715.2 14.40 14,40 0.000 21�Q 1.11 1.33 O.00d 0.00 0.357 1824.6 13.67 13.67 O.Q00 2051 1.08 1.42 0.000 0.00 0.�44 1929.7 12.97 12.97 0.000 1946 1.05 1.50 0.000 O.QO 0.333 2031.2 12.30 12.30 0.000 1844 1.02 1.5$ 0.000 0.00 0.323 2129.5 11.64 11.64 0.000 1746 0.98 1.67 O.OQO 0.00 0.313 2224,9 11.00 11.00 O.00Q 1651 Q.92 1.75 0.000 0.�0 0.303 2317.4 1Q,39 10,39 0.000 1558 0,87 1.83 O.00Q 0.00 0.294 2407.0 9.79 9.79 0.000 2469 0.82 1.92 O.00d 0.00 0.286 2494.0 9.21 9.21 Q.000 1382 0.77 2,00 Q.00Q 0.00 0.279 2578.7 8.65 $.65 0.000 1297 0.72 2.0$ 0.000 0.00 0.272 2661.4 8.09 $.09 0.000 1214 0.68 2.17 0.000 0,00 0.266 2742.1 7.56 7.56 O.OdQ 1133 0.63 2.25 0,000 0.00 0.261 2821.1 7.03 7,03 O.OQO 1054 0.59 2.33 0.000 0.00 0.255 2898.5 6.51 6.51 0.000 977 0.55 2.42 0.000 0.00 0.251 2974.5 6,01 6.01 0.000 901 0.50 2.50 0.000 0.00 0.246 3049.0 5.51 5.51 �.OQO 827 0.46 2.58 0.000 0.00 0,242 3122.3 5.02 5.02 0.000 753 0.42 2.67 0.000 0.00 0.238 31.94,3 4.54 4.54 0.000 681 0.38 2.75 O.00Q 0.00 0.235 3265,3 4.07 4.�7 0.000 61.0 0.34 2.83 0.000 0.00 Q.231 3335.2 3.60 3.60 0.000 54Q 0.30 2.92 0.000 0.00 Q.228 3404.1 3.14 3.14 0.000 471 0.26 3.00 0.000 0.00 0.225 3472.0 2.69 2.69 0.000 �04 0.23 3.08 0.000 0.00 0,222 3539.1 2.24 Z.24 O.Q00 336 d.19 3.17 0.000 O.OQ 0.219 3605.3 1.80 1.80 0.000 270 0.15 3.25 0.000 0.00 0.217 3570.8 1.37 1.37 0.�00 2Q5 0.11 3.33 0,000 0.00 0.214 3735.4 0,93 0.93 0.000 140 0,08 3.42 0.000 0.00 0.212 3799.4 0.51 0.51 0.000 76 0.04 3.50 0.000 0.00 0.210 3862.6 0.09 0.09 0.000 13 0.01 3.58 0.000 0.00 0.208 3925.2 3.67 0.000 0.00 3.75 0.000 0,00 MOQIFIED PUL.S page# 2 At 0.083 hr Storage coefificierrts for Underground min 0 ft S=variable equation(see end afi tabie) datum: 0 ft a(notusedl O.OQ initial elev. 0 ft b�r,ot used) 0 ft Outlet structure: ���oe u5ea� a ft2 (See details in Total Discharge Table} A-infiltr: 4473 sq-ft Infiltration's5afetyfactor: ..2.,.^.,��_ f{infiltr): 4 in/hr Vo[ume-elevation-Outflow curve 6 hr Storm Events(�t=5 min�. S ` h SIQpe h/S 2�,�L�t�•Q E3 Slope o a.000 0.0006 a.00 a.000 o.00c�a 14� a.os3 o.000h 0.99 a.000 o.0000 298 0.167 0.0006 1.99 0.000 O.OQ00 447 0.250 0.0006 2.98 0.000 Q.0000 596 a.333 0.0006 3.98 0.000 Q.0000 746 0.47.7 0.0006 4.97 d.000 0.0000 895 Q.S00 0.0006 5.96 O.Q00 0.0000 1044 0.583 0.0006 6.96 0.000 O.Q000 1193 0.667 O.00fl6 7.95 O.00Q 0.0000 1342 a.75Q O.00Q6 8.95 0.000 O.OQ00 1491 0.833 0.00�6 9.94 d.000 4.0000 1640 0.917 0.0006 1Q.93 Q.00� 4.OQ00 1789 1.000 0.0003 11.93 0.000 0.0000 2071 1.083 O.Od03 Z3.8U 0.000 O.OQ00 2352 1.167 0,0003 15.68 0.000 0.0000 2631 1.25b 0.0003 1754 0.000 0.0000 2910 1.333 O.Oa03 19.40 0.000 0,0000 3187 1.417 0.0003 21.25 0.000 0.0000 3462 1.500 0.0003 23.08 0.000 Q.0400 3736 1.583 0.0003 24.91 0.000 0.0000 4008 1.667 0.0003 26.72 O.OQO 0.0400 4277 1.750 0.0003 28.52 0.000 0.0400 4545 1,833 0.0003 30.3(} O.OQO O.OQ00 4810 1.917 0.0003 32.07 0.000 0.0�00 5073 2.000 0.0003 33.82 0.000 0.0000 5333 2.083 0.0003 35.55 O.OQO 0.0000 5590 2.167 0.0003 37.27 O.OaO 0.0000 5845 2.250 0.0003 38.96 0.000 0.(}000 6096 2.333 0.0003 40,54 O.OQO O.Qfl00 6343 2.4�.7 O.Q003 42.29 0.000 0.0000 6587 �.500 O.Qn03 43.92 0.000 0.0000 6828 2.583 0,0004 45.52 0.000 0.4000 7064 2.667 O.Q004 47.10 0.000 Q.4000 7295 2.750 0,4004 48.63 0.000 0.4000 7520 2.833 0.0004 50.13 0.000 0.0000 774Q 2.917 0.0004 51.60 0.000 0.0000 7953 3.Q00 O.U004 53.02 0.000 0.0000 8159 3.083 0.0004 54.40 0.�00 0.0000 8357 3.167 0.0004 55.71 0.000 0.0000 8542 3.250 0.0005 56.95 0.000 O.00OQ 8708 3.333 0.0005 58.05 O.a00 0.0000 8867 3.417 0.0005 59.11 0.000 0.0000 9019 3,500 0.0005 60.13 O.OQO 0.0000 �age# 3 91b8 3.583 0.0006 61.12 n.000 0.0000 93�.7 3.£G7 0.0006 62.12 Q.Q00 0.000� 9467 3.750 0.0006 63.11 0.000 0.0000 9616 3.833 0.0006 64.10 0.000 O.00OQ 9765 3.917 �.0006 65,10 0.�00 0.0000 9914 4,QU0 O.OQOb 66.09 0.000 0.0000 10063 4.083 0,0006 67.09 0.000 0.00(JO iozi2 4.167 0.0006 68.08 0.000 0.0000 10361 4.250 O.00Q6 69.0/ 0.000 0,0000 10510 4.333 Q.00n6 70.07 0.000 0.0000 10659 4.417 0.0006 71.06 0.000 0.0000 10808 4.500 72.06 �.000 MODIFIED PULS page# 1 RESULTS: Routing of 3 hr-100 yr Inw-flow hydrograph in Underground initial elev: 0.0 ft Incoming peak: 1.288 cfs Volume discharged: 0.000 acre-ft Incaming volume: 0.196 acre-ft Max outflow: D.000 cfs Max elevation in pond: 2.Q04 ft Hydrograph: 3 hr-100 yr. ; tirne Infiow,`in I�+IR�y 'f„ fnf.Va(,� 2Sj/G�t-O� 2S2/'�t-�02 Qut�lavvt C1„ 'Vo[u€��,S EEeuatior�,�t (hr� (e�s� (c�'s} (c�s� t€�3} ': �e�s� : �e�s�'` (c�s) `���� (ft-cis�} ' o.ao o.000 o.Zs o.00 o.o o.oa a.000 0 0.00 0.08 0.279 0.56 0.207 31.1 Q.07 0.07 0.000 11 0.41 0.17 0.279 0.52 0.252 100.Q 0.17 Q.17 0.000 26 0.01 0.25 0.236 0.78 0.240 173,8 0.19 Q.19 0.000 29 0.�2 0.33 0.547 1.09 0.229 244."L 0.51 0.51 0.000 76 0.04 0.42 O.S47 1.27 0.247 315.7 1.12 1.12 0.000 169 0.09 0.50 0,722 1.27 0.2�6 394.2 1.87 1.87 O.00Q 280 0,16 0.58 0.547 1.27 0.299 4$0.5 2.56 2.56 0.000 384 0.21 O.b7 U.722 1.44 0.311 572.0 3.22 3.22 0.000 483 0.27 0.75 0.722 1.27 0.316 666.1 4.04 4.04 Q.000 606 0.34 0.83 0.547 1.18 0.325 762.3 4.67 4.67 O.00Q 700 0.39 0.92 0.634 1.36 0.326 859.9 5.20 5.20 a.00a 779 0.44 1.Od 0.722 1.55 0.324 957.4 5.90 5.90 Q.000 885 0.49 1.0$ fl.824 1.�5 0.327 1055.1 6.8d 6.80 O.00Q 1020 0.57 1.17 0.824 1.65 0.332 1153.9 7.79 7.79 a.oaa 1168 0.65 1.25 0.824 1.50 0.338 1254.5 8.76 8.76 4.QOQ 1315 0.73 1.33 0.774 1.66 0,343 1356.6 9.68 9.68 Q.000 1452 0.81 1.42 0.884 1.78 0.346 1459.8 10.65 10.65 0.000 1598 0.89 1.5Q 0.898 1.75 0.349 1564.0 11.74 �.1.74 0.000 1761 0.98 1.58 0.855 1.75 0.353 1669.2 12.79 12.79 0.000 1919 1.04 1.67 0.898 1.87 0.351 1774.8 13.84 13.84 O.OQQ 2076 1.08 1.75 0.972 1.92 0.349 1879.8 15.01 15.01 0.000 2251 1.14 1.83 0.949 1.87 0.347 1984.1 16.23 16.23 0.000 2435 1.19 1.92 0.924 1.86 0.346 2088.1 17.41 17.41 0.000 2612 1.24 2.OQ 0.937 1.89 0.345 2191.8 18.58 18.58 0.004 2788 1.30 2.08 0.949 2.01 0.344 2295.2 19.78 19.78 0.000 2967 1.35 2.17 1.056 2.17 0.343 2398.3 2i.io 21.10 d.000 3165 1.41 2.25 1,114 2.11 0.343 2501.3 22.58 22.5$ O.OQO 3387 1.48 z.33 0.993 2.22 Q.344 2604.4 24.00 24,00 0.000 3600 1.54 2.42 1,226 2.48 0.344 2707.6 25.53 25.53 0.000 3830 1.61 2.50 1.257 2,55 0.345 28�.0.9 27.33 27.33 4.000 4099 1.69 2.58 1.288 2,46 0.347 2914.7 29.18 29.18 �.00� 4377 1.78 2.67 1,170 1.94 0.349 3019,0 30.95 30.95 0.000 4�42 1.86 2.75 0.774 1.50 Q.350 3123.8 32.19 32.19 0.004 4829 2.92 2.83 0.722 1.44 0.35(} 3228.7 32.99 32.99 O.00Q 4948 1.96 2.92 0,722 0.85 0.348 3333.3 33.73 33.73 0.000 5Q60 2.00 3.Q0 0.129 0.13 0.346 3437.3 33.$9 33.89 0.000 5Q84 2.00 3.Q$ 0.000 0.00 0.342 3540.5 33.33 33.33 0,000 5000 1.9$ 3.17 O.OQO 0.00 0.336 3642.3 32.65 32.65 0.000 4898 1.94 3.25 O.OQO 0,00 d.331 3742.3 31.99 31.99 0.000 4798 1.91 3,33 O.OQO 0.00 0.325 3$4Q.8 31..33 31.33 0.000 4700 1.88 3.42 0.000 0.00 0,321 3937.7 30.68 30.68 0.000 4603 1.85 3.50 0.000 0.00 0,316 4033.2 30.05 30,05 0.000 4507 1,82 3.58 0.000 0.00 0.312 4127.3 29.42 29.42 0.000 4413 1.79 3.67 0.000 Q.00 0.308 4220.2 28.80 28.80 0.0�0 4320 1.76 3.75 0,000 0.00 0.3Q4 4311.9 28.19 28.19 0.000 4228 1.73 Hycirograph: 3 hr- 140 yr. (confi) Routing of Low Flow page# 2 time Inflow,.;t�, E�+6�+� ��, lnf.�!o!f� 2S f/�trC}� 252�L4t+C1� Dutfiow,Q„ �lolume;5 Ei�vatic�n,h. �hcj �c�s} (e#s} ' �cFs} ' (ft3} (cfs� {e�s� ; . fcfs� (f��} (�-c�s�) 3,83 0.000 0.00 0.300 4402.5 27.59 27,59 Q.000 4�.3$ 1.71 3.92 O.00Q 0.�0 0.2y7 4492.1 26.99 26.99 O.OQO 4048 1.fi8 4.00 0.000 0.00 0.294 4580.7 26.40 26.4Q 0.04� 3960 1.65 4.08 0.000 0.00 0.291 456$.3 25.81 25,81 O.OQO 3$72 1.63 4.17 0.000 0.00 0.288 4755.1 25.24 25.2�! 0.000 3785 1,60 4.25 0.000 0.00 U.285 4841.0 24.66 24.66 0.000 3699 1,57 4.33 0.000 0.00 0.282 4926.0 24.10 24.10 0.000 3614 1.55 4.42 0.000 0.00 0.280 5Q10.3 23.53 23.53 0.000 3530 1.52 4.50 O.OQO 0.00 0.277 5493.9 22.98 22.98 0.000 3446 �..50 4.58 O.00n Q.00 0.275 5176.8 22.42 22.42 O.d00 3364 1.47 4.67 0.000 0.00 0.273 5259.0 21.88 21.88 0.000 3281 1.45 4.75 0.000 0.00 0.271 5340.5 21.33 21.33 O.n00 3200 1.42 4.83 0.000 0.00 0.269 5421.4 2Q.79 20.79 0.000 3119 1.40 4.92 0.400 0.00 0.267 5501.7 24.26 20.26 0.000 3039 1.37 5.00 0.000 0.00 0.265 5581.5 19.73 19.73 0.000 2959 1.35 5.08 0.000 0.00 0.263 5664.6 19.2Q 19.20 0.000 28$n 1.32 5.17 0.000 0.00 0.261 5739.3 1$.67 18.67 0.000 2801 1.30 5.Z5 0.000 0.00 0.260 5817.4 18.1.5 1$.15 0.000 2723 1.28 5.33 0.000 0.00 0.258 5895.0 17.64 17.64 0.000 2645 1.25 5.42 0.000 0.00 0.256 5972.2 17.12 17.12 0.000 256$ 1.23 5.50 0.000 0.00 0.255 6048.8 16.61 16.61 0.000 2492 1.21 5.58 0.000 d.00 0.253 6125.1 16,10 1b.10 0.000 2415 1.19 5.67 0.000 0.00 d.252 6200.9 15.60 15.60 Q.000 2340 1.16 5.75 0.000 O.aa Q.251 6276.2 15.09 15.09 O.00Q 2264 1.14 5,83 0.000 O.OQ 0.249 6351.2 14.59 14.59 O.Q00 2189 1.12 5.92 0.040 0.00 0.248 6425.7 14.10 14.10 0.000 2115 1.10 6.00 0.000 0.00 0.247 6499.9 13.60 13.60 0.000 2440 1.07 6.08 0.000 0.00 0.245 6573.7 13.11 13.11 0.000 1967 1.05 6.17 0.000 0.00 0.244 6647,1 12.62 12.62 0.000 1893 1.U3 6.25 0.000 0.�0 0.243 67Z0.2 12.13 12.13 0.000 1820 1.01 6.33 0.000 0.00 0.242 6792.9 11.65 11.65 0.000 17�7 0.98 6.42 0.000 0.00 0.240 6865.3 11.17 11.17 0.000 1675 0.94 6.5d 0.000 0.00 0.239 6937.1 1Q.69 10.69 0.000 1603 0.90 6.58 0.000 0.00 0.237 7Q08.5 1Q.21 10.21 0.000 1532 0.86 6.67 O,OQO 0.00 0.235 7479.3 9.74 9.74 0.000 1461 0.82 6J5 0.000 0,00 0.234 7149.7 9.27 9.27 OA00 1391 0.78 6.83 0.000 0.00 0.232 7219,6 $.81 8.81 O.00Q 1321 0.74 6.92 O.00Q 0.00 0.231 7289.1 8.34 8.34 0.000 1251 0.70 7.00 O.Q00 O.OQ 0.229 7358.1 7.88 7.$8 0.000 118Z 0.66 7.08 0.400 0.00 0,228 7426.6 7.42 7,42 0.000 1114 0.6Z 7.17 0.000 0.00 0.226 7494.$ 6.97 6,97 Q.000 1045 0.58 7.25 0.400 0,00 0.225 7562.5 6.52 6.52 0.000 978 0.55 7.33 0.000 0.00 0.224 7629,9 6.07 6.07 0.000 910 O.S1 7.42 0.�00 0.00 Q.223 7696.8 5.62 5.62 0.000 844 0.47 7,50 0.000 0.00 4.221 7763.4 5.18 5.18 o.oaa 777 0,43 7.58 0.000 0.00 0.22Q 7829.6 4.74 4.74 O.OQO 711 0.40 7.67 0.000 0.00 O.Z19 7$95.4 4.30 4.30 O.OQO 645 0.36 7.75 0.000 0.00 0.218 7960,9 3.86 3.86 0.000 579 0.32 7.83 0.000 O.ao �.217 8026.0 3.43 3.43 O.Q�O 514 0.29 7.92 0.000 O.QO 0.215 8090.8 3.00 3.00 0.000 450 0.25 8.00 Q.000 b.00 0.214 8155.3 2.57 2.57 0.000 385 0.22 S.O8 Q.00Q 0.00 0.213 8219.4 2.1.4 2.14 0.000 321 0.18 Hydrograph: 3 hr- 100 yr. (cont) Routing of Low Flow page# 3 '. tErrte C�f1ow,B„ l„+ln+� -. �,� fnf.VaE;F Z5f�L1t�-,C)4 25z��tfQ'2 t�utflow,;�„ �Aoiume,S E(evation,h' (�r} (cfs) (cfs} ; (efs} ��'t3� (efs} (cfs�' , €cf��; ��3� (ft-os() ' 8.17 0.000 0.00 0.212 8283.2 1.71 1.71 0.000 257 Q.14 8.25 0.000 C}.00 0.211 8346.7 1,29 1,29 0.000 194 0.11 8.33 0.000 0.00 0.210 8409.8 0.87 0.87 0.000 131 �.07 8.42 O,Q00 0.00 0.209 $472.7 0.45 0.45 0.000 68 0.04 8.50 O.d00 0.00 0.2D8 8535.3 0.03 0.03 O.00Q S O.OQ $.5$ 0.�00 O.OQ 0.207 8597.6 8.67 0.000 0.00 8.75 0.000 0,00 g.s� o.000 a.00 $.�� o.000 a.00 9.00 0.�00 0.00 9.08 0.000 0.00 9.17 0.000 0.00 9.25 0.000 0.00 9.33 0.000 0.00 9.42 0.000 0.00 9.50 0.000 O.QO 9.58 0.000 0.00 9.67 0.000 0.00 9.75 0.000 0.00 9.83 0.000 0.00 9.92 0.000 O.OQ �o.00 o.00a o.00 1o.os a.000 o.00 so.�.