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2007 SRR Tributary & Onsite Drainage ReviewP L A N N E R S I E N G I N E E R S I 5 U R V E Y O R 5 1 located in lrvrne, La Quinto ,-.-nd Corona July 24, 2007 Mr. Tim Jonnason City Engineer City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 SilverRock Tributary and Onsite Drainage Review Dear Tim: We have prepared the following review of the SilverRock Tributary and Onsite Drainage for your review. We have summarized our results in the Executive Summary for ease of review by non -technical readers of this report. During your review, we would be pleased to address any questions you may have. Sincerel QRpF EIS /0N� Stan ey C. M rse Principal No. 20596 m Exp. 9-30-07 SCM:jr vo- F OF CAO Stanley C. Mar" 17320 Redhill Avenue VOICE: 949.251_$821 Gary W. Dakich Suite 350 FAX: 949.251.0516 J.R."Skip"Schultz Irvine, CA 92614 www.mdsconsulting.net TABLE OF CONTENTS PAGE EXECUTIVE SUMMARY................................................................................ 1 PURPOSE................................................................................................... 2 HISTORICALREVIEW.................................................................................. 3 BSI MASTER PLAN OF DRAINAGE............................................................... 4 CURRENT STORMWATER VOLUMES AT CALLE RONDO CHANNEL .............. 5 RAINFALL PATTERNS - WINTER 2004-2005................................................ b ANALYSIS OF THE CITRUS.......................................................................... 7 ANALYSIS OF PACE ENGINEERING'S OFFSITE DRAINAGE MAP .................. 10 UNIT HYDROGRAPH ANALYSIS OF TRIBUTARY AREA TO CALLE RONDO CHANNEL................................................................. 12 SUGGESTIONS FOR FUTURE DRAINAGE DESIGN OF SILVERROCK ............ 13 APPENDIX................................................................................................. 15 EXECUTIVE SUMMARY MDS Consulting ("MDS") was asked by the La Quinta City Engineer to review and respond to a one -page analysis of the SilverRock drainage system prepared by PACE Engineering ("PACE") on August 9, 2005. PACE's analysis appeared to be an attempt to explain why certain fairways of the SilverRock Golf Course ("SRGC") flooded during the rains of the winter of 2004 and 2005. In reviewing the PACE analysis, MDS examined not only the upstream area that is tributary to SilverRock, but also the design of SilverRock, and the drainage policies of the City. MDS' review took considerably longer than anticipated due to the amount of historical data and plans involved, and the contributing factors leading up to the flooding of the two fairways within SilverRock during the storms of February 2004. The causative factors that MDS arrived at included the following: • The outlet structures from Calle Rondo Channel into The Citrus fairways at the west perimeter of The Citrus have been modified from the original City -approved design to raise the outlet inverts by as much as two feet, causing more stormflows to pass beneath Avenue 52 into the SilverRock project before there was any spillover in The Citrus. • The City's Drainage Bulletin #06-16 requires that 1-hour, 3-hour, 6-hour and 24-hour storm events (i.e., one -day storms) for a 100-year storm be analyzed. Retention basins are required to dewater the entire one -day 100-year stormwater volume in less than 72 hours (three days). No mention is made of multiple -day storm events or how to accommodate the continual low flows/dry weather flows that are common to the Coachella Valley and especially to the Calle Rondo Channel and SGRC. • Percolation rates for the SilverRock project were not discussed or included in any of the initial design reports prepared by either PACE or The Keith Companies. Percolation rates and drywell designs were not discussed until infiltration tests were performed by Landmark Geo Engineers and Geologists on June 24, 2005 and the results incorporated into a Technical Memorandum prepared by PACE on June 29, 2005. Percolation rates for SilverRock and the associated time to dewater the retention basins was not discussed prior to these two reports. • The status of construction at the time of the February 2005 storm event was such that erosion could have and probably did plug the small landscape drains within the flooded fairways, as well as the catch basins and pipes that dewatered the surface flows on Avenue 52. The pump station was also not in full operation which would have dewatered the downstream fairway if the stormwaters could have reached this lowest fairway. And the first flush of project grading usually results in much silt being deposited in the low retention areas, causing a buildup of fines that greatly reduces an already low infiltration rate. MDS is of the opinion that a combination of the above factors caused the flooded fairways. PURPOSE The purpose of this Tributary and Onsite Drainage Review of the SRGC is to address concerns raised by the City of La Quinta over the volume of stormwater collected within the northwest corner of the SRGC during the winter rains of 2004-2005 (February 2005, in particular) and the long-lasting ponds of water created in the fairways, particularly fairway number 4. The golf course was designed and graded such that low lying portions of the course became stormwater retention basins for periods of rainfall and for year-round collection of dry weather nuisance flows. As a part of this review, the following reports, studies, and plans were evaluated • BSI Consultants, Inc. Master Plan of Drainage, June 1987 • Rough Grading, Street, and Paving Plans, Sheets 2, 12, and 23 of 24, prepared by Morse Consulting Group, City -approved January 16, 1990 • Citrus Course Drainage Report, Morse Consulting Group, March 1990 • Street Improvement Plans for Calle Rondo, Sheets 14 and 15, prepared by Morse Consulting Group, City -approved May 29, 1990 • Calle Rondo Plans, prepared by Lloyd Watson, Sheets 7 and 12 of Tract 24890, City - approved November 14, 1990 • The Traditions Drainage Report, October 1996 • Golf Course Drainage Plans for SilverRock Ranch prepared by The Keith Companies, dated February 20, 2004 • Mass Grading Plan for SilverRock Ranch prepared by The Keith Companies, dated March 19, 2004 • Golf Course Grading and Drainage Improvement Plans for SilverRock Resort prepared by The Keith Companies, dated August 25, 2005 • City of La Quinta Engineering Bulletin #06-18, corrected January 29, 2007 • The storm drain construction plans by the City in the Cove area • PACE Engineering's two -page analysis derail, undated, untitled • Various City low flow/nuisance flow stormwater pump systems • SilverRock Ranch retention area as -built retention volumes • Field review of current drainage tributary areas E HISTORICAL REVIEW The Master Plan of Drainage prepared by BSI Consultants, Inc., dated June 1987, (BSI Master Plan) was the basis for the majority of the storm drain system designs for projects in and downstream of the Cove area of the city of La Quinto extending to the northwest corner of the SilverRock project. Subsequent projects included The Traditions, The Citrus, Duna La Quinta, the City's Cove storm drain construction, the City's two low flow/nuisance flow stormwater pump station projects, and other smaller projects within this drainage basin. All of these projects used the BSI Master Plan as a guide but modified the original BSI Master Plan of Drainage in one way or another, by adding or deleting drainage areas, by rerouting or bifurcating flows, by the inclusion of detention and retention basins, and by incorporating stormwater pump stations that function all year round for both dewatering detention basins, and for transporting dry weather/low flow flows to the northwest corner of the SRGC. 3 BSI MASTER PLAN OF DRAINAGE The BSI Master Plan of Drainage covered the entire city of La Quinta. The portion of this Master Plan that affected the SilverRock Ranch covered the Cove area and extended easterly to the northwest corner of the SilverRock Ranch, and was entitled Area One and Area Two (refer to BSI Master Plan of Drainage Exhibit in the Appendix). Area One was the area upstream of Calle Sonora (mislabeled as Calle Sinaloa on BSI map) reaching to Calle Tecate. Subareas 1, 2, 3, and 4 of Area One were tabled to go into The Traditions project and be retained there, and was tabled as 644.5 acres. Subarea 5 of Area One was tabled to go to Bear Creek, tabled as 92.8 acres. Area Two was generally comprised of the area south of Calle Tampico to Calle Sonora extending easterly from Bear Creek to Calle Rondo. Subareas 1, 2, 3, and 4 of Area Two had a total of 558.3 acres with a Q100 of 450 cfs upstream of a proposed detention basin located at the westerly end of The Citrus. The detention basin depicted in the BSI Master Plan of Drainage was designed to detain 35.83 acre feet of storm water and release a maximum of 57 cfs at the northwest corner of SilverRock Ranch. The Citrus course was later designed to be a retention basin, not a detention basin, utilizing the fairways to store the water, but still allowing a maximum of 57 cfs to flow into the SRGC. The Citrus designed the Calle Rondo Channel and the outlet pipes beneath Avenue 52 to release 57 cfs at peak flows, while diverting any flows in excess of 57 cfs into The Citrus golf course. The Traditions designed their facilities (known as the Crystal Canyon Detention Basin in the BSI Master Plan) to detain all of the flows coming from Area One of the BSI Master Plan. The Citrus course constructed interim retention basins at the northwest corner of the SRGC and another approximately a half of a mile easterly, again in the SRGC. 4 CURRENT STORMWATER VOLUMES AT CALLE RONDO CHANNEL The current un-detained drainage area upstream of the Calle Rondo Channel is 372 acres. In addition, there are 41 acres of detained stormwaters and low dry weather flows north of Calle Tampico that are slowly pumped into the storm drain system that drains to the Calle Rondo Channel. This Calle Rondo Channel drainage basin currently receive 443 cfs of stormwater (unit hydrograph peak flows for the 6-hour storm, 100-year frequency), which generally agrees with the BSI Master Plan Q100 Rational Method flow of 454 cfs, and has been selected as the design storm time duration (see Appendix). Inflow -outflow hydrographs were run on the Calle Rondo Channel for the MCG design, the Watson design, and The Citrus course obstruction as -built situation. 5 RAINFALL PATTERNS — WINTER 2004 — 2005 The rainfall pattern for the winter storms of 2004 — 2005 was one of several multiple -day, low intensity storms. The maximum recorded daily rainfall for winter 2004-2005 was 1.00 inches on October 27, 2004 at the Indio gage. The maximum total for a multi -day storm for the same period was 2.18 inches for the eight day period of February 18 through February 25, 2005, measured at the Indio rain gage. The Thermal rain gage recorded similar rain amounts. The maximum daily rainfall ever recorded in the Coachella Valley was 6.45 inches in September 1939 with the storm center over Indio. The City design storm for a 24-hour, 100-year storm is 4.25 inches. These multiple -day low intensity storms are a factor in the volume of stormwater entering SilverRock between Avenue 52 as the flows rarely got deep enough to flow into The Citrus, and as such, continued flowing beneath Avenue 52 into SilverRock. 9 ANALYSIS OF THE CITRUS The original BSI drainage plan indicated that at node 29, 57 cfs maximum was to be allowed to drain southerly of Avenue 52 into SilverRock. The remaining flows of 397 cfs (454 cfs - 57 cfs), based upon a Q,00, would flow into a detention basin and be slowly released at a maximum flow rate of 57 cfs. The City -approved Morse Consulting Group ("MCG") design for The Citrus reflected a trapezoidal ditch parallel with Calle Rondo that had four outlets; two reinforced concrete boxes ("RCB") that drained into The Citrus and two 30-inch pipes that drained beneath Avenue 52 in SilverRock. The hydraulic grade line was set upstream of the two 30-inch pipes to allow 57 cfs to be the maximum flow allowed, with the remainder of the flows entering The Citrus by way of the two RCB's. The hydraulic grade line, due to the flatness of the Calle Rondo trapezoidal ditch, was the same for the two KCB's, as well as the two 30- inch pipes. The inverts of the two 30-inch pipes were elevation 30.10. The inverts of the RCB's were elevation 32.00 and 32.25, so that only greater -intensity storm flows would enter the RCB's and The Citrus course. The Citrus course retains all of the stormwaters that enter the course, as well as any stormwater for incident rainfall to The Citrus. Subsequent to the approval of the MCG plans, a different design was submitted to the City for the stormwaters to enter The Citrus course from the Calle Rondo Channel. (See Watson Calle Rondo Plans). The Watson design deleted the two RCB's and substituted two rectangular openings in the perimeter wall of The Citrus, with higher invert elevations of 33.10 and 33.20, effectively raising the spillover elevation in the Calle Rondo trapezoidal channel prior to overflow in The Citrus by a foot. Not included in the above spillover water surface elevations were other factors that influence the spillover water surface elevation such as various grading and golf cart path construction downstream of the spillover structures from the Calle Rondo Channel that effectively raise the spillover elevations an additional 0.5 feet to 1 foot prior to any spillover into The Citrus course. The MCG design allows significantly more storm flows into The Citrus at the same water surface elevation as listed below. Only at the higher storm flows (and higher water surface elevations) do the two designs approach parity. Water MCG Watson Surface Design Design Difference Difference Elevation cfs cfs cfs (o/0 — 32 0 _ 0 0 �_ _-_ 0 33 67.2 0 <67.2> 100% 34 190.0 112.0 <78.0> 41% 35 365.0 316.8 <48.2> 13% Both designs meet the criteria of passing 57 cfs or less beneath Avenue 52 in keeping with the BSI Master Plan of Drainage for a Qjoo storm frequency, and diverting the flows in excess of 57 cfs into The Citrus course, but the Watson design passes significantly more stormwater volume into the 30-inch pipes as a result of the higher spillover elevations to The Citrus. The FA Watson design is further exacerbated by the golf course construction raising the spillover elevation an additional 0.5 to 1 foot. MCG Design - Spillover Elevation 32 Water 2 30" 2 -Triple Surface Pipe Flow 2 x 4' RCB Flow Total Flow Elevation cfs) (cfs) (cfs --- 32 --� - - 19.2 0 19.2 32.6 31.3 31.2 62.5 33 36.8 67.2 104.0 34 45.7 190.0 235.7 35 53.4 365.0 418.4 35.4 56.3 399.8 456.1 Watson Design - Spillover Elevation 33 Water - 2 30" 2 - Triple - Surface Pipe Flow 2 x 4' RCB Flow I Total Flow Elevation (cfs) (cfs) (cfF� 32 � 19.2 0 19.2 33 36.8 0 36.8 34 45.7 112.0 157.7 _ 35 53.4 316.8 370.2 35.01 53.4 432.3 485.7 Golf Course Construction - Spillover Elevation 33.5 Water Surface Elevation 2 - 30" Pipe Flow cfs 2 - Triple 2' x 4' RCB Flow cfs 0 0 0 205.8 388.5 Total Flow cfs 19.2 36.8 41.2 259.2 446.8 32 33 33.5 35 35.7 19.2 36.8 41.2 53.4 58.3 Golf Course Construction - Spillover Elevation 34 Water Surface Elevation 2 - 30" Pipe Flow cfs) 2 - Triple 2' x 4' RCB Flow cfs Total Flow cfs _ 32 19.2 0 19.2 33 36.8 0 36.8 34 45.7 0 45.7 35 53.4 112.0 165.4 37.6 70.3 378.7 449.0 Comparing the four spillover scenarios, we arrive at the following At water surface elevation 32, all four scenarios contribute no stormwater to The Citrus; 19.2 cfs go into the two 30-inch pipes and onto SilverRock Golf Course. At water surface elevation 33, only the original MCG design contributes stormwater into The Citrus; 67.2 cfs into The Citrus and 36.8 cfs to the two 30-inch pipes. At this water surface elevation, the Watson design just reaches its spillover elevation. Only when the water surface elevation reaches 34 does spillover into The Citrus course occur due to the golf course construction blocking the drainage ways. This increase in the water surface elevation before spillover into The Citrus results in increased flows and flow volumes being conveyed to SilverRock. The impact of the Watson design was to pass increased volumes of stormwater into the SilverRock Golf Course and to reduce the stormwater volumes being diverted into The Citrus. The increased volumes were a direct result of increasing the spillover elevations into The Citrus, causing increased peak flows of lesser storms to pass directly through to SilverRock without any diversion to The Citrus. The additional increase (0.5' to 1'_+_) to the spillover elevation into The Citrus caused by the grading and construction of golf course facilities adds to the stormwater volumes that pass beneath Avenue 52 into SilverRock in a similar fashion. This Watson design change and the subsequent golf course construction probably have the greatest impact on increasing flow volumes to SilverRock. 0 ANALYSIS OF PACE ENGINEERING'S OFFSITE DRAINAGE MAP The one -sheet analysis prepared by Mark Krebs of PACE Engineering (undated and untitled) and the cover letter from the City Engineer dated August 9, 2005, reflected an increase in the offsite drainage flow volumes tributary to SilverRock when compared to the MDS Stormwater Management and Debris Control Plan dated November 17, 2003 (approved by Berryman and Henigar, December 4, 2003). MDS' review of the PACE analysis determined that there were multiple map errors and calculations based upon assumptions that were unable to be validated. As a result, MDS is of the opinion that the PACE map and the data and calculations thereon be used with caution. The following is a summary of MDS' review of the PACE analysis: 1 . The drainage area south of Calle Sonora in the Cove Area was labeled as 509 acres on the PACE map. MDS determined that this same area was 688 acres, which agrees with the areas noted in the BSI Master Plan. See following Area Comparison Table: Area Comparison Table South Cove Drainage Basin BSI Master Plan BSI Master Plan MDS Acreage PACE Acreage Subareas Acreage (acres) (acres) _ nacres 1 135.5 _ 147.5 Not noted 2 187.0 207.5 Not noted 3 193.5 201.0 Not noted 4 129.0 132.5 Not noted Subtotal 644.5 688.5 509 Note: Both the PACE acreage and the MDS acreage include portions of the BSI Master Plan Area 5 acreages; therefore, if the BSI acreage is increased by portions of Area 5, it agrees very closely with MDS acreages, allowing for scaling inaccuracies utilizing 71/2minute USGS quad maps. 2. There is a notation on the PACE map in this same drainage area (south of Calle Sonora) that MDS assumes the meaning to be that the City -installed storm drain in the Cove Area was capable of handling only a 20-year storm frequency and that all storms in excess of a 20-year storm would flow overland to the Calle Rondo Channel. MDS prepared hydrologic calculations on a typical Sub Drainage Basin with this area of the Cove and determined that the City storm drain system is capable of intercepting 83.5% of a 100-year storm frequency storm. Since the rainfall events in the subject winter were substantially less than 83.5% of a 100-year storm, no overland flow should have occurred from this drainage basin in the subject winter storm. See Appendix for hydrologic calculations. 3. The next downstream drainage area on the PACE map was bounded on the south by Calle Sonora, on the north by the La Quints Evacuation Channel and Calle Rondo on the east and was labeled as 300 acres but in reality scales 719 acres. This drainage area included parcels north of Calle Tampico that either retained all of their stormwater onsite, or detained all of their stormwater for low flow pumping to the Calle Rondo Channel. It also included a drainage basin bracketed by Calle Sonora 10 and Calle Sinaloa, neglecting to account for the storm drain in Calle Sinaloa which intercepts, at a minimum, 83.5% of a 100-year storm. The correct acreage for this drainage basin which includes the retained and detained stormwaters north of Calle Tampico is 560 acres, which agrees closely with the BSI Master Plan area of 558.3 acres. Area Comparison Table North Cove Drainage Basin I3SI Master Plan BSI Master Plan MDS Acreage PACE Acreage Subareas Acreage acres acres acres 1 124.1 -- Not noted 2 64.5 -- Not noted 3 68.8 -- Not noted 4 300.9 -- Not noted Subtotal 558.3 560 300 When the total area of the BSI subareas i through 4 are decremented by the drain area intercepted by the Sinaloa storm drain system and the areas north of Calle Tampico that either retain their stormwaters or use a detention / low volume pumping system, we arrive at a drainage basin flowing to Calle Rondo of 372 acres. 4. The PACE analysis had the mountainous area draining to SilverRock as 117 acres, which the MDS SilverRock Hydrology is in agreement with. The PACE V,00 reflected a sum of 27+18 for a total of 45 acre feet. The MDS SilverRock Hydrology agrees with the 27 acre feet but has no reason to add 18 acre feet to arrive at the 45 acre feet. While MDS is not aware of why PACE prepared their plan, MDS has determined that, due to the gross errors in the acreages and drainage basins, the PACE analysis and its data should be treated as unreliable and inaccurate. HE � 1F R Ijj 50 .1 4,J •t `9W Ar ' I'-i Y � ki 1 •ci r ■r J � • T., �` ,r -.yf• �r■.• if orfi'r�1 w fw 4M � 4 ,! t I t ti (00006 'on OMm lk U'. Zltl •r^fir - "�+ ;�� r• }kFr yr ' �� i Jed} I` kk!• fd wow I 414 a.- PREPARED BY: 0 300 600 x 0 { f ! 