� a.00a o.00 a�o.zs a.00a o.00 so.33 o.00a o.00 10.42 0.000 0.00 10.5Q 0.000 0,00 10.5$ 0.000 0.00 10.67 0.040 0.00 10.75 0.000 0.00 10.83 0.000 0.00 10.92 0.040 0.00 11.00 0.000 0.00 11.08 O.Q00 0.00 11.17 0.000 0.00 11.25 0.000 0.00 11.33 0.000 0.00 11.42 0.000 �.00 12.50 0.000 0.00 11.58 O.00Q 0.00 11.67 0.000 0.00 11.75 0.000 0.00 11.83 O.Q00 0.00 11.92 0,000 0.00 12.00 0.000 0.00 12.08 0.000 0.00 �.2.17 O.00a 0.00 12.25 O.00Q 0.00 12.33 O.00Q 0.00 12.42 0.000 0.00 MOpIF1ED PUL5 page# 4 At 0.083 hr Storage coefticients for Underground min 0 ft S=variable equation(se�enc�of table) dBtUm: 0 ft a inot used� O.QO initial elev. 0 ft b(not used} 0 ft Outlet structure: �(noc�5ed� 0 ft2 (See details in Tota!Discharge Table) A-infiltr: 4473 sq-ft Infiltration'sSafetyfactor: �� f(infiltr): 4 in/hr Volume-elevation-Outflow curve 6 hr Storm Events(Ot=5 min). s ': ' h stope';h/s �sJa�-�o o s[ope o a.00a o.0006 0.00 0.000 o.oaao 149 0.083 0,0006 0.99 0.000 Q.0000 298 0.167 O.00Q6 1.99 O.00Q 0.0000 447 0.250 �.0006 2.98 O.00Q 0,0000 596 0.333 0.0006 3.98 0.000 0.0000 746 Q.417 Q.0006 4.97 0.000 O.QOQO 895 0,50U Q.00Q6 5.96 0.000 0.0000 1044 0.583 D.0006 6.96 0.000 0.0000 1193 0.667 0.0006 7.95 0.000 O.00OQ 1342 0.750 O.Od06 8.95 O.Q00 0.0000 1491 0.833 0.0006 9.94 O.Q00 0.0000 1640 0.917 O.Ob06 10.93 0.000 0.0000 1789 1,000 O.Q003 11.93 0.000 0.0000 2Q71 1.083 0,0003 13.80 0.000 0.0000 Z352 1.167 0.0003 15.68 0.000 0,0000 2631 1.250 0.0003 17,54 0.000 0.0000 2910 1.333 0.0003 19.40 0.000 a.0000 3187 1.417 0.0003 21.25 0.000 Q.00QO 3462 1.50Q 0.0003 7_3.08 0.000 0.0000 3736 1.583 0.0003 24.91 O.00d �.0000 400$ 1.667 0.0003 26.72 O.OQO 0.0000 4277 1.750 0.0003 28.52 0.040 0.0000 4545 1.833 0.0003 30.30 0.000 O.n040 4810 1.917 0.0003 32.07 0.000 0.0000 5073 2.000 0.0003 33,82 0.000 0.0000 5333 2.0$3 0.0003 35.55 0.000 O.OQ00 5590 2.167 O.Ofl03 37.27 0.000 o.00ao 5845 2.250 0.4003 38.96 0.000 0.0000 6096 2.333 0,0003 40.64 0.000 0,0000 6343 2.417 0.0003 42.29 0.000 0.0000 6587 2.500 0.0003 43.92 0.000 0.0000 6828 2.583 0.0004 45.52 O.00Q Q.0000 7064 2.667 0.0004 47.10 0.000 0,0000 7295 2.750 O.OQQ4 48.63 0.000 0.0000 7520 2.833 0.0004 5Q.13 O.OdO 0.0000 7740 2.917 0.0004 51.60 ti.000 O.d00Q 7953 3.000 O.00Q4 53.02 O.Q00 O.00OQ 8159 3.083 0.0004 54.40 0.000 0.0000 8357 3.167 0.0004 55.71 0.000 0.0000 8542 3.250 0.0005 56.95 0.000 O.OQ00 8708 3.333 0.0�05 58.05 0,000 O.00QO 8867 3.417 0.0005 59.11 0.000 0.0000 9019 3,500 0.0006 60.13 Q.000 0.0000 page# 5 9168 3.583 0.0006 61..12 d.000 0.0000 9317 3.667 0.0006 62.12 Q.00(} 0.0000 9467 3.750 0.0006 63.11 0.00� 0.0000 9616 3.833 0.0006 64.10 Q.000 0,0000 9765 3.9�7 0.0006 65.10 0.000 0.0000 9914 4.00Q 0,0006 65.09 4.00fl O.00dO 10063 4.0$3 0.0006 67.09 0.000 0.0000 10212 4.167 a.onas 6$.08 0.000 0.0000 10361 4.250 0.0006 69.07 Q.000 O.00QO 10510 4.333 0.0006 70,07 O.OQQ 0.0000 10659 4.417 Q.0046 71.06 O,OQO 0.0000 10808 4.SQ� 72.06 0.000 MODIFIED PIJ�.S page# 1 RESULTS: Routing of 6 hr- 1Q�yr low-flnw hydrograph in Underground initial elev: 0.0 ft Incoming pea[c: 1.260 cfs Volume discharged: 0.000 acre-ft Incom€ng volume: 0,242 acre-ft Max outflow: 0.000 cfs Max elevation in pond: 2.164 ft Hydrograph:6 hr- 1�0 yr. �ime Infior�,f„ In-rl�,fi ' f�, tnf.Vo€,F 2Si/4t=Cl� 2Sz/11t+C}� Outflr�w,'C�;, Valume,S Elevation,h: (hr} ' .�cfs} �cfs� �ef�} �f�3� ; (cfsj (cfs} : (cEs� �ft�� (�t-ns1} ` o.00 o.oao o.i4 0.00 0.0 0.00 0.000 0 0.00 0.08 0.141 0.31 0.141 21.2 0,00 0.00 0.000 0 0.00 0.17 0.170 0.34 0.17p 67.8 0.00 0.00 0.000 0 0.00 0.25 0.170 0.34 0.170 118.7 O.QQ O.UO 0.000 0 O.OQ 0.33 0.17'0 0.34 0.170 169.6 0.00 0.00 0.000 0 0.00 0.42 0.170 0.37 0.170 22U.5 0.00 0.00 0.000 0 0.00 0.50 0.198 0.40 0.198 275.6 0.00 0.00 O.00Q 0 0.00 0.58 0.198 0.40 0.198 335.0 0.00 0.00 O.00Q 0 0.00 0.67 0.19$ O.�Q 0.198 394.3 Q.00 0.00 0.000 0 0.00 0.75 0.198 0.40 0.198 453.7 O.OQ 0.00 O.00d 0 0.00 0.83 0.198 0.40 0.198 513.1 0.00 Q.00 0.000 0 0.00 0.92 0.198 0.42 0.198 57z.4 �.OQ Q.00 0.000 0 0.00 1.00 0.226 0.45 0.207 633.2 0.02 0.02 0,000 3 O.OQ 1.08 0.226 0.45 0.208 695.4 0.06 0,06 0.000 8 0.00 1.17 0,226 0.45 0.209 757.8 0.09 0.09 0.000 14 0.01 1.25 0.226 0.45 0.209 820.fi 0.13 0.13 0.000 19 0.01 1.33 0.226 0.45 0.210 883.5 0.16 0.16 0.000 24 0.01 1.42 0.225 0.45 0.211 946.6 0.19 0.19 0.000 29 O,Q2 1.5� 0.226 0.45 0.211 �.009.8 0.22 0.2Z 0.000 33 0.02 1.58 0.226 0.45 0.211 1073.2 0.25 0.25 0.000 38 O.OZ 1.67 0,226 0.45 0.212 1136.6 0.28 0.2$ O.00Q 42 0.02 1.75 0.226 0,45 0.212 1200.2 0.31 0.31 O.Q00 46 0.03 1.83 0.226 0.45 0.212 1263.$ 0.34 0,34 0.00� 51 0.03 1.92 p.226 0.48 0.212 1327.4 0.37 0.37 O.OQO 55 0.03 2.00 0.254 0.48 0.212 1391.1 Q.42 �.42 O.OQO 63 0.04 2,08 0.226 0.48 0.213 1454.9 Q.48 0.48 0.000 72 0.04 2.17 0.254 0.51 0.213 1518.9 0.53 0.53 0.0�0 80 4.04 2.25 0.254 0.51 0.214 1583.0 0.61 0,61 0.000 92 0.05 2.33 0.254 0.51 Q.215 1647.3 0.59 0.69 0.000 104 0,06 2.42 0.254 0.5�. Q.215 1711.7 0.77 0.77 0.000 116 0.06 2.50 0.254 0.51 0.216 1776.4 0.85 0.85 0.000 127 0.07 2.58 0.254 0.51 U.216 1841.2 0.93 0.93 0.000 139 0.08 z.67 0.254 0.54 0.217 1906.2 1.Q0 1.00 O.Q00 1S0 0.08 2.75 0.283 0.57' 0.217 1971.3 1.11 1.11 0.000 166 0.09 2.83 0.283 0.57 0.218 2036.6 1.24 1..24 O.Q00 185 0.10 2.92 0.283 0.57 o.2i9 2102.2 1.36 1.36 0.000 205 0.11 3.00 O.Z83 0.57 0,220 2167.9 1.49 1.49 0.000 224 0.12 3.08 0.283 0,75 0.220 2234.0 1.62 1.62 0.000 242 0.14 3.17 0.471 0.94 0.221 2300.Z 1.93 1.93 0.000 289 0.16 3.25 0.471. 0.94 0.223 2366.9 2.43 2.43 0.000 364 0.20 3.33 0.471 1,09 0.227 �434.4 2.92 2.92 �.00d 438 Q.24 3.42 0.619 1.31 0.230 2503,0 3.55 3.55 0,000 533 0.30 3,50 0.692 1.43 Q.235 2572.8 4.40 4.40 0.000 660 0.37 3.58 0.733 1.47 Q.240 2644.0 5.35 5.35 0.040 802 0,45 3.67 0.733 1.50 0.246 2717.0 6.33 6,33 0.000 949 0.53 3.75 0.766 1.53 0.252 2791.8 7.33 7.33 0.000 1099 0.51 Hydrograph: 6 hr-1U0 yr. (cont) Routing of Low 1=1ow page# � �im� f�tflaw,:!„ ���-[�+� ` f�, Inf.�fol,� 25s/t�t-0� 25z�at+p� OutfCow,'CI�, Volume;S Eleuatiari,t�; �hr� ; (cfs} �cfs) (�f�� : �ft3} ; {cfs�. {�fs} : �cfs� (ft3� (ft-ast} : 3.83 0.7�i6 1.57 0.258 2868.3 8.35 8.35 0.000 1252 0.70 3.92 0.808 1.62 0.264 2946.6 9.40 9.40 0.000 1410 0.79 4.00 0.808 1.64 0.269 3026.5 10.49 10.�9 0.000 1573 0.88 4.08 0.83Q 1.68 0.274 3108.� 11.58 11.58 0.000 1737 0.57 4.17 0.850 1..72 0.279 3191.0 12.71 12.71 O.Q00 1906 1.03 4.25 0.870 1.76 0.282 3275.3 13.87 13.87 0.000 2080 �..Oy 4.33 Q.889 1,80 0.284 3360.2 15.06 15.06 0.000 2259 1.14 4.42 0.907 1.81 0.286 3445.6 1.6.28 16.28 0,000 2443 1.19 4.5Q Q.907 1.83 0.287 3531.5 17.53 17.53 O.00Q 2629 1.25 4.58 0,924 1.$6 0.289 3618.0 18.78 18.78 �.000 2817 1.31 4.67 0.940 1.90 0.291 37Q4.9 20.06 20.06 0.000 3a10 1.36 4.75 0.956 1.91 0,292 3792.4 21.38 21.38 0.000 3�06 1.42 4.83 0.956 1.93 0.294 3880.3 22.70 22.70 0.000 3405 1.48 4.92 0.970 1.95 0.296 3968.7 24.04 24.04 0.000 3b06 1.54 5.00 0.985 2,03 0.297 4057.6 25.40 25.40 0.000 3810 1.61 5,08 1.�46 2.14 0.299 4147.0 26.83 26.83 0.000 4025 1.57 5.17 1.096 2.22 d.300 4235.9 28.38 28.38 0.000 4257 1.74 5.25 1.123 2.27 �.3Q2 4327.3 29.99 29.99 U.000 4499 1.82 5.33 1.147 2.33 0,304 4418.4 31.66 31.66 O.00U 4749 1.90 5.42 1.187 2.45 0.307 4510.0 33.38 33.38 0.000 50Q7 1.98 5.50 1.260 2.13 0.309 4602.3 35.21 35.21 0.000 5282 2.07 5.58 0.870 1.12 0.311 4695.3 36.72 36,72 Q.000 5508 2.14 5.67 0.254 0.42 0.313 4788.8 37.22 37.22 0.000 5584 2.16 5.75 0.170 0.31 0.312 48$2.5 37.02 37.02 0.000 5554 2.15 5.83 0.141 0.23 0.309 4975.5 36.71 36.71 0.000 5507 2.14 5,92 0.085 0.14 0.307 5068.0 36.32 36.32 0.000 5449 2.12 6.00 0,057 0.06 0.304 5159.6 �S.$5 35.85 0.000 5378 2.10 6.08 0.000 0.00 0.301 5250.4 35.3�. 35.31 4.000 5296 2,07 6.17 0.000 0.00 0.298 5340.4 34,71 34.71 O.00Q 5206 2.04 6.25 0.000 0.00 0.296 5429.5 34.11 34.11 O.OaO 5117 2.01 6.33 0.000 0.00 0.293 5517.8 33.52 33.52 0.000 5029 1.99 6,42 O.00Q 0.00 0.290 5605.3 32.94 32.94 0,000 4941. 1.96 6.50 0.004 0.00 0.288 5692.0 32.36 32.36 0.000 4854 1.93 6.58 0.000 0.00 Q.286 5778.1 31.79 31.79 0.000 4768 1.90 6.67 0.000 0.00 0.283 5863.4 31.22 31.22 0.000 4683 1.88 6.75 0.000 0.00 0.281 5948.1 30.65 30.65 0.000 4598 �.85 6.83 0.000 O.Q4 0.279 6032.2 30.09 30.09 0,000 4514 1.82 6.92 0.000 0.00 �.277 6115.6 29.54 29.54 O.00Q 4431 1,80 7.00 0.000 O.OQ 0,275 6198.4 28.99 28.99 0.000 4348 1.77 7.0$ 0.400 0.00 0.273 6280.7 28.�� 28.44 0.000 4266 1.75 7.17 0.�00 0.00 0.271 6362.4 27.89 27.89 0.000 4184 1.72 7.25 0.000 d.QO 0.270 6443.6 27.35 27.35 0.000 4103 1.70 7.33 0.000 o.ao 0.268 6524,3 26.81 26.81 0.000 4022 1.67 7.42 0.000 0.00 0.266 6604.4 26.28 26.28 Q.00Q 3942 1,65 7.50 0.000 0.00 0.265 6684.1 25.75 25.75 0.000 3862 2.62 7.5$ 0.000 0.00 0.263 6763.3 25.22 25.22 0.000 3783 1.60 7.67 0.000 0.00 0.262 6842.1 24.69 24.69 0.000 3704 1.57 7.75 0,000 0.00 0,260 69Z0,4 24.17 24.17 0.000 3626 1.55 7.83 Q.000 0,00 0.259 6998.3 23.65 23.65 0.000 3548 1.53 7,92 O.OQQ 0.00 0.258 7075.8 23.14 23.14 0.000 3470 1.50 8.00 0.000 0.00 0.256 715Z.8 22.62 22.62 0.000 3393 1.48 8.08 0.000 0.00 0.255 7229.5 22.11 22,11 0.000 3317 1.46 Hydrograph: 6 hr-100 yr. {contf Routing af Low F€ow page# s . time tnfic�w,�� t�+l�,+z , `f„ ` tnf.Vo(,F 25�/L1t-�� 2S�/4t+O2 �utflow,€3� Volume,5 Eievatian,h ` (hr} �efs}: (cf�} (cfs} ' �ft3� �cfs}: �cfs} �cfs� ��3� `(�t-os(} ' 8.17 0.000 0.00 0.254 73U5.8 21.60 21.60 0.000 324Q 2.43 8.25 0.000 0.00 0.253 7381.8 21.10 21..10 0.000 3164 1.41 8.33 0.000 0.00 0.251. 7457.3 20.59 20.59 0.000 3089 1.39 8.42 0.000 Q.00 0,250 7532.6 20.09 20.09 0,000 3014 1.36 8.50 0.000 O.OQ 0.249 7607.4 19.59 19.59 O.00Q 2939 1.34 8.58 0.000 0.00 0.24$ 7682.0 19.10 19.10 a.000 2864 1.32 8.67 0.000 0.00 0.247 7756.2 1$.60 18.60 O.00Q 2790 1.30 8.75 0.000 0,00 0.246 7$30.1. 18.11 18.11 Q.00� 2716 �..28 $.83 0.000 a.oa 0.245 79Q3.7 17.62 17.62 0.000 2543 1.25 8.92 0.000 O.Od 0.244 7977.0 17.13 17.1.3 O.OQO 2569 7..23 9.00 0.000 0.00 0.2�3 8050.0 16.64 16.64 O.OdO 2496 1.21 9.08 0,000 0.00 0.242 8122.7 16.16 16.16 0.000 2424 1.19 9.17 0.000 0.00 0.241 8195.1 15.67 15.67 0.000 2351 1.17 9.25 Q.000 0.�0 0.240 8267.3 15.19 15.19 0.000 2279 1.15 9.33 0.000 0.00 0.239 8339.2 14.71 14.71 O.aQQ 2207 1,12 9.42 O.00Q 0.00 0.238 8410.8 14.24 14.24 O,Q00 2135 1.10 9.50 �.00d 0.00 0.237 8482.1 13.76 13.76 0.000 Z064 1.08 9.58 O.OQQ 0.00 0.237 8553.2 13.29 13.29 0.000 1993 1.06 9.67 Q.000 0.00 0.236 86Z4.1 12,81 12.$1 0.000 1922 1.04 9.75 0.000 0.40 0.235 8694.7 12.34 12.34 0.00� 1852 1.02 9.$3 0.000 0.00 0.234 8765,1 11.$7 11.87 0.000 1781 1.00 9.92 0.000 0.00 0.233 8835.2 11.41 11.41 0.000 1711 0.96 10.00 O.OQO 0.00 0.232 8905.1 10.94 10.94 O.Q00 1641 0.92 10.08 0.000 0.00 0.231 8974.5 10.48 10.48 O.00Q 1572 0.88 10.17 O.Q00 0.00 0.230 9043.6 1Q.02 10.02 0.000 1503 0.84 10.25 0,000 0.00 a.229 9112.4 9.56 9.56 0.000 1434 0.80 10,33 0.000 0.00 0.2Z7 9180.8 9.10 9.10 0.000 1365 4.76 10.42 O.Q00 0.00 0,226 9248.9 $.