7■•/4■ A-47 NORTH H s�to b OYY,fa, CA 912u 0 0• I c R Yekr 7W771.417 IA1G 760-171 -/0" f C N V l f x ,•9,NF O„'�xa � "M IIA NNIl1 Ix OINIl11 IYRYlYa R{ Y2T ' .J41 1f\- ., sue►'. T _ �' T. li} _ '� M h. �, �L' �4 dot PREPARED BY: MO!t1 >t"N A-47 tills. 2cs . G OtIcN bOwm� GR767 Y.J_ YW"1-4017 M1u 7W771- 073 f C N V t T[ s}i\�AVyWwi�•M I ANItt .NclNl..$ sutvtrets f - FF• e ;�. EXHIBIT 3 HYDROLOGY COUNTY OF RIVERSIDE, STATE OF CALIFORNIA �5wc0.tP1 "'itltA�1FN*N.,-OSN N]1l.1 UNIT HYDROGRAPH ANALYSIS OF TRIBUTARY AREA TO CALLS RONDO CHANNEL To further investigate the drainage basin tributary to the Calle Rondo Channel, MDS performed Unit Hydrograph calculations for various storm frequencies and storm durations. These unit hydrograph storm flows were matched to the rational peak flow to arrive at the proper storm frequency and storm duration. The storm frequency and duration that most closely matched BSI's Q100 rational flow of 450 cfs was the 50-year storm frequency with a 6- hour duration, or 443 cfs, although the 6-hour, 100-year storm produced similar results of 433 cfs. The unit hydrograph peak flows were then compared to the As -Designed and As - Built condition for the Calle Rondo Channel and its two drainage outfalls. The results indicate that the original MCG design starts to pass stormwaters into both The Citrus course and the 30-inch pipes (HGL=32) for a 6-hour, 2-year storm frequency and duration. In the as -built (Watson) design, all stormwaters up to a 2-year, 6-hour storm are passed into the 30-inch pipes until the HGL of 33.75 is reached. The original MCG design passes the 6-hour, 25-year storm at HGL 34.5, while the as -built (Watson) design does not pass the same storm event until HGL 35, passing more stormwaters into the 30-inch pipes. At higher storm frequencies, both the original MCG design and the as -built (Watson) design function the same. 12 ALTERNATE ONE MORSE CONSULTING GROUP ORIGINAL DESIGN CITY APPROVAL MAY 2911990 SPILLOVER ELEVATION INTO THE CITRUS = 32.0 NDS Coneuiling 17220 Reetli:l Aenoo, St, to 350 Irvi-. CA 92614 Phone (949) 2G1-8821 Fax (949) 251-0516 Email:mdsirvine(rSmosconsullii;fl.net Depth / Outflow / Storage Relationship ELEV ITEM ACTUAL SEE WSPGi Q1 Q2 Q3 Qlolal STORAGE DEPTH _ CALCULATIONS _ =61*Qz,Q3 _ 1No. Q1 & Q2 pipe#I p1pe82 RCB [Ft] MANUAL [CfS] (CfS] [CS] talc-ff] CALCULATIONS FOR Q3 3010 1 000 00 00 0.0 0.0000 �.. 320 2 1.88 _ 7.2 12.0 0.0 19.2 0.3107 32.60 3 2 5,0 I _ 12.7 18.6 31.2 62.5 0.4820 INV 30 10 33.0 4 2.90 14.9 21.9 67.2 104.0 0,6863 2-30 "0 I 33.5 5 3.40 17.3 23.8 128.6 169.7 0.9127 34.0 - 6 3.90_ ..._. 19.6.. 26.1 190.0 235.7 1.1501 -� 35.0 7 2 23A 30.0 365.0 418.4 1.656 35.4 8 5.30 24.8 31.5 399.8 456.1 1.9773 1 Orifice EL a4.o Q=CA(29h)112 1 H z.0 C - 0.67 EL 32 0 Weir .Q =CL'rl3/2 __. _._... r C =2.8 AL- 1 CALLE RONDO DETENTION BASIN Tract 24890 CHARACTERISTIC tfi1e:c:excel\248902 TRIPLE 4X2 RCB SDO) Clily of LA QUINTA .. 0 AA k***kkk -k*k**** F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251-8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net **************k*****kk**k* DESCRIPTION OF STUDY *k************************ * TRACT 24890 * CALLE RONDO -- DETENTION BASIN CHARACTERISTICS * Q100 / 1 HR INVESTIGATION WITH 2 TRIPLE 4x2 RCB INV EL 32.00 FILE NAME: C:\AES99\HYDROSFT\FLOQDX\24890\24890.R01 TIME/DATE OF STUDY: 15:49 04/17/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 ----------------------------------------------_-_______---------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) «« < (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 USER -ENTERED RAINFALL = 2.10 INCHES RCFC&WCD 1-Hour Storm (5-Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.60) RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 0.9800 UNIT HYDROGRAPH TIME UNIT � 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 6.879 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 0.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION IN7:'15RVAL "S" GiRAPi-i UNIT HYDROGRAPH NUMMER AE'AN VALUES ORD.1 NATLS (CL S ) ------------------------------------------- 0.303 13 618 2 0.917 27.650 3 1..889 43.732 4 3.082 53.654 5 4.677 71..779 6 6.475 80.859 '7 8.725 1,01.22.11 8 11.596 129.195 9 15.924 1,94.698 10 21..433 241.823 11 28.462 316.246 1.2 34.821, 286.085 13 40.651, 262.291 14 45.438 215.362 15 49.752 1,94.081, 1.6 53.448 166.2'74 17 56.830 1,52.132 18 59.530 12.1.47:1, 19 62.003 11.1.172 20 64.1.54 96.882 21 66.1,31 88.945 22 67.944 81..563 23 69.649 76.681 24 71..280 73.389 25 '72.709 64.288 26 '74.059 60.731 27 /5.286 55.181 28 76.481 53.789 29 77.639 52.0`71, 30 78.688 47.201 31. 79.59'7 40.885 32 80.505 40.853 33 81.405 40.527 34 82.190 35.285 35 82.933 33.420 36 83.676 33.426 37 84.407. 32.621 38 85.066 29.933 39 85.726 29.703 40 86.387 29.709 41. 86.989 27.1.1.0 42 87.540 24.766 43 88.090 24.753 44 88.630 24.287 45 89.068 19.'708 46 89.481 18.512 47 89.894 18.584 48 90.299 1.8.214 49 90.684 17.358 50 91.070 17.332 51. 91.454 17. 307 52 91..806 15.81.3 53 92.136 1.4.855 54 92.466 14.855 55 92.793 14.714 56 93.099 13.769 57 93.402 13.629 58 93.705 13.603 59 93.983 12.504 60 94.217 10.537 6:1, 94.451 10.537 62 94.685 :L0.51.2 63 94.919 1.0.525 64 9`i.153 10.525 65 95.387 10.525 66 95.611 10.090 67 95.'794 8.251 68 95.973 8.060 69 96.152 8.034 70 96.331, 8.060 1.1 96.51.0 8.04'7 72 96.689 8.047 73 96.865 7.919 74 97.002 6.1.56 '7 5 97. 1.25 5. 5 4 4 76 97.250 5.620 77 97.373 5.543 78 97.49'7 5.594 79 97.621. 5.543 80 97.745 5.594 81 97.838 4.190 82 97. 907 3. 11.7 83 97.975 3.065 84 98.044 3.091. 85 98.1.13 3.117 86 98. 1.83 3. 11.7 87 98.251 3.065 88 98.324 3.295 89 98.406 3.704 90 98.489 3.'130 9:L 98.571 3. 678 92 98.654 3.'730 93 98.736 3.704 94 98.819 3.730 95 98.902 3.704 96 98.984 3.104 97 99.067 3.'730 98 99.149 3.'704 99 99.231. 3.704 1.00 99.314 3.704 101. 99.396 3.704 102 99.478 3.'704 103 99.561 3.704 104 99.643 3.704 1.05 99.725 3.704 106 99.808 3.704 1.07 99.890 3.'104 108 99.972 3.704 1.09 300,000 1..239 TOTAL, STORM RAINFALL(INCHES) = 2.1.2 TOTAL SOIL-LOSS(INCIIES) = 0.30 TOTAL EFFECTIVE RAINFALL(INCHES) 1.82 -------------------------- ---- ------- TOTAL SOIL -LOSS VOLUME (A(-RE-['11;I T) -- 9.2052 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 54.5646 ---------------------------------------------------------------------------- 1. - H 0 U IR S T O R M R U N 0 F F H Y 0 R 0 G R A P H HYDROGRAPH IN FTVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Tntervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AP) Q(CPS) 0. 125.0 250.0 375.0 000.0 ---------------------------------------------------------------------------- 0.083 0.0045 0.66 Q 0.167 0.0187 2.06 Q 0.250 0.0490 4.40 Q 0.333 0.1009 7.52 Q 0.41.7 0.1829 11.93 Q 0.500 0.3026 1V.39 VQ 0.583 0.4736 24.82 VQ 0.667 0.7139 34.90 V Q 0.150 14647 50.93 V Q 0.833 1.6091 79.06 V Q 0.917 2.3835 112.43 V Q 1.000 3.3883 145.93 v Q 1.083 4,6007 176.03 V Q 1.167 6.0378 208.68 v Q 1.250 7.6724 237.34 v Q 1.333 9.5521 272.94 v Q 1.417 11.1261 315.65 v Q 1.500 14.3001 373.75 v Q. 1.583 17.1823 418.49 v Q 1.66V 20.2870 450, 80 lop F v Q YOU 23.1520 415.99 P_/� v Q 1.833 25.1301 374.35 v Q. 1.917 27.9389 320.72 v Q 2.000 29.8930 283,73 VQ 2.083 33.5986 247.66 Q. v 2.167 33.1184 220.67 Q v 2.250 34.4170 188.55 Q v 2.333 35.5818 170.01 Q v 2.417 36.6310 152.34 Q v 2,500 3'7.6010 139.98 Q 2,583 38.4900 129.09 Q v 2.667 39.3211 120.61 Q. v 2,750 40.1003 113.15 Q. V. 2.833 40.8102 103.07 Q V. 2.917 41.4738 96.35 Q v 3.000 42.0902 89.50 Q v 3.083 42.6782 85.39 Q v 3.161 43.2362 81.01 Q 3.250 43.7519 11.87 Q v 3.333 44.2250 68.70 Q v 3.417 44,6824 66.42 Q v 3,500 45.1222 63.87 Q v 3.583 45.5285 58.98 Q v 3.661 45.9161 56.28 Q v 3.750 46.2928 54.70 Q v 3.833 46.6551 52.62 Q v 3.917 46.9911 49.66 Q v 4.000 47.3284 48.10 Q v 4.083 41.6485 46.48 Q v 4.161 47.9474 43.40 0 v 4.250 48.2274 40.65 Q v 4.333 48.4977 39.25 Q v 4.417 48.7548 37.33 Q v 4,500 48.9853 33.46 Q v 4.583 49.2045 31.82 Q v 4.663 49.4187 31.10 Q v 4.750 49.6274 30.30 . Q V 11.833 99.8291, 29.30 Q V 4.917 50.0269 28.'71 Q V 5,000 50.21.91, 27.91. Q v 5,083 50.4003 26.31. Q V 5,16'7 50.5'733 25.1.3 Q v 5.250 50.7425 24.56 .Q v 5.333 50.9072 23.92 .Q V 5.417 51..0640 22.88 Q V 5.500 51.21.80 22.25 .Q V 5,583 51..3663 21.53 .Q V 5.66`/ 51.5049 20.12 Q v 5.750 51.6320 18.45 .Q v 5.833 51..'7561. 1.8.02 .Q v 5.917 51.8783 17,74 .Q v 6.000 51.9988 17.51 .Q v . 6.083 52.1173 17.20 .Q V 6.1.67 52.2325 1.6.12 .Q V . 6.250 52.3413 15.80 .Q V . 6.333 52.4395 14.25 .Q v 6.41.7 52.53/10 13.73 Q V . 6.500 52.6266 13.44 .Q V 6.583 52.7177 1.3.22 .Q v 6.667 52.8068 12.93 Q V . 6.750 52.8930 12.52 .Q V 6.833 52.9742 1.1.79 Q v G. 917 53.0447 1.0.23 Q V . 7.000 53.1097 9.45 Q V 7.083 53.1730 9.18 Q V . 7.167 53.2343 8.91 Q V. 1.250 53.2940 8.66 Q V. 7.333 53.351.3 8.33 Q V. 7 . 417 5.3.4057 7.89 Q V. 7.500 53.4516 6.66 Q V. 7.583 53.4914 5.78 Q V. 7.667 53.5301. 5.63 Q V. 7.750 53.5691. 5.66 Q V. 7.833 53.6086 5.74 Q V. 7.91"7 53.6486 5.81. Q V. 8.000 53.6892 5.89 Q V. 8.083 53.7315 6.1"5 Q V. 8.367 53.7761. 6.47 Q V. 8.250 53,8210 6.53 Q V. 8.333 53.8659 6.52 Q V. 8.417 53.91.10 6.54 Q V. 8.500 53.9560 6.53 Q V. 8.583 54.001.1 6.55 Q V. 8.667 54.0460 6.53 Q V. 8.750 54.0910 6.53 Q V. 8.833 54.1.360 6.54 Q V. 8.917 54,1810 6.53 Q V. 9.000 54.2259 6.52 Q V. 9.083 54.2.700 6.40 Q V. 9.1.67 54.3128 6.21 Q V. 9.250 54.3541. 6.00 Q v. 9.333 54.3937 5.75 Q V. 9.41'7 54.4315 5.48 Q V. 9.500 54.4669 5.1.5 Q V. 9.583 54.4996 4.74 Q V. 9.667 54.5289 4.25 Q V. 9."750 54.5528 3.4'7 Q v. 9.833 54.5625 1.41 Q V. 9.91.7 54.5643 0.26 Q V. 1.0.000 54.5646 0.04 Q V. **************************************************************************** FLOW PROCESS FROM NODE, 10.00 TO NODE 10.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) I I V effective depth ----------- j (and volume) I I E I I I I....V........ I detention 1<-->I outflow basin I I...•... ----------- I I \ I I dead I basin outlet V I storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.88 19.20 0.311 3 2.50 62.50 0.482 4 2.90 104.00 0.686 5 3.40 169.50 0.913 6 3.90 235.70 1.150 7 4.90 418.40 1.656 8 5.30 456.10 1.977 MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK TIME MRS) -------------- 0.083 0.167 0.250 0.333 0.417 0.500 MEAN DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------- 0.000 0.66 0.00 0.02 0.1 0.004 0.000 2.06 0.00 0.09 0.6 0.014 0.000 4.40 0.00 0.21 1.5 0.034 0.000 7.52 0.00 0.39 3.1 0.065 0.000 11.91 0.00 0.66 5.4 0.110 0.000 17.39 0.00 1.03 8.6 0.170 0.583 0.000 24.82 0.00 1.52 13.0 0.2.51. 0.661 0.000 34.90 0.00 2.00 27..5 0.343 0.750 0.000 50.93 0.00 2.31, 38.4 0.430 0.833 0.000 79.06 0.00 2.62 62.3 0.545 0.917 0.000 112.43 0.00 2.92 90.8 0.694 1.000 0.000 1.45.9:1. 0.00 3.22 1,26.1, 0.831 1.083 0.000 .176.03 0.00 3.45 i60.8 0.935 1..167 0.000 2.08.6II 0.00 3.69 1L91.9 1.051. 1.250 0.000 237.34 0.00 3.91 222.4 1.153 1..333 0.000 272.94 0.00 4.13 256.9 1.264 1..41.7 0.000 315.65 0.00 4.36 298.4 1..383 1.500 0.000 373.75 0.00 4.69 349.7 1.549 1.583 0.000 41.8.49 0.00 4.92 400.1 1..675 1.667 0.000 450.80 0.00 5.111 429.3 1.823. 1.750 0.000 41.5.99 0.00 4.9'7 431.'7 1..715 1.833 0.000 374.35 0.00 41.66 400.3 1.536 1.91.7 0.000 320.72 0.00 4.33 345.0 1..369 2.000 0.000 283.'73 0.00 4.1.4 297.6 1. 2'74 2.083 0.000 247.66 0.00 3.95 262.2 1.173 2.1.6`7 0.000 220.67 0.00 3.78 232.1, 1.094 2.250 0.000 1.88.55 0.00 3.55 204.7 0.983 2.333 0.000 170.01 0.00 3.4:1. 179.8 0.916 2.417 0.000 152.34 0.00 3.27 161..4 0.854 2.500 0.000 1.39.98 0.00 3.17 1.46.2 0.811. 2.583 0.000 1,29.09 0.00 3.09 1.34.6 0.773 2.667 0.000 120.67 0.00 3.03 124.9 0.744 2.750 0.000 1.1.3.1.5 0.00 2.97 11.6.9 0. 718 2.833 0.000 103.07 0.00 2.89 108.2 0.683 2.917 0.000 96.35 0.00 2.84 100.4 0.655 3.000 0.000 89.50 0.00 2.77 94.2 0.622 3.O83 0.000 85.39 0.00 2.13 88.6 0.600 3.167 0.000 81.01. 0.00 2.69 84.2 0.578 3.250 0.000 74.87 0.00 2.63 79.0 0.549 3.333 0.000 68.70 0.00 2.57 73.1. 0.519 3.41.7 0.000 66.42 0.00 2.54 68.5 0.504 3.500 0.000 63.87 0.00 2.52 65.7 0.491 3.583 0.000 58.98 0.00 2.46 62.0 0.471. 3.667 0.000 56.28 0.00 2.41. 58.1 0.458 3.750 0.000 54.70 0.00 2..39 55.7 0.452 3.833 0.000 52..62 0.00 2.36 53.8 0.444 3.91.7 0.000 49.66 0.00 2.32 51.3 0.432 4.000 0.000 48.1.0 0.00 2.30 49.0 0.426 4.083 0.000 46.48 0.00 2.27 47.4 0.419 4.167 0.000 43.40 0.00 2.23 45.1 0.407 4.250 0.000 40.65 0.00 2.19 42.2 0.396 4.333 0.000 39.25 0.00 2.1.7 40.1 0.390 4.417 0.000 37.33 0.00 2.1.4 38.4 0.383 4.500 0.000 33.46 0.00 2.09 35.6 0.368 4.583 0.000 31.82 0.00 2.06 32.8 0.361 4.667 0.000 31.1.0 0.00 2.05 31.6 0.358 4.750 0.000 30.30 0.00 2.04 30.8 0.355 4.833 0.000 29.30 0.00 2.03 29.9 0.351, 4.917 0.000 28.71 0.00 2.02 29.1. 0.348 5.000 ------------------------------------------------------------------------- 0.000 2'1.91. 0.00 2.01 28.4 0.345 PROCESS SUMMARY OF STORAGE; INFLOW VOLUME = 54.565 AF BASIN STORAGE � 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 54.565 AF LOSS VOLUME = 0.000 Ali END OF FLOODSCX ROUTING ANALYSIS F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251-8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net ************************** DESCRIPTION OF STUDY ************************** * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 3 HR INVESTIGATION WITH 2 TRIPLE 4X2 RCB INV EL 32.00 ************************************************************************** FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\24890.R03 TIME/DATE OF STUDY: 17:07 04/17/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 ------------------------------------------------ »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL--LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 USER -ENTERED RAINFALL = 2.70 INCHES RCFC&WCD 3--Hour Storm (5-Minute period) SELECTED RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 0.9985 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 6.879 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 0.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT -HYDROGRAPH ^DETERMINATION =====______-__________�..�_ ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VAIU7,ES ORD! NATES(C"r'S) ---------------- 1 0.303 - 1.3.618 2 0.91."1 27.650 3 1.889 43.'732 4 3.082 53.654 4 . 61 '1:1, . 1 19 6 6.4'75 80.859 '1 8. 7 2 5 1, 01, .221, 8 11..596 129.L95 9 15.924 194.698 10 21.433 247.823 1.1 28.462 316.246 1.2 34.821 286.085 13 40.651. 262.291 14 45.438 21.5.362 1.5 49.'752 1.94.081, 16 53.498 .1.66.274 17 56.830 152.132 1.8 59.530 1,21.471 19 62.001 11.1.1.72 20 64.154 96.882 21 66.1,31. 88.945 22 67.944 81.563 23 69.649 '76.681 24 '71..280 73.389 25 72.709 64.288 26 74.059 60.7:31. 2'/ 15.286 S5. 1.81. 28 76.481 53.789 2.9 77. 639 52.071 30 78.688 41.201" 31. 19.597 40.885 32 80.505 40.853 33 81.405 40.527 34 82.190 35.285 35 82.933 33.420 36 83. 67 6 33.426 37 84.401. 32.621. 38 85.066 29.933 39 85.726 29.703 40 86.387 29.709 41. 86.989 21.1.1.0 42 87.540 24.766 43 88.090 24.753 44 88.630 24.287 45 89.068 19.708 46 89.481 18.572 47 89.894 18.584 48 90.299 18.21.4 49 90.684 1.'1.358 50 91.070 1.7.332 51 91.454 17.301 52 91.806 1.5.813 53 92.136 14.855 54 92.466 14.855 55 92.793 1.4.'114 56 93.099 13.769 57 93.402 1.3.629 58 93.705 1.3.603 59 93.983 12.504 60 94 .217 1.0. 531 61 94.451 10.537 62 94.685 10.51.2 63 94.9i9 10.525 64 95.1,53 11) 525 65 95. 38'7 1.0. 525 66 9.5.611 1.0.090 6'7 95.'794 8.251, 68 95.973 8.060 69 96.1.52 8.034 10 96.331, £3.060 71 96.51.0 8.047 72 96.689 8.047 73 96.865 7.919 74 97.002 6.156 '75 97.125 5.544 76 97.250 5.620 77 97.373 5.543 78 97 .4 97 5.594 79 97.621, 5.543 80 9`7. 145 5.594 81 97.838 4.190 82 97,90'7 3.117 83 97.975 3.065 84 98.044 3.091 85 98.113 3.11.7 86 98.1.83 3.117 87 98.251 3.065 88 98.324 3.295 89 98.106 3.704 90 98.489 3.730 91 98.571 3.678 92 98.654 3.730 93 98.736 3.704 94 98.819 3.'730 95 98.902 3.'704 96 98.984 3.'704 97 99,067 3.730 98 99.1.49 3.'104 99 99.2313.704 100 99.314 3.704 1.01, 99.396 3.704 1.02 99.478 3.'704 1.03 99.561. 3.104 1.04 99.643 3.704 1.05 99.725 3.704 106 99.808 3.704 107 99.890 3.104 108 99.972 3.704 1.09 100.000 1.239 --------------------------------------------------------- TOTAL STORM RAINFALL (INCHES) = 2.'10 TOTAL SOTL-LOSS(INCHES) = 0.81 TOTAL EFFECTIVE RAI NFALL(INCHES) = 1.88 ------------------------ TOTAL SOIL, -LOSS VOLUME(ACRE-FEET) = 25.1844 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 58.3628 --------------------------------------------------------- 3- H O U R S T 0 R M R U N O F F 11 Y D R 0 G R A P 11 -._ - - --- -- - - -------- _ HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CuS) ------------'---------------------------------------- (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AP) -------`-------------------------------- Q(CES) ------- 0. 100.0 200.0 300.0 0.083 0.0011 O.17 Q 0.1.6'7 0.0046 0.50 Q 0.250 0.010 0.96 Q 0.333 0.0224 1.62 Q 0.41.7 0.0400 2.56 Q 0.500 0.0664 3.83 Q 0.583 0.1.034 5.38 Q 0.66'7 0,1553 7.53 Q 0.750 0.2279 10.54 VQ 0.833 0.3267 14.35 VQ 0.917 0.456'7 18.87 VQ 1.000 0.61.97 23.67 V Q 1.083 0.8113 28.70 V Q 1.1.61 1,0559 34.64 V Q 1.250 1.3345 40.46 V Q 1.,333 1..6552 46.57 V Q 1.411 2.01.32 51.97 .V Q 1.500 2.4089 57.46 .V Q 1.583 2,8387 62.41 .V Q 1.667 3.3041. 67.57 V Q 1.750 3.8125 13.82 V Q 1.833 4.3719 81..22 V Q 1..917 4.9865 89.24 V Q . 2.000 5.6550 9'7.07 V Q. 2.083 6.3788 105.10 V Q 2.167 7.1.606 1.1.3.52 V .Q 2.250 8.0124 123.68 V Q 2.333 8.9343 133.85 V Q 2.417 9,9366 1.45.54 V Q 2.500 11.0297 1.58.72 V Q 2.583 1.2.2289 174.12 V Q 2.667 1.3.5291. 180.79 V. Q 2.750 14.9303 203.45 V Q 2.833 16.4302 217.79 .V .Q 2.91.7 1.8.0398 233.71. V Q 3.000 19.7631. 250.23 V Q 3.083 21.6135 268.38 V Q 3.16'7 23.5762 285.27 V Q . 3.250 25.6796 305.41 V Q 3.333 27,861.0 316.75 V. Q 3.41.7 30.0430 31.6.82 V .Q 3.500 32.1127 300.52 V Q 3.583 34.0038 274.59 V Q 3.667 35.7046 246.96 Q 3,750 37.231.2 221..66 Q V 3.833 38.5888 197.12 Q. V 3.917 39.7983 175.63 Q V 4.000 40.8761 156.49 Q V . 4.083 41..8466 140.91 Q V . 4.167 42.7308 128.39 Q V. 4.250 43.5415 11.7.71 .Q V. 4.333 44.2929 109.09 Q V 4.417 44.9920 101.51 Q V 4.500 45.6452 94.85 Q. .V 4.583 46.2539 88.38 Q .V 4.667 46.8225 82.56 Q V 4.750 47.3580 77.75 Q V 400.0 4.833 47.8641 73.49 4.91"7 48.3406 69.18 5.000 48.7881 64.99 5.083 49.2100 61.25 5.167 49.6100 58.09 5.250 49.991.2 55.34 5.333 50.3525 52.46 5.41.7 50.6962 49.91 5.500 51.0260 47.88 5.583 51.3420 45.89 5.667 51.6444 43.90 5.750 51.93414 42.17. 5.633 52.211.E 40.26 5.917 32.4749 38.23 6.000 52.7253 36.35 6.083 52,9633 34.57 6.1.67 53.1896 32.8.5 6.250 53.4032 31..02 6.333 53.6066 29.53 6.417 53.8029 28.50 6.500 53.9925 27.54 6.583 54.1.754 26.55 6.667 54.3520 25.65 6.750 54.5223 24.73 6.833 54.6859 23.75 6.91'7 54.8433 22.86 1.000 54.9953 22.07 7.083 55.1.41.7 27..26 7.1.67 55.2822 20.40 1.250 55,4171 1.9.58 7.333 55.5/161, 18.72 7.41'7 55.6690 1.7.85 7.500 55.7860 16.98 7.583 55.8985 16.34 7.667 56.0078 15.87 7.750 56.1135 15.35 7.833 56.215'7 14.84 '7.917 56.31.36 14.22 8.000 56.4071 1.3.57 8.083 56.4958 12.88 8.167 56.5806 12.32 8.250 56.6627 8.333 56.741.8 1.1.49 8.417 56.8183 11.1.0 8.500 56.891.3 1.0.61. 8.583 56.9606 10.06 8.667 57.0259 9.47 8.750 57.0878 8.99 8.833 57.1477 8.70 8.917 57.2056 8.40 9.000 57.2617 8.15 9.083 5'1.31.58 '7.84 9.167 57.3668 '7.42 9.250 57.41.48 6.96 9.333 57.4597 6.53 9.417 57.5032 6.32 9.500 5'7.5461. 6.22 9.583 57.5884 6.15 9.667 57.6304 6.09 9.750 57.6723 6.09 9.833 57.71.45 6.13 9.91.7 57.'7569 6.1.6 10.000 57.7992 6.14 1.0.083 57.8408 6.03 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q 4 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q v Q v Q v Q v Q v Q v Q v Q v Q v v v v v v v v v . v . v . v . v . v . v . v . v . v . v . v . v . v . v . v. v. v. v. v. v. v. v. v. v. v. v. v. v. v. v. v. v. v. 1.0,167 `i'7.8815 5.92 Q V. 1.0.2`;0 5 1, 9214 5.19 Q V. 10.333 57.9605 5.67 Q V. 1.0.417 57.9985 5.52 Q V. 1.0.500 58.0352 5.33 Q V. IS.583 58.0708 5.1'7 Q V. 10.667 58.1,051, 4.99 Q V. 1.0.`750 58.:1.379 4.76 Q V. 10.833 58.1.691, 4.53 Q V. 10.91.7 58.1989 4.32 Q V. 11..000 58.2272 4.11 Q V. 11..083 58.2539 3.88 Q V. 11.1,67 5i8.2786 3.59 Q V. i.1.250 58.3006 3.20 Q V. II,333 58.3205 2.88 Q v. 1.1..417 58.3310 2.40 Q V. 11.500 58.3492 1.7.7 Q V. 11.583 58.3566 1.07 Q V. 1.1.667 58.3599 0.49 Q V. 11.750 58,3616 0.24 Q V. 11.833 58.3625 0.14 Q V. 11.917 58.3629 0.04 Q V 12.000 58.3629 0.00 Q V *************A******A I A . .*� *.*****.A..*41..kA.*A.A.A..I:*A***i*A*A***A********'A II*'A*'k*'Y* FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 3.1 -------------------------------------------------------------- »»>FLOW-TflROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM 1k1.««< I: NFLOW (STREAM 1) I I V effective depth ----------- I (and volume) I I I I I....V........ I detention I< -->I outflow I basin I I ......... - I I. - I dead basin outlet. V storage OUTFLOW - (STREAM I) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD S'1ORAGE: (AF) - 0.000 SPEC:CFIED DEAD STORAGE(AL') FILLED 0.000 SPECIFIED L:FFECTI:VE VOLUME(AF) L'TLLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) -- 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORViATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1..88 1.9.20 0.31.1. 3 2.50 62.50 0.482 4 2.90 104.00 0.686 5 3.40 169.70 0.913 6 3.90 235.70 1.150 7 4.90 418.40 1.656 8 5.30 456.10 1.977 MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.083 0.000 0.17 0.00 0.01 0.0 0.001 0.167 0.000 0.50 0.00 0.02 0.1 0.003 0.250 0.000 0.96 0.00 0.05 0.3 0.008 0.333 0.000 1.62 0.00 0.09 0.7 0.014 0.417 0.000 2.56 0.00 0.14 1.2 0.024 0.500 0.000 3.83 0.00 0.22 1.9 0.037 0.583 0.000 5.38 0.00 0.33 2.8 0.055 0.667 0.000 7.53 0.00 0.47 4.1 0.078 0.750 0.000 10.54 0.00 0.67 5.8 0.111 0.833 0.000 14.35 0.00 0.93 8.2 0.153 0.917 0.000 18.87 0.00 1.25 11.1 0.207 1.000 0.000 23.67 0.00 1.62 14.7 0.269 1.083 0.000 28.70 0.00 1.94 20.1 0.328 1.167 0.000 34.64 0.00 2.09 28.7 0.369 1.250 0.000 40.46 0.00 2.18 36.9 0.393 1.333 0.000 46.57 0.00 2.27 43.1 0.417 1.417 0.000 51.97 0.00 2.34 48.8 0.439 1.500 0.000 57.46 0.00 2.42 54.3 0.460 1.583 0.000 62.41 0.00 2.49 59.5 0.480 1.667 0.000 67.57 0.00 2.54 64.3 0.502 1.750 0.000 73.82 0.00 2.60 69.6 0.531 1.833 0.000 81.22 0.00 2.67 76.1 0.567 1.917 0.000 89.24 0.00 2.74 83.6 0.605 2.000 0.000 97.07 0.00 2.82 91.5 0.644 2.083 0.000 105.10 0.00 2.89 99.4 0.683 2.167 0.000 113.52 0.00 2.91 108.4 0.719 2.250 0.000 123.68 0.00 3.05 118.5 0.754 2.333 0.000 133.85 0.00 3.13 128.8 0.789 2.417 0.000 145.54 0.00 3.22 139.7 O.B29 2.500 0.000 158.72 0.00 3.32 152.1 0.875 2.583 0.000 174.12 0.00 3.43 166.4 0.928 2.667 0.000 188.79 0.00 3.54 181.2 0.980 2.750 0.000 203.45 0.00 3.65 195.8 1.033 2.833 0.000 217.79 0.00 3.76 210.3 1.085 2.917 0.000 233.71 0.00 3.88 225.4 1.142 3.000 0.000 250.23 0.00 3.99 242.6 1.195 3.083 0.000 268.38 0.00 4.09 261.0 1.246 3.167 0.000 285.27 0.00 4.18 278.5 1.292 3.250 0.000 305.41 0.00 4.29 297.2 1.349 3.333 0.000 316.75 0.00 4.35v 312.6 1.377 3.417 0.000 316.82 0.00 4.34 317.21' 1.374 3.500 0.000 300.52 0.00 4.25 307.7 1.325 3.583 0.000 274.59 0.00 4.10 285.4 1.251 3.667 0.000 246.96 0.00 3.95 258.1 1.174 3.750 0.000 221.66 0.00 3.79 232.7 1.098 3.833 0.000 197.12 0.00 3.61 209.4 1.013 3.917 0.000 175.63 0.00 3.45 186.9 0.936 4.000 0.000 156.49 0.00 3.30 1.66.4 0.868 9.O83 0.000 190.91 0.00 3.1.8 148.8 0.814 4.1.67 0.000 128.39 0.00 3.09 139.7 0.770 4.250 0.000 1i7.71 0.00 3.00 12 3.1. 0.734 4.333 0.000 1,09.09 0.00 2.94 1.13.4 0.704 4.41.7 0.000 101..51 0.00 2.88 1.05.5 0.6'76 4.500 0.000 94.85 0.00 2.82 99.0 0.647 4.583 0.000 88.38 0.00 2.76 92.9 0.616 4.66'7 0.000 82.56 0.00 2.71 86.8 0.587 4.'750 0.000 77.'75 0.00 2.66 81..3 0.562 4.833 0.000 '73.49 0.00 2.62 '76.6 0.541. 4.911 0.000 69.1.8 0.00 2.57 72.3 0.519 5.000 0.000 64.99 0.00 2.53 68.0 0.499 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME _- 58.363 Al.' BASIN STORAGE = 0.000 AF (WITH 0.000 A❑ INITIALLY FILLI3D) OUTFLOW VOLUME = 58.363 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYS[S F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949--251-8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net ************************** DESCRIPTION OF STUDY ************************** * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 6 HR INVESTIGATION WITH 2 TRIPLE 4X2 RCB INV EL 32.00 FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\24890.R06 TIME/DATE OF STUDY: 17:14 04/17/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>» >SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 USER -ENTERED RAINFALL = 3.20 INCHES RCFC&WCD 6-Hour Storm (5-Minute period) SELECTED RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 0.9990 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 6.879 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 0.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VAI.OIJS ORDINA'PHS(CFS) ------------------------------------------------------------ 1. 0.303 13.618 2 0.91'7 2`7.650 3 1.889 43.732 4 3.082 53.654 5 4.677 Z1.779 6 6.475 80.859 7 8 . *725 1.01.. 221. 8 11.596 1.29.195 9 15.924 1.94.698 10 21.433 24'7.823 11 28.462 316.246 1.2 34.821 286.085 13 40.651. 262.291 14 45.438 215.362 15 49.'152 194.081, 16 53.448 166.274 1.7 56.830 1,52.1.32 1.8 59.530 1.21.. 4'11 19 62,001. 1.11.172 20 64.1.54 96.882 2:L 66.131 88.945 22 61,944 81.563 23 69.649 76.681. 24 71.280 '73.389 25 72.'709 64.288 2.6 '74.059 60.731. 27 75.286 55.1.81. 28 76.481. 53.789 29 77.639 52.071 30 78.688 47.201. 31 79.597 40.885 32 80.505 40.853 33 81.405 40.527 34 82.190 35.285 35 82.933 33.420 36 83.676 33.426 31 84.401 32.621, 38 85.066 29.933 39 85.'726 29.'703 40 86.381 29.709 41 86.989 27.13.0 42 87.540 24.'766 43 88.090 2.4.753 44 88.630 24.287 45 89.068 19.708 46 89.481, 18.572 47 89.894 18.584 48 90.299 18.214 49 90.684 11.358 50 91.070 17.332 51 91.454 17.307 52 91.806 1.5.81.3 53 92.1.36 1.4.855 54 92.466 14.855 55 92.793 14.714 56 93.099 1.3.769 57 93.402 1.3.629 58 93.705 13.603 59 93.983 1.2.504 60 94.217 1.0.53'1 61 94.451. 1.0.53'1 62 94.685 10.512 63 94.919 10.525 ' 64 95.153 10.525 65 95.38*1 10.525 66 95.611. 1.0.090 67 95.791 8.251 68 95.973 8.060 69 96.152 8.0311 70 96.3:31 8.060 71 96.510 8.047 72 96.689 8.047 73 96.865 7.919 14 97.002 6.1.56 75 97.125 5.544 76 97.230 5.620 .7.1 97.3"73 5.543 78 97.497 5.594 79 97.621. 5.543 80 97.745 5.594 81 97.838 4.190 82 97.907 3.1.17 83 97.975 3.065 84 98.044 3.091 85 98. 113 3. 1.1.7 86 98.183 3.117 87 98.251. 3.065 88 98.324 3.295 89 98.406 3.704 90 98.489 3.730 91 98.571. 3. 678 92 98.654 3.730 93 98.736 3.704 94 98.819 3.730 95 98.902 3.704 96 98.984 3.'704 97 99.067 3.730 98 99.149 3.704 99 99.231 3.704 1.00 99. 31A 3.704 1.01 99.396 3.704 102 99.478 3.'104 103 99.563. 3.704 104 99.643 3.704 105 99.725 3.)04 106 99.808 3.704 107 99.890 3.704 108 99.972 3.'104 109 1.00.000 1.239 ------------------------------------------------------------------------ TOTAL STORM RAINFALL (INCHES) = 3.20 TOTAL SOIL-LOSS(INCHES) = 1.49 TOTAL EFFECT]VE RAINFALL (INCHES) = 1.70 --------------------------- --- 'TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ 46.2980 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 52.7710 ---------------------------------------------------------------------------- 6- H O U R S T O R M R U N G F' F 11 Y D R 0 G R A P 11 HYDROGRAPH IN LIVE MINJTE UNIT INTPRVALS(CF,S) (Not(,: Time .indicated is at END of: Each Unit Intervals) ----------------`-------------------------------------------------- T1"NE(HRS) VOLUMCs(AF) Q(CPS) 0. '15.0 150.0 225.0 300.0 0.083 0.0003 0.04 Q 0.1.6'7 0.0013 0.1.4 Q 0.250 0.0033 0.30 Q 0,333 0.0067 0.50 Q 0.41.7 0.0120 0.76 Q 0.500 0.0194 1..07 Q 0.583 0.0295 1.47 4 0.667 0.0431 1..9,7 Q 0.750 0.061.8 2.'71 Q 0.833 0.O871 3.67 Q 0.91.7 0.1208 4.90 Q 1.000 0.1.627 6.09 Q 1.083 0.21,23 7.21. Q I.1,6'7 0.2.689 8.22 VQ 1..250 0.3321 9.1.7 VQ 1.333 0,4014 1.0.07 VQ 1.417 0.4765 10.90 VQ 1.500 0.5565 1.1..62 VQ 1.583 0.6410 :1.2.21 VQ 1..667 0.'1298 12.90 VQ I.'750 0.8229 13.51. VQ 1.833 0,9201 1.4.13 VQ 1. 91.7 1.021.3 14. 68 VQ 2.000 1.1261 15.22 V Q 2.083 1.2341 1.5.68 V Q 2.167 1.3451 16.12 .VQ 2.250 1..4589 1.6.53 .VQ 2.333 i.5755 16.93 .VQ 2.417 1..6947 17.31 .VQ 2.500 1.8165 17.68 .VQ 2.583 1.9406 18.03 .VQ 2.667 2.06'74 18.41 VQ 2.'750 2.1972 18.85 .VQ 2.833 2.3306 19.37 .VQ 2.917 2.4676 19.89 .VQ 3.000 2.6088 20.50 VQ 3.O83 2."1542 2..1,1 Q 3.167 2.9043 21..79 Q 3.250 3.0594 22.52 VQ 3.333 3.2205 23.39 VQ 3.417 3.3892 24.50 VQ 3.500 3.5676 2.5.91 VQ 3.583 3.7583 2"7.68 VQ 3.667 3.9617 29.54 Q 3.750 4.1791 31.57 VQ 3.833 4.4119 33.80 VQ 3.91.'7 4.6625 36.38 VQ 4.000 4.9334 39.34 V Q 4.083 5.2273 42.6"7 V Q 4.167 5.5471 46.44 V Q 4.250 5.8975 50.88 V Q 4.333 6.2816 55.1'7 V Q 4.41.7 6,7024 61.10 V Q . 4.500 7.1604 66.50 V Q 4.583 7.6576 72.20 V Q. 4.667 8.1.947 '77.98 V Q 4.750 8.'1'746 84.20 V .Q 4.833 9.3985 90.60 v Q 4.91.i 10.0105 97.57 V Q 5.000 10,7929 1.04.90 V Q 5.083 :L1..5703 112.87 V Q 5.16'7 12.4057 121..30 V. Q 5.250 1.3.3041. 1.30,45 V Q 5.333 14.2692 1,40.1.3 V Q 5.417 15.3086 1,50.92 .V Q 5.500 16.4302 162.86 v Q 5.583 17.631.8 174.47 V Q 5.667 18.9079 1.85.29 V Q 5."750 20.2567 195.86 v Q 5.833 21.6841, 207.26 v Q 5.917 23.191.9 218.93 v Q. 6.000 24.7831 231.04 v Q 6.083 26.4496 241..9`7 V Q 6.3,67 28.1730 250.35 .V Q 6.250 29.8998 250.63 V Q 6.333 31.5671 242.09 v Q 6.417 33.0869 220.61 v Q. 6.500 34.4476 1.97.57 Q 6.583 35.6526 1.74.98 Q v 6.667 36.`7306 1.56.52 Q V 6.750 37.6948 1.40.00 Q v . 6.833 38.5622 125.95 Q V. 6.911 39.3399 112.92 Q V. 7,000 40.0508 1.03.23 Q V 7.083 40.'1043 94.89 Q v 7.1,67 11.3104 88.01 .Q .V 7.250 /11.8751 81.99 Q V 7.333 42.4035 "76.73 Q V 7.417 42.8985 71.87 Q. v 7.500 43.3605 67.08 Q V 7.583 43.7949 63.07 Q v 7.667 44.2040 59.10 Q v 7.730 44.5916 56.28 Q V 7.833 44.9581 53.21, Q V 7.917 45.3026 50.02 Q v 8.000 45.6273 47.1.6 Q V 8.083 45.9378 45.08 Q V 8.167 46.2341 43.03 Q V 8.250 46.5149 40.77 Q v 8.333 46.7835 39.00 Q v 8.417 47.041.9 37.51. Q V 8.500 47.2893 35.93 Q V 8.583 47.5254 34.28 Q V 8,667 47.7518 32.87 Q V 8.750 41,9682 31.42 Q V 8.833 48.1732 29.76 Q v 8.917 48.3678 28.26 Q V 9.000 48.5538 27.01 Q V 9.083 48.7308 25.70 Q V 9.167 48.8980 24.2.7 Q V 9.250 49.0586 23.32 Q V 9.333 49.2142 22.60 Q v 9.41'7 49.3647 21.85 Q V 9.500 49,5098 21.07 Q V 9.583 49.6500 20.36 Q v 9.667 49.7850 19.60 Q V 9.750 49.9143 18.'77 Q V 9,833 50.0387 18.06 Q V 9.91.'7 50.1589 1.7.45 Q v 10.000 50.2746 16.80 Q v 10.083 50.3854 1.6.09 Q v 10.167 bU.4917 15.44 . Q V . 10.250 50.5935 14.78 .Q V . 1.0.333 50.6902 14.05 ,Q V . 10.417 50.7824 1.3.38 .Q V . 10.500 50.8717 12.96 .Q V 10.583 50.9582 12.56 Q V . 10.667 51..0417 12.12 .Q -V . 1.0.750 51.1219 1.1..65 .Q V . 10.833 51.1987 11.15 .Q V . 1.0.917 51..2716 1.0.59 .Q V . 1.1.,000 51..3406 1.0.02 .Q V . 11..083 51.,4071. 9.65 .Q V . 11.1.67 51..4113 9.33 .Q V. 11..250 51.5332 8.99 .Q V. 11.333 51..5925 8.60 .Q V. 1.1..41.7 51.6489 8.19 .Q V. 11..500 51.7023 7.75 .Q V. 1.1..583 51..7523 7.26 Q V. 13.667 51.8002 6.96 Q V. 1.1..750 51..8467 6.0 Q V. 11..833 51.8916 6.52 Q V. 1.1..917 51..9348 6.27 Q V. 12.000 51.9761. 5.99 Q V. 1.2.083 52,0153 5.70 Q V. 12.1.67 52.0520 5.33 Q V. 12.250 52.0871 5.10 Q V. 1.2.333 52.1218 5.04 Q V. 12.417 52.1565 5.03 Q V. 12.500 52.1910 5.01 Q V. 12.583 52.2253 4.99 Q V. 12.66'1 52.2596 4.97 Q V. 12.750 52.2938 4.97 Q V. 12.833 52.3279 4.95 Q V. 12.917 52.361.4 4.81 Q V. 13.000 52.3912 4.76 Q V. 1.3.083 52.4263 4.65 Q V. 13.16'7 52.4575 4.53 Q V. 13.250 52.4877 4.40 Q V. 13.333 52.5170 4.24 Q V. 13.417 52.5451. 1.08 Q V. 13.500 52.5721. 3.92 Q V. 13.583 52.5979 3.15 Q V. 13.667 52.6224 3.56 Q V. 1.3.750 52.6456 3.37 Q V. 13.833 52.6674 3.17 Q V. 1.3.91.7 52.6878 2.96 Q V. 1.4.000 52.7067 2.`74 Q V. 14.083 52.7237 2.48 Q V. 14.167 52.7386 2.1.5 Q V. 14.250 52.7509 1.79 Q V. 14.333 52.7604 1..39 Q V. 14,41'7 52.7669 0.94 0 V. 14.500 52.7696 0.39 Q V. 1.4.583 52.7103 0.11 Q V. 14.667 52.7707 0.05 Q V. 14.750 52,7708 0.03 Q V. 14.833 52.'7710 0.02 Q V. 14.917 52.7710 0.01 Q V FLOW PROCESS FROM NODE 10,00 TO NODE 10.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM fkl««< INFLOW (STREAM 1.) I V __eff:ecti.ve depth --- (and volume) I I I V........ 1 detention 1<-->I outflow basin I ......... I dead i basin outlet V storage 1 OU1lTLOW--------- (STREAM 1.) ROUTE RUNOFT HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE.(AV) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE' VOLUME(AF) FELLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTAN'1 LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INF'ORMA'TION: :INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CPS) (AF) 1. 0.00 0.00 0.000 2 1.88 1.9.20 0.31.1 .3 2.50 62.50 0.482 4 2.90 1.04.00 0.686 S 3.40 1.69.70 0.91.3 6 3.90 235.70 1.150 "7 4.90 418.40 1.656 8 5.30 456.10 1,977 --_. - ---- - MOD111ED-PULS BASIN ROUTING MODEL RLSUL7:S(5 MINU[L COMPUTATION INTERVALS): ---- (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit: interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFTECTI:VE (HRS) FI LLED(AL') (CPS) (CF.S) DEP111(1, T) (CFS) VOLUME(AF) ------------------ 0.083 -------------------------------------------- 0.000 0.04 0.00 0.00 0.0 --- 0.000 0.1.67 0.000 0.1.4 0.00 0.01, 0.0 0.001 0.250 0.000 0.30 0.00 0.01 0.1 0.002 0.333 0.000 0.50 0.00 0.03 0.2 0.004 0.417 0.000 0.76 0.00 0.04 0.4 0.007 0.500 0.000 1.07 0.00 0.06 0.6 0.011 0.583 0.000 1..41 0.00 0.09 0.8 0.015 0.661 0.000 1..9'7 0.00 0.1.3 1..1 0.021. 0.750 0.000 2.71, 0.00 0.18 1-.6 0.029 0.833 0.000 3.67 0.00 0.24 2.1 0.040 0.91.7 0.000 4.90 0.00 0.32 2.9 0.0511 1.000 0.000 6.09 0.00 0,42 3.8 0.069 I.083 0.000 7.21 0.00 0.52 4.8 0.086 1.167 0.000 8.22 0.00 0.62 5.8 0.1.02 .1.250 0.000 9.17 0.00 0.72 6.8 0.1.1.9 1.333 0.000 10.07 0.00 0.81, 7.8 0.134 1..417 0.000 10.90 0.00 0.90 8.7 0.149 1.`i00 0.000 1.1.62 0.00 0.98 9.6 0.1.63 .583 0.000 12.27 0.00 1..06 10.4 0.1'75 1..661 0.000 :12.90 0.00 1,.13 1.1.2 0.1.87 '/50 0.000 1.3.51, 0.00 1..20 11..9 0. 1.98 1..833 0.000 14.13 0.00 1.26 12.6 0.209 1.917 0.000 14,68 0.00 1.32 1.3.2 0.21.9 2.000 0.000 1.5.22 0.00 1..38 1.3.8 0.229 2.083 0.000 15.68 0.00 1.44 14.4 0.237 2.167 0.000 16.12 0.00 1,49 1.4.9 0.246 2.250 0.000 16,53 0.00 1.53 15./i 0.253 2.333 0.000 16.93 0.00 1..58 15.9 0.261 2.417 0.000 17.31. 0.00 1..62 1.6.3 0.267 2.500 0.000 17.68 0.00 1.66 16.'1 0.2'14 2.583 0.000 1.8.03 0.00 1.70 1.1.1, 0.280 2.667 0.000 18.41 0.00 1.73 17.5 0.286 2.750 0.000 18.85 0.00 1.77 17.9 0.293 2.833 0.000 1.9.3'7 0.00 1.82 1.8.3 0.300 2.91.7 0.000 19.89 0.00 1.86 1.8.8 0.308 3.000 0.000 20.50 0.00 1.89 19.6 0.314 3.083 0.000 21.11 0.00 1.91 20.6 0.318 3,1.67 0.000 21.79 0.00 1..92 21..4 0,321 3.250 0.000 22.52 0.00 1..93 22.1. 0,324 3.333 0.000 23.39 0.00 1.96 22.9 0.327 3.417 0.000 24.50 0.00 1..95 23.9 0.331 3.:i00 0.000 25,91. 0.00 1.91 25.1 0.337 3.583 0.000 21.68 0.00 2.00 26.7 0.344 3.667 0.000 29.54 0.00 2.03 28.5 0.351, 3.750 0.000 31..57 0.00 2.05 30.4 0.359 3.833 0.000 33.80 0.00 2.09 32.5 0.368 3,917 0.000 36.38 0.00 2.12 34.9 0.378 4.000 0.000 39.34 0.00 2.17 37.7 0.390 4.083 0.000 42.67 0.00 2.21. 40.8 0,403 4.167 0.000 46.44 0.00 2.27 414.3 0.41.7 4.250 0.000 50.88 0.00 2.33 48.4 0.435 4.333 0.000 55.17 0.00 2.40 153.0 0.454 4.417 0.000 61.10 0.00 2.47 58.1. 0.475 4.500 0.000 66.50 0.00 2.53 63.2 0.498 4.583 0.000 '72.20 0.00 2.58 68.4 0.524 4.667 0.000 '77.98 0.00 2.64 73.9 0.552 4.'ISO 0.000 84.20 0.00 2.'70 '79.8 0,582 4.833 0.000 90.60 0.00 2.76 86.1. 0.614 4.917 0.000 97.57 0.00 2.82 92.7 0.647 5.000 0.000 104.90 0.00 2.89 99.7 0.683 5.083 0.000 11.2.87 0.00 2.9'7 1.08.0 0.71.6 5.167 0.000 121.30 0.00 3.03 1.1.7.0 0.746 5.250 0.000 130.45 0.00 3.1.0 125.9 0.7`7;' 5.333 0.000 140.13 0.00 3.17 1.35.3 0.811 5.417 0.000 150.92 0.00 3.26 145.5 0.848 5.500 0.000 162.86 0.00 3.35 156.9 0.889 5.583 0.000 1'74.47 0.00 3.44 1.68.6 0.929 5.667 0.000 1.85.29 0.00 3.52 1.79.7 0,968 5.750 0.000 195.86 0.00 3.60 1.90.3 1..006 5.833 0.000 201.26 0.00 3.68 201.3 1.047 5.91.7 0.000 218.93 0.00 3.7'1 212.8 1.089 6.000 0.000 231.04 0.00 3.86 224.7 1.132 6.083 0.000 241.97 0.00 3.94 236.6 1..1,69 6.167 0.000 250.35 0.00 3.98v 246.9 1.193 6.250 0.000 250.63` 0.00 3.98 250.9'% 1..191 6.333 0.000 242.09 0.00 3.93 2/15.9 1..165 6.417 0.000 220.67 0.00 3.78 230.8 1.095 6.500 0.000 197.51 0.00 3.61. 209.3 :L.i11.5 6.583 0.000 174.98 0.00 3.44 186.8 0.933 6. 66i 0.000 1.56.52. 0.00 3.30 166. 1. 0.868 6.750 0.000 1.90.00 0.00 3.1.'7 148.3 0.81.0 6.833 0.000 1.25.95 0.00 3.07 133.0 0.'762 6.91'1 0.000 112.92 0.00 2.97 11.9.4 0.71. 7 "7.000 0.000 1.03.23 0.00 2.89 1.08.1 0.683 7.083 0.000 99.89 0.00 2.83 99.9 0.649 7.1.61 0.000 88.01. 0.00 2.76 92.9 0.61.5 '7.250 0.000 81..99 0.00 2."70 86.4 0.584 7.333 0.000 76.73 0.00 2.65 80.6 0.558 7.41.7 0.000 71..87 0.00 2.60 '75.4 0.533 7.500 0.000 67.08 0.00 2.55 70.5 0.51.0 `1.583 0.000 63.07 0.00 2.51, 66.0 0.489 667 0.000 59.40 0.00 2.46 61.9 0.472 7.750 0.000 56.28 0.00 2.41 58.2 0.458 7.833 0.000 53.21, 0.00 2.37 55.0 0.446 7.91.7 0.000 50.02 0.00 2.32 51.8 0.434 8.000 0.000 47.16 0.00 2.28 48.8 0.422 8.083 0.000 45.08 0.00 2..25 46.3 0.414 8.161 0.000 43.03 0.00 2.22 44.2 0.406 8.250 0.000 40.7"7 0.00 2.19 42.1. 0.39'1 8.333 0.000 39.00 0.00 2..17 40.0 0.390 8./i1'7 0.000 37.51 0.00 2.14 38.4 0.384 8.500 0.000 35.93 0.00 2.12 36.8 0.371 8.583 0.000 34.28 0.00 2.1.0 35.2 0.371 8.667 0.000 32.87 0.00 2.08 33.7 0.365 8.'750 0.000 31.42 0.00 2.06 32.3 0.359 8.833 0.000 2.9.76 0.00 2.03 30.7 0.353 8.91.7 0.000 28.26 0.00 2.01 29.:1. 0.347 9.000 0.000 2'7.01. 0.00 3.99 27.7 0.342 9.083 0.000 25.70 0.00 1.97 26.5 0.337 9.167 0.000 24.27 0.00 1.95 25.1 0.331. 9.250 0.000 23.32 0.00 1..94 23.9 0.327 9.333 0.000 22.60 0.00 1.93 2:3.0 0.324 9.417 0.000 21-.85 0.00 1.92 22..3 0.321. 9.500 0.000 21..07 0.00 1.91 21- 5 0.318 9.583 0.000 20.36 0.00 1..90 20.8 0.315 9.667 0.000 1.9.60 0.00 1..89 20.0 0.313 9.750 0.000 18.77 0.00 1- 87 1.9.4 0.308 9.833 0.000 1.8.06 0.00 1..83 18.9 0.303 9.917 0.000 17.45 0.00 1.79 1.8.5 0.296 ------ 1.0.000 0.000 16.80 0.00 1.'74 18.0 0.287 PROC:ISS SUMMARY OF ------`----------------------------------------------- STORAGE: INFLOW VOLUME= 52.771 AI BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME:, = 52.771 AF LOSS VOLUME. _= 0.000 AF END OF FLOODSCx ROUTING ANALYSIS F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251-8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net ************************** DESCRIPTION OF STUDY ************************* * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 24 HR INVESTIGATION WITH 2 TRIPLE 4X2 RCB INV EL 32.00 FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\24890.R24 TIME/DATE OF STUDY: 16:55 04/17/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE 1 ------------------------------------------------------------------------------- »» >SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR � 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 MINIMUM SOIL -LOSS RATE(INCH/HOUR) = 0.137 USER -ENTERED RAINFALL = 4.25 INCHES RCFC&WCD 24--Hour Storm (15-Minute period) SELECTED RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE'E-5.8) = 0.9993 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.638 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMIDER - MEAN VALUES ORDINA''Ii7S(C1'S) 1 - ---------------------------------------- 1.036 15. 543 2 4.745 55.610 3 12.O82 110,028 4 28.239 242.29:3 5 45.2.81 255.566 6 56.603 169.787 64.096 112. 36 7 8 69.625 82.913 9 74.018 65.885 10 77.603 53.757 1.1 80.502 43.484 12 82.933 36.448 1.3 85.064 31.966 1.4 86,972 28.608 1.5 88.596 24.355 16 89.891. 19.419 1.7 91. 070 1'7 . 676 18 92.1.36 15.993 1.9 93.098 1.4 . 430 20 93.968 13.045 21. 94.685 10.746 22 95.384 1.0.4176 23 95.973 8.846 24 96.510 8.050 25 96.997 7.306 26 97.373 5.634 27 97 .'731 5. 41.8 28 97. 97 5 3.6-16 29 98. 1.82 3.097 30 98.406 3.361. 31 98.654 3.713 32 98.901, 3.713 33 99.149 3.718 34 99. 397 3.'71.3 35 99.644 3.713 36 99.892 3.71.3 37 100.000 1.622 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL (INCHES) - 4.25 TOTAL, SOIL-LOSS(INCHES) -- 2.91. TOTAL EFFECTIVE RAINFALL(INCHES) = 1.34 ---- ------- ------------- ------ TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 90.2014 TOTAL STORM RUNOFF VOLUME(ACRF-FEET) = 41..4383 ---------------------------------------------------------------------------- 2 4- H O U R S T 0 R M R U N O F F H Y D R O G R A P H ----------__----------._.__._.--------------------------- -----------------------_.--____ _=:-:: HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Eacli Urii-t Intervals) ---------------------------------------------------------------------------- T1:ME(HRS) VOLUME(AF) Q(CFS) 0. 20.0 40,0 60.0 80.0 2.083 9.8"126 23.1.4 1.2.16'1 10.0320 23.14 1,2.2,50 10,191.3 23.14 .1.2.333 10.3604 24.55 1.2.417 10.5294 21.55 12.500 10.6985 24.55 12.583 1.0.8906 27.89 12.667 1.1.082-1 27.89 12.'750 11.2748 27.89 12.833 1,1.5208 35.'73 12.91.) 1]../669 35.73 13.000 1.2.01.29 35.73 13.083 12.3275 45.68 1.3.1,67 12.6420 45.68 1.3.250 12.9566 45.68 1.3.333 13.3407 55.77 13.417 13.7248 55.77 13,500 14.1.089 55.77 13.583 14.5578 65.1.9 13.667 15.0068 65.19 13.750 15.4557 65.1.9 13.833 15.9650 '73.94 13.91.7 16.4742 73.94 14.000 16,9835 73.94 14.083 17.5298 '79.32 14.167 1.8.0761, '79.32 3.4.250 18,6223 79.32 1.4.333 19.1,489 '76.45 14.417 19.6754 76.45 14.500 20.2019 '16.45 1.4.583 20.6973 "71..93 14.667 21.1.927 71.93 14.750 21.6881 "11..93 1.4.833 22.1,863 "72.35 1.4.917 22.6846 '12.35 115.000 23,1829 72.35 15.083 23.6943 '74.26 15.167 24.2057 74.26 15.250 24./171 14.26 1.5.333 25.2343 V5.10 15.417 25.7515 '75.1.0 15.500 26.2686 75.1.0 15.583 26.7816 '74.48 15.667 27.2946 74.48 15.'150 27.8075 '74.48 15.833 28.3055 72.31 15.917 28.8035 '12.31, 16.000 29.3015 72.31 16.083 29.1-141 68.62 16.167 30.2467 68.62 16.250 30.7193 68.62 16.333 31,.1.1174 62.15 16.417 31.5754 62.15 16.500 32.0034 62.15 16.583 32.3791 54.54 16.667 32.754V 54.54 1.6.750 33.1303 54.54 16,833 33.4401 44.98 16.917 33.7499 44.98 17.000 34.0597 44.98 1`7.083 34.3084 36.11 17.167 34.5571, 36.11 17.250 34.8058 36.1.1, 17.333 35.0133 30.1.3 V.Q v.Q V.Q V Q v Q V Q V Q V Q V Q V Q v Q v Q v V V v V v v v v v V V V V V v V Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q v. v. v v v v v V v v Q Q Q v v Q 4 Q Q Q Q Q Q Q Q Q v Q v Q v Q V Q V Q v Q V Q V Q v. Q V. Q VQ VQ VQ Q v Q v Q V V v v V v v V Q• Q• Q• Q Q Q 17.417 35.2208 30.13 Q V } 17.500 35.4284 30.13 Q V 17.583 35.6075 26.01 Q V 17.667 35.7867 26.01 Q V 17.750 35.9658 26.01 Q V 17.833 36.1252 23.15 Q V 17.917 36.2847 23.15 Q V 18.000 36.4441 23.15 Q V FLOW PROCESS FROM NODE 10.00 TO ---------------------------------------------------------------------------- NODE 10.00 IS CODE = 3.1 >>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< INFLOW (STREAM 1) I I V effective depth ----------- I I I I_(and volume) I I I...,V........ I i detention I< -->I outflow I basin I I....... ---------__ I I 1 I I dead I basin outlet V I storage I OUTFLOW --------- I (STREAM 1) ROUTE RUNOFF HXDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.88 19.20 0.311 3 2.50 62.50 0.482 4 2.90 104.00 0.686 5 3.40 169.70 0.913 6 3.90 235.70 1.150 7 4.90 418.40 1.656 8 5.30 456.10 1.977 MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- F_i I&ED(AV) (CPS) (C FS) DEPTH(PT) (CPS) VO1:MME(AP) 12.083 0,000 23.14 0.00 1..94 22.9 0.326 12.167 0.000 23.14 0.00 1.94 23.1 0.326 12.250 0.000 23.34 0.00 1..94 23.1 0.326 12,333 0.000 24.55 0,00 1.96 23.8 0.331 12.41.7 0.000 24.55 0.00 1.96 24.5 0.332 12.500 0.000 24.55 0.00 1.96 24.5 0.332 1.2.583 0.000 27.89 0.00 2.00 26.1 0.344 12.667 0.000 27.89 0.00 2.00 27.8 0.345 12.150 0.000 27.89 0.00 2.00 27.9 0.345 12.833 0.000 3533 0.00 2.11 31.5 0.374 12.917 0.000 3533 0.00 2.12 35.4 0.376 13.000 0.000 35.73 0.00 2.12 35.7 0.376 13.083 0.000 45.68 0.00 2.25 40.4 0.41.3 13.1.67 0.000 45.68 0.00 2.26 45.3 0.41.5 13.250 0.000 45.68 0,00 2.26 45.7 0.41.5 1.3.333 0.000 55.77 0.00 2..39 50.4 0.453 13.417 0.000 65.77 0.00 2.40 55.4 0.455 13,500 0.000 55.17 0.00 2.40 55.7 0.455 13.583 0.000 65.1.9 0.00 2.52 60.0 0.491 1.3.667 0.000 65.19 0.00 2.52 64.7 0.494 13.750 0.000 65.1.9 0.00 2.53 65.1. 