�S 8.65 0.000 1297 0.73 10.50 0.000 a.oa 0.225 9316.6 8.20 8.20 0.000 1230 0.69 10.58 0.000 0.00 0.224 9384.0 7.75 7.75 0.000 1162 0.65 10.67 0.000 0.00 0.223 9451.1 7.30 7.30 0.000 1095 0.61 10.75 0.000 0.00 0.222 9517.9 6.86 6.86 0.000 1028 0.57 10.83 0.000 0.00 0.221 9584,3 6.41 6.41 0.000 962 0.54 10.92 0.000 0.00 0.2Z0 9650.5 5.97 5.97 0.000 896 0.50 11.00 0.000 0.00 0.219 9716.4 5.53 5.53 0.000 83Q 0.46 11.08 Q.000 0.00 0.218 9�'82.0 5.10 5.10 O.00Q 764 0.43 11.17 a.00a 0.00 0.217 9847.3 4.66 4.66 0.000 699 0.39 11.25 0.00� 0.00 0,216 9912.3 4.23 �.23 0.000 634 0.35 11,33 0.000 O.QO 0.215 9977.0 3.79 3.79 0.000 569 0.32 11.42 0.000 0.00 0.21.4 1(}041.5 3.37 3.37 O.00d 505 0.28 11.50 O.OQO 0.00 0.214 10105.7 2.94 2.94 O.00Q 441 0.25 11.58 O.OQO 0.00 0.213 10169.7 2.51 2.51 O.00Q 377 0.21 11,67 0.000 0.00 0.212 10233.4 2.09 2.09 0.000 313 0.17 11.75 0.000 0.00 0.211 10296.8 1,66 1.66 0.000 249 0.3�4 11.83 0.000 0,00 0.210 10360.0 1.24 1.24 O.OQO 186 4.10 1�..92 O.Q00 0.00 0.209 �0422.9 0.82 0.82 O.OaO 123 0.07 12.00 0.000 O.OQ 0.209 10485.6 0.40 0.40 0.000 61 0.03 12.08 0.000 0.00 0.208 10548.1 12.17 0.000 0.00 12.25 0.000 O.QO 12.33 Q.00Q 0.00 12.42 Q.000 0.�0 MODIFfED PUI_S page# 4 At 0.083 hr Storage coefficients for Undergrnund min 0 ft 5=variable equation(see end of table) datum: 0 ft a{not used) 0.00 initial elev. 0 ft b(noC used} 0 ft Outlet structure: ��not�,sed� 0 ft2 (See detaiis in Total Discharge Tabie) A-infiltr: 4473 sq-ft Infiltration's5afetyfactor: t� � f(infiltr): 4 in/hr Volume-elevation-Outflow curve fi hr Storm Events(�t=5 min). S. h 5lflpe h/S ,2��i�f+U : Q Siope 0 0.000 0.0006 O.QO 0.000 O.00QO 149 0.083 0.0006 0.99 0.000 O.00QO 298 0.167 0.0006 1.99 0.000 0.0000 447 0,250 0.0006 2.98 0.000 a.oaoo 596 0.333 Q.00�6 3.98 0.000 Q.0000 746 0.417 O.00Q6 4.97 0.000 0.0000 895 0.500 O.00Q6 5.96 o.00a Q.0000 1044 0.583 4.00Q6 6.96 O.00Q 0.0000 1193 0.6�7 0.0006 7.95 Q.000 O.On00 1342 0.750 0.0006 8.95 0.000 0.0000 1491 0.833 0.0006 9.94 Q.OdO 0.0000 1640 0.917 O.OQ06 1Q.93 O.OaO 0.0000 1789 1.Q00 0.0003 11.93 0.000 0.000(} Z071 1.0$3 0.0003 13.8Q 0.000 O.00OQ 2352 1.167 0.0003 15.68 0.000 0.0000 2631 1.250 0.0003 17.54 O.Q00 0,0000 2910 1.333 O.Q003 19.40 0.000 0.0000 3187 1.417 0.4003 21.25 0.000 0.0000 3462 1.500 0.0003 23.08 0.000 0.0000 3736 1..583 0.0003 24.91 0.000 O.00QO 4008 1.667 O.Q003 26.72 0.000 a.00ao 4277 1.750 0,0003 28.52 0.000 0.0000 4545 1.833 0.0003 30.30 0.000 0.0000 4810 1.917 Q.0003 32.07 0.000 0.0000 5073 2.000 O.00Q3 33.82 a.00a 0.0000 5333 2.083 0.0003 35.55 0.000 0.0000 5590 2.167 0.0003 37.27 0.000 0,0000 5845 2.250 0,0003 38.96 O,OQO O.Q000 5096 2.333 0.0003 40.64 0.000 0.0000 6343 2.417 Q.0003 42.29 0.000 0.0000 6587 2.500 O.OUO3 43.92 0.000 O.aooa 6828 2.583 0.0004 45.52 O.Q00 0.0000 7064 2.667 0.0004 47.1D 0.000 0.0000 7295 2.750 O,Q004 48.63 0.000 0.0000 7520 2.833 0.4004 50.13 0.000 0.0000 7740 2.917 0.0004 51.60 0.000 0.0000 7953 3.000 0.0004 53.02 0.000 0.0000 Sz59 3.083 0.0004 54,40 0.000 0.00�0 8357 3.167 0.0004 55.71 0.000 0.0000 8542 3.250 O,OOQ5 56.95 0.000 0.0000 8708 3.333 O.00QS 58.0� 0.000 O.OQ00 8$67 3.417 0.0005 59.11 0.000 0.0�00 9p:L9 3.500 O.00Q6 60.13 O.00Q Q.0000 page# 5 9168 3.583 4.0006 61..12 0.000 d.00U0 9317 3.667 O.00Q6 62.12 0.000 0.0000 9467 3.75Q 4.00Q6 63.11 0.000 U.OQ00 9616 3,833 d.0005 64.10 O,OUQ O.OQ00 9765 3.917 0,0006 65.10 0.000 0.0000 9914 4.p00 O.OU06 66.09 O.00Q U.0000 1Q063 4.083 O.OQ06 67.09 0.000 0.0000 10Z12 4.167 0.0006 68.08 0.000 O.Q000 10361 4.250 0.0006 69.07 0.000 O.Q000 10510 4.333 0.0006 10.07 O.OQO 0.0000 1U659 4.417 O.Q006 71.06 O.OQO O.00Ua 10808 4.500 72.06 0.000 MODIFIED PUL� page# � f�E5ULTS: Routing of 24 hr-1Q0 yr low-flow hydrograph in Underground initial elev: 0.0 ft Incoming peak: 0.917 cfs Valume discharged: 0.000 acre-ft Incoming volume: Q.521 acre-ft Max outflow: U.000 cfs Max elevation in pond: 4.415 ft Hydrograph:24 hr-100 yr. ' time [nfiowr,f,,. In+Ir,.,.� ; �„ Ynf.�Iof,F 251/lit-O� 2�2�tIt+O� Outffoin�,E?„ Voiume;S Eler�atir�n,F� �hr� (cfs} ; . ,(cfs� �c�s� : (ft3}, (e�s�. i �cfs� ' (c�s� ��3� �ft-o�C� ` o.ao o.000 a.o3 0.00 0.0 0.00 o.oao 0 0.00 0.25 0.034 0.08 0.034 1.�.3 0.00 0.00 0.000 0 0.00 0.50 0.051 0.10 O.OS1 53.4 0.00 Q.00 0.000 0 a.00 0.75 0.051 0.12 Q.051 99.2 0.00 0.00 0.000 0 0.00 1.00 O.Q68 0.12 0.068 152,7 0.00 0.00 0,000 0 U.00 1.25 0.051 0.10 �.051 206.1 4.00 0.00 a.00a 0 0.00 1.50 0.051 0.10 0,051 Z51.9 0.00 0.00 0.000 0 0.00 1.75 0.051 0.12 0.051 297.7 0.00 Q.00 O.00d 0 0.00 2.00 0.068 0.14 0.068 351.1 0.00 Q.00 O.OQO 0 0.04 2.25 0.068 0.14 0.068 412.2 0.00 0.00 O.OQO 0 0.00 2.50 0.068 0.15 O.Q68 473.Z 0.00 0.00 0.000 0 0.00 2.75 0.085 0.17 0.085 541.9 O.QO 0.00 O.OUO 0 0.00 3.00 0.085 0.17 0.085 618.2 D.00 O.QO O.Q00 0 0.00 3.25 4.085 0.17 0.085 694.6 O.dO 0.00 0,000 0 0.00 3.5d 0.085 0.17 0.085 770.9 0.00 0.00 0.000 Q 0.00 3.75 0.085 0.19 0.085 847.2 0.00 0.00 0.000 Q 0,00 4.00 0.142 0.2p 0.102 931.2 0.00 0.00 0.000 0 0.00 4.25 0.102 Q.22 Q.102 1022.8 O.QO 0.00 0.000 0 0.00 4.50 0.119 �.24 0.119 1122.0 Q.00 0.00 Q.000 0 0.00 4.75 0.119 0.25 0.119 1228.8 0.00 0.00 O.OpO 0 0.00 5.00 0.136 �.24 0.136 1343,3 0.00 0.00 0.000 0 0.00 5.25 0,102 0.22 O.1Q2 1450.2 0.00 0.00 0.000 0 0.00 5.50 0.119 0.25 0.119 1549.4 O.OQ 0.00 0.000 0 Q.O� 5.75 0.136 0.27 0.136 1663.9 0.00 0.00 0.000 0 0.00 6.00 0.136 0.29 0.136 1786.0 0.�0 0.00 0.000 0 0.00 6.25 0.153 0.31 0.153 1915.8 0,00 O.dO O.Q00 0 O.QO 6.50 0.153 0.32 0.153 2053.1 0.00 0,40 0.000 0 0.00 6.75 0.170 0,34 0,170 2198.2 0.00 0.00 0.000 0 0.00 7.00 0.170 0.34 0.170 2350.8 0,00 0.00 0.000 0 0.00 7,25 0.170 Q.36 0.170 2503.5 0.00 0.00 O.00Q Q 0.00 7.50 0.187 Q.39 0.187 2663.8 0.00 0.00 0.000 0 0.00 7.75 0.204 0.42 Q.204 2839.3 0.00 0.00 d.000 0 0.00 8.00 0.220 0.47 0.207 3024.1 0.01 0.01 O.Q00 6 0.00 8.25 0.254 (}.S1 0.2Q7 3210.6 0.07 0.07 O.00Q 33 0.02 8.50 0,254 Q.53 0.208 3397.7 0.17 Q.17 0,000 75 0.04 $.75 0.271 0.56 0.210 35$5.9 0.27 n.27 0.000 123 0.07 9.00 0.288 0.65 0.212 3775,6 0,41 0.41 0.040 186 {�.1Q 9.25 0.374 0.89 0.213 3966.8 0.65 0.65 O.Q00 292 0.16 9.50 0.512 1.13 0.217 4160.4 1.10 1.10 0.000 497 0.28 9.75 0.614 1.29 0.223 4358.0 1.79 1.79 0.000 806 0.45 10,00 0,674 0,93 0.231 4562,1 2,63 2.63 0.000 1181 0.66 10.25 0.25� 0.51 0.241 4774.3 3.08 3.08 0.000 1387 0.78 10.50 0.254 �.86 Q.245 4992.7 3.11 3.11 0.000 1397 0.78 10.75 0.605 1.22 0.243 5212.3 3.48 3.48 0.000 1565 0.87 1�..On 0.618 1.18 0.246 5432.5 4.21 4.21 d.000 1895 1.03 11.25 O.S65 1.14 0.251 5656.1 4.90 4,90 O.00d 2204 1.12 Hydrograph: 24 hr- 100 yr. {conty Routing of Low Flow page# z tir�t� I��law,E�, IR+t„tl f„ Ir�f.Voi,F 25���1t-C►� 25ZJ��-�O� C7u�flow,0,� Votume;� Elevatian,h; : (hr}' :�cfs� (cFs� �efs� (ft3� (cfs}: (.cfs} , ; (sfs} ; �ft3); :(ft-osf}: ; 11.50 0,580 0.97 0.253 5883.0 5.54 5.54 0.000 2492 1.21 11.75 0.389 0.91 0.255 6111.4 6.00 6.00 0.000 2700 1.27 12.00 0.525 1.32 0,255 634Q.9 6.40 6.40 0.000 2882 1.32 12.25 0.792 1.61 0.255 6570.7 7.21 7.21 0.000 3244 1.43 12.50 0.815 1.66 0.25$ 6801.6 8.30 8.30 a.000 3737 1.58 12.75 0.843 1.70 0.261 7035.0 9.44 9.44 0.000 4250 1.74 13.00 0.857 1.77 Q.264 7271..4 10.62 10.62 0.000 4779 1.9:1 13.25 0.915 1.83 0.268 7510.9 11.86 11.86 0.000 5337 2.08 13.50 0.917 1.69 0.271 7753.5 13.15 13.15 0.000 5918 2.27 13.75 0.770 1.54 0.275 7999.4 14.29 14.29 0.04Q 6431 2.45 14.UQ 0.774� 1.62 0.278 8248.2 15.28 15.28 0.000 6$77 Z.60 14.25 0.$45 1.68 0.280 8499.3 16.34 16.34 0.000 7354 Z.77 14.50 0.834 :L.67 0.283 8752.5 17.46 17.46 0.000 7856 2.96 14.75 0.837 1.66 0.2$5 9008.1 18.56 18.56 0.000 8353 3.17 15,00 0.826 1.64 0.288 9266.4 19.65 19.65 0.000 8843 3.40 15.25 0,816 1.62 0.292 9527.7 20.71 20.71 0.000 9320 3.67 15.50 0.805 1.52 0.296 9792.4 21.74 21.74 0.000 9785 3.93 15.75 0.716 1.44 0.30� 10060.7 22.67 22.67 0.000 10201 4.16 16.00 0.720 0.79 0.303 10332.0 23.50 23.50 �.000 10576 4.37 16.25 O.Q68 0.14 0.305 10605,5 23.68 23.68 0.000 10657 4.42 16.50 O.Q68 0.12 d.303 10879.4 23.21 23.21 0.000 10444 4.3Q 16.75 0.051 0.10 0.299 11150.3 2Z,73 22.73 0.000 10227 4.17 1.7.00 0.051 0.14 0.294 11416.8 22.24 22.24 0.000 10006 4.05 17.25 0.085 �.17 0.289 11679.2 21.79 21.79 0.000 9805 3.94 17.50 0.085 0.17 0.285 11937.7 21.38 21.38 0.�00 9623 3.84 17J5 0,085 0.15 0.282 12192J 20.99 20.99 0.000 9444 3.74 18.00 0.068 0.14 0.278 1.2444.5 20.58 20.58 0.000 9267. 3.63 18.25 0.068 0.14 0.275 12693,3 20.16 20.16 0.000 9073 3.53 18.50 0.068 0.12 0.271 12939.1 19.75 19.75 0.000 8888 3.43 18.75 0.051 0.08 0.268 13182.0 19.33 19.33 �,000 8699 3.33 19.00 Q.034 0.08 0.266 13422.3 Z8.$8 18.88 a.oao 8497 3.23 19.25 0.051 0.12 0.263 13650.1 18.44 18.44 Q.OQO 8297 3.14 19.50 O.Q68 Q.12 0.260 13895.5 18.03 18.03 0.000 8115 3.07 19.75 0.051 0.08 0.258 14128.8 17.63 17.63 O.d00 7935 2.99 20,00 0.034 Q,08 0.256 14360.3 17.20 17.20 0.000 7742 2.92 20.25 0.051. 0.10 0.254 14589.9 16.78 16.78 0.000 7550 2.$4 20.50 0.051 0.1Q 0.252 14817,8 16.37 �.6.37 0.000 7368 2,78 20.75 0.051 0.08 0.250 15044.0 15.97 15,97 O.00Q 7188 2.71 21.00 0.034 0.0$ 0.249 15268.7 15.56 15.56 0.000 7001 2.64 21,25 0.051 0.08 0.247 15491.9 15.15 15.15 0.000 6815 2.58 21.50 0.034 0.08 0.246 15713.7 14.74 14.74 O.00Q 6633 2.52 21.75 0.051 0.08 0.244 15934.1 24,33 14.33 0.000 6450 2,45 22.00 0.034 0.08 0.243 16153.2 13.93 13.93 0.000 6270 2.39 22.25 0.051 0.08 0.241 16371.0 13.53 13.53 0.000 6090 2.33 22.50 0.034 0.07 0.240 1.6587J 13.14 13.14 0,000 5911 2.27 22.75 O.Q34 0.07 0,239 168Q3.2 12.73 12.73 0.000 5726 2.21 23.00 0.034 0.07 �.238 17Q17.5 12.3z 12.32 O.OQO 5543 2.15 23.25 0.034 0.07 0.236 17230.8 11.91 11.91 0.000 5360 2.09 23.50 0,034 0.07 0.235 17443.4 11.51 11,51 0,000 5178 2.03 23.75 0.034 U.07 0.234 17654.2 11.11 11.11 0.400 4998 1.98 24.00 0.034 0.03 0.233 17864.3 10.71 10.71 0.000 4818 '1.92 24.25 0.000 0,00 0.232 18073.6 �0.28 10.28 0.000 4624 1.86 Hydrograph: 24 hr- 100 yr. (cont} Routing of L.ow Flow page# 3 �[�e Infto�nr.;�,� t„+l„+� ; f�, �nf.Vof,F 2S�fl�t-C}� 2S2/�t+t32 C7ut�3ow,O;, Valume,S Elevatian.h;' ' (hr� . : (c€s) (�s} : �cfs} (ft3} ; (cfs� ���� ' �c�#s� �ft�} '�ft-a�si} 24.5� 0.000 0.00 0,23�. 18281.9 9.81 9.81 0.000 441.6 1.79 24.75 O.OQQ 0.00 0.230 18489.2 9.35 9.35 U.000 4208 1.73 25.00 0.000 0.00 0.22.� 18695.5 8.89 8,89 0.000 4002 1.66 25.25 0.000 0.00 0.228 1$900.9 8.44 $.44 0.000 3797 1.60 25.50 0.000 O.QO 0.227 19105.4 7,98 7.98 0.000 3592 Z.54 25.75 O.OQO 0.00 0.226 19309.Q 7.53 7.53 0.000 3388 1.48 26.00 0.000 Q.QO 0.225 19511.7 7,Q8 7.08 0.000 3186 1.42 26.25 0.000 0.00 (7.224 19713.7 6.63 6.63 0.000 2984 1.35 26.50 0.000 0.0� 0.223 19914.8 6.18 6.18 0.000 2783 1.30 26.75 0.000 0.00 0.222 20115.1 5.74 5.74 p.000 2582 1.24 27.00 0.000 0.00 0."L21 20314.6 5.30 5.30 0.(}00 2383 1.18 27.25 0,000 0.00 0.220 20513.4 4.85 4.85 0.000 2184 1.12 27.50 0.000 0.00 0.220 24711.5 4.41 4.41 0.000 1986 1.06 27.75 O.00Q 0.00 0,219 20908.9 3.97 3.97 0.000 1789 1.OQ 28.00 0,000 0.00 0.218 21105.6 3.54 3,54 0.000 1592 0.89 28.25 0.000 0.00 0.217 21301.3 3.10 3.10 0.000 3.396 0.78 28.50 0.000 0.00 0.216 21495.9 2.67 2.67 0.000 �202 0,67 28.75 0.000 0.00 0.214 21689.4 2,24 2.24 0.000 1008 0.56 29.04 O.00d 0.00 0.213 21881.7 1.81 1.81 0.00(} 816 0.46 29,25 0.000 0.00 0.212 22073.0 1.39 1.39 O.00Q 625 0.35 29.50 Q.000 0.00 0.217. 