0.495 13.833 0.000 73.94 0.00 2.60 68.8 0.531. 13.91.'7 0.000 73.94 0.00 2.61 73.0 0.537 14.000 0.000 73.94 0.00 2.61 73.8 0.538 14.083 0.000 79.32 0.00 2.65 76.1. 0.560 14.167 0.000 79.32 0.00 2.66,i 78.8 0.564 14.250 0.000 79.32 0.00 2.66 79.2✓ 0.565 14.333 0,000 76.45 0.00 2.64 78.1. 0.553 1.4.417 0.000 76.45 0.00 2.64 76.7 0.551. 14.500 0.000 76.45 0.00 2.63 76.5 0.551 - 1.4.583 0.000 71..93 0.00 2.60 74.6 0.532 1.4.667 0.000 71..93 0.00 2.59 72.4 0.529 1.4.750 0.000 ?1.93 0.00 2.59 72.0 0.529 14.833 0.000 '72.35 0.00 2.59 72.1. 0.530 14.917 0.000 72.35 0.00 2.59 '72.3 0.530 15.000 0.000 72.35 0.00 2.59 72.3 0.530 15.083 0.000 74.26 0.00 2.61. 73.1 0.538 1.5.1.67 0.000 74.26 0.00 2.61 ,74.1 0.540 15.250 0.000 74.26 0,00 2.61 14.2 0.540 15.333 0.000 75.10 0.00 2.62 74.6 0.543 15.417 0.000 75.1.0 0.00 2.62 75.0 0.544 15.500 0.000 75.10 0.00 2.62 75.1. 0.544 15.583 0.000 74.48 0.00 2.62 74.8 0.542 1.5.667 0,000 74.48 0.00 2.62 74.5 0.541 15.750 0.000 74.48 0.00 2.62 74.5 0.541. 1.5.833 0.000 72.31 0.00 2.60 73.6 0.532 15.91.7 0.000 72.31 0.00 2.60 72.5 0.531. 16.000 0.000 72.31. 0.00 2.59 72.3 0.530 16.083 0.000 68.62 0.00 2.57 70.8 0.515 1.6.1.67 0.000 68.62 0.00 2.56 69.0 0.513 1.6.250 0.000 68.62 0.00 2.56 68.7 0.512 16.333 0.000 62.15 0.00 2.51 66.0 0.486 16.411 0.000 62.15 0.00 2..50 62.8 0.481 16.500 0.000 62.15 0.00 2.50 62.3 0.481 16.583 0.000 54.54 0.00 2.39 58.6 0.453 16.661 0.000 54.54 0.00 2.39 54.8 0.451 1.6.750 0.000 54.54 0.00 2,39 54.6 0.451 16.833 0.000 44.98 0.00 2.26 50.1 0.415 16.917 0.000 44.98 0.00 2.25 45.3 0.41.3 17.000 0.000 44.98 0.00 2.25 45.0 0,413 17.083 0.000 36.11 0.00 2.13 40.9 0.380 17.167 0.000 36.11. 0.00 2.12 36.4 0.378 17.250 0.000 36.1.1 0.00 2.1.2 36.L 0,378 l7.333 0.000 30,13 0.00 2.04 33.3 0.356 17.417 0.000 30.13 0.00 2.09 30.4 0.352 17.500 0,000 30.13 0.00 2.O4 30,1 0.359 17.583 0.000 26.01 0.00 1.98 28.2 0.339 1`7.607 0.000 26.01. 0.00 1.98 26.2. 0.338 17.750 0.000 26.01 0.00 1..98 26.0 0.338 1'7.833 0.000 23.15 0,00 1.99 24.7 0.327 1.'7.911 0.000 23.1.5 0.00 1.94 2.3.3 0.326 18.000 ----------- 0.000 23.15 0.00 1.94 23.2 0.326 PROCESS SUMMARY OF' STORAGE: ------- ---- ------------- INFLOW VOLUME = 41..438 AF BASIN STORAGE _- 0.000 AF (WITH 0.000 AF INITIALLY F7ZLED) OUTFLOW VOLUME = 41.438 AF LOSS VOLUME _ 0.000 AF END OF I?LOODSCx ROUTING ANALYSIS ALTERNATE TWO AS -BUILT (WATSON) DESIGN CITY APPROVAL NOVEMBER 14, 1990 SPILLOVER ELEVATION INTO THE CITRUS = 33.0 MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone (949) 251-8821 Fax (949) 251-0516 Ennil:mdsirvine@mdsconailting. net Depth / Outflow / Storage Relationship ELEV ITEM ACTUAL SEE WSPG7 Qt Q2 Q3 QWW1 STORAGE No. DEPTH CALCULATIONS =Q,*Q2,Q3 _ Q1 & Q2 _ plpeNt japeN2 ROB [Ft] MANUAL I [CfS] _ _ [cfs] [cfs] [ac-ft] CALCULATIONS FOR Q3 '... ''. 310,10 1 0.00 _ 0.0 0.0 0.0 0,0000 _ 32.0 2 1.88 7.2 12.0 0.0 19.2 0.3107 32.60 3 2.50 12.7 18.6 0.0 31.3 0,4820 INV30,10 33.0 _ 4 2.90 14 9 21 9 0.0 36.8 0.6863 2- 30 ' 0 33.5 5 3.40 17.3 23.8 39.6 80.7 0.9127 34.0 6 3.90 19,6 26.1 112.0 15T7 1.1501 35.0 7 4.90 23.4 30.0 316,8 370.2 1.6756 35.01 8 4.91 23.4 30.0 432.3 485.7 1,6770 i wS - I� I Orifice EL350 20 h1 Q=CA(2gh)V2 H 2 0 _., C 0 67 _ EL 33.0 _ Weir Q = CLH3tz C=2.8 t ALT2 CALLE RONDO DETENTION BASIN Tract 24890 CHARACTERISTIC [file:c:excel\248902 TRIPLE 4X2 ROB SDO) City of LA QUINTA F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251-8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net ************************** DESCRIPTION OF STUDY ************************** * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 1 HR INVESTIGATION WITH DBL 20X2 RCB INV EL 33.00 ************************************************************************** FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\2489.R01 TIME/DATE OF STUDY: 18:20 04/17/2007 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 --------__------------------------------------------------------------------ »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA � 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 USER -ENTERED RAINFALL - 2.10 INCHES , RCFC&WCD 1-Hour Storm (5-Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.60) RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 0.9800 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 6.879 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 0.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH OW T JIYDROGRAPH NUIl313R -------------- ;-TAN VAI,ULS O2DINA'i"t? ICFSj 1 0.303 ---------------- 1.3.618 2 0.91.7 27.650 3 1.889 43.732 4 3.082 53.654 5 4. 677 71.779 6 6.4'75 80.859 7 8.'725 101 .221. 8 11..596 129.195 9 1.5.924 194.698 10 21.433 247.823 li 28.462 316,246 12 34.821, 286.085 13 40.651, 262.291 14 45.438 215.362 15 49.752 3.94.081. 1.6 53.448 166.274 17 56.830 152.1.32 1.8 59.530 1.21.. 471, 1.9 62.001. 11.1.172 20 64.154 96.882 21, 66.1.31 88.945 22 6'7.941 81.563 23 69.649 '76.681 24 '71.280 73.389 25 '72.'709 64.288 26 74.059 60.'731 27 75.286 55.1.81 28 76.481. 53.789 29 77.639 52.0"71 30 78.688 47.201. 31. 79.591 40.885 32 80.505 40.853 33 81..405 40.527 34 82.190 35.285 35 82.933 33.420 36 83.676 33.426 37 84.401 32.621 38 85.066 29.933 39 85."126 29.703 40 86.387 29.709 4:I. 86.989 2'7.11,0 42 87.540 24.766 43 88.090 24.753 44 88.630 24.287 45 89.068 1.9.'708 46 89.481 18.572 4'7 89.894 18.684 48 90.299 1.8.21.4 49 90.684 17.358 50 91.070 17.332 51 91.454 17.307 52 91.806 15.813 53 92.136 14.855 54 92..466 14.855 55 92.193 14.716 56 93.099 1.3.769 57 93.402 13.629 58 93.705 13.603 59 93.983 12.504 60 94.217 10.537 61 94 . 4 51 1.0 . 537 62 94.685 10.512 63 94.91.9 10.525 64 95.153 10.525 65 95.387 10.525 66 95.611 10.090 67 95.794 8.251. 68 95.973 8.060 69 96.152 8.034 70 96.331 8.060 '71 96.510 8. 04"7 72 96.689 8.041 73 96.865 7.91.9 74 97.002 6.1.56 75 97.125 5.544 76 97.2.50 5.620 77 97.373 5.543 '78 97.49'7 5.594 79 97.621 5.543 80 9 7.745 5.594 81 97.838 4.1.90 82 9'7.907 3.117 83 9'7 . 9'7 5 3.065 84 98.044 3.091 85 98 . 1.13 3 . 1.17 86 98.183 3.1.17 87 98.251 3.065 88 98.324 3.295 89 98.406 3.704 90 98. 489 3.'7.30 91 98 . 5'71. 3.618 92 98.654 3.730 93 98.736 3.704 94 98.819 3.730 95 98.902 3.'704 96 98.984 3.704 97 99.067 3.730 98 99.1,49 3.704 99 99.231 3.704 1.00 99.31.4 3.704 101. 99.396 3.704 102 99.478 3.704 103 99.563, 3.704 iO4 99.643 3.704 1.05 99.725 3.704 106 99.808 3.704 107 99.890 3.704 108 99.972 3.704 1.09 100.000 1.239 TOTAL STORM RAINFA'LL(INCHES) = 2.12 TOTAL SOIL-LOSS(INCHES) _ 0.30 TOTAL EFFECTIVE RAINFALL(INCHES) = 1..82 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 9.2052 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 54.5646 ---------------------------------------------------------------------------- 1- H O U R S T 0 R M R U N O F F H Y D R O G It A P H HYDROGRAPH I.N VIVE MINUTE ON:LT INTERVALS(CPS) (Note: Time indicated :i.s ai T3N) of Each On:i.t InLerval.$) - T11NE(HRS) ------------------------------------ VOLOME(Ai,) Q(c1'S) 0. 1.25.0 250.0 3'75.0 500.0 --------------------------------------------------------------------------- 0.083 0.0045 0.66 Q 0.167 0.0187 2.06 Q 0.250 0.0490 4.40 Q 0.333 0.1009 7.52 Q 0.417 0.1.829 1.1..91, Q 0.500 0.3026 17.39 VQ 0.583 0.4736 24.82 VQ 0.667 0.'71.39 34.90 V Q 0.150 1.064"7 50.93 V Q 0.833 1.6091 79.06 .V Q 0.917 2.3835 1.1.2.43 V Q 1.000 3.3883 1.45.91 V .Q 1..083 4.6007 176.03 V Q 1.. 1.67 6.0378 208. 68 V Q 1.250 7.6724 231.34 V Q . 1..333 9.5521 272.94 V Q 1.4.17 1.1.7261, 31.5.65 V Q 1..500 14.3001. 373.75 V Q. 1.583 1.7.1-823 418.49 V Q 1..667 20.28/0 450.80 V Q 1..750 23.1520 415.99 v Q 1.833 25.7301- 374.35 V Q. 1.91"7 27.9389 320.72 V Q 2.000 29.8930 283.73 VQ 2.083 31..5986 247.66 Q. V 2.1.67 33.11.84 220.67 Q V 2.250 34.41."70 1.88.55 Q V 2.333 35.5878 1.70.01 Q V 2.417 36.6370 152.34 Q V 2.500 37.6010 1.39.98 Q V 2.583 38,4900 129.09 Q V . 2.667 39.3211 120.67 Q. V 2.750 40.1003 113.15 Q. V. 2.833 40.8102 103.07 Q V. 2.91.'7 41.4738 96.35 Q V 3.000 42.0902 89.50 Q V 3.083 42.6782 85.39 Q .V 3.167 43.2362 81.01 Q .V 3.250 43.7519 74.8-1 Q V 3.333 44.2250 68.70 Q V 3.417 44.6824 66.42 Q V 3.500 45.1222 63.87 Q V 3.583 45.5285 58.98 Q V 3.667 45.9161 56.28 Q V 3.750 46.2928 54.70 Q V 3.833 46.6551 52.62 Q V 3.917 46.9911. 49.66 Q V 4.000 47.3284 48.10 Q V 4.083 47.6485 46.48 Q V 4.1.67 47.94'14 43.40 Q V 4.250 48.2274 40.65 Q V 4.333 48.4977 39.25 Q V 4.417 48.7548 3.7.33 Q V 4.500 48.9853 33.46 Q V 4,583 49.204 5 31.82 Q V 4.66'7 49.41,87 31..1.0 Q V 4.'750 49,6274 30.30 4.633 49.8291 29.30 4.917 50.0269 28.71 5.000 50.21.91 27.9.1. 5.083 50.4003 26,31, 5.1,67 50.5733 25.1.3 5,250 50.7425 24.56 .Q 5.333 50.9072 23.92 Q 5.417 51.0648 22.88 .Q 5.500 51..21.80 22.25 .Q 5.583 51.3663 21.53 .Q 5.667 51.5049 20.12 .Q 5.750 51..6320 1.8.45 .Q 5.833 51.7561 L8.02 Q 5.91.7 51.8'783 17.'74 .Q 6.000 51.9988 17.51. .Q 6.083 52.1173 17.20 .Q 6.167 52.2325 16.72 .Q 6.250 52,3413 15.80 .0, 6.333 52.4395 14.25 .Q 6.41.7 52.5340 13.73 .Q 6.500 52.6266 13.44 .Q 6.583 52.7177 13.22 Q 6.667 52.8068 1.2.93 .Q 6.750 52.8930 12.52 .Q 6.833 52.9742 11.79 Q 6.917 53.0447 10.23 Q 7.000 5 3. 10 97 9.45 Q /.083 53.1."130 9.1.8 Q `7.1.67 53.2343 8.91. Q 7.250 53.2940 8.66 Q 7.333 53.3513 8.33 Q 7.417 53.4057 7.89 Q 7.500 5:3.4516 6.66 Q 7.583 53,4914 5.78 Q 7.667 53,5301 5,63 Q 7.750 53.5691, 5.66 Q 7.833 53.6086 5.74 Q 7.917 53.6486 5.81. Q 8.000 53.6892 5.89 Q 8.083 53.7315 6.15 Q 8.167 53.7761, 6.4.7 Q 8.250 53.8210 6.53 Q 8.333 53.8659 6.52 Q 8.417 53,91.10 6.34 Q 8.300 53.9560 6.53 Q 8.583 54.001.1. 6.55 Q 8.667 54.0460 6.53 Q 8.750 54.0910 6.53 Q 8.833 54.1360 6.54 Q 8.91.7 54.1810 6.53 Q 9.000 54.2259 6.52 Q 9.083 54.2700 6.40 Q 9.1.67 54.3128 6.21. Q 9,250 54.3541. 6.00 Q 9.333 54.3937 5.75 Q 9.417 54.431.5 5.48 Q 9.500 54.4669 5.15 Q 9.583 54.4996 4.74 Q 9.667 54.5289 4.25 Q 9.'750 54.5528 3./17 Q 9.833 54.5625 1..41. Q 9.911 54.5643 0.26 Q 10.000 54.5646 0.04 Q V V v v v v v v v v v. V. V. v. V. v. V. V. v. V. v. V. V. V. V. V. V. V. V. V. v. V. V. V. V. v. V. V. v. V. V. V. v. V. v. FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE T 3.1 ---------------------------------------------------------------------------- >>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #k1<<<<< INFLOW (STREAM 1) I I V _effective depth ----------- I (and volume) I I I I I I I....V........ I detention 1<-->I outflow basin I I....... ----------- I I I I dead 1 basin outlet V I storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.88 19.20 0.312 3 2.50 31.30 0.482 4 2.90 36.80 0.686 5 3.40 80.70 0.913 6 3.90 157.70 1.150 7 4.90 370.20 1.676 8 4.91 485.70 1.677 MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) -------___-------------------_---_-------------------------------------------- (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 0.66 0.00 0.02 0.1 0.004 0.167 0.000 2.06 0.00 0.09 0.6 0.014 0.250 0.000 4.40 0.00 0.21 1.5 0.034 0.333 0.000 7.52 0.00 0.39 3.1 0.065 0.417 0.000 11.91 0.00 0.66 5.4 0.110 0.500 0.000 17.39 0.00 1.03 8.6 0.170 0.583 0.000 24.82 0.00 1_.52 1.3.0 0.251 " 0.667 0.000 34.90 0.00 2.06 19.1, 0.360 0.750 0.000 50.93 0.00 2.58 27.5 0.521. 0.833 0.000 79.06 0.00 3.09 42.8 0.'771 0.91'l 0.000 112..43 0.00 3.57 80.1 0.994 1..000 0.000 1.45.91 0.00 3.84 1.27.5 1..120 1.083 0.000 17 6. 03 0.00 4.00 163.8 1.204 1.167 0,000 208.68 0.00 4.16 1.96.5 1..288 1..250 0.000 231,34 0.00 4.29 227.4 1.351 1..333 0.000 272.94 0.00 4.4'7 259.'1 1.448 1.41-1 0.000 315.65 0.00 4.67 300.0 1.556 1.500 0.000 3'73.-lb 0.00 4.90 356.3 1.676 I.583 0.000 418.49 0.00 4.91" 418.4 1.67"7 1.667 0.000 450.80'/ 0.00 4.91 450.8" :L.6'7'7 1..750 0.000 415.99 0.00 4.90 416.1 1.6'76 1..833 0.000 374.35 0.00 4.90 374.4 1- 676 1.917 0.000 320.72 0.00 4.62. 341.8 1..530 2.000 0.000 283.73 0.00 4.47 295.3 1.451 2.083 0.000 24'7.66 0,00 4,30 260,8 1.360 2.167 0.000 220.67 0.00 4.18 229.8 1,.297 2.250 0.000 1.88.55 0.00 4.02 200.5 1.2.15 2,333 0.000 170.01 0.00 3.95 175.8 1.175 2.417 0.000 1.52.34 0.00 3.85 159.1. :1..128 2.500 0.000 139.98 0.00 3.78 145.0 1,094 2.583 0.000 1,29.09 0.00 3.71 134.0 1.060 2.667 0.000 1,20.67 0.00 3.66 124.4 1..035 2.750 0.000 1."1.3.15 0.00 3.61 116.5 1.012 2.833 0.000 1,03.07 0,00 3.54 107.6 0.980 2.91.7 0.000 96.35 0.00 3.50 99.3 0.960 3.000 0.000 89.50 0.00 3.45 92.6 0.939 3.083 0.000 85,39 0.00 3.43 87.2 0.927 3.1.67 0.000 81.01. 0.00 3.40 83.0 0.913 - 3.250 0.000 74.87 0.00 3.35 78.4 0.889 3.333 0.000 68.70 0.00 3.28 73.1 0.858 3,411 0.000 66.42 0.00 3.25 68.7 0.843 3.500 0,000 63.87 0.00 3.22 65.8 0.829 3.583 0.000 58.98 0.00 3.17 62.3 0.806 3.667 0.000 56.28 0.00 3.13 58.6 0.791. 3.'750 0.000 54,70 0.00 3.11. 56.1 0.781. 3.833 0.000 52.62 0.00 3.09 54.1 0.770 3.917 0.000 49.66 0.00 3.05 51 .'7 0.'756 4.000 0.000 48.10 0.00 3.03 49.4 0.747 4.083 0.000 46.48 0.00 3.01 4'7.7 0.738 4.167 0.000 43.40 0.00 2.98 45.5 0.724 4.250 0,000 40.65 0.00 2.95 42.7 0.710 4.333 0.000 39.25 0.00 2.93 40.5 0.701 4.411 0.000 37.33 0.00 2.91, 38.'1 0.691. 4.500 0.000 33.46 0.00 2.86 37.0 0.667 4.583 0.000 31..82 0.00 2.81 35.9 0.639 4.667 0.000 31.1.0 0.00 2.75 35.1 0.611. 4.750 0,000 30.30 0.00 2.70 34.4 0.583 4.833 0.000 29.30 0.00 2.64 33.6 0.553 4.91`7 0.000 28.71. 0.00 2.58 32.8 0.525 5.000 -- ---------- 0.000 27.91. 0.00 2.53 32.1 0.996 PROCESS SUMMARY OF STORAGE: ----------------------------------- INFLOW VOLUME = 54.565 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME -= 54.565 AF LOSS VOLUME= 0.000 AF END OF FLOODSCx ROUTING ANALYSES *******'1[**�c ***`�C*�"*l":' **`�[ 3C :i"A"k' �: ** `�C �"** **`�C *`�C yC *]E'* 1E' T *�f `k 'A" :� ]k**iC *]�* fc****'•'* * ** * ** ** * ** F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251-8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net ************************** DESCRIPTION OF STUDY ************************** * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 3 HR INVESTIGATION WITH DBL 20X2 RCB INV EL 33.00 ************************************************************************** FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\2489.R03 TIME/DATE OF STUDY: 14:18 04/18/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 ----------------------------------------------------____--------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 USER -ENTERED RAINFALL = 2.70 INCHES RCFC&WCD 3-Hour Storm (5-Minute period) SELECTED RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 0.9985 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME T 6.879 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 0.00 MODEL, TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER 1,4EAN VALUES ORDINATES(CI?S) ---- 1 -----------------_------------------------ 0.303 13.618 2 0.917 2'7.650 3 1.889 43.732 4 3,082 53.654 5 4 . 6'7 7 '71 . 7'7 9 6 6.475 80.859 '7 8.725 101..221 8 11.596 1,29.1,95 9 1.5.924 1,94.698 10 21..433 24V.823 1.1. 28.462 316.246 12 34.821. 286.085 13 40.651 262.291 14 45.438 215.362 1.5 49.752 194.081. 1.6 53.448 166.274 1.7 56.830 1.52.132 1.8 59.530 1.21.. 471 19 62.001 1,11.172 20 64.154 96.882 21 66.131 88.915 22 67. 944 81.. 563 23 69.649 76.681. 24 71.280 73.389 25 72.709 64.288 26 74.059 60.'731. 27 75.286 55.1.81 28 76.481, 53.789 29 77.639 52.0'71 30 78.688 47.201. 31. '79.597 40.885 32 80.505 40.853 33 81..405 40.527 34 82.1.90 35.285 35 82.933 33.420 36 83.676 33.426 37 84.401 32.621 38 85.066 29.933 39 85.726 29.703 40 86.387 29.709 /I1 86.989 27 . 1.10 42 87.540 24.766 43 88.090 24.753 44 88.630 24.287 45 89.068 1.9.708 46 89.481. 1.8.572 47 89.894 18.584 48 90.299 18.21.4 49 90.684 17.358 50 91.070 17.332 51 91.454 17. 3 0'7 52 91.806 15.81.3 53 92.136 14.855 54 92.466 14.855 55 92.793 1.4.714 56 9.3.099 13.769 57 93.402 13.629 58 93.705 13.603 59 93.983 1.2.504 60 94.217 10.537 61. 94.451 10.531 62 94.685 1.0.512 63 94.91.9 10.525 64 95.1.53 10.525 65 95.387 10.525 66 95.611, 10.090 6'7 95.'794 8 .251 68 95.973 8.060 69 96.152 8.034 70 96.331 8.060 '71 96.510 8.047 72 96. 689 8.04"7 '73 96.865 '7.919 74 97.002 6.156 75 97.125 5.544 76 97.250 5.62.0 7"7 97.373 5.543 '78 97.497 5.594 '79 97. 621. 5.543 80 97.'745 5.594 81 97.838 4.190 82 97.907 3.117 83 97.975 3.065 84 98.044 3.091 85 98. 113 3 ..1.17 86 98.183 3.11'7 87 98.251 3.065 88 98.324 3.295 89 98.406 3.704 90 98.489 3.'730 91. 98,571. 3.678 92 98.654 3.730 93 98.'736 3.'704 94 98.819 3.730 95 98.902 3.704 96 98.984 3.704 97 99.067 3."730 98 99.1.49 3.704 99 99.231 3.704 1.00 99. 31.4 3. 104 101 99.396 3.704 1.02 99.478 3.704 103 99.561 3.70/1 104 99.643 3.704 105 99.'725 3.704 1.06 99.808 3.704 107 99.890 3.704 108 99.972 3.704 109 100.000 1.239 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL (INCHES) = 2.'70 TOTAL SOIL-LOSS(INCHES) = 0.81 TOTAL EFFECTIVE RAINFALL(INCHES) = 1..88 ---------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = - 25.1.844 TOTAL STORM ---------------------------------------------------------------------------- RUNOFF VOLUME(ACRE-FLE'T) = 58.3628 3- H O U R S T 0 R M R U N O F F H Y D R 0 G R A P 11 HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CWS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) ------------------ VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 ------ 0.083 ------- 0.0011 --------------------------------------------- 0.17 Q 0.167 0.0046 0.50 Q 0.250 0.0113 0.96 Q 0.333 0.0224 1.62 Q OAll/ 0,0400 2.56 Q 0.500 0.0664 3.83 Q 0.583 0.1034 5.38 Q 0.667 0.1553 7.53 Q 0. V50 0.2219 10.54 VQ 0.833 0.3267 14.35 VQ 0.91/ 0.4567 18.87 VQ 1.000 0.6197 23.67 V Q 1,083 0.8173 28.70 V Q 1.161 1.0559 34.64 V Q 1.250 1.3345 40.46 V Q 1.333 1.6552 46.57 V Q 1.417 2.0132 51.97 A Q 1.500 2.4089 57.46 V Q 1.583 2.8387 62.41 V Q 1.667 3.3041 67.57 V Q 1.750 3.8125 73.82 V Q 1.833 4.3719 81.22 V Q 1, . 917 4.9865 89.24 V Q 2.000 5.6550 9V.07 V Q. 2.083 6.3188 105.10 V Q 2,167 7.1606 113.52 V Q 2.250 8.0124 123.68 V Q 2.333 8.9343 133.85 V Q 2.411 9.9366 145.54 V Q 2.500 11.0297 158.72 V Q 2.583 12.2289 174.12 V Q 2.667 13.5291 188.79 V. Q 2.750 14.9303 203.45 V Q 2.833 16.4302 217.79 V Q 2.917 18.0398 233.71 V Q 3.000 193631 250.23 V Q 3.083 21.6115 268.38 V Q 3.167 23.5762 285.27 v Q 3.250 25.6196 305.41 V Q 3.333 27.8610 316.75 V. Q 3.417 30.0430 316.82 V Q 3.500 32.1127 300.52 V Q 3.583 36.0038 274.59 V Q 3.667 35.7046 246.96 Q 3.750 3'7.2312 221.66 Q V 3.833 38.5888 197.12 Q. V 3.917 39.7983 175.63 Q v 4.000 40.8761 156.49 Q V 4.083 11.8466 140.91 Q V 4.167 42.7308 128.39 Q V. 4.250 43.5415 II7.71 Q V 4.333 44.2929 109.09 Q V 4.411 44.9920 101.51 Q V 4.500 45.6452 94.85 Q. V 4.583 46.2539 88.38 Q V 4.667 46.8225 82.56 Q V 4A50 47.3580 77.75 Q V 4.833 4"7.8641 73.49 Q V 4.911 48.3406 69.1.8 Q . V 5.OUu 48.7881. 64.99 Q v 5.083 49.21.00 61..25 Q v 5.16'7 49.6100 158.09 Q v 5.250 49.9912 55.34 Q v 5,333 50.3525 52.46 Q V 5.41.7 50.6962 49.91 Q V 5.500 51.0260 47.88 Q v 5.583 51.3420 45.89 Q v 5.667 51.6444 43.90 Q v 5.750 51,9344 42. 1. ➢- Q V 5.833 52.21.16 40.26 Q V 5.917 52.4749 38.23 Q V 6.000 52.7253 36.35 Q V 6.083 52.9633 34.5'7 Q v 6.16'7 53.1896 32.85 Q V 6.250 53.4032 31..02 Q v 6.333 53.6066 29.53 Q V 6.41.7 53.8029 28.50 Q v 6,500 53.9925 27.54 Q V 6.583 54.1754 26.55 Q V 6.667 54.3520 25.65 Q V 6.750 54.5223 24.13 Q v 6.833 54.6859 23.75 Q v 6.91.7 54.8433 22.86 Q V 7.000 54,9953 22.07 Q V 7.083 55.141.7 21.26 Q V 7.167 55.2822 20.40 Q v 7.250 55.41'71. 19.58 .Q V 7.333 55.546:1, 18.72 .Q V . 7.41."7 55.6690 17.85 Q v . 7..500 55.7860 1.6.98 .Q v . 7.583 55.8985 16.34 .Q V . 7.667 56.0078 1.5.87 .Q v . 7.750 56.11-35 1.5.35 .Q V . 7.833 56.21.57 14.84 ,Q V . 7.91.7 56.31.36 14.22 .Q v . 8.000 56.4071. 13.57 .Q V . 8.083 56.4958 12.88 .Q V . 8.167 56.5806 1.2.32 .Q V . 8.250 56.662'7 11.91 .Q V . 8.333 56.7418 11..49 Q V . 8.41.7 56.8183 1.1..1.0 .Q V 8.500 56.891.3 1.0.61. .Q v . 8.583 56.9606 10.06 Q V. 8.667 57.0259 9.47 Q V. 8.750 57.0878 8.99 Q V. 8. 833 57. 1.477 8.10 Q V. 8.917 57.2056 8.40 Q V. 9.000 57.2617 8.15 Q V. 9.083 57.3158 7.84 Q V. 9.167 5'7.3668 7.42 Q V. 9.250 51.4148 6.96 Q V. 9.333 57.4597 6.53 Q V. 9.417 57.5032 6.32 Q V. 9.500 57.5461 6.22 Q V. 9.583 57.5884 6.15 Q V. 9.667 57.6304 6.09 Q V. 9.750 57.6'723 6.09 Q V. 9.833 57.71,45 6.1.3 Q v. 9.917 57.'7569 6.16 Q V. 10.000 57.7992 6.14 Q V. 1.0.083 5'7.8408 6.03 Q V. 1.0.167 51.8815 5.92 Q V. 10.250 57.9214 5.79 Q V. 10.333 57.9605 5.67 Q V. 10.417 57.9985 5.52 Q V. 10.500 58.0352 5.33 Q V. 1.0.583 58.0'708 5.1"7 Q V. 10.667 58.1,051, 4.99 Q V. 1.0.`750 58.1379 4.'76 Q V. 10.833 58.1,691 4.53 Q V. 10.917 58,1989 4.32 Q V. 1.1.000 58.22*72 4.11 Q v. 1.1..083 58.2539 3.88 Q V. 1,1.167 58.2786 3.59 Q V. 11..250 58.3006 3.20 Q V. II,333 58.3205 2.88 Q V. 11.41.7 58.3370 2.40 Q V. 11..500 58.3492 1.77 Q V. 11.583 58.3566 1.07 Q V. 11.667 58.3599 0.49 Q V. 11.150 58.3616 0.24 Q V. 11.833 58.3625 0.14 Q V. 1.1..917 58.3629 0.04 Q V 12.000 58.3629 0.00 Q V *AA*****A****** ***"* ****'***A*****+J:* * i * * * * * * # * I . ****A*******A**AA****.**.**.A. FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 :IS CODE 3.1. ------------------------------------------------- -- »»>PLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #I.««< INFLOW (STREAM 1) I I V effective depth -- _I...- (and volume) I I I I V........ detention 1<-->I outflow basin ........• A \ I dead j basin outlet V storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE: (AF) := 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVz VOLUME(AF) FILLED ABOVE OUTLET DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.88 19.20 0.31.1. 0.000 3 2.50 31.30 0.482 ' 4 2.90 36.80 0.686 5 3.40 80.70 0.913 6 3.90 157.70 1.150 7 4.90 370.20 1.676 8 4.91 485.70 1.677 MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) .------------------------------_-_--_--_--------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AT) 0.083 0.000 0.17 0.00 0.01 0.0 0.001 0.167 0.000 0.50 0.00 0.02 0.1 0.003 0.250 0.000 0.96 0.00 0.05 0.3 0.008 0.333 0.000 1.62 0.00 0.09 0.7 0.014 0.417 0.000 2.56 0.00 0.14 1.2 0.024 0.500 0.000 3.83 0.00 0.22 1.9 0.037 0.583 0.000 5.38 0.00 0.33 2.8 0.055 0.667 0.000 7.53 0.00 0.47 4.1 0.078 0.750 0.000 10.54 0.00 0.67 5.8 0.111 0.633 0.000 14.35 0.00 0.93 8.2 0.153 0.917 0.000 18.87 0.00 1.25 11.1 0.207 1.000 0.000 23.67 0.00 1.62 14.7 0.269 1.083 0.000 28.70 0.00 1,97 18.8 0.337 1.167 0.000 34.64 0.00 2.25 23.7 0.412 1.250 0.000 40.46 0.00 2.52 29.0 0.491 1.333 0.000 46.57 0.00 2.70 32.8 0.586 1.417 0.000 51.97 0.00 2.92 36.2 0.694 1.500 0.000 57.46 0.00 3.09 46.0 0.773 1.583 0.000 62.41 0.00 3.17 57.2 0.809 1.667 0.000 67.57 0.00 3.23 63.4 0.838 1.750 0.000 73.82 0.00 3.30 69.2 0.869 1.833 0.000 81.22 0.00 3.39 75.9 0.906 1.917 0.000 89.24 0.00 3.46 84.4 0.939 2.000 0.000 97.07 0.00 3.51 93.4 0.964 2.083 0.000 105.10 0.00 3.56 101.5 0.989 2.167 0.000 113.52 0.00 3.62 109.7 1.015 2.250 0.000 123.68 0.00 3.68 119.1 1.047 2.333 0.000 133.85 0.00 3.75 129.3 1.078 2.417 0.000 145.54 0.00 3.83 140.3 1.115 2.500 0.000 158.72 0.00 3.91 152.9 1.155 2.583 0.000 174.12 0.00 3.99 168.0 1.197 2.667 0.000 188.79 0.00 4.06 183.7 1.232 2.750 0.000 203.45 0.00 4.13 198.2 1.268 2.833 0.000 217.79 0.00 4.19 212.7 1.304 2.917 0.000 233.71 0.00 4.27 227.9 1.344 3.000 0.000 250.23 0.00 4.35 244.3 1.385 3.083 0.000 268.38 0.00 4.43 261.8 1.430 3.167 0.000 285.27 0.00 4.51 279.3 1.471 3.250 0.000 305.41 0.00 4.61 298.0 1.523 3.333 0.000 316.75 0.00 4.65✓ 313.2 1.547 3.417 0.000 316.82 0.00 4.65 317.4/ 1,543 3.500 0.000 300.52 0.00 4.56 307.2 1.497 3.583 0.000 274.59 0.00 4.43 284.3 1.430 3.667 0.000 246.96 0.00 4.30 256.9 1.361 3.750 0.000 221.66 0.00 4.18 230.6 1.300 3.833 0.000 197.12 0.00 4.07 205.9 1.239 3.917 0.000 175.63 0.00 3.97 183.2 1.187 4.000 0.000 156.19 0.00 3.88 1.63.4 1.139 4.083 0.000 140.91. 0.00 3.79 147.2 I.096 4.167 0.000 128.39 0.00 3.71 134.0 1..058 1.250 0.000 137.71 0.00 3.64 122.5 1.025 4.333 0.000 109.09 0.00 3.58 112.9 0.999 4.417 0.000 101.51 0.00 3.53 104.9 0.976 4.500 0.000 94.85 0.00 3.49 97.8 0.955 4.583 0.000 88.38 0.00 3.45 91.3 0.935 4.667 0.000 82.56 0.00 3.41 85.1 0.918 4.750 0.000 77.75 0.00 3.37 80.3 0.900 4.833 0.000 73.49 0.00 3.33 76.4 0.880 4.911 0.000 69.18 0.00 3.28 72.3 0.859 5.000 0.000 64.99 0.00 3.23 68.1 0.837 PROCESS -- --- SUMMARY OF STORAGE: ------------------------------------------------ INFLOW VOLUME = 58.363 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME _ 58.363 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 1******yc**************************ir**�k*�c***********ri i�*******irk******•k*****yc*yc F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251-8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net ***********************•*** DESCRIPTION OF STUDY ************************** * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 6 HR INVESTIGATION WITH DBL 20X2 RCB INV EL 33.00 ************************************************************************** FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\2489.R06 TIME/DATE OF STUDY: 18:17 04/17/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 ------------------------------------------------------------------------------ >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) «« < (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS MATE PERCENT(DECIMAL) = 0.800 USER -ENTERED RAINFALL = 3.20 INCHES RCFC&WCD 6-Hour Storm (5-Minute period) SELECTED RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 0.9990 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 6.879 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 0.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAD VALUES 0RDINATES(CPS) ----------------------------------- 0.303 ------ 8 2 0.91-1 27.650 3 1.889 43.732 4 3.082 53.654 5 4.67`7 71.7-19 6 6.4'15 80.859 7 8.725 101.221 8 1.1..596 1.29.195 9 15.924 1.94.698 10 21..433 24"7.823 11 28.462 31.6.246 12 34.821 286.085 1.3 40.651, 262.291 14 45.438 215.362 15 49.752 1.94.081. 1.6 53.448 166.274 1'7 56.830 1.52.1.32 18 59.530 121.471 19 62. 001, 11.1.. 1.72 20 64.154 96.882 21 66.131, 88.945 22 67.944 81.563 23 69.649 76.681. 24 71..280 73.389 25 '72.709 64.288 26 '74.059 60.731. 27 '75.286 55.1.81 28 '16.481 53.789 29 77.639 52.071 30 78.688 47.201, 31 '79.597 40.885 32 80.505 40.853 33 81.405 40.527 34 82.1.90 35.285 35 82.933 33.420 36 83.676 33.426 31 84.401 32.621 38 85.066 29.933 39 85.726 29.703 40 86.387 29.709 41. 86.989 2'1 .11.0 92 87.540 24.766 43 88.090 24.753 44 88.630 24.287 45 89.068 19.708 46 89.481. 18.572 47 89.894 1.8.584 48 90.299 18.214 49 90.684 17.358 50 91.070 17.332 51. 91.454 1,7.307 52 91.806 15.813 53 92.136 i4.855 54 92.466 1.4.855 55 92.793 14.71.4 56 93.099 1.3.769 57 93.402 1.3.629 58 93.705 13.603 59 93.983 1.2,504 60 94.217 10.537 61 94.451 10.537 62 94.685 10.51.2 63 94.91.9 10.525 64 95.153 10.525 65 95.38'7 10.525 66 95.61.1 1.0.090 67 95.794 8.251 68 9:5.913 8.060 69 96.1.52. 8.034 '70 96.331 8.060 '71 96.510 8.047 '72 96.689 8.047 '73 96.865 7.919 '74 91.002 6.156 75 97.1,25 5.544 76 97.250 5.620 17 97.373 5.543 78 97.497 5.594 79 97 . 621, 5. 543 80 97,745 5,594 81. 97.838 4.190 82 97.907 3.117 83 97.975 3.065 84 98.044 3.091, 85 98.113 3.117 86 98.183 3.11'7 87 98.251, 3,065 88 98.324 3.295 89 98.406 3.704 90 98.489 3.'730 91 98.571 3.678 92 98,654 3.730 - 93 98,136 3.704 94 98.819 3.730 95 98.902 3.704 96 98.984 3.704 97 99.067 3.730 98 99.149 3.704 99 99.231 3."704 100 99.314 3.704 101 99,396 3.704 102 99.478 3.704 103 99.561. 3.704 104 99.643 3.'704 1,05 99.725 3.704 106 99.808 3.'704 1.01 99. 890 3. "704 1.08 99.972 3.704 109 1.00.000 1..239 ------------------------------------------------------------------------- TOTAL STORM RAINFALL(INCHES) = 3.20 TOTAL SOIL-LOSS(INCBES) - 1.49 TOTAL EFFECTIVE RAINFALL(INCHES) _- 1.70 ------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME (ACRE-FEET) = 46.2980 TOTAL STORM ------------------------------------------------------------------ RUNOFF VOLUME(ACRE-FEET) = 52.771.0 6 - H O U R S T O R M R U N O F F 11 Y D R O G R A P H HYDROGRAPH CN PIVE MI:NOTE ON1.P INTERVA.LS(CFS) (Note: Time indicated is at END of Each Unit Tntervals) _.----------------------------------------------"--'-------------------- TIME(HRS) VOLOME(AG) Q(CIFS) 0. 75.0 1.50.0 225.0 300.0 0.083 0.0003 0.04 Q 0.167 0.0013 0.14 Q 0,250 0.0033 0.30 Q 0.333 0.0067 0.50 Q 0.417 0.01.20 0.76 Q 0.500 0,0194 1.07 Q 0.583 0.0295 1.47 Q 0.667 0.0431, 1,97 Q 0.'750 0.0618 2.71 Q 0.833 0.0871 3.6'7 Q 0.91.7 0.1208 4.90 Q 1.000 0.1627 6.09 Q 1.083 0.21123 7.21. Q 1.167 0.2689 8.22 VQ 1..250 0.3321 9.1.7 VQ 1.333 0.401.4 1.0.07 VQ I.417 0.4765 10.90 VQ 1.500 0.5565 11.62 VQ 1..583 0.6410 1.2.2"7 VQ 1.667 0.7298 12.90 VQ 1.750 0.8229 1.3.51. VQ 1..833 0.9201 1.4.13 VQ I.91.7 1.0213 14.68 VQ 2.000 1.1261. 15.22 V Q 2.083 1.2341. 1.5.68 V Q 2.167 1.3451 16.12 .VQ 2.250 1.4589 16.53 .VQ 2.333 1.5755 16.93 .VQ 2.417 1.6947 17.31 .VQ 2.500 1.8165 17.68 .VQ 2.583 1.9406 18.03 .VQ 2.667 2.0614 18.41 .VQ 2.750 2.1972 18.85 .VQ 2.833 2.3306 1.9.37 .VQ 2.91'7 2.4676 1.9.89 VQ 3.000 2.6088 20.50 VQ 3.O83 2.7542 21..11. Q 3.167 2.9043 21.79 Q 3.250 3.0594 22.52 VQ 3.333 3,2205 23.39 VQ 3.41.7 3.3892 24.50 VQ 3.500 3.5676 25.91 VQ 3,583 3.7583 27.68 VQ 3.667 3.9617 29,54 Q 3.750 4.1791 31..57 VQ 3.833 4.4119 33.80 VQ 3.91.7 4.6625 36.38 VQ 4.000 4.9334 39.34 V Q 4.083 5.2273 42.67 V Q 4,167 5.5471, 46.44 V Q 4.250 5.8975 50.88 V Q 4.333 6.281.E 55.77 v Q 4.417 6.7024 61..10 V Q . 4.500 7.1.604 66.50 V Q 4.583 7.6576 72.20 V Q. 4.667 8.1947 77.98 V Q 4.750 8.7746 84.20 V .Q 4.833 9.3985 90,60 v Q 4.91.'1 10.0705 9'7.57 V Q 5.000 10.7929 104.90 V S2 5,083 11.5703 112.87 v Q 5.157 12..4057 121-.30 V. Q 5.250 2 3. 30411, 1,30.45 v Q 5,333 1.4.2692 140.1.3 V Q 5.41.1 15.3086 150.92 .v Q 5.500 16.4302 1,62.86 v Q 5.583 1.'7.6318 1,74.4'7 V Q 5.667 18.9079 1,85.29 v Q 5.750 20,2567 195.86 v Q 5.833 21.6841. 207.26 V Q 5.91.'7 2:3.1919 218.93 V Q. 6.000 24.'7831 231.04 v Q 6.083 26.4496 241.97 v Q 6.167 28.1738 250.35 .v Q 6.250 29.8998 250.63 V Q 6.333 31..5671 242.09 v Q 6.417 33.0869 220.67 V Q. 6.500 34.4476 1.97. 5"7 Q 6.583 35.6526 174.98 Q v 6.667 36.7306 156.52 Q V 6.750 37.69/18 140.00 Q V . 6.833 38.5622 1.25.95 Q V. 6.917 39.3399 112.92 Q V. 7.000 40.0508 103,23 Q v 7.083 40.'7043 94.89 Q v 7.1,61 41.3104 88.01. .Q .v 7.250 4:1..8751. 81.99 Q V 7.333 42.4035 76.73 Q V 7.417 42.8985 '71..87 Q. v 7.500 43.3605 67.08 Q v "7.583 43.7949 63.0'7 Q v 7.667 /14.2040 59.40 Q v 7.150 /14.5916 56.28 Q V 7.833 44.9581. 53.21 Q V 7.917 45.3026 50.02 Q v 8.000 45.6273 47.16 Q v 8.083 45.9378 45.08 Q v 8.1.67 46.2341. 43.03 Q v 8.250 46.51.49 40.'7"7 Q v 8.333 46.7835 39.00 Q V 8.417 47.0419 37.51 Q V 8.500 47.2893 35.93 Q V 8.583 47.5254 34.28 Q v 8.66V 47.*7518 32.87 Q v 8.750 47.9682 31..42 Q V 8.833 48.1,732 29.76 Q v 8.917 48.3678 28.26 Q V 9.000 48,5538 27,01, Q v 9.083 48.7308 25.70 Q v 9.1,67 48.8980 24.27 Q V 9.250 49.0586 23.32 Q V 9.333 49.2142 22.60 Q v 9.417 49.3647 21.85 Q v 9.500 49.5098 21,07 Q V 9.583 49.6500 20.36 Q v 9.667 49,7850 19.60 Q v 9.'750 49.9143 18.7"7 Q v 9.833 50.0387 18.06 Q v 9.917 50.1.589 17.45 Q v 10.000 50.2746 16.80 Q V 1.0.083 50.3854 16.09 Q V 1.0.167 50,4911 15.44 Q V . 1.0.250 50.5935 14.78 .Q v . 30.333 50,6902 1.4.05 .Q V . 10,417 50.7824 1.3.38 .Q v . 10.500 50.8717 12.96 .Q v . 1.0.583 50.9582 1.2.56 .Q V . 10.667 51.041.7 1.2.12 .Q V . 10.750 51.1219 17..65 .Q v . 10.833 51..1.98'7 1.1..1.'5 .Q V 10.917 51.271.6 1.0.59 .Q V . 11.000 51.31106 10.02 .Q v . 11.083 51.4071 9.65 .Q v . 11.1.67 51..471.3 9.33 .Q V. 11,.250 51.5332 8.99 Q V. 11.333 51,.5925 8.60 .Q V. II.417 51.6489 8.19 .Q V. 11.500 51.7023 7.75 .Q V. 1.1.583 51..7523 7.26 Q V. 11.667 51,8002 6.96 Q V. 11.750 51.8467 6.75 Q V. 1.1.833 51.8916 6.52 Q V. 11.917 5:L.9348 6.27 Q V. 1.2.000 51.9761 5.99 Q V. 1.2.083 52.01.53 5.'70 Q V. 1.2.1.67 52.0520 5.33 Q V. 3.2.250 52.0873, 5.1.0 Q V. 1.2.333 52.1.21.8 5.04 Q V. 12.417 52.1565 5.03 Q V. 12.500 52.1910 5.01, Q V. 1.2.583 52,2253 4.99 Q V. 12.667 52.2596 4.97 Q V. 12.750 52.2938 4.97 Q V. 12-.83.3 52.3279 4.95 Q V. 12.917 52.3614 4.87 Q V. 1.3.000 52.3942 4.76 Q V. 13.083 52.42.63 4.65 Q V. 13.167 52.4575 4.53 Q V. 13.250 52..4877 4.40 Q V. 1.3.333 52.51.70 4.24 Q V. 13.417 52.5451. 4.08 Q V. 1.3.500 52,5721 3.92 Q V. 13.583 52.5979 3.7S Q V. 13.667 52.6224 3.56 Q V. 13.750 52,6456 3.3.7 Q V. 13.833 52.6614 3.1.7 Q V, 13.917 52.6878 2.96 Q V. 14.000 52.7067 2.74 Q V. 14.083 52.72.37 2.48 Q V. 14.167 52.7386 2.15 Q V. 14.250 52.7509 1.79 Q V. 14.333 52.'7604 1.39 Q V. 1.4.41.7 52.7669 0.94 Q V. 1.4.500 52.'7696 0.39 Q V. 14.583 52.7703 0.11. Q V. 14.667 52.`1'707 0.05 Q V. 1.4.750 52.7708 0.03 Q V. 14.833 52.171.0 0.02 Q V. 1.4.91.7 52.771.0 0.01 Q V I."*********kkk k************** ****'*********************I kIk***k********I***** FLOW PROCESS E'ROM NODE. 10.00 TO NODE 10.00 IS CODE - 3.1 ---------------------------------------------------------------------------- >>>>>F'I,OW-THROUGH DETENTION RAS:IN ROUTING MODEL APPLIED TO STREAM tI<< <<< INFLOW (STREAM 1) I V _effective depth ----------- j (and volume) I I I 3 I I I....V........ I detention I< -->I outflow I basin I I.•...... ----------- I l \ I I dead I basin outlet V I storage I OUTFLOW ----------- (STREAM 1) ROUTE RUNOFF HXDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION .BASIN CONSTANT LOSS RATS(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.88 19.20 0.311 3 2.50 31.30 0.482 4 2.90 36.80 0.686 5 3.40 80.70 0.913 6 3.90 157.70 1.150 7 4.90 370.20 1.676 8 4.91 485.70 1.677 MODIFIED--PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) ---------------------------------------------------------------------------- (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 0.04 0.00 0.00 0.0 0.000 0.167 0.000 0.14 0.00 0.01 0.0 0.001 0.250 0.000 0.30 0.00 0.01 0.i 0.002 0.333 0.000 0.50 0.00 0.03 0.2 0.004 0.417 0.000 0.76 0.00 0.04 0.4 0.007 0.500 0.000 1.07 0.00 0.06 0.6 0.011 0.583 0.000 1.47 0.00 0.09 0.8 0.015 0.667 0.000 1.97 0.00 0.13 1.1 0.021 0.750 0.000 2.71 0.00 0.18 1.6 0.029 0.833 0.000 3.67 0.00 0.24 2.1 0.040 0.917 0.000 4.90 0.00 0.32 2.9 0.054 1.000 0.000 6.09 0.00 0.42 3.8 0.069 1.083 0.000 1.t.1. 0.00 0.52 4.8 0.086 1..167 0.000 8.22 0.00 0.62 5.8 0.1.02 1.250 0.000 9.17 0.00 0.'72 6.8 0.119 1.333 0.000 10.07 0.00 0.81 '7.8 0.134 1.417 0.000 1.0.90 0.00 0.90 8.1 0.149 1.500 0.000 1,1.62 0.00 0,98 9.6 0.1.63 1.583 0.000 12.27 0.00 1..06 10.4 0.1.75 1.667 0.000 12.90 0.00 1.1.3 11..2 0.18'7 1.'750 0.000 13.51. 0.00 1..20 11.9 0.1.98 1..833 0.000 14.13 0.00 1..26 12.6 0.209 1.917 0.000 1.4.68 0.00 1..32 13.2 0.219 2.000 0.000 1.5.22 0.00 11.38 13.8 0.229 2.083 0.000 15.68 0.00 1.4/1 1.4,4 0.237 2.167 0.000 1.6.1.2 0.00 1.49 1.4.9 0.246 2.250 0.000 1.6.53 0.00 1..53 1.5.4 0.253 2.333 0.000 16.93 0.00 1.58 1.5.9 0,261 2.417 0.000 1.7.31 0.00 1.62 1.6.3 0.267 2.500 0.000 l'7.68 0.00 1.66 16.7 0.274 2.583 0.000 18.03 0.00 1..'10 17.1. 0.280 2.667 0.000 18.41. 0.00 1.73 17.5 0.286 2.750 0.000 18.85 0.00 1.77 17.9 0.293 2.833 0.000 1.9.3"7 0.00 1..82 18.3 0.300 2.917 0.000 3.9.89 0.00 1.86 18.8 0.308 3.000 0.000 20.50 0.00 1..90 19.3 0.316 3.083 0.000 21.1.1. 0.00 1.93 1.9.9 0.325 3,167 0.000 21.79 0.00 1.96 20.5 0.333 3.250 0.000 22.52 0.00 2.00 21.1, 0.343 3.333 0.000 23.39 0.00 2.04 21.9 0.354 3.417 0.000 24.50 0.00 2.08 22.7 0.366 3.500 0.000 25.91 0.00 2.14 23.1 0.382 3.583 0.000 2'7.68 0.00 2.21 24.9 0.401 3,667 0.000 29.54 0.00 2.29 26.3 0.423 3.750 0.000 31.57 0.00 2.3"7 28.0 0.447 3.833 0.000 33.80 0.00 2.47 29.8 0.475 3.917 0.000 36.38 0.00 2.55 31.4 0.509 4.000 0.000 39.34 0.00 2.64 32.6 0.555 4.083 0.000 42.67 0.00 2.76 34.1 0.614 4.167 0.000 46.44 0.00 2,90 35.9 0.687 4.250 0.000 50.88 0.00 3.03 42.5 0.745 4.333 0.000 55.77 0.00 3.10 51.2 0.776 4.417 0.000 61.10 0.00 3.16 57.0 0.805 4.500 0.000 66.50 0.00 3.22 62.4 0.833 4.583 0.000 72.20 0.00 3.29 68.0 0.862 4.667 0.000 77.98 0.00 3.35 73."7 0.891 4.750 0.000 84.20 0.00 3.42 79.9 0.921 4.833 0.000 90.60 0.00 3.47 87.2 0.944 4.917 0.000 97.57 0.00 3.51 94.5 0.966 5,000 0.000 104.90 0.00 3.56 101.6 0.988 5.083 0.000 1,12.87 0.00 3.61, 1.09.3 1.013 5.167 0.000 1.21.30 0.00 3.67 1,1.7.5 1,039 5.250 0.000 130.45 0.00 3.73 12.6.3 1.068 5.333 0.000 1.40.13 0.00 3.19 1.35.8 1..098 5.417 0.000 150.92 0.00 3.86 146.1. 1.1.31 5.500 0.000 162.86 0.00 3.93 157.8 1.166 5.583 0.000 174.47 0.00 3.99 170.1. 1.196 5.667 0.000 1,85.29 0.00 4.04 181.5 1.222 5.750 0.000 1.95.86 0.00 4.09 192.1 1.248 5.833 0.000 201.26 0.00 4.14 203.1, 1.2'77 5.917 0.000 218.93 0.00 1.20 214.7 1.306 6.000 0.000 231.04 0.00 4.25 226.7 1.336 6.083 0.000 241.97 0.00 4.30 238.1. 1.362 6.1.67 0.000 250.35 0.00 4.34' 247.5 1..382 6.250 0.000 250.63./ 0.00 4.34 251.0" 1.380 6.333 0.000 242.09 0.00 4.29 245.6 1.355 6.417 0.000 220.61 6.500 0.000 1.97.57 6.583 0.000 1.74.98 6.667 0.000 1.56.52 6.750 0.000 1.40.00 6.833 0.000 125.95 6.91.7 0.000 112.92 7.000 0.000 103.23 '7.083 0.000 94.89 1.1.67 0.000 88.01 7.250 0.000 81.99 7.333 0.000 76.73 7.417 0.000 71.87 7.500 0.000 67.08 1.583 0.000 63.07 7.667 0.000 59.40 7.750 0.000 56.28 7.833 0.000 53.21 7.917 0.000 so.02 8.000 0.000 47.1.6 8.083 0.000 45.08 8.167 0.000 43.03 8.250 0.000 40.77 8.333 0.000 39.00 8.41'7 0.000 37.51. 8.500 0.000 35.93 8.583 0.000 34.28 8.667 0.000 32.87 8.750 0.000 31.42 8.833 0.000 29.76 8.917 0.000 28.26 9.000 0.000 27.01 9.083 0.000 25.70 9.167 0.000 24.27 9.250 0.000 23.32 9.333 0.000 22.60 9.41'7 0.000 21.85 9.500 0.000 21.07 9.583 0.000 20.36 9.667 0.000 1.9.60 9.750 0.000 1.8.77 9.833 0.000 18.06 9.917 0.000 IJ.45 10.000 0.000 16.80 ------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 52.'771. AF BASIN STORAGE 0.000 AF (WITH OUTFL0W VOLUME = 52.771 A),,' LOSS VOLUME = 0.000 AF END OF IFLOODSCx ROUTING ANALYSIS 0.00 4.18 229.0 1.298 0.00 4.07 205.8 1.241 0.00 3.97 183.1 1..185 0.00 3.88 1.63.1. 1.140 0.00 3.78 1.46.8 1.093 0.00 3.69 1.32.2 1.050 0.00 3.60 11.8.'7 1..010 0.00 3.54 107.5 0.981 0.00 3.49 98.6 0.955 0.00 3.45 91..1 0.934 0.00 3.41 84.7 0.91.6 0.00 3.36 19.6 0.896 0.00 3.31 75.2 0.873 0.00 3.26 70.6 0.849 0.00 3.21. 66.2 0.827 0.00 3.17 62.2 0.808 0.00 3.13 58.7 0.791. 0.00 3.30 55.5 0.775 0.00 3.06 52.4 0.759 0.00 3.03 49.3 0.143 0.00 3.00 16.8 0.732 0.00 2.98 44.6 0.72.1. 0.00 2.95 42.4 0.71.0 0.00 2.93 40.4 0.700 0.00 2.91 38.7 0.692 0.00 2.89 37.3 0.683 0.00 2.86 36.5 0.667 0.00 2.82 36.0 0.6ii6 0.00 2.77 35.3 0.61.9 0.00 2.70 34.5 0.586 0.00 2.63 33.6 0.549 0.00 2.56 32.6 0.511 0.00 2.46 31.3 0.472 0.00 2.34 29.1 0.437 0.00 2.2.4 27.2 0.410 0.00 2.1.7 25.5 0.390 0.00 2.1.1 24.2 0.374 0.00 2.06 23.1 0.359 0.00 2.01. 22.2 0.347 0.00 1.97 21.3 0.335 0.00 1.92 20.5 0.323 0.00 1..88 1.9.7 0.31.2 0.00 1.82 19.0 0.302 0.00 1.76 18.3 0.291--------------------------------- 0.000 AF INITIALLY FILLED) 'T�:4************************�l•:':�F**;k:k�k****�c**�c*A:ti*�l•*�F:k**kk *1c k***-*********i.-******* F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949--251-8821 Fax 251--0516 E-mail: mdsirvine@mdsconsulting.net ************************** DESCRIPTION OF STUDY ************************** * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 24 HR INVESTIGATION WITH DBL 20X2 RCB INV EL 33.00 ************************************************************************** FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\2489.R24 TIME/DATE OF STUDY: 18:28 04/17/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- 1 >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW � 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 MINIMUM SOIL -LOSS RATE(INCH/HOUR) = •0.137 USER --ENTERED RAINFALL = 4.25 INCHES RCFC&WCD 24-Hour Storm (15-Minute period) SELECTED RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 0.9993 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.638 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPtt UNIT HYDROGRAPH NUMBER M[IAN VALii E,S ORD I i4iVIIES (Cli'S) -------------------------- i. 1..036 _------------_--__-_------------ 15.543 2 4.745 55.610 3 1.2.082 110.028 4 28.239 262.293 5 45.281 255.566 6 56.603 1,69.187 7 64.096 1.12.367 8 69.625 82.91.3 9 74.018 65.885 10 1'7.603 53.757 11. 80.502 43.484 12 82.933 36.448 13 85.064 31..966 14 86.9'72 28.608 15 88.596 24.355 16 89.891 1.9.41.9 1.7 91..0'/0 1.7.6`76 18 92.1.36 15.993 1.9 93.098 14.430 20 93.968 1.3.045 21, 94.685 1.0.'746 22 95.384 10.476 23 95.973 8.846 24 96.51.0 8.050 25 96.997 7.306 26 97.313 5.634 27 97.734 3.418 28 97.975 3.61.6 29 98.182 3.097 30 98.406 3.361 31 98.654 3.71.3 32 98.901 3 . "71.3 33 99.1.49 3.71.8 34 99.397 3.'713 35 99. 644 3.'11.3 36 99.892 3.713 37 100,000 1.622 TOTAL STORM RAINFALL(INCHES) = 4.25 TO'I'AL SOIL-LOSS(INCHES) := 2.91. TOTAL L;L'FECTTVE RAINFALI,(INC1f'sS) = 1.34 ----------------------------------------------------- TO'TAL SOIL -LOSS VOLUME (ACRE-FEET) = 90,2014 'TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _- 41.4383 -------------------------------------------------------------------- 2 4- H O U R S T 0 R M R U N O F F If Y D R 0 G R A P H ...__ .. ..----------------_._.._...-._--.. HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at PND of Each Unit Intervals) -----------`--------------------------------------- - - T:CME(HRS) VOLUME(AP) Q(C]''S) 0. 20.0 40.0 60.0 80.0 12.083 9.8726 23.1.4 V.Q 12.167 10.0320 23.14 V.Q 12.250 1.0.1913 23.14 V.Q 12.333 10.3604 24.55 V Q 72.417 10.5294 24.55 V Q 1.2.500 10.6985 24.55 V Q 12.583 10.8906 27.89 V Q 12.667 11..0827 27.89 V Q 12.750 11.2748 27.89 V Q 12.833 13.5208 35.73 .v Q 12.911 11..7669 35.73 .v Q 1.3.000 12.0129 35.73 .V Q 13.083 1.2.3275 45.68 .v Q 13.167 12.6420 45.68 v Q 1.3.250 1.2,9566 45.68 V Q 13.333 1.3.3407 55.77 v Q 13.41.7 13.7248 55.77 V Q 13.500 34.1089 55.97 V Q 1.3.583 AMA A 65.19 V Q 1.3.667 15.0068 65.19 V Q 13.750 1.5.4557 65.19 v Q 1.3.833 1.5.9650 13.94 v 13.917 16.4742 73.94 V 14.000 16.9835 73.94 v 14.083 1.7.5298 79.32 V 34.167 18.0761. 79.32 V 1.4.250 1.8,6223 79.32 V 1.4.333 19.3489 16.45 V . 14.417 1.9,6754 76.45 V . 1.4.500 20.2019 16.45 V. 14.583 20.6973 71.93 V. A. 667 21.192? 71..93 V 14,750 21.6881. 11..93 v 14.833 22.1.863 72.35 .V 1.4.917 22.6846 72.35 .V 15.000 23.1829 72.35 V 15.083 23,6943 74.26 V 15.167 24.2057 74.26 V 1.5.250 24.7111. 74.26 V 15.333 25.2343 75.10 V 15.417 25.7515 75.10 V 15.500 26.2686 75.1.0 V 15.583 26.781.6 14.68 V 15.667 27.2946 74.48 V 15.150 27.8075 74.48 V 15.833 28.3055 72.31 V 15.91.7 28.8035 72..31 V 16.000 29.3015 72.31 V . 16.083 29.7741. 68.62 V Q 16.167 30.2467 68.62 V. Q 16.250 30,71.93 68.62 V. Q 1.6.333 31..1.474 62.15 VQ 16.417 31.5754 62.1.5 VQ 1.6.500 32,0034 62.15 VQ 16.583 32.3191 54.54 Q .v 16.667 32.7547 54.54 Q .v 16.150 33.1303 54.54 Q .V 16.833 33.4401 44.98 Q v 16.917 33.7499 44.98 Q V 1.7.000 34.0397 44.98 Q V 1.7.083 34.3084 36.11 Q V 1.7.167 34.5571 36.11 Q V 11.250 34.8058 36.1.1. Q V 17.333 35.0133 30.1.3 Q V Q Q Q Q- Q- 4. Q . Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q 17.417 35.2208 30.13 Q V 17.500 35.4284 30.13 Q V 17.583 35.6075 26.01 Q V 17.667 35.7867 26.01 Q V 17.750 35.9658 26.01 Q V 17.833 36.1252 23.15 Q V 17.917 36.2847 23.15 Q V ' 18.000 36.4441 23.15 Q V FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) I I V effective depth -------------- I (and volume) I I I I I I I....V........ detention 1<-->I outflow I basin I I......