22263.1 0.97 0.97 0.000 434 0.24 29.75 Q.000 0.00 0.210 22452.3 0.54 Q.54 0.000 245 0.14 30.00 4.000 O.QO 0.208 22640.5 4.13 0.13 Q.000 57 O.Q3 30.25 0.000 0.00 0.207 22827.6 30.50 Q.000 0.00 30.75 Q.000 0.00 31.00 0.000 0,00 31.25 O.OQO 0.00 31.5Q 0.000 0.00 31.75 O.OQO 0.00 32.00 0.000 0.00 32.25 0.000 0.00 32.50 0.000 0.00 32.75 0.000 0.00 33,00 n.000 0.00 33.25 0.000 0.00 33.50 0.000 0.00 ��.�s o.aoo o.00 34.00 o.aoo o.00 34.25 0.000 0.00 34.50 O.Q00 Q.00 34.75 0,400 0.00 35.00 0.000 0.00 35.25 0.000 O.QO 35,50 0.000 O.�Q 35,75 0.000 0.00 36.00 0.000 0.00 35.25 0.000 0.00 36.50 0.000 O.OQ 36.75 0.000 0.00 37.00 0.000 0.00 37,25 O.QOQ 0.00 MODEFIED Pl)LS page# 4 At 0.250 hr Storage caefficients for Underground min 0 ft S=variabl�equatian(see end of table) datum: 0 ft a��,oc u$�a} 0.00 initial elev. 0�� b{not used► 0 ft Outlet structure: ���ot Used� 0 ftZ (See detaifs in�'otal�ischarge�f able} A-infiltr: 4473 sq-f� Infi3tration's5afetyfactor: � f(infiftr�: 4 in/hr Volume-elevation-Outflow curve 24 hr Storm Events(�t=15 min). S ; ' h Slope f�/S .25�[�t+0 Q Slcipe 0 0.000 O.OQ06 0.00 O.00Q 0.0000 149 0.083 0.0006 0.33 0.000 0.0000 298 0.167 0.0006 0.66 O.00Q 4.0000 447 0.250 0.0406 0.99 O.00Q 0.0000 596 0.333 0.0006 1.33 0.004 0.0000 746 0.417 0.0006 1.66 Q.000 0.0000 $9S 0.500 0.0006 1.99 O.00Q 0.0000 1044 0.5$3 0.0006 2.32 0.000 0.0000 1I93 0.667 0.0006 2.65 0.000 0.0000 1342 0.750 0.0006 2.98 0.000 O.QOOQ 1491 0.833 0.0006 3.31 O.OQO 0.0000 1640 0.5i� p.0006 3.64 0.000 O.00OQ 1789 1.000 0.0003 3.98 0.040 0.0000 2071 1.083 0.0003 4,60 0.000 0.0000 2352 1.�.67 0.0003 5.23 O.OQO 0.0000 2631 1.250 0.0003 5.85 0.0�0 0.0000 2910 1.333 0.0003 6.47 0.000 0.0000 3187 1.417 0.0003 7.Of� 0.000 0.0000 3462 1.500 0.0003 7.69 0,000 (�.0000 3736 1.583 0.0003 8.3Q O.Q00 0.0000 4008 1,667 0.0003 8.91 O.fl00 0.0000 4277 1.750 0.0003 9.51 0.000 O.00�Q 4545 1.833 0.0003 10.10 0.000 O.OQQO 4810 1.917 4.Q003 10.69 0.000 0.0000 5073 2.00Q Q.0003 11.27 0.000 0.0000 5333 2.083 0.0003 11.85 0.000 0.0000 5590 2.1.67 0.0003 12.42 0.000 0.0000 5845 2.250 O.00Q3 12.99 0.000 0.0000 6096 2.333 0,0003 13.55 0.000 0.0000 6343 Z,417 0.0003 14.10 0.000 a.0(100 6587 2.500 0.0003 14.64 O.00Q O.OQ00 6828 2.583 0.0004 15.17 Q.000 0.0000 7064 2.667 0.0004 15.70 0.000 O.OQ00 7295 2.750 0.0404 1b.21 0.004 0.0000 7520 2.833 O.OQ04 16.71 0.000 0.0000 7740 2.917 0.0004 17.20 O.00Q 0.0�00 7953 3.Q00 0.0004 17.67 0.000 O.aooa 8159 3.083 0.0004 1$.13 0,000 0.0000 8357 3.167 0.0004 18.57 0.000 O.00OQ 8542 3.250 0.0005 18.98 0.000 0.0000 8708 3.333 0.0005 19.35 0.000 0.0004 8867 3.417 0.0005 19.70 0.000 0.0000 9019 3.500 0.0006 20.04 0.000 0.0000 page# 5 9168 3.583 Q.0006 20.3�' 0.000 Q.0000 9317 3,667 O.00fl6 20.71. o.00a 0.0000 9467 3.750 0.0006 21.04 Q.00Q Q.0000 9616 3.833 0.0006 Z1,37 0.000 �.00QO 9765 3.917 0.0006 21.70 0.000 0.0000 9914 4.000 0.0006 22.03 0.000 O.OQ00 10053 4.083 0.0006 22.36 0.000 0.0000 10212 4.167 0.0006 22.69 0.000 0.0000 10361 4.250 O.Q006 23.02 0.000 O.aooa 10510 4.333 O.Q006 23.36 0.000 o.aooa 10659 4.417 0.0005 23.69 0.000 O.Q000 1.0808 4.500 24.OZ 0.000 i o �----�--- —;- -- ;--� -;----�-- ,-------�--- ,�; 1 , � I N � � I � i � . 1 � i ' � � ' i � I I � � ! � , ; ; , , ; i � ' ' ' , j i ; i � i ; i i ; i � : . ; i i � ! 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'� ,,� �.s r^i 33°3�'1"N r^i I +i�Ya!_i �I I �-- 33°30'1"N 487030 4870II0 487130 487180 487230 487280 487330 3 3 � Map Scale:1:2,020 if printed on A portrait(8.5"x 11")sheet � ^ Meters � � N 0 25 50 100 150 -" n Feet �� 0 50 100 200 300 N Map projection:Web Mercator Comer coordinates:WG584 Edge tics:UTM Zone 11N WG584 Us��;� Natural Resources Web Soil Survey 7/15/2014 � Conservation Service National Cooperative Soil Survey Page 1 of 4 � � � � 0 0 p , � � O � � � N N O C � C � �- N � !n O `- � � � � � - � � � � � p � N � � � r � N � N � U N U � � � � � � � � e- I � '� ` � O � � � � � `- I � C � O N V � � � L � cn 7 � (6 U >+O cB � a � � +-' � `� � N � N O ' � U U U f0 � "a � tn O � � O C �E � � `�°o � �� E c� � � -° �'� � E � N - � a� � �c_�i u> a� � c � �.a a� ° a c�? 'o ca E Z � E c� ca � � � c`�.�� a� � � � � ' co >, N � o O � ai 'a m � � � � � oo � a� m u� c� U E ca a� a� `� a� � �-� ca .� � � T M � � �n � U � � � � � `- �n E c�a— � I � a� a�(� o L � �-o � ca� � L v�i Q 3 � � � �� `o � � o �� � � N � •� Q QN 3 � t � `� . � p a� 'Q. � � � U .`� w ca m � o a- � a� o t � u� � c m ca o. � co I o � � a s a� c� a °� Q- � � a� � Q c� ca � ... � � � <n o � c ... cn � � �n � �° ca o� Q -a O o � a� � o c I'� � � 3 � � �� � � c`a � >� � o c�"a� Q,a�i >, > Y � No I v�,� a� �` � c �� c� 3 � cD N o E �coa� � a� Z � � � 'ca �.. .c i o � n� � �o .g � � o o � c � Q � � � .n � Q p O � C N � � R' �� � tn � �p� � � � .N v1 � cNd �O � � � � �-a c ca a� cn � .o a o -a -a �, � -a � � � a� � a. o I >. � L -a a�i N � � 'o a� n.� � � � >� °� � � a`� �"w �n Q U ' ffl N� y � I � �J (n � 0 � � ,tn > > � tn .-C--� N C •� � � �I � � o ca> I � Z� � Q Q c� � c � m � ��-, � m � �- �� ca a� � � � ca c� v� � �n ia � ca o � �� c� � C L L �++. � L N � c0 � �� C a�'i j � o � L� � .� a-> >, a� � � m� .�� � � m .� o-a �o � L , o N o � Z � 'o c m� o � � � �� � � � ca cn i� >,� c .�—�° s c �-.n � cn a� ` � c� �� ,�� � � � � � c � o � � � , a� o c° � c � `i' � � a� a� � � � ° 'o c � o � a�i •g o '` �Q � � c° L � �,� E "' i �� �� � cn I� co � �� �`o n,.�c�a a� � �> � Z � c`a� �o � na'm � ca � a� E ca E � 1�- � W E a� � � E (n� U � n�a Q c�i I-L- � cn cn cn o 0 N � � .� o U -- -- ca � � Q � Z a� � -a � � ` �'o > � c� � � > ` � ._ Y O � N � � �- > � � O > � N � O � > m >. � � U � �6 m � o. N O o U L � o o� � � o c = � � v o .io .o � ca � � a o s Z (n � � � o � � °- U � � ui N � O N � � � p N � C •fU � (� �(6 U . 0 U U � Z � (n y 2' c � � J � Q O � Q c�0 � � G7 = Z 0 A ■ 0 � � � � � ,� W (� � � m W J � °' � � a �° `° a ° �� � � � �, � � � y � C O O c O a � N O O) °� �► °' C Q o T i� d � y a Q°, o 0 0 o J o 0 o a a° o 0 d Q �, Q a m m � � o z �, Q a m m � � o Z �, Q a m m �, _ � � � � � r � � @ � � ,� o ❑ � ❑ ❑ ❑ ❑ ❑ ❑ o : � � � : : � � oo ■ ■ ■ �� � � � •o � � � � � a �n ,°n .o � � _ � � � � N v o z c� a �i Hydrologic Soil Group----Western f�iverside Area,California Hydrologic oil �roup MydroEogic Soil Group—Summary by Map Unit--Western Riverside Area,Califnrnia(CA679� Map unit symbol Map unit name Rating Acres in AOl Percent of AOI AtF3 Arfington and Greenfield C 2.1 24.1% fine sandy loams,15 tn 35 per cent slopes, severely eroded HcD2 Nanford coarse sandy A 2.3 27.2% loarrt,8 to 15 percent . slopes,erod ed PaC2 Pachappa fine sandy _B 3.1 36.7% loam,2 to 8 percent slopes,eroded _ _ _ _ RmE3 Ramona and Buren C 0.0 Q.4% sandy loams, 15 to 25 percent slopes, ' , severely eroded _ ____ _ _ ____ RsC _ _ _ _ Riverwash _ 1.0 11.6% _ _ _ Totals for Area of lnterest 8.5 100.0°/a t�SDA Natural Resources Web 5oil Survey 7/15/2014 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Westerri Riverside Area,California DeSCriptiOn Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned�o four groups (A, B, C, and D) and three dual classes {A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughEy wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands.These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These cor�sist chiefly of moderately deep or deep, moderately well drained or well drained soiis that have moderate{y fine texture to modera�ely coarse texture. These soiis have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when tharoughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rat�of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wefi. These consist chiefly of clays that have a high shrink-sweil potential, soifs#hat have a high water tafole, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. �nly the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff:� None Specified Tie-break Rule: Higher lfst��� Natural Resources Web Soi(Survey 7/15/2�1A� Conservation Service National Cooperative Soil Survey Page 4 of 4 PERC4LAT14N TEST - P-1 Project No. 11081-01 Project Name Mira Loma Recovery,LLC Proj. Location Tentative Tract Map 33584 Drilling Date 2/8/2414 Soak Date 2/8/2014 Soak Method 5 gallons Testing Date 2/8/2014 Borehole Size(in) 6 Test Depth(in) 42 TIME INITIAL FINAL DEPTH WATER AVERAGE pERC RATE PERC RATE C�RECTED* CRITERIA TIME INTERVAL DEPTH TO TO WATER DROP (in� WETTED �min/in) (in/hr) INFILTRATION (min) WATER(in) (in) QEPTH(in) RATE(in/hr) �, � : 0• :�0 3p 42 12 � ` � 0:09: 9.0 � v, `� �j 30 42 12 o:oo:oo a:o6:so 30 36,125 6.125 8.9375 1.0 59.3 8.5 0:06:10 6.20 0:00:00 0:08:10 30 36.25 6.25 8,875 1.3 45.7 6.6 0:08:10 8.20 Q:OQ:O� 0:06:55 30 34.5 4.5 9.75 1.5 39.0 5.2 0:06:55 6,92 0:00:00 0:08;00 30 34.5 4.5 9.75 1.8 33.8 4.5 0:08:0� 5.00 0:00:00 0:08:25 � 30 34.5 4.5 9.75 1.9 32.1 4.3 � 0:08:25 8.42 0 N 0:00:00 0:08:53 30 34.5 4,5 9.75 2.0 30.4 4.1 � 0:08:53 8.88 c ° 0:00:00 0:09:00 �� 30 34.5 4.5 9.75 2.0 30.0 4.Q 0 0:09:00 9.00 � a`, a *Porchet Method Cumulative Percolation Infiltration 10.0 . , � � 70,00 i Time(hr) (in/hr) (in/hr � 9'� � � 60.00 � L 8.0 _ � 0 59.27 8.5 � -� 5 7.0 -- � 50.00 C 0.10 59.27 8.5 �- � � `� a 0.24 45.73 6.6 � 6'� �' � 4Q.�0 � 0.36 39 A2 5.2 c 5.0 ' `���+��.� 30.00 0 ° 4.0 _ +��..--- � 0.49 33.75 4.S � � � 3.0 - 20.00 � 0.63 32.07 4.3 � � � 2.0 ► � � i a`, 0.78 30.41 4.1 : � 10.OQ °- 1.0 , 0.93 30.00 4.0 0.0 0.00 0 0.2 0,4 Q.6 0.8 1 1.2 Cumulative Time(hr) --- Infiltration �-Percolation �V a � �^]2 �W I i �Y:J LJ � Jy�Y�' IS(Y f . �K 4.-i. 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" � NNK - _ __..__' , l I �� . / _-- T I I � � ' ," � � �1` i m I 1 i : '" � ` _ _ � / < i � Z �� - _ ` s'� ' ': < _ �>�v � .�� �Y �ILLI .. . _ �V �W .t�, y r; a� , �� _- ������ :•� �g -� � �� �� � �, Z �i� ��� - _ �\�3i � �� m rc s.i7!�.� � �' . �c`�'i a ^ rYa�:�F� c ' � �m P � o � S'<%'��.-w ' ;,:� a0 �v T (J��y-t K '_{ p Z(]�i'l: �� ,'C".l � V O-IJ ZI�' l�" � � `•O N � ����; I .t � ��Y 1 1 U Vi _ Q�j � Z 1'1 4 C � O...:.r`_R� ' U Z f i�-,., I - - .._. ._ -� Z L��" I cl �W �_a'"f"� L�'[ ¢ ��_y Y1- :';�� z'�+ �o �� s6 O�.� _-__ w z� �� — ,.. � -------------- -- ---------_--- ----------- _'_" ��ri r-[At K•r� n��+0�at -.VNI1"'15-SIO`-CIlL1�.��1M1'al'R����II�Y\�+.��AT<�.V�fi\0• Ma�l PPE iX F � I�let �aiculatior�s � Ration�l �VI�$hod Analysis I�VLET CALClJLi41"10[V RATI�IVAL IVIE1"HOD Inlet Area (sq-ft) Area (ac) Tc(min) I (in/hr) C Q(cfs� 1 35223 0.$1 8.44 3.53 0.841 2.40 2 18263 0.42 8.12 3.61 0.842 1.27 3 67199 1.54 13.39 2.74 0.8z4 3.48 4 150795 3.46 13.34 2.74 0.$24 7.82 Intensity: 4.71 in/hr Fp� 0.454 A� � 0.49 decimal C: 0.856 Ap � 0.51 decimal **********�****��**********��***��*******��*�***�***�**�**�**�*�****�***��** HYDRAULIC ELEMENTS - I PROG�2AM P.ACKAGE (C) Copyright 1962-�-2007 Advancec� Engir�ee.ring Software (aes) Ver. 14.0 Release Date: 06/03./2007 Zicense ID 1532 Analysis prepared by: �ory R Walker Engi.neE:ring ---------------------------------------------------------------------------- TIM�/DATE OF STLT�Y: 14:07 p7/21/2014 ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- P�oblem Descriptions: Node 12 Sump Inlet Curb opening W = 3.5 �eet At 8" total ponding, and 4" min.. opening, 2.2' w needed 3.5' provided ,�**********�******,�****************,�*************,�************************** »»SUMP TYPE BASiN INPUT INFORMATIOI�T«« ----------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. HAS IN INF'LOW(CFS) = 2.4 Q BASIN OPENING(FEET) = 0.33 DEPTH OF WAmER{FEET) = 0.67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET} = 2.22 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- Prnblem Descriptions: Node 20 Sump In1H;t Curb opening W = 3.5 feet At 8�� total panding, and 4" min, openi.ng, 1.2' w n�eded, 3.5' provided *********,r*****,r*,r**,t**********************************,r******�************* »»SUMP TYPE HASTN INPUT INFORMATION«« ----------------------------------------------------------------------------- Curb Inlet Capaciti.es aare approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASTN TNFLOW(CFS) = 1.27 BASIN OPENING(FEET) = 0.33 DEPTH OF WATER(FEET) = 0.67 »»CALCULATED E$TTMATED SUMP BASTN WIDTH(E'EET) -= 1..17 _....._.._.___.........._._..,,.__..,..,........................................_._��__�.....___.-___----___-__._.___�___�....____-_-_____..___....._�_ Problem Descrip�a.ons: Node 24 Sump Inlet Cu�b opening W = 7.0 �eet At 8" total ponding, and 4" min. opening, 3.2' W needed, 7' provided ***********,��***************�***�**************,�***,r***********,r****,t******* »»SUMP TYPE BASIN I�PU� IN�ORMATxON«« Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASTN INFLOW(CFS) = 3.48 BASIN OPENING(FEETj = 0.33 DEPTFi O�' WATER(F'EE'I') = 0.,67 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 3.22 ___._.___....__�...............____..._.__...._..._....__......_..._.....__...._------------------------------------------- ____.....____._........_..__--___.._._.....__........._..._..................____----------------------------------------- Problem Descriptions: Node 26 Sump Inlet Curb opening W = 14 feet At 8" total ponding, and 4" min. opening, 7.8' w needed, 14' provided ************************�**********,r**,r***,r****,�*********************,r**,�*** »»SUMP TYPE BASIN INPUT INFORMATION«« _________________________________..____.�________------------------------------ Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph p].ots .£or £1.owby basins and sump basins. BASIN INFLOW(CFS) = 7.82 BASIN OPENING(FEET) = 0.33 DEPTH OF WATER(FEET) = Q.67 »»CALCULA'TED ES`TIMATED SUMP BASIN WIDTH(FEET) = 7.23 -----------------------------....___------------__...__..........______________...__..........._.......__...._....___ -------------------------------------------------....._--________._......___._....._..._.................__...____ �rE��cu�aloo Riverside County Rational Hydrology Program CIVILCADD/CIVILpESIGN Engineering Sn��ware,(c) 1989 - 2001 version 6.4 Rational Hydrology Study Date: 01/1.5/14 File;TEMECULAlOO.out CITY OF TEMECULA TR 3358� PROPOSED CONDITION HYDROLOGY STUDY 100 YR 1 HR STORM �RH 0_l/15/14 ...:i:.:�;:�':�::� Hydro7ogy Study Contrnl infarmation ,,,,,,,,,,,,,,,,,,,, �nglish {in-lb) units used in input data fi1e ___--_-__----------------------------------------------------------------- van pell and ,4ssociates, snc., �rvine, C� - S/N 953 --------------------------------------------,-------___.____________�_____ Rational Method Mydrology �rog ram based on Riverside County Flood Contro�! & water Conservation District 1978 hydrology manual Storm event (year) = 100.00 ,4ntecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.540(In.) 100 year, 1 hour precipitation = 1.Z00{zn.) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.2Q0(In/Hr) Slope of in��nsiry duration curve = 0.5500 ++f�-++++�+�-+�+-�-+-r+�+-+-r-r-�-+�r�--�-+++++++++++++++++++++++++++++++++++++++++++ Process from Pointls�a�ion 10.000 Co Point/Station 12.000 ''`'"P'� INITIA� AREA EVA�UATION '�����• Initial area flow distance = 124.000{Ft.) Top (of initial area) elevation = 117.100(��.) �ofitom (of initia� area) elevation = 102,300(Ft.) oifference -in elevation = 14.800(�t.) Slope = 0.11935 s(percent)= 11.94 TC = k(4.370)°�[(length�3)/(elevation change}�n0.2 warning: TC computed to be less than 5 min.; prograr�i is assuming the time of concentration is 5 minut2s. Initial area time of concentration = 5.400 min. Rainfall intensity = 4.707(In/Hr} for a 100.0 year storm CONDOMINIUM subarea type Runo�f Coefficient = 0.864 oec�imal fraction soil group A = 0.000 Decimal frac�tion soil group B = Q.000 Decimal fraction soil group C = 1.000 t�ecimal fraction soil group D = 0.000 RI index for soil(aMC 2) — 69.0� Pervious area fraction = 0.350; Impervious fraction = 0.650 rnitial subarea runo�F-� = 0.651(C�5) Total initial stream area = 0.160(Ac.) Pervious area �ractian = 0.350 -�+-1--I--{--F�+-F-fi-1�-f--i-i--E--F++-F-h-I--F-l--1-t-h-l--t--f-t-F-1--h-►�-h-F t-F-#-F-F-I--F+-i--F f-�i�-1-++-1-++-F++-f--t�+-1--f-+�--F-F-F+-l--}- Process from Point/Station 1�.000 to Point/Station 12.000 :;''::'::` CONFLUENCE OF MINOR STREAMS :`,'::'::; Along Main Stream number: 1 in normal stream number I Stream flow area = 0.160(Ac.) Runoff from this stream = 0.651(C�5) Time of concentration = 5.00 min. Rainfall intensity = �.707(�n/Hr) +-f-�f�-F+++-E+++++++f++++++++++++-�--i-++++++++++++++++++�+++++-�+�+-�++-�-+-+�+1-++�+-+++ Process from Point/Station 1�.000 to Point/Station 1�.000 ..''::;'': INI7IAL AREA EVALUATTON ''"':'':'': Initial area flow distance = 238.700(�t.) Page 1 r�M�cu�a�ao �op (of initial area) elevation = 104.500(�t.} Bottom (of initial area) elevation = "102.300(Ft.) �ifference in elevation � 2.200(�t.) Slope = O.OQ922 s(percent)= 0.92 �C = k(0.37Q)'�[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 8.442 min. Rainfall intensity = 3.529(In/Hr) for a 100.Q year storm C�NDQMINSUM subarea type Runoff Coefficient = 0.854 Decimal fraction soil group A = 0.000 oecimal �raction soil group � = 0.000 �ecimal fraction soil group c = 1.000 Decimal fraction soil group p = O.OQO Rz index �or soil(AMC 2) = 69.00 Pervious area fraction = 0.350; zmpervious fractian = 0.650 �nitial subarea runofF = 1.085(CFS) Total initia� strearn area = 0.360(Ac.� Pervious area fraction = 0.350 •f--h-f--i--E--h-F-H•�F-Fi--f-+-h-F+t-F-1-t-F-f-t-�+-+-+++-F+-i--f--�-I--{--{-•E-F-I--{-F-f-+-E-I--I--t--I-1-i--h-f�-i--h-l--h-H-h•}++i--F-h++-F+ Process from Point/Station 14.000 to Point/5tation 12.000 :::'"'"': SUBAREA FL.OW ADDIT:CqN ;:'':'':'',- UNDEVELOPED (fair COver) Subarea Runof�F Coefficient = 0.818 oecima�l fractian soil group a = 0.000 Decima� fraction soil group B = 0.000 oecimal fraction snil group C = 1.000 Decimal fraction soil group C� = O.00Q Rz i ndex �For soi 1(AMC 2) -- 79.00 Pervious area fraction = 1.0�0; zmperv-ious -Fraction = 0.000 Time of concentration = 8.44 min. �ainfa�l intensity = 3.529(zn/�r) for a 100.0 year s-rorm subarea runof�F = 0.837(CFS) for 0.290(A�.) Total runoff = 1.922(CFS) Total area = 0.650(Ac.) ++++++++++++++++++++++f+++-+-+�++-t--�--r++++++++++++++++++++-E-+++++++-►-+++-�+++ Process from Point/station 12.0�0 to Point/Station 12.000 ••'�'�''° CON�LUENCE OF MINOR STREAMS ''"'"'"'` Along Main stream number: 1 in normal stream number 2 Stream flow area = 0.650(ac.) Runoff from this stream = 1.92�(CFS) Time of concentration = 8.44 n�in. ttainfall inrensity = 3.529(zn/Hr) sur�rnary of stream data: Stream F1ow rate Tc Rainfall Intensity No. {CFS) (min) (In/Hr) 1 0.651 5.00 4.707 2 1.922 8.44 3.529 �argest stream flow has longer tin�e of concentration Qp = �.922 + sum of Qb Ia/Ib 0.651 '` 0.750 = 0.488 Qp = Z.410 Total of 2 srreams to confluence: �l o�rJ rates 6e�ore confl uence poi nt: 0.651 1.922 �rea nf streams before conf1uence: 0.160 4.650 Resu1ts of confluence: Total flow rate = 2.410(CFS) Time of concentration = $.442 min. �ffective stream area affier confluence = 0.810(Ac.) ++-�-+++-�-+++++++-+•++++++-�-+++-�-+-+-+-�--�-+++++++++++-�++++-�++-r-t�-�-+--�-+++-�-�-+++++-►-+++-� Process from Point/station 1Z.000 �to Point/Station 22.00Q �°�����'° PIPE�LOW TRAVEL �"IME (Prog ram esti mated si ze) ����••�• Upstream point/statian e�evation = 97.300{�t.) Downstream point/station elevation = 96.800(Ft.) Pipe length - �9.00(Ft.) t�anning's N = 0.013 Page 2 TEMECULA100 No. of pipes = 1 Required pipe flow = 2.410(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = z.410(CFS) Normal flow depth in pipe = 7.18(In.) Flow top width inside pipe = 11.76(In.) Critical Depth = 7.98(In.) Pipe flow velocity = 4.91(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 8.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 22.000 to Point/Station 22.000 '�����'� CONFLUENCE OF MAIN STREAMS ��'�'�'� The following data inside Main Strearn is listed: In Main stream number: 1 stream fl�w area = 0.810(Ac.) Runoff from this stream = 2.410(CFS) Time of concentration = 8.61 min. Rainfall intensity = 3.491(In/Hr) Program is now starting with Main stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 20.000 ���°���� INITIAL AREA EVALUATION ��''��`�� znitial area flow distance = 178.600(Ft.) Top (of initial area) elevation = 115.000(Ft.) Bottom (of initial area) elevation = 102.300(Ft.) oifference in elevation = 12.700(Ft.) Slope = 0.07111 s(percent)= 7.11 Tc = k(0.370)'�[(length�3)/(elevation change)]�0.2 warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 4.707(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.864 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 oecimal fraction soil group C = 1.000 �ecimal fraction soil group o = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.350; rmpervious fraction = 0.650 znitial subarea runoff = 0.529(CFS) Total initial stream area = 0.130(ac.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++-F+++++++++++++++++++++++++++++ Process from Point/station 20.000 to Point/station 20.000 �'���`�` CONFLUENCE OF MINOR STREAMS '����`�� ,41ong Main stream number: 2 in normal stream number 1 Stream flow area = 0.130(,4c.) Runoff from this stream = 0.529(CFS) Time of concentration = 5.00 min. Rainfall intensity = 4.707(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 20.000 ••�'�'� INITIAL AREA EVALUATION �`••�•• znitial area flow distance = 223.800(Ft.) Top (of initial area) elevation = 104.500(Ft.) Bottom (of initial area) elevation = 102.300(Ft.) Difference in elevation = 2.200(Ft.) Slope = 0.00983 s(percent)= 0.98 TC = k(0.370)��[(len th�3)/(elevation change)]�0:2 Initial area time o� concentration = 8.121 m�n. Rainfall intensity = 3.605(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.855 �ecimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Page 3 TEMECULA�00 �ec7mal fraction soil group � = O.Q00 RI index for soil(AMC �) — 69.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runaff = 0.894(CFS) To�tal initial stream area = 0.290(Ac.) Pervious area fraction = 0.350 -I--1--F-F-1--F-}--I--f--H-f--f--E--I--f-•t--f-+-I--f--t�-I--1�-I--I--b--I--F-I--F-f--h-f-�+--F-1-�i--i--f�-I--F-F-f-•f--I--F+-1-+-t--E-t-h-l--F+-F-1�-1--F-I--�-F-F-F-F-F-F-F-F Process from Point/station 20.Of?0 to Point/Sta�Cion 2p.000 '��"`'� CONFLUENCE OF MINOR S7REAM5 '`�"`'� ralong Main stream number: 2 in normal stream number Z stream flow area = 0.290(ac.) �zunoff from this stream = 0.894(C�5) Time of concentratian = 8.12 min. Rainfall intensity = 3.6�5(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall zntensity No. (C�S) (min) (In/Nr) �. 