•• ----------- I I \ J I dead J basin outlet V J storage i OUTFLOW--------- J (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0,00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.88 19.20 0.311 3 2.50 31.30 0.482 4 2.90 36.80 0.686 5 3.40 80.70 0.913 6 3.90 157.70 1.150 7 4.90 370.20 1.676 8 4.91 485.70 1.677 1 MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): 1 (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ------------ F11,LI rD(A).,') ----------- (CVS) (cl"s) DEPI 1-1(FT) (cvs) VOLUME(A F') :1.2.083 0.000 - 23.1.4 0.00 --------------------------- 2.01 22.7 0.362 12.167 0.000 23.1.4 0.00 2,07 22.9 0.364 1.2.250 0.000 23.1.4 0.00 2.08 23.0 0.365 1.2.333 0.000 24.55 0.00 2.11. 23,3 0.373 12.417 0.000 2.4.55 0.00 2.12. 23.8 0.318 12.500 0.000 24.55 0.00 2.1.4 24.1, 0.382 12.383 0,000 27.89 0.00 2.21, 24.9 0.402 12.667 0.000 27.89 0.00 2.26 26.1, 0.41.4 12.'750 0.000 2'7.89 0.00 2.28 26.8 0.422 12.833 0.000 35.73 0.00 2.46 28.8 O.Zi70 12.917 0.000 35.73 0.00 2.54 31..1, 0.502 1.3.000 0.000 35.73 0.00 2.59 32.2 0.526 1.3.083 0.000 45.68 0.00 2.15 33.6 0.609 13.16'7 0.000 45.68 0.00 2.88 35.7 0.678 1.3.250 0.000 45.68 0.00 2.97 39.8 0.,71.9 13.333 0.000 55.77 0.00 3.09 48.1. 0.771 13.417 0.000 55.77 0.00 3.11 54.3 0.782 1.3.500 0.000 55.77 0.00 3.1.1. 55.5 0."784 13.583 0.000 65.1.9 0.00 3.20 59.5 0.823 1.3.667 0.000 65.19 0.00 3.22 64.1 0.831 1.3.750 0.000 65.1.9 0.00 3.22 65.0 0.832 1.3.833 0.000 73.94 0.00 3.30 68.6 0.869 13.91.7 0.000 13.94 0.00 3.32 72.9 0.876 19.000 0.000 13.94 0.00 3.32 '73.7 0.877 1.4.083 0.000 '79.32„ 0.00 3.37 "76.1. 0.900 14.167 0.000 79.32 0.00 3.38 '78.'7 0.904 14.250 0.000 '79.32 0.00 3.38 79.2= 0.905 1.4.333 0.000 76.45 0.00 3.36 78.1 0,894 14.417 0.000 76.45 0.00 3.35 76.8 0,891. 14.500 0.000 76.45 0.00 3.35 76.5 0.891. 14.583 0.000 71.93 0.00 3.31. 74.'7 0,872 14.66'7 0.000 '71.93 0.00 3.30 72.5 0.868 14.750 0.000 71.93 0.00 3.30 72.0 0.868 1.4.833 0.000 '72.35 0.00 3.30 72.1 0.869 14.91'l 0.000 72.35 0.00 3.30 '72.3 0.870 15.000 0.000 72.35 0.00 3.30 '72.3 0.870 1.5.083 0.000 74.26 0.00 3.32 73.1 O.8'78 15.167 0.000 '74.26 0.00 3.33 '74.0 0.879 1_1i.250 0.000 79.26 0.00 3.33 "74.2 0.879 15.333 0.000 75,1.0 0.00 3.33 74.6 0.883 15.41-1 0.000 75.10 0.00 3.34 15.0 0.884 15.500 0.000 75.:1,0 0.00 3.34 75.1 0.884 15.583 0.000 '74.48 0.00 3.33 74.8 0.881 15.667 0.000 74.48 0.00 3.33 74.6 0.881 15.'750 0.000 '74.48 0.00 3.33 74.5 0.881. 15.833 0.000 '72.31 0.00 3.31 73.6 0.872 15,917 0.000 '12.31. 0.00 3.31, '12.6 0.8'70 16.000 0.000 '72.31. 0.00 3.30 72.4 0.869 16.083 0.000 68.62 0.00 3.2.7 70.8 0.854 16.167 0.000 68.62 0.00 3,26 69.1 0.853, 1.6.250 0.000 68.62 0.00 3.26 68.7 0.851, 16,333 0.000 62.15 0.00 3.20 66.1 0.824 1.6.417 0.000 62.1.5 0.00 3.19 62.9 0.818 1-6.500 0.000 62.15 0.00 3.19 62.3 0.817 16.583 0.000 54.54 0.00 3.12 59.1. 0.786 1-6.667 0.000 54.54 0.00 3.11 55.5 0.779 16.'750 0.000 54.54 0.00 3.10 54.7 0.'7'78 16.833 0.000 44.98 0.00 3.02 50.8 0.738 16.917 0.000 44.98 0.00 3.00 46.1 0.730 17.000 0.000 44.98 0.00 2.99 45.2. 0.729 L7.083 0.000 36.1.1, 0.00 2.91 41..5 0.692 17.167 0.000 36.11 0.00 2.89 37.3 0.684 17.250 0.000 36.1.1. 0.00 2.89 36.7 0.680 i_7.333 0.000 30.13 0.00 2.81, 36.1 0.639 1 7.4 17 0.000 30.13 0.00 2.74 35.1 0.605 17.500 0.000 30.13 0.00 2.69 34.2 0.577 1.'7.583 0.000 26.01 0.00 2.59 33.2 0.527 1.7.667 0.000 26.01, 0.00 2.51, 32.0 0.486 1.'7.750 0.000 26.01 0.00 2.41, 30.4 0.456 1.`7.833 0.000 23.1.5 0.00 2.28 28.2 0.421. 17.917 0.000 23.15 0.00 2.20 26.2 0.400 ---------------------------------------------------------------------------- 18.000 0.000 23.15 0.00 2.16 25.0 0,387 PROCESS SUMMITRY OF STORAGE: INFLOW VOLUME; = 41.438 AF 13ASEN ST0RAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 41..438 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROOTING ANALYSIS .ALTERNATE THREE SPILLOVER ELEVATION INTO THE CITRUS = 33.50 (DUE TO GRADING WITHIN THE CITRUS) MIDS Consultl:lg 113:10 Redhill Avenue, Saite 350 h ine. CA 92614 Phone (949) 251-3821 Fax (949) 251-0516 Email:mdsirvine@mdoconsulting. net Depth / Outflow / Storage I Relationship _ _ STORAGE ELEV ITEM ACTUAL SEE WSPG1 Q1 Qz 03 Qlotal No. DEPTH CALCULATIONS =Q1*Q2+03 ' 01 $ Q2 pipellt plpe42 RCB [Ft] MANUAL [CfS] [CfS] [CfS] [ac-ft] CALCULATIONS FOR Q3 30.10 1 0.00 0.0 0.0 0.0 0.0000 j 32.0 2 1.88 I 7.2 12.0 0.0 99.2 0.3107 32.60 - 3 2.50 - - 12.7 18.6 0.0 _ 31.3 0.4820 INV 30.10 33.0 4 2.90 14.9 21.9 0.0 36.8 0.6863 ,..2 30 0 335 5 340 172 240 00 41.2 09127 35.0 6 4.90 ! 23.4 30.0 205.8 259.21.6756 35.7 7 5.60 - 25.9. 32.4 388.5 446.8 2.147 37.6 8 .7.50 _- + - 319 38.4 590.5 660.8 3.6180 - - Orifice I Q=CA(2gh)1iz C = 0.67 1 CALLE RONDO DETENTION BASIN Tract 24890 CHARACTERISTIC (file:c:exceIh248902 TRIPLE 4X2 RCB SDOJ Clity of LA QUINTA _ F L O O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251-8821 Fax 251-0516 E-mail: mdsi_rvine@mdsconsulting.net ************************** DESCRIPTION OF STUDY ************************** * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 1HR INVESTIGATION WITH DBL 20X2 RCB INV EL 33.00, DIRT EL 33.5 ************************************************************************** FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\248.R01 TIME/DATE OF STUDY: 09:58 04/18/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 USER -ENTERED RAINFALL = 2.10 INCHES , RCFC&WCD 1--Hour Storm (5-Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.60) RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 0.9800 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 6.879 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 0.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION INTERVAL S" GRAPli UNIT HY,UROURAPH NUMBER MEAN VALUES ORDINATES(CPS) 1 - -------------------`- 0.303 `--------'-- 13.618 2 0.917 27.650 3 1.889 43.732 4 3.082 53.654 5 4.677 71079 6 6.475 80.859 '1 8.725 1.01..221. 8 1.1..596 1.29.1.95 9 15.924 194.698 10 21.433 247.823 Il 2.8.462 316.246 1.2 34.821 286.085 13 40.651, 262.291, 14 45.438 215.362 15 49.752 1.94.081, 1.6 53.448 166.274 1.7 56.830 1.52.132 18 59.530 121.47], 19 62.001, 113.172 20 64.154 96.882 21 66.131. 88.945 22 67.944 81.563 23 69.649 76.681 24 71.280 73.389 25 12.709 64.288 26 74.059 60.731 27 75.286 55.1.81. 28 76.481, 53.789 29 77.639 52,071, 30 78.688 47.201, 31 19.59*7 40.885 32 80.505 40.853 33 81.405 40.52) 34 82.390 35.285 35 82.933 33.420 36 83.676 33.426 37 84.401 32.621. 38 85.066 29,933 39 85.126 29.703 40 86.387 29.709 41 86.989 27.1.1.0 42 87.540 24.766 43 88.090 24.153 44 83.630 24.281 45 89.068 19.708 46 89.481, 1.8.572 47 89.894 18.584 48 90.299 18.214 49 90.684 17.358 50 91..070 17.332 51, 91.454 17.307 52 91.806 15.81.3 53 92.136 14.855 54 92.466 14.855 55 92.793 14.714 56 93.099 13.769 57 93.402 13.629 58 93.105 1.3.603 59 93.983 12.504 60 94.217 1.0.537 61 94.451 10.537 62 94.685 0.512 63 94.919 10.525 64 95.153 J-0.525 65 95.387 1.0.525 66 95.611. 10.090 67 95.794 8.251. 68 95.973 8.060 69 96.152 8.034 70 96.331, 8.060 11. 96.51.0 8.047 "72 96.689 8.047 73 96.865 '1.91.9 74 9-1.002 6.1.56 75 97.125 5.544 76 97.250 5.620 77 97.373 5.543 78 97.497 5,594 79 97.621 5.543 80 97.745 5.594 81 97.838 4.190 82 97.901 3.117 83 97.975 3.065 84 98.044 3.091 85 98.113 3.117 86 98.183 3.11'7 81 98.251. 3.065 88 98.324 3.295 89 98.406 3.704 90 98.489 3.730 91. 98.571. 3.678 92 98.654 3.730 93 98.736 3.704 94 98.819 3.730 95 98.902 3.704 96 98.984 3.704 97 99.067 3.730 98 99.149 3.704 99 99.231 3.704 1.00 99.314 3.704 101 99.396 3.704 102 99.478 3.'704 1.03 99.561 3.704 104 99.643 3.'704 105 99.725 3.704 1.06 99.808 3.704 10-1 99.890 3.104 1.08 99.972 3.'704 1.09 3.00.000 1.239 ---------------------------------------------------------------------------- TOTAL STORM RAINFALL (INCHES) _" 2.12 TOTAL SOIL-LOSS(INCHES) = 0.30 TOTAL EFFECTIVE RAIN FALL(INCH ES) = 1.82 '.TO`I'AL SOIL -LOSS ----------------- VOLUME(ACRE-FEE'1') _= - ------------ -- 9.2052 TOTAL STORM ----------------------------------------------------------------- RUNOFF' VOLUME (ACRE,- FEET) = 54.5646 1- H O U R S T O R M R U N 0 F F H Y D R O G R A P H HYDROGRAPH IN FIVE-MINUTE UNIT !NTERVALS(CFS) ----------------- (Note: Time indicated is at END of Each Unit Intervals) ------------------------------- TTME(HRS) VOLUME(AF) Q(CPS) -------- ----------------------------------- 0. 125.0 250.0 375.0 500.0 ---------------------------------------------------------------------------- 0.083 0.0045 0.66 Q 0.167 0.0187 2.06 Q 0.250 0.0490 4.40 Q 0.333 0.1009 7.52 Q 0.417 0.1829 11.91 Q 0.500 0,3026 17.39 VQ 0.583 0.4736 24.82 VQ 0.667 0.V139 34.90 V Q 0.150 1,0647 50.93 V 0 0.833 1.6091 79.06 V Q 0.917 2.3835 112.43 V Q 1.000 3.3883 145.91 V Q 1.083 4.6007 IV6.03 V Q 1.167 6.0318 208.68 V Q 1.250 1.6724 237.34 V Q 1.333 9.5521 272.94 V Q 1.417 11.7261 315.65 V Q 1.500 14.3001 37335 V Q. 1.583 11.1823 418.49 V Q 1.667 20.2870 450.80 V Q I.V50 23.1520 415.99 V Q 1.833 25,7301 374.35 V Q. 1,917 27.9389 320.72 V Q 2.000 29.8930 283.73 .VQ 2.083 31.5986 247.66 Q. V 2.167 33.1184 220.67 Q V 2.250 34.4370 188.55 Q V 2.333 35.5878 110.01 Q V 2.417 36.6370 152.34 Q V 2.500 37.6010 139.98 Q V 2.583 38.4900 129.09 Q V 2.667 39.3211 120.67 Q. V 2.750 40.1003 113.15 Q. V. 2.833 40.8102 103.07 Q V. 2.917 41.4738 96.35 Q V 3.000 42.0902 89.50 Q V 3.083 42.6V82 85.39 Q V 3.167 43.2362 81.01 Q V 3.250 43.7519 74.87 Q V 3.333 44.2250 68.70 Q V 3.417 44.6824 66.42 Q V 3.500 45.1222 63.87 Q V 3.583 45.5285 58.98 Q V 3.667 45.9161 56.28 Q V 3.150 46.2928 54.10 Q V 3.833 46.6551 52.62 Q V 3.917 46.9971 49.66 Q V 4.000 47.3284 48.10 Q V 4.083 47.6485 46.48 Q V 4.167 47.9474 43.40 Q 4.250 48.2271 40.65 Q V 4.333 48.490 39.25 Q V 4.417 48.7548 31.33 Q V 4.500 48.9853 33.46 Q V 4.583 49.2045 31.82 Q V 4.667 49.4187 31.30 Q V 4.750 49.6274 30.30 Q v 4.833 49.8291, 29.30 Q v 4.917 50.0269 28.'71, S2 v 5.000 50.21.91 2"7.91 Q V 5.083 50.4003 26.31 Q v 5.167 50.5733 25.3.3 Q v 5.250 50.7425 24.56 .O v 5.333 50.9072 23.92 .Q v 5.4.1.7 51..0648 22.88 .Q V 5.500 51,2380 22.25 .Q v 5.583 51.3663 21.53 Q v 5.667 51,5049 20.12 .Q v 5.'750 51.6320 18.45 .Q v 5.833 51..7561 18.02 .0 v 5.91."7 51..8783 17.'14 .Q v . 6.000 51.9988 17.51 .Q v . 6.083 52,1173 1.7.20 .Q v . 6.167 52.2325 1.6.72 .Q V . 6.250 52.341.3 15.80 .Q V . 6.333 52..4395 14.25 .Q v . 6.41.7 52.5340 13.73 .Q V . 6,500 52.6266 13.44 .Q v . 6.583 52.717"7 13.22 .Q v . 6,667 52.8068 12.93 .Q v . 6.750 52.8930 12.52 .Q v . 6.833 52.9742 11.79 Q v . 6.917 53,0447 10.23 Q V . 7.000 53.1.097 9.45 Q v . 7.083 53.1730 9.18 Q v . 7.1.67 53.2343 8.91 Q V. 7.250 53.2940 8.66 Q V. 7.333 53.3513 8.33 Q V. 7,417 53.4057 7.89 Q v. 7.S00 53.451.6 6.66 Q V. 7.583 53.4914 5.78 Q V. 7.667 53.5301 5.63 Q v. 7."750 53.5691. 5.66 Q v. 7.833 53.6086 5.74 Q V. 7.917 53.6486 5.81 Q V. 8.000 53.6892 5.89 Q V. 8.083 53."7315 6.15 Q V. 8.167 53.7161 6.47 Q V. 8.250 53.8210 6.53 Q V. 8.333 53,8659 6.52 Q V. 8.417 53.91.10 6.54 Q V. 8.500 53.9560 6.53 Q V. 8.583 54.0011. 6.55 Q V. 8.667 54.0460 6.53 Q V. 8.750 54.091.0 6.53 Q V. 8.833 54.1360 6.54 Q V. 8.917 54.1.810 6.53 Q V. 9.000 S4.2259 6.52 Q V. 9.083 54.2700 6.40 Q V. 9.167 54.31,28 6.21 Q V. 9.250 54.3541 6.00 Q V. 9.333 54.3937 5.75 Q V. 9.417 54.4315 5.48 Q V. 9.500 54.4669 5.1.5 Q V. 9.583 54.4996 4,74 Q V. 9.667 54.5289 4.25 Q V. 9.'750 54.5528 3.47 Q V. 9,833 54.5625 1.41 Q V. 9.917 54.5643 0.26 Q V. 10.000 54.5646 0.04 Q v. FLOW PROCESS FROM NODE] 1.0.00 TO NODE 10.00 .IS CODE = 3.1. »»>FLOW -THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM 961« <<< INF LOW (STREAM 1) I I V effective depth -- ----------- I (and volume) I I i I detention 1<-->I outflow I basin I I......... ----------- A \ I I dead basin outlet V storage OUTFLOW--------- (STRL;AM I) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) -- 0.000 SPECIIIED DEAD STORAGE (AF) FILLED= 0.000 SPECIFIED EPFECTIVE VOLUME(AF) FILLED ABOVE OUTLET -- DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1. 0.00 0.00 0.000 2 1..88 19.20 0.311 3 2.50 31.30 0.4182 4 2.90 36.80 0.686 5 3.40 41.10 0.91.3 6 4.90 259.20 1.676 7 5.60 446.80 .2.147 8 7.50 660.80 3.618 0.000 -.....- ---- ---- - -- - - - -- - ------- -- - - MOD11iED-PULS BASIN ROUT'I.NG MODEL RESUL'IS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTTIVE (HRS) ------------------------------------------------------------------ FILLED(AF) (CFS) (CFS) DEPTH (I., (CFS) VOLUME(AF) 0.083 0.000 0.66 0.00 0.02 0.1 0.004 0.167 0.000 2.06 0.00 0.09 0.6 0.014 0.250 0.000 4.40 0.00 0.21. 1..5 0.034 0.333 0.000 7.52 0.00 0.39 3.1 0.065 0.417 0.000 11..91. 0.00 0.66 5.4 0.1.10 0.500 0.000 17.39 0.00 1.03 8.6 0.1.'70 C.583 0.000 24.82 0.00 1.52 13.0 0.251 0.66'1 0.000 34.90 0.00 2.06 1.9.1. 0.360 0.'750 0.000 50.93 0.00 2.58 27.s 0.521 0.833 0.000 79.06 0.00 3.19 35.8 0.819 0.91.7 0.000 1.12.43 0.00 3.80 69.3 1.116 1.000 0.000 1.45.91. 0.00 4.12 122.4 1.218 1.083 0.000 116.03 0.00 4.33 160.7 1.384 1.167 0.000 208.68 0.00 4.55 1.92.1 1..498 1.250 0.000 237.31 0.00 4.75 222.8 1.598 1.333 0.000 272.94 0.00 1,96 256.0 1.715 1.417 0.000 31.5,65 0.00 5.1.3 298.5 1.833 1..500 0.000 373.75 0.00 5.36 351.9 1..984 1.583 0.000 418.49 0.00 5.52 403.0 2.090 1.667 0.000 450.80✓ 0.00 5.64o 431.9& 2.179 1.750 0.000 415.99 0.00 5.48 432.7 2.064 1.833 0.000 374.35 0.00 5.31 391.0 1.949 1.917 0.000 320.72 0.00 5.1.0 340.7 1..81.2 2.000 0.000 283.73 0.00 4.97 296.2 1.726 2.083 0.000 241.66 0.00 4.80 262.1 1.626 2.1.6V 0.000 220.67 0.00 4.64 233.0 1..541 2.250 0.000 188.55 0.00 4.42 204.8 1.429 2.333 0.000 110.01. 0.00 4.29 179.5 1.364 2.411 0.000 1.52.34 0.00 4.1.7 1.61..3 1..302 2.500 0.000 139.98 0.00 4.08 146.3 1.259 2.583 0.000 1.2.9.09 0.00 4.01. 1.34.6 1..2.21. 2.667 0.000 120.69 0.00 3.95 125.0 1..191. 2.750 0.000 11.3.15 0.00 3.90 117.0 1.165 2.833 0.000 1.03.07 0.00 3.83 108.2 1..1.30 2.911 0.000 96.35 0.00 3.78 99.8 1..1.06 3.000 0.000 89.50 0.00 3.73 93.0 1.082 3.083 0.000 85.39 0.00 3.70 87.5 1.068 3.1.67 0.000 81.01. 0.00 3.63 83.2 1..052 3.250 0.000 74.87 0.00 3.63 78.0 1.031 3.333 0.000 68.70 0.00 3.59 71.8 1.009 3.41.7 0.000 66.42 0.00 3.57 61.6 1.001. 3.500 0.000 63.87 0.00 3.56 65.2 0.992 3.583 0.000 58.98 0.00 3.52 61.5 0.975 3.667 0.000 56.28 0.00 3.50 57.7 0.966 3.750 0.000 54.70 0.00 3.49 55.5 0.960 3.833 0.000 52.62 0.00 3.48 53.3 0.953 3.917 0.000 49.66 0.00 3.46 51.2 0.943 4.000 0.000 48.10 0.00 3.45 18.9 0.937 4.083 0.000 46.48 0.00 3.44 47.3 0.932 4.1.67 0.000 43.40 0.00 3.42 45.0 0.921. 4.250 0.000 40.65 0.00 3.39 42..2 0.910 4.333 0.000 39.25 0.00 3.37 40.9 0.898 4.417 0.000 37.33 0.00 3.32 40.6 0.816 4.500 0.000 33.46 0.00 3.22 40.0 0.831. 4.583 0.000 31..82 0.00 3.11. 39.1 0.781, 4.667 0.000 31.10 0.00 3.00 38.1 0.733 4.750 0.000 30.30 0.00 2.90 37.2 0.685 4.833 0.000 29.30 0.00 2.81 36.1 0.638 4.917 0.000 28.71 0.00 2.72 34.9 0.595 ------------------------------------------------------------------------- 5.000 0.000 27.91. 0.00 2.64 33.8 0.554 PROCESS SUMMARY OF STORAGE!: INFLOW VOLUME - 54.565 AF }BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 54.565 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION ❑ISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251-8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net ************************ DESCRIPTION OF STUDY ********************** * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 3HR INVESTIGATION WITH DBL 20X2 RCB INV EL 33.00. DIRT EL 33.5 FIDE NAME: C:\AES99\HYDROSFT\FLOODX\24890\248.R03 TIME/DATE OF STUDY: 10:00 04/18/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 ------------------------------------------- --------------------------------- »» >SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 !-LOURS DESERT S--GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 USER -ENTERED RAINFALL = 2.70 INCHES , RCFC&WCD 3-Hour Storm (5-Minute period) SELECTED RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 0.9985 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME; = 6.8"19 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS 0.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUhRER MEAN VAL, U]]S ORDI: NATc1S(CFS) 1 0.303 i3.61.8 2 0.917 27.650 3 1..889 43.732 4 3.082 53.654 5 4.677 71.. 179 6 6.4`75 80.859 '7 8.'725 1,01,.221 8 11,.596 1,29.195 9 15.924 1.94.698 10 21..433 247.823 11 28.462 316.246 12 34.821 286.085 13 40.651 262.291 14 45.438 215.362 15 49.752 1.94.081 16 53.448 166.274 17 56.830 152.1.32 1.8 59.530 121.471 19 62.001 3,1.1.172 20 64.154 96.882 2.1 66. 1.31 88.945 22 67.944 81..563 23 69.649 76.681 24 71.280 '13.389 25 '72.'709 64.288 26 74.059 60.731 27 75.286 55.1.81, 28 '76.481 53.789 29 7"7. 639 52.071, 30 78.688 47.201 31. 79.597 40.885 32 80.505 40.853 33 81.405 40.527 34 82.190 35.285 35 82.933 33.420 36 83.676 33.426 37 84.40:1 32.62a 38 85.066 29.933 39 85.726 29.703 40 86.387 29.709 41 86.989 27.1.1.0 42 81.540 24.766 43 88.090 24."753 44 88.630 24.287 45 89.068 19.108 46 89.481 1.8.572 4'7 89.894 1.8.584 48 90.299 18.21.4 49 90.684 17.358 50 91.070 17.332 51 91..454 17.307 52 91.806 1.5.813 53 92.136 14.855 54 92.466 1.4.855 55 92.'193 14.714 56 93.099 1.3.769 57 93.402 13.629 58 93.705 13.603 59 93.983 12.504 60 94 .21.7 10.537 61 94.451 10.531 62 94.685 10.512 63 99.91.9 10.525 64 95.153 10.525 65 95. 38 7 0.525 66 95.611 1.0.090 67 95.794 8.251. 68 95.9'73 8.060 69 96.1.52 8.034 '10 96.331 8.060 71 9 6. 51.0 8. 0 4 "7 72 96.689 8.047 73 96.865 7.91.9 74 97.002 6.1.56 75 97.125 5.544 76 97.250 5.620 7'7 97. 373 5. 5 4 3 78 97.497 5.594 79 97.621 5.543 80 97.'7415 5.594 81 97.838 4.190 82 97. 907 3. 1.17 83 97.975 3.065 84 98.044 3.091. 85 98. 11.3 3. 1.1'7 86 98.183 3.117 8'7 98. 251 3. 065 88 98.324 3.295 89 98.406 3.704 90 98.489 3.'730 9:L 98.571 3.678 92 98.654 3.730 9.3 98.'736 3.'704 94 98.81.9 3.730 95 98.902 3.704 96 98.984 3."704 97 99.067 3.730 98 99.1.49 3.704 99 99.231, 3.706 100 99.314 3.'704 101, 99.396 3.704 102 99.478 3.'704 103 99.561 3.704 1.04 99.643 3.704 105 99. "725 3.'704 106 99.808 3.704 107 99.890 3.704 108 99.972 3.704 109 100.000 1.239 TOTAL STORM RAINFALL(INCHES) = 2.70 TOTAL SOIL-LOSS(TNCHF.S) = 0.81 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.88 ------------------------------------------------ ------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 25.1844 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 58.3628 ---------------------------------------------------------------------------- 3- H O U R S T O R M R U N O F F 11 Y D R 0 G R A P 11 HYDROGRAPH IN FTVE-MINOTE UNIT INTERVALS(COS) (Note: Time indicated ------------------------------------- is at END of Each Unit Intervals) TTME(HRS) ------------------ VOLUME(AP) Q(CFS) ------------------------------------- 0. 100.0 200,0 300.0 400.0 0.083 ---------------------- 0.0011 0.17 ----------- Q ------------------------- 0.167 0.0046 0.50 Q 0.250 0.003 0.96 Q 0.333 0.0224 1.62 Q 0.41*7 0.0400 2.56 Q 0.500 0.0661 3.83 Q 0.583 0.1034 5.30 Q 0.667 0.1553 7.53 Q 0.750 0.2279 10.54 VQ 0,833 0.3267 14.35 VQ 0.917 0.4561 18.87 VQ 1.000 0.6197 23.67 V Q 1.083 0.8173 28.70 V Q 1.167 2.0559 31.64 V Q 1.250 1.3345 40.46 v Q 3.333 1.6552 46.5v v Q 1.417 2.0132 51.97 V Q 1.500 2.4089 57.46 A Q 1.583 2.8387 62.41 V Q 1.667 3.3041 67.57 v Q 1.750 3.8125 73.82 V Q 1.833 4.3119 81.22 V Q 1.917 4.9865 89.24 V Q 2.000 5.6550 97.07 V Q. 2.083 6.3788 105.10 v Q 2-167 1.1606 113.52 v Q 2.250 8.0124 123.68 v Q 2.333 8.9343 133.85 v Q 2.417 9.9366 145.54 v Q 2.500 11.0297 158.72 v Q 2.583 12.2289 I74,12 v Q 2,667 13.5291 188.79 V. Q 2.750 14.9303 203.45 v Q 2.833 16.4302 217.79 v Q 2.917 18.0398 233.71 v Q 3.000 19.7631 250.23 v Q 3.083 21.6115 268.38 v Q 3.167 23.5762 285.27 v Q 3.250 25.6196 305.41 v Q 3,333 27.8610 316.75 V. Q 3.417 30.0430 316.82 v Q 3.500 32.1127 300.52 v Q 3.583 34.0038 274.59 v Q 3.667 35.7046 246.96 Q 3.750 37.2312 221.66 Q V 3.833 38.5888 190.12 Q. v 3.917 39.7983 175.63 Q v 4.000 40.8761 156.49 Q v 4.083 41.8466 140.91 Q v 4.167 42.7308 128.39 Q V. 4.250 43.5115 117.71 Q v 4.333 44.2929 109.09 Q v 4.417 44.9920 101.51 Q v 4.500 45.6452 94.85 Q. v 4.583 16.2539 88.38 Q A 4.667 46.8225 82.56 Q v 4.750 47.3580 77,75 Q v 4.833 47.8641, 73.49 4.917 48.3406 69.18 5.000 48.7881. 64.99 5.083 49.21.00 61.25 5.1.67 49.61,00 58.09 5.250 49.9912 55.34 5.333 50.3525 52.46 5.417 50.6962 49.91. 5.500 51.0260 47.88 5.583 51..31120 45.89 5.667 51.6444 43.90 5.750 51.9344 42.11 5.833 52,2116 40.26 5.91.'2 52.4749 38.23 6.000 52,7253 36.35 6.083 52.9633 34.57 6.167 53.1896 32.85 6.250 53.4032 31.02 6.333 53,6066 29.53 6.417 53.8029 28.50 6.500 53.9925 27.54 6.583 54.1754 26.55 6.667 54.3520 25.65 6.750 54.5223 24.'13 6.833 54.6859 23.'75 6.917 54.8433 22.86 1.000 54.9953 22.07 7.083 55.1.41.7 21.26 7.1.67 55.2822 20.40 7.250 55.41.71 1.9.58 7.333 55.5461 18.72 7.417 55.6690 17.85 7.500 55.7860 1.6.98 7,583 55.8985 16.34 7.667 56.0078 15.87 7.750 56.1.135 15.35 1.833 56.2157 14.84 7.91."7 56.3136 14.22 8.000 56.4071 13.57 8.083 56.4958 12.88 8.1.67 56.5806 12.32 8.250 )6.6627 1.1..91 8.333 56.7418 11.49 8.41.7 56.8183 11.1.0 8.500 56.891.3 10.61 8.583 56.9606 1.0.06 8.667 57.0259 9.47 8.750 57.0878 8.99 8.833 57.1477 8.'70 8.91'7 57.2056 8.40 9.000 51.261.7 8.1.5 9.083 57.3158 7.84 9.1.67 57.3668 7.42 9.250 57.4148 6.96 9.333 57.4597 6.53 9.41.7 57.5032 6.32 9.500 5'1.5461 6.22 9.583 57.5884 6.15 9.667 57.6304 6,09 9.750 57.6723 6.09 9.833 57.71.45 6.13 9.91.7 57.7569 6.26 10.000 57.7992 6.14 1.0.083 57.8408 6.03 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q 4 Q Q Q Q Q v v v v v v V v v v v v v v v v v. V. v. v. v. V. v. v. v. v. V. V. v. v. v. v. v. V. v. :IA.1.67 S'7.8815 5.y2 Q v, 10.250 57.9214 5.79 Q V. 10.333 5'7.9605 5.67 Q v. 1.0.41.'7 57.9985 5.52 Q V. 1.0.500 58.0352 5.33 Q V, 10.583 58.0708 5.1.7 Q V, 10.667 58.1.051 4.99 Q V, 1.0.750 58.1.379 4.'76 Q V, 1.0.833 58,1.691_ 4.53 Q V. TO.917 58.3,989 4.32 Q V. 1.1.000 58.2272 4.11 Q V. 11..083 58.2539 3.88 Q V. 1,1.167 58.2786 3.59 Q V. 11.250 58.3006 3.20 Q V. 11..333 58.3205 2.88 Q V. 11.417 58.3370 2.40 Q V. 11.500 58.3492 1.77 Q V. 11.583 58.3566 1.07 Q V. II.66'7 58.3599 0.49 Q V, 11.750 58.3616 0.24 Q V. 1.1.83.3 58.3625 0. 