0.529 5.00 4.707 2 0.894 8.12 3.605 �argest stream flow has -longer time nf concentration Qp = 0.894 + sum of Qb za/zb a.529 �` 0.766 = 0.405 Qp = 1.299 �otal of 2 srreams to confluence: Flow rates before confluence point: 0.529 0.894 Area of streams before confluence: 0.130 O.Z90 Results of confluence: Total flow rate = 1.299(C�S) �rime of concentration = 8.121 min. Effective stream area after con�Fluence = 0.420(,4c.) ++++++++++++++++++++++++++++++++-�-+++++-F+++++-�-+++++++�+-++�+--��-+++-�-+�-++�-++-r Process from Point/Station 20.0�0 to Point/Station 22.000 � �°���°°'° PIPEFLOW TRAVEL TIME (Program estimared size) ��;'�;",° Upstream point/station elevation = 97.300(Ft.) oowns�tream point/station eleva�tion = 96.840(Ft.) Pipe length = 31.30{�t.) Mann�ing's N = 0.013 tvo. of p�ipes = 1 itequired pipe flow = 1.299(cFs) Nearest computed pipe diameter = 9.00(zn.) Calculated individual pipe flow = 1.299(CF5) Normal flow depth in pipe = 5.13{In.) Flow top width inside pipe = 8.91(In.) Crit�cal Depth = 6.30(In.) Pipe flow velocity = 4.99(�t/s) Travel time through pipe = 0.10 min. �ri me o�F concen�trat�on (TC) = 8.23 mi n. +++-�+-�-++++++++-�+f++-�+-�+++++-�-�-++f+++++++++++++-►�++f+++-F+++++++++++++++++ �rocess fram Point/station 2Z.000 to Point/Station �z.000 �������� CONFLUENCE Q� MATN STREAMS �'�•�•�• The fal�owing data inside Main 5tream is listed: zn Main Stream number: 2 � Strearn flow area = 0.420{Ac.) Runoff fram this stream = 1.Z99(C�S) Time of concentration = 8.Z3 min. Rainfall intensity = 3.579(In/Hr} SuEnmary of stream data: stream Flow rate TC Rain�Fall zntensity No. (CFS) (min} (In/Hr) 1. 2.41U 8.61 3.�91 Z 1.299 $.23 3.579 �arges�t strean� floav has longer time of concentration Page 4 TEMECULA100 Qp = 2.410 + sum of Qb Ta/zb 1.299 '� 0.975 = 1.267 Qp = 3.677 Total of 2 main streams to confluence: Flow rates before confluence point: 2.410 1.299 Area of streams before confluence: 0.810 0.420 Results of con�fluence: Total flow rate = 3.677(cFs) Time of concentration = 8.608 min. Effective stream area after confluence = 1.230(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 22.000 to Point/station 24.000 '`�`�`'` PIPEFLOW TRAVEL TIME (Prog ram esti mated 51 Ze) ����'�" upstream point/station elevation = 96.800(Ft.) Downstream point/station elevation = 95.900(Ft.) Pipe len�th = 85.90(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.677(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.677(CFS) tvormal flow depth in pipe = 7.99(zn.) Flow top width inside pipe = 14.97(In.) Critical �epth = 9.29(In.) Pipe flow velocity = 5.53(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 8.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/station 24.000 "��`�� CONFLUENCE OF MAIN STREAMS �"'"'� The following data inside Main stream is listed: In Main Stream number: 1 Stream flow area = 1.230(Ac.) Runoff from this stream = 3.677(CF5) Time of concentration = 8.87 min. Rainfall intensity = 3.435(zn/Hr) Program is now starting �vith Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/station 32.000 �•••�•�` INITIAL AREA EVALUATION '°'"�'` Initial area flow distance = 300.000(Ft.) Top (of initial area) elevation = 104.500(Ft.) Bottom (of initial area) elevation = 101.600(Ft.) oifference in elevation = 2.900(Ft.) Slope = 0.00967 s(percent)= 0.97 TC = k(0.370)�[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 9.1G2 min. Rainfall intensity = 3.373(in/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff �oefficient = 0.852 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 �ecimal fraction soil group � = 0.000 RI index for soil(,4MC Z) = 69.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.1Z2(CFS) Total initial stream area = 0.390(,4c.) Pervious area fraction = 0.350 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 34.000 '�''���'� STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION '�'`'�'� Top of street segment elevation = 101.600(Ft.) Page 5 TEMECULA100 End of street segment elevation = 99.100(Ft.) �ength of street segment = 274.100(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 16.000(Ft.) Distance from crown to crossfall grade break = 14.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street oistance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) . Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.697(CFS) Depth of flow = 0.297(Ft.), Average velocity = 1.992(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.516(Ft.) Flow velocity = 1.99(Ft/s) Travel time = 2.29 min. TC = 11.46 min. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.847 �ecimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 �ecimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.983(In/Hr) for a 100.0 year storm subarea runoff = 1.011(CFS) for 0.400(Ac.) Total runoff = 2.133(CFS) Total area = 0.790(Ac.) street flow at end of street = 2.133(CFs) Half street flow at end of street = 2.133(CFS) �epth of flo�v = 0.315(Ft.), Average velocity = 2.096(Ft/s) Flow width (from curb towards crown)= 9.440(Ft.) +++++++++�+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 24.000 ''`�'��� STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION �"'�'`` Top of street segment elevation = 99.100(Ft.) End of street segment elevation = 98.000(Ft.) �ength of street segment = 207.200(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 16.000(Ft.) Distance frorn crown to crossfall grade break = 14.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 street flow is on [1] side(s) of the street �istance from curb to property line = 0.000<Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning's tv from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.619(CFS) Depth of flow = 0.358(Ft.), Average velocity = 1.786(Ft/s) warning: depth of flow exceeds top of curb Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.575(Ft.) Flow velocity = 1.79(Ft/s) Travel time = 1.93 min. TC = 13.39 min. ,4dding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.843 oecimal fraction soil group ,4 = 0.000 oecimal fraction soil group B = 0.000 oecimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 2.738(In/Hr) for a 100.0 year storm Subarea runoff = 0.831(CFS) for 0.360(Ac.) Total runoff = 2.964(CFS) Total area = 1.150(Ac.) Street flow at end of street = 2.964(CFS) Page 6 TEMECULA100 Ha��F street flow at end of street = 2.964(CFS) bepth of flow = 0.370(Ft.), Average veloc�ty = 1.839(Ft/s3 warning: depth of �Flow exceeds top of curb Flow width (�rom curb towards crown)= 12.185(Ft.) t+t t-F++'r-F+-��i-+-�-F-�-1--f--f-F-h-F-I--F-F-I--E-+-F-I-+-F+-I--�--f--f--f--h-F-i-�h-f�-i--k-i-i--F+-I-t-1--t-f--I-+-�-F-F-F-f--F-h-#�-f--+--h-i--f--l- Process from Point/Station 2�.000 to Pa-int/station 24.000 •��°�"` CON�'LUENCE OF MINOR 5TREAMS ''��'��` Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.150(Ac.) Runoff from this s�ream = 2.964(cF5) Tir�ze of concentration = 13.39 min. Rain�all intensity = 2.738(In/Hr) i-i-I-�#--M-h-h+1--f--1--�-F-I--F-F�f--F-1--f--I--i--�--h-f--F�-I--F-f-t-f--I-t-f�-�-�-F+-f-i--I--i-+-#�-I--1--l--I--f--l--F-f--f-i-•I--F-�-h-i--f--F-1�-i--F-h-h-f--h-f- �rocess from Point/station 36.000 to Point/station 24,000 ••����'� INITIAL AREA EVALUATION �`�`�`�` znitial area flow distance = 214.400(Ft.) Top (of i ni ti al area) el evati on = 1.01,1.00(�t.} gottom (of initial area) eleva�ion = 98.000{�t.) Difference in elevation = 3.10�(Ft.) Slope = Q.01446 s(percent}= 1.45 �rC = k(0.370}��[(length�3)/(elevation change)]��,2 znitial area t�me of concentration = 7.390 min. Rainfall intensity = 3.797(zn/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff coefficient = 0.857 �ecimal fraction soil group A = 0.000 Decimal fraction so�l group g = 0.000 aecimal fraction soil group C = 1.000 Decimal fraction sail group � = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Initial subarea runoff = 1.269(cF5) To�tal initial stream area = 0.390(Ac.) Pervious area fraction = 0.350 ++++++++++++++++++++-F++++++-t-++++++++++++++++++�--r�+*-�+++++-t-++++++++++++ : Process from Point/Station 24.000 to Point/Station 24.00� �`�''"'` CONFLUENCE flF MINOR STREAMS '�''�''°;� Along �tain 5tream nurnber: 2 in normal stream number 2 strearn flaw area = 0,390(Ac.) Runo Ff �From thi s strearn = 1.269(CFS) Time a� concentration = 7.39 min. Rainfall inCensity = 3.797(In/Hr} Summary of stream data: Strearn F1 ow rate �t"C Rai nfa11 Intensi�ty No. (CFS) (min) (Tn/Hr) 1 2.964 13.39 2.738 2 1.Z69 7.39 3.797 �argest stream flotiv has longer time of concentration C�p = Z.964 + sum of Qb Ia/Ib 1.269 '` 0.721 = 0.91.5 Qp = 3.879 Total of 2 streams to �anfluence: �low rates before confluence point: Z.96� 1.269 Area of streams before confluence: 1.�.5� 0.390 Results of confluence: Total flow rate = 3.879(CF5) Time of concentration = 13.390 min. Effective strean� area after confluence = 1.540(Ac.} ++�-+�-+-+�-�-+-+�-�-t��-+-�-t-+-►�++++++++-r-+--r++++++++++++-E-+++++++++++++++++-F++++-i--�++++ Process from Point/station 24.000 to Point/Station 24.000 ••••••�° CdNFLUENCE OF MAIN STREAMS �`•�••�� Page 7 TEMECULA100 �he following data inside Main Stream is listed: zn �ain stream nurnber: 2 stream flow area = 1.540(Ac.) Runof� froin this stream = 3.879(CF5} �ime of concentration � 13.39 min. Ra�in�all intensity = 2.738(zn/�r) summary of stream data: stream Flow rate TC Rainfall zntensity No. (CFS) (min) (In/Wr) 1 3.677 8,87 3.435 Z 3.$79 13.39 2.738 �argest s�[rearn flow has longer time of concentration Qp = 3.879 + sum of �b za/zb 3.677 �� 0.797 = 2.931 qp = 6.811 Total of 2 rnain streams to conf�uence: Flow rates before confluence point: 3.677 3.879 Area of s�reams before confluence: 1..�30 1.540 Results of confl uence: 7'otai flow rate = 6.811{CFS) �rime of concentration = 13.390 min. Effective stream area a�ter canfluence — 2.770(Ac.) ++-1--h-I--F-i--I--i�-F-1-+++++�--1-fi--I-t-F��-1--F�-h-1�-+•�+-+-h+-F+++-}-++++-1-f�1-++++++++i•-I--F++++++++++++++ process from Point/Station Z4.�00 to Point/station 26.000 ••�•��` PIPEFLOW TRAVEL TIME (Program e5ti mated si ze) �°�"'��` UpStream point/station elevation = 95.900(Ft.) Downstream point/sta�ion elevation = 95.500(Ft.) Pipe length — 35.40(�t.) Manning's �v = Q.013 No. of p�pes = 1 Required pipe flow = 6.811(CFS) Nearest computed pipe diameter = 15.d0(In.) Calculated individual pipe f1ow = 6.811(CFS) Normal flow depth in p�pe = 12.19(In.) Flnv� top widrh �inside pipe = 11.71.(In.) Critical Depth = 1.2.57(zn.) Pipe flow velociry = 6.38(Ft/s) Travel time ��hrough pipe = 0.09 min. Time af cnncentration (TC) = 13.48 min. +-++++++++-�-F+-1-+++++++++-F+++-E++++++-l--I--I--1--l--F+-f--t-++-h-f-•F-h+-}--1-�-h-E--f--f-+ti-++-i-+-H+-E+++i- Process from Point/Station 26.000 to Point/Station 26.000 ���••�� CONFLUENCE QF MATtV STREAMS ''''"':': The fallowing data insic�e Main stream is listed: In �tain 5tream number: 1 Str�am flow area = 2.770(Ac.) Runoff from this stream = G.811(CFS) Time of concentration = 13.48 min. Rainfal� in�ensity = 2.728(In/Hr) Program is now starting with Main Stream No. Z +-i--f�-I--1-f--h-F�-+i-i-+-l--F+�+-F+++i--F-f��-�--F��-�h+�f--h-f--�--f--k--1--f--F�--f�-h-F�-�-ht•�--k--t--I--E--1--I-t+•h-Ft-3--f�-i-+-F-i-�-+i� Qrocess from Point/5tation 40.000 to Point/Station 4Z.