1.4 Q V. 1],.917 58.3629 0.04 Q V 1.2.000 58.3629 0.00 Q V AA*Ak*AA***k***Ak Ak kA *A*kx'A A***k k k * * **kkIk.***k**k***k*I*****A kkl,*k*+A***AAI FLOW PROCESS FROM NOD]10.00 TO NODE 10.00 IS CODE = 3.1. ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL API?L.I:ED TO STREAM !k1««< INFLOW (STREAM 1) I I V _ _effective depth ----------- (and volume) I I I I �....V........ I detentl.on 1<-->I outflow I basin I......... ----------- A \ I I dead I basin outlet V storage OUTFLOW--------- (ST121AM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AV) _- 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFi.ED EFFECTIVE VOLUME(AF) FILLED ABOVE; OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CPS) (AF) 1 0.00 0.00 0.000 2 1..88 19.20 0.3:11 2.50 31.30 0.482 2.90 36.80 0.686 3.40 41.10 0.913 4.90 259.20 1..676 5.60 446.80 2.1.47 7.50 660.80 3.618 MODIFIED-PULS BASIN ROUTING MODEL RE'SULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit: interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (Has) - -----------' FILLED(AF) (CIS) --------------------- (CFS) DEPTH(FT) (CPS) VOLUME(AP) 0.083 0.000 0.17 0.00 0.01 0.0 --------- 0.001 0.167 0.000 0.50 0.00 0.02 0.1 0.003 0.250 0.000 0.96 0.00 0.05 0.3 0.008 0.333 0.000 1..62 0.00 0.09 0.7 0.014 0.411 0.000 2.56 0.00 0.1.4 1.2 0.024 0.500 0.000 3.83 0.00 0.22 1.9 0.0.31 0.583 0.000 5.38 0.00 0.33 2.8 0.055 0.667 0.000 7.53 0.00 0.47 4.1 0.078 0.150 0.000 10.54 0.00 0.67 5.8 0.11.1. 0.833 0.000 14.35 0.00 0.93 8.2 0.1.53 0.917 0.000 1.8.87 0.00 1..25 11.1 0.207 1.000 0.000 23.67 0.00 1.62 14.7 0.269 1..083 0.000 28.70 0.00 1.97 1.8.8 0.337 1.1.67 0.000 34.64 0.00 2.25 23.7 0.412 1.250 0.000 40.46 0.00 2.52 29.0 0.491 1.333 0.000 46.57 0.00 2.70 32.8 0.586 1.41.7 0.000 51..97 0.00 2.93 35.6 0.699 1.500 0.000 57.46 0.00 3.22 38.3 0.831, 1.583 0.000 62.41. 0.00 3.47 45.4 0.948 1..667 0.000 67.57 0.00 3.58 59.3 1.005 1.750 0.000 73.82 0.00 3.62 10.6 1.027 1.833 0.000 81.22 0.00 3.68 77.5 1.053 1.91'7 0.000 89.24 0.00 3.73 85.2 1.081. 2.000 0.000 97.07 0.00 3.78 93.1 1.108 2.083 0.000 105.10 0.00 3.84 1.01.0 1..136 2.167 0.000 113.52 0.00 3.90 109.2 1.1.66 2.250 0.000 123.68 0.00 3.97 1.18.5 1..201 2.3.33 0.000 133.85 0.00 4.04 128.7 1.237 2.417 0.000 145.54 0.00 4.12 139.6 1.278 2.500 0.000 158.72 0.00 4.21 152.0 1.324 2.583 0.000 174.12 0.00 4.31. 1.66.3 1.378 2.667 0.000 188.79 0.00 4.41. 181..3 1.429 2.750 0.000 203.45 0.00 4.52 196.0 1.480 2.833 0.000 21.7.79 0.00 4.61 210.5 1..530 2.917 0.000 233.71 0.00 4.72 225.6 1.586 3.000 0.000 250.23 0.00 4.84 241.8 1..644 3.083 0.000 268.38 0.00 4.94 259.9 1.702 3.167 0.000 285.27 0.00 5.01 278.7 1..747 3.250 0.000 305.41. 0.00 5.08 297.9 1.799 3.333 0.000 316.75" 0.00 5.121 313.3 1.824 3.417 0.000 316.82 0.00 5.1.1 317.4y 1.820 3.500 0.000 300.52 0.00 5.04 307.3 1.773 3.583 0.000 214.39 0.00 4.94 284.5 1.705 3.667 0.000 246.96 0.00 4.81. 258.2 1.628 3.750 0.000 221.66 0.00 4.64 233.7 1.545 3.833 0.000 1.91.12 0.00 4.47 209.6 1.459 3.917 0.000 ].75.63 0.00 4.33 1.86.6 1..384 4.000 0.000 1.56.49 0.00 4.19 166.2 1,.317 4.083 0.000 140.91 0.00 4.09 148.8 1.262 4.16"7 0.000 128.39 0.00 4.00 1.34.8 1.21.8 4.250 0.000 117.71, 0.00 3.93 123.1 1..1.81 4.333 0.000 109.09 0.00 3.87 113.5 1.15a 4.411 0.000 101.51, 0.00 3.82 1,05.1 1.124 4.500 0.000 94.85 0.00 3.77 98.2 1.1.01. 4.583 0.000 88.38 0,00 3.73 91..7 1.078 4.667 0.000 82.56 0.00 3.69 85,5 1..058 4.'750 0.000 77.75 0.00 3.65 80.2 1.041 4.833 0.000 '73.49 0.00 3,62 75.7 1.026 4.91.7 0.000 69.1.8 0.00 3.59 71..4 1.011 - 5.000 -------- 0.000 64.99 0,00 3.56 67.1 0.996 PROCESS SUMMARY OF STORAGE: -------------------------------------------- INFLOW VOLUME = 58.363 AF I3ASTN STORAGE = 0.000 AI' (WITH 0.000 AF :CNITI:ALLY FILLED) OUTFLOW VOLUME 58.363 AF LOSS VOLUME = 0.000 AF END OF FI,OODSCx ROUTING ANALYSIS i F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251--8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net ************************** DE,SCRIPTION OF STUDY ************************** * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 6 HR INVESTIGATION WITH DBL 20X2 RCB INV EL 33.00, DIRT EL 33.5 FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\248.R06 TIME/DATE OF STUDY: 09:55 04/18/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 -_------------------------------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 USER -ENTERED RAINFALL = 3.20 INCHES , RCFC&WCD 6-Hour Storm (5-Minute period) SELECTED RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 0.9990 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 6.879 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 0.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 _y UNIT �HYDROGRAPH DETERMINATION=====_________=====Y1�--= ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NulmfiER MEAN VAJ,Ui S ORDTNATES(CLS) --------------------------- - ---------- 0.303 - ----- 13618 2 0.917 27.650 3 1.889 43.732 4 3.082 53.654 5 4.677 '71..779 6 6.475 80.859 '1 8.725 101.221 8 1.1.596 129.1.95 9 15.924 1,94.698 10 21.433 247.823 1.1. 28.462 316.246 12 34.821, 286.085 1.3 40.651 262.291, 14 45.438 21.5.362 15 49.'752 194.081 16 53.448 166.274 I'l 56.830 1.52.132 1.8 59.530 1.21..471. 1.9 62 .001, 1.11.. 172 20 64.1.54 96.882 21 66.131, 88.945 22 67.944 81.563 23 69.649 76.681 24 '71.280 73.389 25 `12.709 64.288 26 74.059 60.731 27 75.286 55.1.81 28 76.481, 53.789 29 77.639 52.071 30 '78.688 47.201 31 '79.59'7 40.885 32 80.505 40.253 33 81.405 40.52-1 34 82.1,90 35.285 35 82.933 33.420 36 83.676 33.426 37 84.401 32.621 38 85.066 29.933 39 85.726 29.703 40 86.387 29.709 41 86.989 2"'7.1.1.0 42 87.540 24.766 43 88.090 24.753 44 88.630 24.287 45 89.068 19.-)08 46 89.481 1.8.572 47 89.894 18.584 48 90.299 18.214 49 90.684 17.358 50 91.070 17.332. 51. 91.454 17.307 52 91.806 1.5.813 53 92.136 14.855 54 92.466 14.855 55 92.793 14.714 56 93.099 13.769 5'1 93.402 1.3. 629 58 93.705 13.603 59 93.983 12.504 60 94 . 21'1 10 . 53'7 61 94.451 10.537 62 94.685 10.512 63 94.919 1.0.525 64 95.Tn3 10.525 65 95.387 10.525 66 95.611 10.090 67 95.'794 8.251 68 95.9'13 8.060 69 96.1.52 8.034 70 96. 331. 8.060 `71 96.510 8.047 72 96.689 8.047 13 96.865 V.919 74 97.002 6.156 75 97.1.25 5.544 76 97.250 5.620 717 91.373 5 . 54 3 78 97.497 5.594 79 97.621. 5.543 80 97.745 5.594 81 91.838 4.1.90 82 97.907 3.117 83 9*1. 9'75 .3.065 84 98.044 3.091 85 98.113 3.1.17 86 98.183 3.117 81 98. 251. 3.065 88 98.324 3.295 89 98.406 3.704 90 98.489 3.730 91. 98.571 3.678 92 98.654 3.730 93 98.'736 3.'704 94 98.819 3.730 95 98.902 3.704 96 98.984 3.704 97 99.067 3.'130 98 99.1.49 3.704 99 99.231. 3.'104 100 99. 31A 3.'704 1.01. 99.396 3.104 102 99.478 3.704 103 99.561 3.704 104 99.643 3.'104 105 99.725 3.7u4 1.06 99.808 3.704 101 99.890 3.704 1.08 99.972 3.104 109 100.000 1.239 ---------------------------------------------------------------------------- TOTAL STORM RATNFALL(INCI-IES) = 3.20 TOTAL SOIL-LOSS(INCHES) = 1.49 TOTAL EFFECTIVE RAINFALLt.INCHES) -= 1..'70 ---------------------------------------------------------------------------- 'DOTAL SOIL -LOSS VOLUME(ACRE-FPGT) - 46.2980 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = ---------------------------------------------------------------------------- 52.7710 6- Ll 0 U R S T 0 R M R U N O F I' It Y D R 0 G R A P 11 HYDROGRAPH IN FIVE-MINUTP, UN.PP INTLRVALS(CFS) (Note: Time indicated is ali END of Eadn Unit 'Intervals) -------------------------------- TIME(HRS) VOLUME(AF) Q(CI-S) 0. --------------- '75. 0 7.50.0 225,0 - ----------------------------------- 0.083 0.0003 0.04 Q 0 . 16 7 0.0013 0.14 Q 0.250 0,0033 0.30 Q 0.333 0.006'7 0.50 Q 0.417 0.0120 0.76 Q 0.500 0,0194 1- u Q 0.583 0.0295 1.47 Q 0.667 0.0/131. 1.97 Q 0.750 0.0618 2.71 Q 0.833 0,08 71 3 . 67 Q 0. 91 / 0. 1,208 4.90 Q 1,000 0.1627 6.09 Q 1.083 0.2123 -7. 21, Q I . 167 0.2689 8.22 VQ 1.250 0.3321 9.17 VQ 1.333 0.4014 10.0v VQ 1, . d 17 0.4765 10.90 V() 1.500 0.5565 11.62 VQ I.583 0.6410 12.27 VQ I.667 0.7298 12.90 VQ 1.750 0.8229 13.51 VQ 1.833 0.9201, 1.4.1.3 VQ 1. 917 1,0213 14.68 VQ 2.000 1,1261 15.22 V Q 2.083 1.2341 15.68 V Q 2.1,67 1.3451 16,12 VQ 2.250 1.4589 16.53 .VQ 2.333 1.5755 16.93 VQ 2.41.7 1.6947 17.31. VQ 2.500 1.8165 1.7.68.VQ 2.583 1.9406 18.03 VQ 2.667 2 . 06 74 1.8.41. VQ 2.750 2.1972 18.85 VQ 2.833 2.3306 19.37 VQ 2.917 2.4676 19.89 VQ 3.000 2.6088 20.50 VQ 3.083 2.1542 2.3-il Q 3. 167 2.9043 21.79 Q 3.250 3.0594 22.52 VQ 3.333 3.2205 23.39 VQ 3.417 3.3892 24.50 VQ 3.500 3.5676 25.91 VQ 3.583 3.7583 27.68 VQ 3.667 3.9617 29.54 Q 3.750 4.1791 31.57 VQ 3.833 4.41.19 33.80 VQ 3.917 4.6625 36.38 VQ 4.000 4.9334 39.34 V Q 4.083 5.2213 42.61 V Q /4,16/ 5.5471 46.44 V Q 4.250 5.89/5 50-88 V Q 4.333 6.2816 55.77 V Q 4.417 6.7024 61.10 V Q 4.500 7.1604 66.50 V Q 4.583 7.6576 72.20 V Q. 4.667 8.190 77.98 V Q 4.750 8.7746 84.20 V Q 300.0 4.833 9.3985 90.60 v Q 4.9i."7 10.0105 97.51 v Q 5.000 10.7929 1.04.90 v Q 5.083 11.5703 11.2.87 v Q 5.1.67 12.405'7 121.30 v. Q 5.250 13.3041. 130.45 V Q 5.333 1.4.2692 140.13 V Q 5.417 15.3086 1.50.92 .v Q 5.500 .16.4302 1,62.86 V Q 5.583 17.6318 174.4"7 V Q 5.667 18.90'79 185.29 v Q :i .'7 `i0 20.2567 1.95.86 V Q 5.833 21..6841. 207.26 v Q 5.917 23.1919 21.8.93 V Q. 6.000 24.7831 231.04 v Q 6.083 26.4496 241.9"7 v Q 6.167 28.1.738 250.35 .v Q 6.250 29.8998 250.63 v Q 6.333 31-5671 242.09 v Q 6.417 33.0869 220.67 v Q. 6.500 34.4476 1,97.57 Q 6.583 35.6526 1,74.98 Q v 6.667 36.7306 1.56.52 Q v 6.750 37.6948 140.00 Q v 6.833 38.5622 125.95 Q V. 6.91,7 39,3399 112.92 Q V. 7.000 40.0508 103.23 Q v 7.083 40.7043 94.89 Q v '7.167 41,3104 88.01. .Q .V 7.250 41.8751. 81..99 Q v 7.333 42.4035 '76.73 Q v 7.417 42.8985 71.8'7 Q. v 7.500 43.3605 67.08 Q v 7.583 43.7949 63.07 Q v 7.667 44.2040 59.40 Q V 7.750 44.5916 56.28 Q v 7.833 44.9581. 53.21 Q v 7.917 45.3026 50.02 Q v 8.000 45.6273 47.16 Q v 8.083 45.9378 45.08 Q v 8.167 46.2341 43.03 Q v 8.250 46.5149 40.77 Q V 8.333 46.7835 39.00 Q v 8.417 47.0419 37.51. Q v 8.500 4'7.2893 35.93 Q v 8.583 47.5254 31.28 Q v 8.667 47.7518 32.8'1 Q V 8.750 47.9682 31.42 Q v 8.833 48.1.732 29.76 Q v 8.917 48.3678 28.26 Q v 9.000 48,5538 27.01. Q v 9.083 48.7308 25.70 Q v 9.167 48.8980 24.27 Q v 9.250 49.0586 23.32 Q v 9.333 49.2142 22.60 Q v 9.417 49.3647 21.85 Q v 9.500 49,5098 21..0'7 Q v 9.583 49.6500 20.36 Q V 9.667 49.7850 19.60 Q v 9.750 49.91-43 1.8.77 Q v 9.833 50.0387 18.06 Q v 9.917 50.1.589 17.45 Q v 1.0.000 50.2746 - 16.80 Q v 10.083 50.3854 16.09 Q v 10.167 50.491.7 :1.5.114 Q V . 10.250 50.5935 14.78 Q v . 10.333 50.6902 1.4.05 .Q v . 1.0.41'7 50.7824 1:3. 38 .Q V . 10.500 50.871.7 12.96 Q V . 1.0.583 50.9582 12.56 .Q V . 10.667 51..0417 12.1.2 .Q -V . 10.750 51.1219 11.. 65 Q V . 10.833 51.:L987 1.1..1.5 .Q v . 10.917 51.2716 1.0.59 .Q v . 11.000 51.. 31106 1-0.02 .Q V . 11.083 51.40'71 9.65 .Q V . 1.1.167 51.471.3 9.33 .Q V. 1.1.250 51.5332 8.99 .Q V. 11.333 51.5925 8.60 .Q V. 11.417 51.6489 8.19 .Q V. 11.500 51..'7023 7.75 .Q V. 11.583 51.'7523 7.26 Q V. 11.667 51.8002 6.96 Q V. 1.1..750 51. 84 67 6.'75 Q V. 11.833 51.891.6 6.52 Q V. 1.1.91.7 51.9348 6.2? Q V. 12.000 51.9761 5.99 Q V. 12.083 52.0153 5.'70 Q V. 12.167 52.0520 5.33 Q V. 12.250 52.0871 5.10 Q V. 12.333 52.1.218 5.04 Q V. 12.41.7 52.1565 5.03 Q V. 1.2.500 52.191.0 5.01. Q V. 1.2.583 52.2253 4.99 Q V. 12.667 52.2596 4.97 Q V. 12.750 52.2938 4.97 Q V. 1.2.833 52.3279 4.95 Q V. 12.91.7 52.361.4 4.87 Q V. .1.3.000 52,3942 4.16 Q V. 1.3.083 52.4263 4.65 Q V. 13.1.67 52.4575 4.53 Q V. 13.250 52.4877 4.40 Q V. 13.333 52.5170 4.24 Q V. 13.417 52.5451, 4.08 Q V. 1.3.500 52.5721 3.92 Q V. 13.583 52.5979 3.15 Q V. 13.667 52.6224 3.56 Q V. 13.150 52.6456 3.31 Q V. 13.833 52.6674 3.17 Q V. 13.917 52.68'78 2.96 Q V. 14.000 52.7067 2.74 Q V. 14.083 52.7237 2.48 Q V. 14.167 52.7386 2.1.5 Q V. 1.6.250 52.7509 1..19 Q V. 14.333 52.16011 1.39 Q V. 1.4.417 52.7669 0.94 Q V. 14.500 52.7696 0.39 Q V. 14.583 52.1/03 0.11 Q V. 14.667 52.770`7 0.05 Q V. 14.750 52.7708 0.03 Q V. 14.833 52.7730 0.02 Q V. 14.917 52.7710 0.01, Q V A*'k*A***A******k*kkkkA*******A*k****A'***A**k****'A****A'k kk*******AkAA*A..k FLOW PROCESS FROM NODE 1.0.00 TO NODE 1.0.00 IS CODE = 3.1. ----------------------------------------------------------------------------- » »>FLOW -THROUGH DETENTION BASIN ROOTING MODEL APPLIED TO STREAM U<<<<< INFLOW ( STREAM 1) I I V effective depth ------------- j (and volume) I I { I I I f....V........ I detention 1<--->I outflow I basin J I ...... ----------- ; I I J dead 1 basin outlet V J storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.88 19.20 0.311 3 2.50 31.30 0.482 4 2.90 36.80 0.686 5 3.40 41.10 0.913 6 4.90 259.20 1.676 7 5.60 446.80 2.147 8 7.50 660.80 3.618 MODIFIED--PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.083 0.000 0.04 0.00 0.00 0.0 0.000 0.167 0.000 0.14 0.00 0.01 0.0 0.001 0.250 0.000 0.30 0.00 0.01 0.1 0.002 0.333 0.000 0.50 0.00 0.03 0.2 0.004 0.417 0.000 0.76 0.00 0.04 0.4 0.007 0.500 0.000 1.07 0.00 0.06 0.6 0.011 0.583 0.000 1.47 0.00 0.09 0.8 0.015 0.667 0.000 1.97 0.00 0.13 1.1 0.021 0.750 0.000 2.71 0.00 0.18 1.6 0.029 0.833 0.000 3.67 0.00 0.24 2.1 0.040 0.917 0.000 4.90 0.00 0.32 2.9 0.054 1.000 0.000 6.09 0.00 0.42 3.8 0.069 7. 1 1. 1. 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 3 4 4 4 9 4 4 4 t 9 4 4 4 5 5 5 5 5 5 5 5 5 5 5 5 6 6 6 6 6 083 0.000 7.21, 0.00 0.52 4.8 0.086 167 0.000 8.22 0,00 0.62 5.8 0.1.02 250 0.000 9.1.7 0.00 0.72 6.8 0.1.19 333 0.000 10.07 0.00 0.81, 7.8 0.134 41.7 0.000 1.0.90 0.00 0.90 8.7 0.1.49 500 0.000 11.62 0.00 0.98 9.6 0.163 583 0.000 12.27 0.00 1..06 10.4 0,1.75 667 0.000 12.90 0.00 :1.13 1"1.2 0.187 750 0.000 13.51 0.00 1.20 1.1.9 0.198 833 0.000 1.4.1.3 0.00 1.26 12.6 0.209 91.7 0.000 14.68 0.00 1.32 1.3.2 0.21.9 000 0.000 15.22 0.00 1..38 1.3.8 0.229 083 0.000 1.5.68 0.00 1..44 1.4.4 0.237 1.67 0.000 i6.1.2 0.00 1,49 1r1.9 0.246 250 0.000 1.6.53 0.00 1.53 .15.4 0.253 333 0.000 16.93 0.00 1.58 15.9 0.261, 41.7 0.000 17.31 0.00 1.62 16.3 0.267 500 0.000 17.68 0.00 1..66 1.6."7 0.274 583 0.000 1.8.03 0.00 1..70 7.7.1, 0.280 667 0.000 1.8.41 0.00 1.'73 117 5 0.286 '750 0.000 18.85 0.00 1.77 1.7.9 0.293 833 0.000 1.9.37 0.00 1..82 18.3 0.300 917 0.000 19.89 0.00 1.86 18.8 0.308 000 0.000 20.50 0.00 1.90 19.3 0.316 083 0.000 21.1.1. 0.00 1.93 19.9 0.325 167 0.000 21..79 0.00 1..96 20.5 0.333 250 0.000 22.52 0.00 2.00 21..1. 0.343 333 0.000 23.39 0.00 2.04 21.9 0.354 41.7 0.000 24.30 0.00 2.08 22.7 0.366 500 0.000 25.9.1, 0.00 2.1.4 23.7 0.382 583 0.000 27.68 0.00 2.21 24.9 0.401. 667 0.000 29.54 0.00 2.29 26.3 0.423 750 0.000 31..57 0.00 2. 37 28.0 0.447 833 0.000 33.80 0.00 2.47 29.8 0.4,15 977 0.000 36.38 0.00 2.55 31.4 0.509 000 0.000 39.34 0.00 2.64 32.6 0.555 083 0.000 42.67 0.00 2.76 34.1 0.61.4 1,67 0.000 46.44 0.00 2.90 35.8 0.681 250 0.000 50.88 0.00 3.10 37.7 0.778 333 0.000 55.77 0.00 3.35 39.6 0.890 41.7 0.000 61.,1.0 0.00 3.52 49.2 0.971. 500 0.000 66.50 0.00 3.57 62.1 1.001 583 0.000 72.20 0.00 3.61 69.3 1.021. 667 0.000 77.98 0.00 3.65 '75.0 1.042 750 0.000 84.20 0.00 3.70 81..0 1,063 833 0.000 90.60 0.00 3.74 87.4 1..086 917 0.000 97.57 0.00 3.79 94.0 1.11.0 000 0.000 1.04.90 0.00 3.84 101..2 1,136 083 0.000 112.87 0.00 3.89 108.8 1..164 167 0.000 121.30 0.00 3.95 117.0 1.1.93 250 0.000 130.45 0.00 4.01 1,25.8 1.225 333 0.000 140.13 0.00 4.08 1,35.2 1..259 417 0.000 1.50.92 0.00 4.15 145.4 1..297 500 0.000 1,62.86 0.00 4.24 1.56.8 1,338 583 0.000 174.47 0.00 4.32 1.68.6 1..3'79 667 0.000 185.29 0.00 4.39 119.8 1,41"7 750 0.000 195.86 0.00 4.46 190.5 1.454 833 0.000 207.26 0.00 4.54 201.5 1.494 91.'7 0.000 218.93 0.00 4.62 213.0 1.534 000 0,000 231.04 0.00 4.71 224.9 1..57'7 083 0.000 241.97 0.00 4.78 236.4 1.615 167 0.000 250.35 0.00 4.84'/ 246.1 1.644 250 0.000 250.63` 0.00 4.84 250.5/ r 1,646 333 0.000 242..09 0.00 4.78 246.4 1.61.6 6.41.'1 0.000 220.67 0.00 4.64 23]..5 1.541 6.500 0.000 1,97.5'7 0.00 4.48 209.3 1.461. 6.583 0.000 1 14. 98 0.00 4.32 :L86.5 1..382 6.661 0.000 156.52 0.00 /1.19 165.9 1.31.7 6.750 0.000 140.00 0.00 4.08 148.4 1.259 6.833 0.000 125.95 0.00 3.98 1.33.1 1..21.0 6.917 0.000 112.92 0.00 3.89 119.5 1..164 7.000 0.000 1.03.23 0.00 3.83 108.2 1.130 7.083 0.000 94.89 0.00 3.'7"7 99.1 1.101. 7.16"7 0.000 88.01 0.00 3.72 91.5 1.077 7.250 0.000 81.99 0.00 3.68 85.0 1..056 'I.333 0.000 '76.'73 0.00 3.65 '79.4 1.031 7.417 0.000 71..87 0.00 3.61, 74.3 1.020 7.500 0.000 67.08 0.00 3.58 69.5 1.004 7.583 0.000 63.07 0.00 3.55 65.1 0.990 7.667 0.000 59.40 0.00 :3.53 61.3 0.977 7.750 0.000 56.28 0.00 3.50 57.9 0.966 '7.833 0.000 53.21 0.00 3.48 54.8 0.955 7.91.7 0.000 50.02 0.00 3.46 51..6 0.944 8.000 0.000 47.1.E 0.00 3.44 48.6 0.934 8.083 0.000 45.08 0.00 3.43 46.1. 0.927 8.167 0.000 43.03 0.00 3.41. 44.1 0.920 8.250 0.000 40.77 0.00 3.40 42.1 0.911, 8.333 0.000 39.00 0.00 3.37 40.9 0.897 8.417 0.000 37.51. 0.00 3.32 40.6 0.876 8.500 0.000 35.93 0.00 3.26 40.1 0.84'7 8.583 0.000 34.28 0.00 3.1.8 39.5 0.81.1 8.667 0.000 32.87 0.00 3.09 38.8 0.710 8.'750 0.000 31.42 0.00 2.99 38.0 0.'725 8.833 0.000 29.76 0.00 2.88 37.0 0.675 8.91.7 0.000 28.26 0.00 2.78 35.8 0.623 9.000 0.000 27.01. 0.00 2.68 34.4 0.572 9.083 0.000 25.70 0.00 2.58 33.0 0.522 9.167 0.000 24.27 0.00 2.46 31.5 0.4'72 9.250 0.000 23.32 0.00 2.32 29.2 0.432 9.333 0.000 22.60 0.00 2.21 26.7 0.403 9.417 0.000 21.85 0.00 2.14 25.0 0.382 9.500 0.000 21..07 0.00 2.07 23.6 0.364 9.583 0.000 20.36 0.00 2.02 22.5 0.350 9.667 0.000 19.60 0.00 1.97 21.5 0.337 9.750 0.000 18.77 0.00 1..93 20.6 0.324 9.833 0.000 18.06 0.00 1.89 19.7 0.313 9.911 0.000 1.7.45 0.00 1..83 1.9.0 0.302 1.0.000 0.000 16.80 0.00 1.76 18.3 0.291 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 52.771. AL BASIN STORAGE "= 0.000 AF (WITH 0.000 AF INITI:ALLY FILLED) OUTFLOW VOLUME -= 52.7"71 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251-8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net ************************** DESCRIPTION OF STUDY ************************** * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 24HR INVESTIGATION WITH DBL 20X2 RCB INV EL 33.00, DIRT EL 33.5 ************************************************************************** FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\248.R24 TIME/DATE OF STUDY: 10:03 04/18/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 MINIMUM SOIL -LOSS RATE(INCH/HOUR) _ �0.137 USER -ENTERED RAINFALL = 4.25 INCHES RCFC&WCD 24-Hour Storm (15-Minute period) SELECTED RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 0.9993 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.638 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 1.8.00 --------------------------- UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VAIWES ORDINATES(CIPS) ----------------------------- -------- ----------- 2 4.745 55.610 3 1.2.082 110.028 9 28.239 242.293 5 45.281. 255.566 6 56.603 I69.787 7 64.096 112.367 8 69.625 82.913 9 74.0I8 65.885 10 17.603 53.75"7 11 80.502 43.484 1.2 82.933 36.448 13 85.064 31.966 14 86.972 28.608 15 88.396 24.355 16 89.891. 1.9.419 1.7 91. 070 1 "7 . 67 6 18 92.1.36 15.993 19 93.098 14.430 20 93.968 1.3.045 21. 94.685 10.'746 22 95.384 IN 476 23 95.973 8.846 24 96.510 8.050 25 96.997 7.306 26 97.373 5.634 27 91.734 5. 41.8 28 97.9'75 3.616 29 98.1.82 3.097 30 98.406 3.361. 31 98.654 3.713 32 98.901. 3.713 33 99.149 3.71.8 34 99.391 3.713 35 99.644 3.713 36 99.892 3.713 37 ---------------------------------------------------------------------------- 100.000 1.622 TOTAL STORM RAINFAI,I,(INCHES) = 4.25 TOTAL SOH,-LOSS(INCHES) = 2.91 TOTAL EFFF,CTTVE RAINFALL(INCHES) = 1.34 ---- -------- TOTAL, S01:I,-I:�OSS VOLUME(ACRE-FEET)90.201.4 TOTAL STORM RUNOFF VOLOME(ACRE-FEE'P) = 41.4383 ----------------------------------------------------------------------------- 2 4. - H O U R S T O R M R U N O F F H Y D R 0 G R A P II _-_----_ _======------------------ ------___ HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time :indicated is at: END of Each Unit Intervals) ------------------- ---------------- -- TIME(HRS) VOLUME(AF) Q(CP'S) 0. 20.0 40.0 60.0 80.0 12.083 9,8726 23.3.4 V.Q 12.167 1.0.0320 23.1.4 V.Q 1.2.250 :10.1913 23,1.4 V.Q 12.333 10.360/1 2.4.55 V Q 1.2.41-1 10.5294 24.55 v Q 12.500 1.0.6985 24.55 V Q 12.583 10.8906 21.89 V Q 1.2.667 LL.0827 27.89 V Q 1.2.'750 1.1..2748 21.89 v Q 12.833 11.5208 35.73 .V Q 12.917 11.7669 35.73 v Q 13.000 1.2.01.29 35.73 .v Q 13.083 1.2.32'75 45, 68 .v Q 1.3.167 12.6420 45.68 V Q 13.250 12.9566 45.68 v Q 13.333 13.3407 55.77 V 1.3.417 1.3."7248 55.'77 v 13.500 1.4.1089 55.'77 V 13.583 1.4.5578 65.1.9 V 13.66`7 15.0068 65.19 V 13.750 1.5.4557 65.19 V 13.833 15.9650 73.94 v 1.3.9:1.7 1.6.41742 '73.94 v 14.000 16.9835 73.94 V 14.083 1.7.5298 79.32 V 1.4.1.6'7 18.0161 '19.32 V 1.4.250 1.8.6223 '79.32 v 1.4.333 1.9.1,489 16.45 V . i4.417 1.9.6754 '16.45 V . 14.500 20.2019 76.45 V. 14.583 20.6973 71.93 V. 14.667 21.1.927 '1L.93 v 16.'750 21.6881 71..93 V 14.833 22.1863 '72.35 .V 141.91.7 22.6846 72.35 .v 1.5.000 23.1,829 72.35 V 15.083 23.6943 74.26 v 15.167 24.2057 74.26 v 15.250 24.71,71 74.26 v 15.333 25.2343 75.10 1.5.411 25.1515 '15.10 15.500 26.2686 '15.1.0 1.5.583 26.7816 74.48 15.667 27.2946 74.48 15.7`i0 27.8075 74.48 15.833 28.3055 72.31. 15.917 28.8035 72.31 1.6,000 29,301.5 72.31 16.083 29.7741. 