�00 i���`�` INITIAL AREA EVALUATION �'�'���'` Initial ar�ea flow distance = 300.000{Ft.) Top (of init�al area) elevation = 104.500(Ft.) Bottom (of initial area) elevation = 1Q1.800(Ft.) Difference in eievation = 2.704(�t.) Slope = 0.00900 s(percen�)= 0.90 TC = k(0.370)�`°�(length�3)/(elevation change)]�0.2 Initial area t�me of Concentration = 9.294 min. �ainFall intensity = 3.347(zn/t-�r) for a 100.0 year storm CONDOMINIUM subarea type �unoff Coefficient = 0.852 �age 8 TEMECULA100 � oecimal fraction soil group a == 0.000 oecimal fraction soil group � = 0.000 Decimal fraction soil group C = 1.000 �ecimal fraction soil grnup � = 0.000 RI index ��or soil(AMC 2) - 69.00 Pervious area fraction = 0.350; Impervious fr�ction = 0.650 Tnitial subarea runoff = 1.540(CFS) Total in�itial stream area = 0.5�0(Ac.) Pervious area fraction = 0.350 ++f+++t++t+#+�•+++++++++++++++++++t+t+��++�k+�-F+�++�f-F+�+��+�kk����+��k Process from Point/station 4Q.000 to Point/st�tion 42.000 ������•� SUBAREA FLOW ADDI7ION �•••���� UNDEVELOPED (fai r caver) subarea Runoff �oe�Ffi ci ent = 0.81.4 Decimal fraction soil group a = O.a00 �ecimal fraction soil group B = 0.000 €�ecimal fraction soil graup C = 1.000 �ecimal �raction soil graup r� = O.Q00 R� index for soil(AMC 2) = 79.00 pervious area fract�on = 1.000; �rnpervious fraction = 0.000 Time of concentration = 9.29 n�in. Rain�all intensity = 3.347(In/Hr) for a 100.0 year s-rorm subarea runoff = 2.343(CFS) for 0.860(Ac.) �otal runoff = 3.883(CFS) rotal area = 1.400(Ac.} +++++++++-F++++++++++++++++++++++++++++++++++++++++++++++++++++++++++�++ Process from Point/Station 42.Of30 to Po�nt/station 44.000 ..::':,; $TREET FLOIn! TRAVEL TTME + Si1BAREA FLQ4V ADD�TIQN ;•:"�'` �rop of street segment elevation = 101.800(�t.) End of street segment elevation = 100.300(Ft.) �eng�h of street segment = I20.100(Ft.) Height of curb above gutter flpwline = 4.0(Tn.) width of half street (curb ta crown) - 16.004(Ft.) t�istance from crown to crossfa�il grade break = 1.4.�00(Ft.) Slope from gutter to gracte break (v/hz) = O.f320 51ope from grade break to crotiwn (v/hz) = 0.020 Street Flow is on [1] side(s) af the street Distance frotn curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz} - 0.025 Gutter width = 2.000(Ft.) Gutter hil<e from Flowline = 2.000(In.) Manning's iv in gutter = O.Q150 Mannirsg's tv from gutter to grade break = 0.0150 Manning's N from grade break -to crown = 0.0150 Estin�ated mean Flow rate at rnidpoint oF street = 4.174(CFS} oepth of flow = Q.362(Ft.), ,4verage ve�oci�y = 2.764(Ft/s) warning: depth of flow exceeds top of curb 5treetflow hydraulics at midpoint of street travel: Halfstreet flow width � 11.761(Ft.) �lnw velocity = 2.76(�t/s) Travel tin�e = 0.72 min. TC = 10.02 min. Adding area flow to street CQNDaMINIUM subarea type Runoff Coefficient = 0.850 pecimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal �Fraction soil yroup C = 1.000 oecimal fraction soil group a = 0.000 RI index for soil(AMC Z) = G9.00 Pervious area fraction = Q.350; zmpervious fraction = 0.650 Rainfa11 intensity = 3.212(In/Hr) for a 14fl.0 year storm Subarea runoff = Q.574(CFS} for 0.21.0(Ac.) Tota1 runof F = 4.456(CFS) Total area = ]..610(,4c.) Street flow at end of streefi = 4.456(CF5) Half street flow at end of street = 4.456(CFS) Depth of flow = 0.368(Ft.), Average velocity = 2.808(Ft/s) b�varnin�: depth of fl ow exceeds top of curb �low wid�h (from curb towards crown)= 12.085(Ft.) t+t-I•ttttt4 tt-I-tt-i-t•h-#-ttt ttt+-f-t+-1--f-+ttt-�--l--F-f-t-�tt-I--Ftt-F++tt-�+-F++-�-+++-I-++-F+-F+++ Qrocess �rom PoinC/Sta�ion 42.000 to Point/5tation 44.000 •��••�•� SU6AREA F�OW ADQITION •�•`'`�` Page 9 �T�MECULA�00 UNDEVELOPEb (fair cover) subarea Runoff Coefficient = 0.81� �ecimal fraction soil group A = 0.000 �ecimal fraction soil group B = 0.000 �ecimal fraction soil group C = 1.000 Decimal fraction soil group D = 4.000 RI index for soil(AMC 2) = 79.00 Pervious area fract�on = 1.0�D; Impervious FractTon = 0.000 �ime of concentration = 10.02 min. Rainfall inten5ity = 3.212{�n/Hr) for a 100.0 year storm subarea runoff = 0.364(C�5) for 0.140(ac.) Tota� runoff = 4.��1(CFS) Total area = 1.750(Ac.) ++++++�++++++++�+++�++�++++�++++++++�++++��+++++++�+++++++++++++++f+++ Process fram Point/Station 46.000 to Point/5tation 44.000 '°�Q'�''` SUBAREA FLOW ADDITION "''`��''` CONDOMINIUM subarea type Runoff coefficient = 0.850 Decimal fraction soil group A = 0.000 t�ecimal fraction soil group g = 0.000 �ecima1 fraction soil group C = 1.0�0 flecimal frac�Cian soil group � = 0.000 RI index for 5oil(AMC 2) = 69.00 Perv-iaus area fraction = 0.350; �mpervious fraction = 0.650 Time af concentration = 10.02 min. Rainfall intensity = 3.212(In/Hr) for a l0E}.0 year storm Subarea runoff = 4.$19(CFS} for 0.300(Ac.) �otal runoff = 5.640(CFS) Total area = 2.050(�e.) +++++++++++++++++++-�++++++++++++++++f++++++++++++++++�++++++++++++-r+-�-E- Process from �oint/Station 46.000 to Point/5tation 44.000 �•'�••'` SUBAREA FLOW A�DT�'ION �`��•��� UNDEVELOPED (fair cover) subarea rtunoff coefficient = 0.811 t�ecimal �Fraction soil group A = 0.040 Decimal fraction soil group B = 0.000 Decimal fraction sail group C = 1.000 Decimal fraction soil group D = 0.000 R� index for soil(AMC 2) = 79.00 Pervious area fraction = ]..000; zmpervious fraction = 0.000 Time of concentration = 10.02 m�in. Rai nfal�1 i ntensi ty = 3.212(zn/t�r) for a 140.0 year storm Subarea runoff = 0.390(CFS) for 0.150(Ac.) Total runoff = 6.031(CFS) Takal area = 2.200(AC.) ++++�+-++-+�+++++a-+-F-++-�++-f-�--+�++++++f++-r++++-�--�--�-+++-�-+++++++++++++++++++++++++ €�rocess from Po-int/5tation 44.000 to Point/S�ation 48.000 '`�`���` S7REET FLOW TRAVEL TIME + SUBAREA FLOW ADDITIpN '°'����� Top of street segment elevation = 100.300(�t.) �nd of street segment elevation = 100.000(Ft.) �ength of street segment � 64.700{Ft.) Height of curb above gutter flowline — 4.0(In.) w�dth of half street (curb to crov�rn) = 16.000(�t.) D�stance from crown to crossfa1l grade break = 14.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 S�ope frarn grade break to crown (v/hz) — 0.0�0 Street flow is on [1] side(s) of the street D�stance from curb to property line — 0.�00(�t.) Slope from �urb to propert line (v/hz) = O.OZS Gutter width = 2.040(Ft.� �utter hike �From flowline = 2.000(zn.) Manning's N in gutter = 0.0150 n�anning`s N from gutter to grade break = 0.0150 Manning`s N from grade break to cro�vn = 0.015Q Estima�ed mean f1ow rate at midpoint af street = G.387(c�s) oepth of flow = b.464(�t.), �average velacity = 2.159(FC/s) warning: depth of flow exceeds tap of curb ►vote: depth of flow exceeds top of street crown. Streetflow hyclraulics at midpoint of sfireet travel: Nalfstreet �low wicfth = 16.000{Ft.) Flow velocity = 2.16(Ft/s) Travel time = 0.50 min. TC = 10.52 min. Adding area flow to street Page 1.0 TEMECULA100 CONDOMINIUM subarea type Runoff Coefficient = 0.849 �ecimal fraction soil group A = 0.000 �ecimal fraction soil group B = 0.000 �ecimal fraction soil group C = 1.000 �ecimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 3.127(In/Hr) for a 100.0 year storm Subarea runoff = 0.691(CFS) for 0.260(Ac.) Total runoff = 6.7Z1(CFS) Total area = 2.460(Ac.) Street flow at end of street = 6.721(CFS) Half street flow at end of street = 6.721(CFS) �epth of flow = 0.469(Ft.), Average velocity = 2.203(Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 16.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 48.000 to Point/station 50.000 ••���''` STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ��•�•••• Top of street segment elevation = 100.000(Ft.) End of street segment elevation = 99.500(Ft.) �ength of street segment = 100.500(Ft.) Height of curb above gutter flowline = 4.0(zn.) width of half street (curb to crown) = 16.000(Ft.) �istance from crown to crossfall grade break = 14.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street �istance from curb to property line = 0.000(Ft.) 51ope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(zn.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's tv from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.172(CFS) oepth of flow = 0.473(Ft.), Average velocity = 2.310(Ft/s) warning: depth of flow exceeds top of curb tvote: depth of flow exceeds top of street crown. streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.000(Ft.) Flow velocity = 2.31(Ft/s) Travel time = 0.73 min. TC = 11.24 rnin. Adding area flow to street CONDOMINIUM subarea type Runoff Coefficient = 0.848 Decimal fraction soil group ,4 = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 Rz index for soil(AMc 2) = 69.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Rainfall intensity = 3.014(rn/Hr) for a 100.0 year storm subarea runoff = 0.843(CFS) for 0.330(Ac.) Total runoff = 7.565(CFS) Total area = 2.790(Ac.) street flow at end of street = 7.565(CFS) Half street flow at end of street = 7.565(CFS) �epth of flow = 0.479(Ft.), Average velocity = 2.359(Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Flow width (from curb to�vards crown)= 16.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 52.000 ••�•••'� STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ''`'`�''` Top of street segment elevation = 99.500(Ft.) End of street segment elevation = 98.800(Ft.) Length of street segment = 141.400(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) = 16.000(Ft.) �istance from crown to crossfall grade break = 14.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Page 11 TEMECULA100 street flow is on [1� side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line <v/hz) = 0.025 Gutter width = 2.000{Ft.) Gutter hike from flowline = 2.004(In.) Manning's N in gutter = �.0150 Mann�ing's N from gut�Cer to grade break = 0.0150 Manning's N from grade break to crawn = 0.0150 Estimated mean flow rate a�t midpoint of street = 8.412(CF5) Depth of flow = 0.486(Ft.), Average velncity = 2.410(Ft/s) warning: depth of �low exceeds top of curb �ote: depth of flow exceeds top of street crown. s�reetflow hydraulics at midpaint of street travel: �alfstreet flow width = 16.000(Ft.) Flow velocity = 2.41(Ft/s) Travel time = 0.98 min. TC = 1Z.22 min. Adding area flow to street CQNQQMINIUM subarea typ� �unoff coefficient = 0.846 �ecimal fraction soil group A = 0.000 oec7mal fraction soil group B = 0.000 �ecimal fraction sail group C = 1.000 oecimal fraction soil group � = 0.004 Rz index for soil(AMC 2} = 69.00 Pervious area fraction = 0.350; �mpervious fraction = 0.650 Rainfall intens�ty = 2.879(In/Hr) for a 100.0 year storm Subarea runoff = 0.804<C�S) for 0.330(ac.} �otal runoff = 8.368(cFs) �otal area = 3.120(Ac.) stree�t flow at end of street = 8.368(C�S) Half street flow at end of street = 8.368(c�s) Depth of flow = 0.492(�t.), �verage velocity = 2.453(Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top o� street crown. �low width (from curb towards crown)= 16.000(�t.) ++++++++++++++++++++++++++++++++���+�-+++++++++++++++++++++++++++++++++ Process from Point/Station 5Z.000 to Point/Station 26.000 '�'°'''r STREET FLOW TRAVEL TIME + SUSAREA FLOW ADDITIQN "''""� Top of street segmerrt elevation = 98.800(Ft.) Encf o� street segment elevation = 98.000(Ft.) �ength of street segment = 165.300(Ft.) Height af curb above gutter fiowline = 4.0(zn.) �+lidth of half street (curb to crown) _ ].6.000(Ft.) Distance from crown to crossfall grade break = 14.000(Ft.) slope from gutter ta grade break (v/hz) = 0.020 Slope from grade break ta crown (v/hz) = 0.020 5treet flow is on [1] side(s) of the street aistance from curb t� property line = 0.000(Ft.) Slope from curb to property line (v/hz) = O.OZS Gutter width = 2.000(�t.) Gutter hike fram flowline = 2.q00(2n.} Manning's � in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 �tanning's �v from gracle break to crown = 0.0150 Est�mated mean flow rate at midpoint of street = 8.677(CF5) Depth o� flotiv = Q.498(Ft.), Average velocity = 2.472(Ft/s) warning: depth of fl ow exceeds top nf curb Note: depth of flow exceeds top of street crawn. Streetflow hydraulics at midpoint o� street travel: Halfstreet flow width = 16.000(Ft.) �low velocity = 2.47(�t/s) Travel time = l.11 min. TC = 13.34 min. Adding area flow to street COND�MINZUM subarea type RunoFf Caefficient = 0.844 Decimal fraction soil group � = 0.000 Decimal fraction soi1 group e = 0.000 Decimal fraction soil group C = 1.000 Deci�nal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.35d; �mpervious fraction = 0.650 Rainfall intensity - 2.744(In/Hr) for a 100.0 year s�orm Subarea runoff = 0.532(C�S} for 0.230(Ac,) 1'otal runoff = 8.900(cF5) TQtal area = 3.350(Ac.) street flow at end of street = 8.900(c�s) Half street flow a� encl of street = 8.900(C�5) Depth of flow = 0.5Q2(Ft.), Average velocity = Z.497(F�/s} �age 12 rEMecu�a�0� warning: depth of flow exceeds top of curb No�e: depth o� flow exceeds top of street crown, Flow width (from curb towards crown)= 16.000(Ft.) -�-+++-�-+�t--+�++-F++�r++�-+++-r++++-�-r+++-�-+�++++++++++++-r+++++++++++++-F+-r-�-+-r+++-F--+�+ Process ��ram Point/Station Z6.000 to PoinC/station 26.000 ;:,��:°'�° CONFLUENCE OF NtIIVOR S7REAMS :`;:':" Along Main stream number: 2 in normal strearn number 1 Stream flow area = 3.350(ac.) Runoff from this s�ream = 8.900(CFS) Time of concen�tration = 1.3.34 min. Rai nfal 1 i ntens�ty = 2.744(zn/t-�r) t-F-F t-F-I--I-+t-I-t i--4--i--1-t i--F�-+-F-t�i-+i--F�--F'r f-H-t�+•F�--f--F+-{-•f--I--F-f�++-F�-i--1�++-f--{--k--►�-l--F-F-I--f--F i--F-H-1--f--F•h-{-i-3- Process from Poin�t/station 54.000 to Point/station 26.�00 ,.;:,:'; INITIAL AREA EVALUA�C'ION „.,,.,. Initial area flow distance = 202.000(Ft.) Top (of initial area) eleva��on = 101.200(FC.) Bottom (of initial area) elevation = 98.000(Ft.) Difference in elevation = 3.200(�t.) Slope = 0.01584 s(percent}= 1.58 TC = k(0.370)'�[(length�3)/(elevation change)]�0.2 �nitial area time of concentration = 7.086 min. Rainfall intensity = 3.886(In/Hr) for a 100.0 year storm CONDOMINIUM subarea �type Runoff Coefficient = 0.858 oecimal fraction soil graup A = 0.000 Decimal fraction soil graup B = 0.000 oecirnal fraction soil group C = 1.000 aecimal �raction soil graup � = 0.000 RI index for 5oil(AMC 2) — G9.00 Pervious are� fraction = 0.350; Impervious �Fraction = 0.650 Initial subarea runoff = 0.867(CFS) rotal initial strearn area = 0.260(Ac.) Pervious area fractian = 4.350 +++++++++++++++++++++++++f++++++++++++++++++++++f+++++++�++++++++-�++++ Process from Point/Stat-ian 26.000 to Point/Station 26.000 �•���°'` CQNFLUENCE OF MINOR STREAMS ''`�"'��'` Along Main Stream number: 2 in normal stream nur�iber 2 Stream flow area = Q.260(Ac.} Runoff From this streani = 0.867(CFS) Time of concentration = 7.09 min. Rainfall intensity = 3.886(In/Hr) summary of streain data: Stream Floav rate TC RainFal1 In�ensity No. (CFS) (min) (In/Hr) 1 8.900 13.34 2.744 2 Q.867 7.09 3.886 �argest stream florv has longer time of concentratian Qp = $.900 + sum of Qb Ia/Ib 0.867 �° 0.706 = 0.612 Qp = 9.51� Total of 2 streams �to confluence: Flaw rates before confluence point: 8.900 0.867 Area of streams before confluence: 3.�5a o.��o Results of con-�luence: Total flow rate = 9.513(CF5) Tin�e of concentration = 13.335 min. Effective stream area after confluence = 3.6I0(Ac.) ++++-�-++++++++-F++++++++++++++++++++++++++++-�-+-H+++++-E--F+�+�-t-+++++-+-+�+�+-��-�++++ Process from Point/Station 26.000 to Point/Stat�on 26,OOn "''""` CONFLUENCE OF MAT�N STREAMS '`'•�•••• Page "13 TEMECUI..A1Q0 The following data inside Main Stream is listed: In Main Stream number: 2 Stream �Flow area = 3.610(Ac.) Runoff from this stream = 9.513(C�5) �rime of con�entratian = 13.34 m�n. Rainfa1l intensity = 2.744(In/Nr) Summary of srrearn d�tta: Stream Flow rate TC Rainfall Intensity No. (C�5) (min) (In/Nr) 1 6.811 13.48 2.728 2 9.513 13.34 2.74A �.argest stream flo4v has longer or shorter time of concentration Qp = 9.513 -a- sum of Qa Tb/Ta 6.811 °` 0.989 = 6.73G 4p = 16.249 �otal of 2 main streams tn confluence: Flow rates be�ore confluence point: 6.811 9.513 Area af streams before confluence: 2.770 3.610 Results of confluence: Total flow rate = 16.249(CFS) Time of concentration = 13.335 min. Effective stream area after conf1uence = 6.3&0(Ac.) End of computations, total study area = 6.38 (Ac.) The following fi�ures may be used for a unit hydrograph study of �he same area. Area averaged pervious area Fraction(Ap) = 0.497 Area averaged RI index number = 77..3 Page 14 L,E,GEN.D �z`> .one ;:_sc-vnncu _... �A-7• --....--n��s:n oE:�,c;vnno�u �t33°�_._.- �__ �nat:n(nc; ;C=� V(i�F FLEVAii;;'V(F7) et�n= r��i°F ei.r:vn!�icu�.r) �.;� �.f.N!sn,n�;��_o�r��n�n it�r3 ., - LF.NGfhi c��i'I°E(F1S n�b= �oo�-rt 7�roa�u r�t:nx r�a�n�tn«(cFs) oa= io-v��sta;�u�f.n����.crr:aa�r(c�=5) _1� Un��arr r.r+niHnc=,n�acn!��:,ruon�av q�r rw e jlll?n2EA i?i2A',NAGE n1iEA i3i'I�:Npni2�f —�—�-.'---- (�l.Jlb'A[hi �q� .»— rioainirtecncu � �t<` _ . srt,��u�qn�u��nF i O� �� � 9 y\ . a'y ��� �' O� � ;-';i. �� � A-20 \ �� �, � 0.26,' �;� � �Q�' �;, , ��..\_ : , .,:\���. � '� o.,s;, ,::.'__�.:� '1`�� �`� - A_9 ,\�� � }-�=--- "`_',, ' ',,. � _ �o.ss � �� �� � r'� _� �� � � � M��'�"r'l��►� �_ i � . � • �, � ' � i_._: A t-.�;-�-~� � � r' ` ��' ♦ �Y 11 ., 016,' � � � ` A-19 1 � � .. ` D.23, � �, , � � ����''` : ��y� -, � , ,� � :. �� � ��� ' ��� -.. � .�._�. �� ,� , ��� � � � � ��. � � �i� ��,, ; � �� ; �I � � y i�, ��� ■ ��� ♦� � ., o.as�,' �� �V �_� �. ,� \, A-5 \ , ,._ < �::.. 1 A-2\ �t��' � , l ` `� � � ,�� .. �� ; \ ,028 ' � � A-18,. ♦ • Q3 , ,0.36; �., � 0 26.'�\, `� \ �,.• �\ 0,33 .., � � � _ i�)�� �� ` � � � �.-, .. � * �'.,♦ � � � - ,` `; ,.,:.;— �� ' �, � „ , :'� � �� �♦.� E , , ' P� � � ��j-� /� � ::. �--,� �\�: ��s� A=,z ` �'� \ �. ` �`� .�.33 � ♦ ♦ �;�. \\� � � `n_���, � ��I � � �� �, a ` '���\� �x.,�� \ `� . . � ,0.40;\ �\���";�� ..� �`� . \ � ` p-g , � � � �y � � ���, \�,,\\:__D.39.1 � \ � �.. �I . 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IC� ' +� � 0�C ', � � � (� .L � � �.,, i J ', W U � � m I v J W � U � 00 � � ' o � � � - - - -- o o � -- --- o �ri N N O N � N N II N II N r � ti � � � m � � Z � Z o � C� z � o z J � o ¢I r o al � - J _ - J O z 0 Z U Z U Z Q Q - = U .� U � o U � ° n �n o c n �n o c �t o 0 a' L d' � O O � L � � - ul U � � : � � O U � ... . � 0_. � n- � � � C � @ i N � Z 1 � Z � f� � � � J � J � � J I �/ � M ¢I � M W �,� W � � Z �. Z � ZQ � U � U w �� w �,� � a`� � a� � � _r-I—'—���-T—�+�F �T�1-- O LL1 � —r- _r—��__�-r__O � o 0o cfl �t cv o ao cD v c� o � � o � o �n o o rn rn rn rn rn ao 00 00 00 00 o rn rn ao ao .- o 0 0 0 0 0 0 0 0 0 � o 0 0 0 � r- r- � .- � � � � � � � .- � � r- (�})uoi�ena�� (�})uoi�ena�� APPEN IX I — S�ot�r �nalysis Project Name....... TR 33584 TORY R. WALKER ENGINEERING ProjectNo........... 361-01 - -- _ __ _ __ _ __ ----- RELIABLE SOIUTIONS IN WATER RESOURCES Str. Name............ 7/18/2014 Design by............ TRW Purpose: Estimate scour depth in a soft-bottom channel. Based on LA County Department of Public Works Sedimentation Manual, 2nd Edition, March 2006 Given: Q TOtal, Q�aP 872.4 CfS Flow Top Width,W 78 ft Radius of Curvature, r 0 ft Length of Improvement, L 900 ft Distance from d/s end of project to the closest grade control 0 ft Existing Slope, S 0.007 Channel Side Slope 2:1 H:V Velocity under Exist. Condition 3.6 '"fps * representative HEC-RAS Velocity under Prop. Condition 3.7 *fps x-sec with highest velocity Calculation: Long Term Degradation(Z deg) 1. Determine from graph in Appendix C-2 if invert stabilization required. N (Y/N) 2. Determine the equilibrium slope for channel For S= 0.005 from Appendix C-1A S-Seq= 0.00035 Seq= 0.00465 For S= 0.01 from Appendix C-1 B S-Seq= �.���7 Seq= 0.0093 By interpolation with S= 0.007 , Seq= 0.0065 3. Zdeg = 0.44 ft Genera/Scour(ZgS) 1. Determine from graph in Appendix C-3 for velocity of 3.7 fps 2.z9s = 0.5 ft Local Scour(Z�S) 1. Local scour occurs as a result of obstructions, such as large debris or bridge piers and abutments. 2. Z,S = 0 ft(no local scour is anticipated under the existing and proposed conditions) Bedform Height(h)-applicable to sand beds where dunes and antidunes may form Not applicable to this reach. Total Scour(Z rot) Ztot—Zdeg+Zgs�'Z�s�'Zbs+Z,+ 1/2h = 0.94 ft or �.� FT APPEIV IX J °� Response to Comments Response to Comments—Temecuia Tract 33584 �tational Method Analysis The rational method analysis provided in Appendix F ofi the Drainage Study (and consequently the exhibit that was marked for review) was maintained �rom the previous site plan—as such the exhibit provided in the report is correct. Th�VA Consulting exhibit mostly matches the current site design (except in terms of the boundary with the adjacent creek and the underground detention system�. The exhibit was ir�cluded because it helps understand the contributing areas and time of concentrations (and consequently peak flows} needed to design the in[ets of the project. TRWE wanted to use the VA Consulting Rational Method peak flows for inlet design as the initial sub-area peak filow estimates are slightly conserva�ive and useful for inlet sizing. In terms of overall peak flows released from the project, Figure 4 is the guide for understanding overall peak flows from the current site plan. HEC-RAS Analysis In regards to the discrepancy in Manning's co-efficient between the pre and post developed models—it was conservatively assumed in the developed condition that the natural creek portion of the cross secfiion would grow denser over time, thus the Manning's was increased by O.00S to 0.045 from the 0.04 modeled in the pre-developed condition modei. The missing 600 stn cross section has been included in the revised study. � � � � � �' � � a � Q, � � ^ y. L 1 � � n r � �' o o• o o °�: � � ... 0 Cy C7 � c n = � o � � � � � R O� � D p � � !. O� Cy � �D `� a ... A � � � � � � n "�"� � � r"� � J