08.62 1.6.167 30.2467 68.62 1.6.250 30,71.93 68.62 1.6.333 31..1474 62.1.5 16.41.7 31..5754 62.1.5 1.6.500 32.0034 62.1.5 16.583 32.3791 54.54 16.667 32.7547 54.54 16.750 33.1303 54.54 1.6.833 33.4401 44.98 Q 16.91.7 33.7499 41.98 Q 17.000 34.0597 44.98 Q 1.7.083 34.3084 36.11. Q . 1."7.1.67 34.5571. 36.1:L Q . 17.250 34.8058 36.1.1 Q . 17.333 35.01.33 30.1.3 Q v v Q Q Q Q Q Q Q Q Q Q. Q. Q• Q Q Q Q Q Q Q Q Q Q Q Q Q Q • V Q v Q V Q v Q V Q v Q V Q V Q v. Q V. Q VQ VQ VQ Q v Q v Q V V v V V V V V 17.417 35.2208 30.13 Q V 17.500 35.4284 30.13 Q V 17.583 35.6075 26.01 Q V 17.667 35.7867 26.01 Q V 17.750 35.9658 26.01 Q V 17.833 36.1252 23.15 .Q V 17.917 36.2847 23.15 Q V 18.000 36.4441 23.15 Q V FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) I I V _effective depth ----------- i (and volume) I I I i I I I V........ ( detention 1<-->I outflow I basin I I....... ----------- I I \ I I dead I basin outlet V I storage I OUTFLOW -------_-_- (STREAM 1) ROUTE RUNOFF HXDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.88 19.20 0.311 3 2.50 31.30 0.482 4 2.90 36.80 0.686 5 3.40 41.10 0.913 6 4.90 259.20 1.676 7 5.60 446.80 2.147 8 7.50 660.80 3.618 MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (IIRS) '--------------------------------------------------------------- L':I::C,Lf, D(A)F) (C'ES) (CFS) DEPT)i(FT) ((-,PS) VOLUME(A ) 12.083 0,000 23.:1.4 0.00 2.07 22.7 0.362 12.1,67 0.000 23,14 0.00 2.07 22.9 0.364 1.2.250 0.000 23.1.4 0.00 2.08 23.0 0.365 12.333 0.000 24.55 0.00 2.11, 2.3.3 0.373 12,417 0.000 24.55 0.00 2.12 23.8 0.378 1.2.500 0.000 24.55 0.00 2.1.4 24.1. 0.382 12.583 0,000 2'7.89 0.00 2.21 24.9 0.402 12.661 0.000 27.89 0.00 2.26 26.1 0.41.4 1.2.'750 0.000 2'1.89 0.00 2.28 26.8 0.622 12.833 0.000 35."73 0.00 2.46 28.8 0.470 1.2.91.7 0.000 35.13 0.00 2.54 31.1. 0.502 13,000 0.000 35.73 0.00 2.59 32.2 0.526 13.083 0.000 45.68 0.00 2.75 33.6 0.609 1.3.1,67 0.000 45.68 0.00 2.88 35.7 0.678 13.250 0.000 15.68 0,00 3.01. 37.2 0.'73/ 1,3.333 0.000 55.77 0,00 3.27 38.9 0.853 1.3.417 0.000 55.71 0.00 3.45 43.8 0,936 13.500 0.000 55.77 0.00 3.50 51.'7 0.964 1.3.583 0.000 65.1.9 0.00 3.57 60.4 0.997 1.3.667 0.000 65.19 0.00 3.57 65.2 0.997 1.3.750 0.000 65.19 0.00 3.51 65.2 0.991 13.833 0.000 73.94 0.00 3.63 69.5 1.021 13.917 0.000 '73.94 0.00 3.63 73.9 1.028 14.000 0.000 73.94 0.00 3.63 '73.9 1..028 14.083 0.000 79.32'" 0.00 3.66 ✓ '76.6 1.046 14.167 0.000 79.32 0.00 3.66 79.3✓ 1..046 1.4.250 0.000 '19.32 0.00 3.66 79.3 1.046 14.333 0.000 76.45 0.00 3.64 77.9 1.036 14.417 0.000 '76.45 0.00 3.64 76.5 1..036 14.500 0.000 76.45 0.00 3.64 76.5 1.036 14.583 0.000 '71..93 0.00 3.61, '74.2 1.021 14.667 0.000 7:1.93 0.00 3.61 71.9 1.021 1.4.750 0.000 71.93 0.00 3.61. '71..9 1..021 14.833 0.000 72.35 0.00 3.61. '72.1, 1..022 1.4.91.'7 0.000 '12.35 0.00 3.61 '72.3 1.022 1.5.000 0.000 '72.35 0.00 3.61. 72.3 1.022 15.083 0.000 74.26 0.00 3.6:3 73.3 1.029 15.1.67 0.000 74.26 0.00 3.63 74.2 1.029 1.5.250 0.000 74.26 0.00 3,63 '74.3 1.029 1.5.333 0.000 '75.10 0.00 3.63 '74.7 1..032 15.417 0.000 75.1.0 0.00 3.63 75.1 1.032 1.5.500 0.000 75.10 0.00 3.63 `75.1, 1.032 15.583 0.000 74.48 0.00 3.63 74.8 1.029 1.5.667 0.000 '74.48 0.00 3.63 74.5 1..029 15,750 0.000 74.48 0.00 3.63 14.5 1.029 15.833 0.000 72.31 0.00 3.61. 73.4 1..022 15.91.7 0.000 '72.31. 0.00 3.61 72.3 1,022 16,000 0.000 '12.31 0.00 3.61. /2.3 :1,022 16.083 0.000 68.62 0.00 3.59 '70.5 1.009 1.6.167 0.000 68.62 0.00 3.59 68.6 1..009 16.250 0.000 68.62 0.00 3.59 68.6 1..009 16.333 0.000 62.15 0.00 3.55 65.4 0.98'7 16.417 0.000 62.15 0.00 3.54 62.2 0.986 16.500 0.000 62.15 0.00 3.54 62.2 0.986 16.583 0.000 54.54 0.00 3.49 58.4 0.960 16.667 0.000 54.54 0.00 3,49 54.6 0.960 16.'/50 0.000 54.54 0.00 3.49 54.5 0.960 1.6.833 0.000 44.98 0.00 3.43 49.8 0.92'7 16. 91.7 0.000 44. 98 0,00 3.43 45.0 0.926 17.000 0.000 44.98 0.00 3.43 45.0 0.926 1.1.083 0.000 36.11. 0.00 3.33 42.7 0.881, 17.167 0.000 36.11 0.00 3.27 40.2 0,852 17.250 0.000 36.11 0.00 3.21 39.7 0.827 17.333 0.000 30.1.3 0.00 3.08 38.9 0.76i 17.417 0.000 30.13 0.00 2.96 37.8 0.714 17.500 0.000 30.1.3 0.00 2.86 36.8 0.668 17.83 0.000 26.01. 0.00 2.74 35.4 0.603 1.7.667 0.000 26.01, 0.00 2.63 33.8 0.549 1.'7.750 0.000 26.01, 0.00 2.54 32.5 0.505 1.7.833 0.000 23.1.5 0.00 2.40 30.6 0.453 I'7.91.7 0.000 23. I.S 0.00 2.27 28.1. 0.41.9 1.8.000 0.000 23.15 0.00 2.20 26.1 0.399 ----------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOWS VOLU 41.438 AI' BASIN STORAGE == 0.000 AF (NITTH 0.000 Ali INITIALLY 7?ILLED) OUTFLOW VOLUME = 41..438 AF LOSS VOLUM[' = 0.000 AF --------------------- END OF FLOODSCx ROUTING ANALYSIS ALTERNATE FOUR SPILLOVER ELEVATION INTO THE CITRUS = 34.0 (DUE TO GRADING WITHIN THE CITRUS) MDS Consulting 17320 Nrdhlll Avenue, Suite 350 Irvine, CA 02614 Phone (949) 25'1-8821 Fax (949) 251-05 i G Email:mdsinJne i n)dSConsulliug.net Depth / Outflow / Storage Relationship ELEV ITEM ACTUAL SEEwSPG11 Qi Qz Q3 Qlce STORAGE No. ..-DEPTH.... CALCUt ATONS...._ __. .. _. -Q1*Q.Q3 .. _. _! ..... .. 01_ & Q2 P9>ellt _ fepe#2 RCB . _. „[Ff] MANUAL _ [Cfsj (CfS] -, [Cfs] .[@Cf1] CALCULATIONS FOR 03 30.10 1 0.00 i 0.0 0.0 0.0 0.0000 32.0 2 .-.1 88 ,. _ 71.2 12 0 0.0 19.2 0.3107 _ I 3260 3 2.50 127 186 00 313 04820 INv3010 - - _.... .- -0.0 .. 36.8 0.6863 2 30 33.0 4 2.90 14.9 21.9 o 34.0 5 3.90 19.6 26.1 0.0 45.7 1,1501 35.0 6 4.90 _ 23.4 30.0 112.0 165.4 1.6756 _-- 37.6 7 7.50 - 31.9 38.4 378.7 449.0 3,618 37.7-- 8 7.60 -- 31.9 38.4 384.7 455.0 3.6200�- .. .. .... _-. _.L_ .... W9... Orifice EL 35.0 20 h1 Q=CA(29h)1/2 ...-.. _.. H !,20 1 0 EL3a0 C=0.67I _. _ _ ...__ _. _._...__ _.._ .. ELI33.0 Weir_ _ Q = CLHa12 _ I IC =2.8 ALT4 1 CALLE RONDO DETENTION BASIN Tract 24890 CHARACTERISTIC [file: c:excel\24 8902 TRIPLE 4X2 RCB SDOI Clity of LA QUINTA .. F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251-8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net ************************** DESCRIPTION OF STUDY ************************ * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 1HR INVESTIGATION WITH DBL 20X2 RCB INV EL 33.00, DIRT EL 34.0 FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\24.R01 TIME/DATE OF STUDY: 13:35 04/18/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 --------------------------------------------------------------------_-_-_--- } >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH. FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 USER -ENTERED RAINFALL = 2.10 INCHES , RCFC&WCD 1-Hour Storm (5-Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.60) RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 0.9800 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 6.879 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 0.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION 3N1`CRVAL "S" GRAPH UNIT AYDROGRXAPH NU 13h;R MEAN VALl76S ORDINATES (CFS) ---- --------�----- --------------------------------------- 0.303 '1.3.618 2 0.91.7 27.650 3 1.889 43.'132 4 3.082 53.654 5 4.677 71.179 6 6.475 80.859 '7 8.'725 101..221 8 11.596 129.1,95 9 15.924 194.698 10 21..433 297.823 11. 28.462 316.246 12 34.821 286.085 13 40.651 262.291 14 45.438 215.362 15 49.752 194.081. 1.6 53.448 166.274 17 56.830 1.52.132 18 59.530 121.471 1.9 62.001 1111 . 172 20 64.154 96.882 21. 66...1.31, 88.945 22 67.944 81..563 23 69.649 76.681. 24 71.280 73.389 25 '72.709 64.288 26 74.059 60.731. 27 7:5.286 55.1.81, 28 76.481. 53."189 29 '7'7 . 639 52.011. 30 '78.688 47.201 31 '79.59*1 40.885 32 80.505 40.853 33 81.405 40.527 34 82.190 35.285 35 82.933 33.420 36 83.676 33.426 37 84 . 401. 32. 621. 38 85.066 29.933 39 85."126 29.703 40 86.387 29.709 41. 86.989 27.1.10 42 87.540 24.166 43 88.090 24.753 44 88.630 24.28*7 45 89.068 1.9.'108 46 89.481. 18.5'72 47 89.894 18.584 48 90.299 1.8.2.1.4 49 90.684 17.358 50 91.070 17.332 51 91.454 17.307 52 91.806 15.813 53 92.136 1.4.855 54 92.466 14.855 55 92.793 14.714 56 93.099 13.769 57 93.402 13,629 58 93.705 13.603 59 93.983 12.504 60 94.217 10.537 61 94.451 1.0.537 62 94.685 1.0.51.2 63 94.91.9 -1.0.52.5 64 95. 1.53 10.525 65 95.387 1.0.525 66 95.611 1.0.090 6'1 95. 794 8 .251. 68 95.973 8.060 69 96.152 8.034 `70 96.331 8.060 71. 96.510 8.047 12 96.689 8.047 73 96.865 7.91.9 '74 97.002 6.1.56 75 97.125 5.546 76 97.250 5.620 '7'7 97 . 373 5.543 -78 9-1. 497 5.594 79 97.621 5.543 80 9'7.745 5.594 81 97.838 4.190 82 97.907 3.117 83 97.915 3.065 84 98.044 3.091, 85 98.1.1.3 3.117 86 98.1,83 3.1.17 81 98.251 3.065 88 98.324 3.295 89 98.406 3.704 90 98.489 3.730 91 98.571, 3.678 92 98.651 3."730 93 98.'736 3.704 94 98.819 3.'130 95 98.902 3.1'04 96 98.984 3.104 97 99.067 3.'130 98 99.1.49 3.704 99 99.231, 3.704 100 99.314 3.704 101 99.396 3.704 102 99.478 3.704 103 99.561. 3.704 1.04 99.643 3.704 105 99.725 3.704 106 99.808 3.704 107 99.890 3.704 108 99.972 3.704 109 100.000 1.239 TOTAL STORM RAINFALL(INCMES) = 2.12 TOTAL SOIL-LOSS(INCHES) 0.30 TOTAL IEFFECTIVL RAI NFAI.L(INCHE'S) = 1.82 ------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 9.2052 TOTAL STORM RUNOFF VOLUME(ACRE- FEET) 54.5646 ------------------------------------------------------------------------- 1- H O U R S '1' 0 R M R U N 0 F F,,' 11 Y D R 0 G R A P H HYDROGRAPH IN FIVE-MINUTE UNIT INTERVAII(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------- TIME(HRS) ---------------------------------------------------------------------------- ---------------------------------------------------------------- VOLUME(A(') Q(CVS) 0. 125,0 250.0 375.0 500.0 0,083 0.0045 0.66 Q 0.167 0.0187 2.06 Q 0.250 0.0490 4.40 Q 0.333 0.1009 7.52 Q 0.41,7 0.1829 11.91 Q 0.500 0.3026 17.39 VQ 0.583 0.4736 24.82 VQ 0.667 0.7139 34.90 V Q 0.750 1.0647 50.93 V Q 0.833 1.6091 79.06 V 0 0.917 2.3835 112.43 V Q 1.000 3.3883 145.91 V Q 1.083 4.6007 116.03 V Q 1.167 6.0378 208.68 V Q 1.250 7.6724 237.31 V Q 1.333 9.5521 272.94 V Q 1.417 11.7261 315.65 V Q 1.500 14.3001 373.75 V Q. 1.583 17.1823 418.49 V Q 1.667 20.2870 450.80 V Q 1.750 23.1520 415.99 V Q 1.833 25.7301 374.35 V Q• 1.917 27.9389 320.72 V Q 2,000 29.8930 283.73 VQ 2.083 31.5986 247.66 Q. V 2.167 33.1184 220.67 Q V 2.250 34.4170 188.55 Q V 2.333 35.5878 170.01 Q V 2.417 36.6370 152.34 Q V 2.500 37,6010 139.98 Q V 2.583 38.4900 129.09 Q V 2.667 39.3211 120.67 Q. V 2.150 40.1003 113.15 Q. V. 2.833 10.8102 103.01 Q V 2.91V 41.038 96.35 Q V 3.000 42.0902 89.50 Q V 3.083 42.6782 85.39 Q V 3.167 43.2362 81.01 Q A 3.250 43.3519 14.87 Q V 3.333 44.2250 68.70 Q V 3.417 44.6824 66.42 Q V 3.500 45.1222 63.87 Q V 3.583 45.5285 58.98 Q V 3.667 45.9161 56.28 Q V 3.750 46.2928 54.70 Q V 3.833 46.6551 52.62 Q V 3.917 46.9971 49.66 Q V 4.000 47.3284 48.10 Q V 4 .083 47.6485 46.48 Q V 4.167 47.9414 43.40 Q V 4.250 48.2274 40.65 Q V 4.333 48.4977 39.25 Q V 4.417 48.7548 37.33 Q V 4.500 48,9853 33.46 Q V 4.583 49.2045 31.S2 Q V 4.667 49.4181 31.10 Q V 4.`7'So 49.6279 30.30 4.833 49.8291 29.30 4.917 50.0269 28.71, 5.000 50.21.91. 27.91 5.083 50.4003 26.31 5.167 50.5733 25,13 5.250 50.7425 24.136 5.333 50.9072 23.92 5.41.'7 51..0648 22.88 5.500 51.2180 22.25 5,583 51..3663 21..53 5.667 51.5049 20.12 5.150 5.1.6320 18.45 5.833 51.7561 1.8.02 5.917 51.8783 1.7.74 6.000 51.9988 "1.7.51 6.083 52.1.1.'73 1.7.20 6.107 52.2325 16.72 6,250 52.3413 15.80 6.333 52.4395 14.25 6.41.7 52.5340 1.3.73 6.500 52.6266 13.44 6.583 52.7177 13.22 6.667 52.8068 1.2.93 6.750 52.8930 1.2.52 6.833 52.9742 1.1.79 Q 6.917 53.0447 10.23 Q 7.000 53.1.097 9.45 Q 7.083 53.1730 9.1.8 Q 7.1.67 53.2343 8.91 Q 7,250 53.2.940 8.66 Q 7.333 53.3513 8.33 Q 7.417 53.4051 7.89 Q 7.500 53.4516 6.66 Q -1.583 53.491.4 5.78 Q 7.667 53.5301 5.63 Q 7.750 53.5691 5.66 Q 7.833 53.6086 5.74 Q 7.917 53.6486 5.81 Q 8.000 53.6892 5.89 Q 8.083 53.7315 6.15 Q 8.167 53.'1'761. 6.47 Q 8.250 53.8210 6.53 Q 8.333 53.8659 6.52 Q 8.417 53.911.0 6.54 Q 8.500 53.9560 6.53 Q 8.583 54.0011 6.55 Q 8.667 54.0460 6.53 Q 8.750 54.0910 6.53 Q 8.833 54.1360 6.54 Q 8.917 54.181.0 6.53 Q 9.000 54.2259 6.52 Q 9.083 54,2700 6.40 Q 9.167 5/1.31,28 6.21 Q 9.250 54.3541, 6.00 Q 9.333 54.3937 5.75 Q 9.417 54.4315 5.48 Q 9.500 54.4669 5.15 Q 9.583 54.4996 4.74 Q 9.661 54.5289 4.25 Q 9.150 54.5528 3.47 Q 9.833 54.5625 1.41 Q 9.917 54,5643 0.26 Q 10.000 54.5646 0.04 Q Q v Q V Q V Q V Q V Q V Q V Q V Q V Q v Q V Q v Q v Q V Q Q Q Q Q Q Q Q Q Q Q V. V. V. V. V. V. V. V. v. V. V. V. V. V. v. V. V. V. V. V. V. V. V. V. V. V. V. v. V. V. v. V. V. v. V. FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 3.1 ---------------------------------------------------------------------------- >>>>>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1<<<<< INFLOW (STREAM 1) i I V effective depth ---------------- I ( and volume) I i I I I I I....V........ I detention I< --->I outflow i basin I••••.••• ----------- I I \ I I dead I basin outlet V I storage OUTFLOW ---------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.88 19.20 0.311 3 2.50 31.30 0.482 4 2.90 36.80 0.686 5 3.90 45.70 1.150 6 4.90 165.40 1.676 7 7.50 449.00 3.618 8 7,60 455.00 3.620 MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD --STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.083 0.000 0.66 0.00 0.02 0.1 0.004 _ 0.167 0.000 2.06 0.00 0.09 0.6 0,014 0.250 0.000 4.40 0.00 0.21 1.5 0.034 0.333 0.000 7.52 0.00 0.39 3.1 0.065 0.417 0.000 11.91 0.00 0.66 5.4 0.110 0.500 0.000 17.39 0.00 1.03 8.6 0.170 0.583 0.667 0.'75i0 0.833 0 . 9 1 / 1..000 1.083 1.167 1.250 1.333 1.417 I.500 1.583 1..667 1.750 1.833 1.. 91.7 2.000 2.083 2.1,67 2.250 2.333 2.41.7 2.500 2.583 2.66'7 2.'750 2.833 2.9I'l 3.000 3.083 3.1.67 3.250 3.333 3.417 3.500 3.583 3.667 3.750 3.833 3.91.7 4.000 4.083 4 . 1.61 4.250 4.333 4.417 4.500 4.583 4.667 4.750 I.833 4.917 5.000 PROCESS SUMMARY OF S'TO1 INFLOW VOLUME = BASIN STORAGE = OUTFLOW VOLUME, _ LOSS VOLUME _--_ ).000 24.82 0.00 1.52 13.0 0.251. ).000 34.90 0.00 2.06 1.9.1, 0.360 ).000 50.93 0.00 2.58 27.S 0.521 ).000 79.06 0.00 3.1.9 35.9 0.819 ).000 112.43 0.00 4.06 52.1. 1.234 ).000 145.91. 0,00 4.66 100.5 1.547 ).000 1,76.03 0.00 4.94 153.0 1.'706 ).000 208.68 0.00 5.1.8 182.8 1.884 ).000 237.34 0.00 5.43 209.7 2.074 ).000 272.94 0.00 5.74 240.1 2.300 ).000 315.65 0.00 6.10 2`76.4 2.571 ).000 373.75 0.00 6.57 322.1 2,927 ).000 41.8.49 0.00 '7.01 371..6 3.249 ).000 450.80 0.00 7.35v' 413.8 3.504 ).000 415.99 0.00 7.25 426.91' 3.429 ).000 374.35 0,00 6.96 405.7 3.213 ).000 320.72 0.00 6.53 366.8 2.896 ).000 283.73 0.00 6.17 323.6 2.622 ).000 24'7.66 0.00 5.82 284.8 2.366 ).000 220. 6'7 0.00 5.54 250.9 2.157 ).000 1,88.55 0.00 5.26 219.9 1.941, ).000 1.70.01, 0.00 5.05 1,92.7 1.785 ).000 152.34 0.00 4.86 171.1 1.656 ).000 1.39.98 0.00 4.'71 151..'7 1.5'15 ).000 1.29.09 0.00 61, 1.36.E 1..523 ).000 1.20.67 0.00 4.54 126.3 1.485 ).000 11.3.15 0.00 4.47 118.0 I.451. ).000 103.0'7 0.00 4.39 1,09.3 1..408 ).000 96.35 0.00 4.33 100.9 1..377 ).000 89.50 0.00 4.2"7 93.9 1.347 ).000 85.39 0.00 4.2/1 88.2 1.327 ).000 81.01 D.00 4.20 83.8 1.308 ).000 '74.87 0.00 4.1.5 78.7 1.282 ).000 68.10 0.00 4.10 72.6 1.255 ).000 66.42 0.00 4.08 68.2 1..243 ).000 63.87 0.00 4.05 65.5 1.231, ).000 58.98 0.00 4i.02 61..9 1,211 ).000 56.28 0.00 3.99 58.2 1.,198 ).000 54.70 0.00 3.98 55.8 1..1.91. ).000 52.62 0.00 3.96 53.9 1.182 ).000 49.66 0.00 3.94 51.5 1..1.69 ).000 48.1.0 0.00 3.92 49.2 1..1.62 ).000 116.48 0.00 3.91 4'7.5 1.155 ).000 43.40 0.00 3.87 46.1. 1.136 ).000 40.65 0.00 3.80 45.1 1.105 ).000 39.25 0.00 3.73 44.5 1.069 ).000 37.33 0.00 3.63 43.7 1.025 ).000 33.46 0.00 3.49 112.7 0.962 ).000 31.82 0.00 3.35 41.4 0.895 ).000 31..10 0.00 3.22 40.2 0.833 ).000 30.30 0.00 3.09 39.0 0.7'72 1.000 29.30 0.00 2.96 37.9 0.71.3 ).000 28.71 0.00 2.85 36.7 0,658 ).000 27.91. 0.00 2.74 35.4 0.607 --------------------------------------------------- ;AGE : 54.565 AF 0.000 AF (WITH 0.000 AF INIT.I:ALLY FILLED) 54.565 AF 0.000 AF END OF F:I,OODSCx ROUTING ANALYSIS * * * * * * * * * * A * * * * * * * * * * * * * * * * * * * * * * * * •k 'A• * * * * * * * * * * * * * * * r A * * * * * * * * * * * F L O 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251-8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net ************************** DESCRIPTION OF STUDY ************************** * TRACT 24890 * CALLE RONDO -- DETENTION BASIN CHARACTERISTICS * Q100 / 3 HR INVESTIGATION WITH DBL 20X2 RCB INV EL 33.00, DIRT EL 34.0 FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\24.R03 TIME/DATE OF STUDY: 13:42 04/18/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 ---------------------__-_-_---------------------------------------------- >>>>>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM 41) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 USER -ENTERED RAINFALL = 2.70 INCHES RCFC&WCD 3-Hour Storm (5-Minute period) SELECTED RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5.8) = 0.9985 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 6.879 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 0.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION _--_--------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUNBER MEAN VALUES 0R1)1:NATES (CFS) -- - --- 1 --------------- 0.303 ---7.3.61.8-- 2 0.917 27.650 3 1.889 43.'732 4 3.082 53.654 5 4.677 71.779 6 6.475 80.859 '7 8.725 1,01,.221 8 11.596 1.29.195 9 15.924 1.94.698 1.0 21..433 247.823 11 28.462 31.6.246 12 34.821 286.085 1.3 40.651 262.291, 14 45.438 215.362 1.5 49.752 194.081 1.6 53.448 166.27/1 17 56.830 152.1.32 18 59.530 121.471, 1.9 62 . 001. 1A.:L . 1.'72 20 64.1,54 96.802 21 66.131 88.945 22 67.944 81..i563 23 69.649 '76.681. 24 71.280 73.389 25 72.709 64.288 26 74.059 60.131 27 75.286 55.181 28 '76.481 53.789 29 77.639 52.071 30 78.688 47.201 31 79.597 40.885 32 80.505 40.853 33 81.405 40.527 34 82.1.90 35.285 35 82.933 33.420 36 83.676 33.426 37 84.401. 32.621 38 85.066 29.933 39 85.'726 29.703 40 86.387 29.709 41, 86.989 2'7.110 42 87.540 24.766 43 88.090 24.753 44 88.630 24.287 45 89.068 19.708 46 89.481. 18.572 47 89.894 18.584 48 90.299 18.21.4 49 90.684 17.358 50 91.070 17.332 51 91.454 1.-1.30'1 52 91..806 1.5.813 53 92.7.36 1.4.855 54 92.466 14.855 55 92.793 14.714 56 93.099 13.769 57 93.402 13.629 58 93.705 13.603 59 93.983 1.2.504 60 94 .217 1.0. 53'7 61 94 .451 10.537 62 94.685 10.512 63 94.91.9 10.525 64 95.1.53 10.525 65 95.38"7 10.525 66 95.611 10.090 61 95.794 8.251 68 95.973 8.060 69 96.352 8.034 '70 96.331. 8.060 71 96. 51.0 8 . 04'7 "72 96.689 8.047 "73 96,865 1.919 '74 97.002. 6.156 75 97.125 5.5414 '76 97.250 5.620 77 97.373 5.543 "18 97.497 5.594 79 9'7.621 5.543 80 97.745 5.594 81 97.838 4.1.90 82 97.907 3.1.17 83 97.915 3.065 84 98.044 3.091 85 98.I1.3 3.117 86 98.183 3.11'7 87 98.251 3.065 88 98.324 3.295 89 98.106 3.704 90 98.489 3.730 91 98.571 3.618 92 98.654 3.730 93 98.736 3.'704 94 98.819 3.'730 95 98.902 3.704 96 98.984 3.'104 97 99.06/ 3.730 98 99.149 3.704 99 99.233. 3.704i 1.00 99. 31.4 3.'104 101, 99.396 3.704 102 99.478 3.704 1.03 99.561. 3.'704 104 99.643 3.704 105 99.725 3.704 106 99.808 3.704 1.07 99.890 3.704 108 99.972 3.704 109 1.00.000 1.239 TOTAL; STORM RAINFALL(INCHES) == 2."70 TOTAL SOIL-LOSS(INCHEIS) = 0.81 TOTAL EFFECTIVE RAINFALL(INCHES) 1.88 ---------------------- ------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 25.1844 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 58.3628 ---------------------------------------------------------------------------- 3- H O U R S T O R M R U N O F F H Y D R 0 G R A P IH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS (CPS) (Note: Time indicated ----------------------------------------------------------------------------- is at END of Each Unit intervals) TIME(HRS) -------------------------- VOLUME(AP) Q(CPS) 0. 100.0 200.0 300.0 400.0 0.083 0,00A 0.17 -------------------------------------- Q 0A67 0.0046 0.50 Q 0.250 0.0113 0.96 Q 0,333 0.0221 1.62 Q 0.417 0.0400 2.56 Q 0.500 0.0664 3.83 Q 0.583 0.1034 5.38 Q 0.667 0.1553 7.53 Q 0A50 0.2279 10.54 VQ 0.833 0,3267 14.35 VQ 0.917 0.4567 18.87 VQ 1.000 0.6197 23.67 V Q 1.083 0,8173 28.V0 V Q 1.167 1.0559 34.64 V Q 1.250 1.3345 40.46 V Q 1.333 1.6552 46.57 V Q 1,117 2.0132 51.97 V Q 1.500 2.4089 51.46 V Q 1.583 2.8387 62.41 A Q 1.667 3.3041 67.57 V Q 1.750 3.8125 73.82 V Q 1.833 4.3VI9 81.22 V Q 1.917 4.9865 89.24 V Q 2.000 5.6550 97.07 V Q. 2.083 6,3788 105.10 V Q 2.167 7.1606 113.0 V 2.250 8.0124 123.68 V Q 2,333 8.9343 133.85 V Q 2.417 9.9366 145.54 V Q 2.500 11.0297 158.12 v Q 2.583 12.2289 174.12 V Q 2.667 13,5291 188.79 V. Q 2.750 14.9303 203,45 V Q 2.833 16.4302 217.79 V Q 2.917 18.0398 23331 V Q 3.000 19.7631 250.23 V Q 3.083 21,6315 268.38 V Q 3.167 23.5762 285.27 V Q 3.250 25.6796 305.41 V Q 3.333 27.8610 316.75 V. 10 3.417 30.0430 316.82 v Q 3.500 32.1127 300.52 V Q 3.583 34.0038 274.59 V Q 3.667 35.7046 246.96 Q 3.150 37.2312 221.66 Q v 3.833 38.5888 197.12 Q. V 3.917 39.1983 175.63 Q V 4.000 40.8761 156.49 Q V 4.083 41.8466 140.91 Q V 4.167 42,7308 128.39 Q V. 4.250 43.5415 117.71 V. 4.333 44.2929 109.09 Q V 4.417 44.9920 101.51 Q V 4.500 45.6452 94.85 Q. V 4.583 46.2539 88.38 Q V 4.667 46.8225 82,56 Q V 4.750 4/.3580 17.75 Q V 4.833 47.8641 /3.49 Q V 4.917 48.3406 69.18 Q v 5.000 /18 7881, 64.99 Q v 5.083 49.2.1.00 61.25 Q V 5.167 49.6100 58.09 Q v 5.250 69.991.2 55.34 Q V 5.333 50.3525 52.46 Q V 5.41"1 50.6962 49,91 Q V 5.500 51.0260 4'7.88 Q V 5.583 51..3420 45.89 Q v 5.667 51.6444 43.90 Q V 5.'150 51,9344 42.11 Q v 5.833 52.211.6 40.26 Q V 5. 917 52.4749 38.23 Q V 6.000 52.7253 36.35 Q v 6.083 52.9633 34.57 Q v 6.167 53.1,896 32.85 Q V 6.250 53.4032 31..02 Q V 6.333 53.6066 29.53 Q V 6.417 53.8029 28.50 Q V 6.500 53.9925 27.54 Q v 6.583 54.1754 26.55 Q V 6.667 54.3520 25,65 Q V 6.150 54.5223 24.73 Q V 6.833 54.6859 23.75 Q V 6.917 54.8433 22.86 Q v 7.000 54.9953 22.01 Q V 7.083 55.141.7 21..26 Q V 7.1.67 55.2822 20.40 Q V 7.250 55.41.71 19.58 .Q V 7.333 55.5461. .1.8.72 .Q V . 7.417 55.6690 1.7.85 .Q V . 7.500 55.'7860 16. 98 .Q V . 7.583 55.8985 1.6.34 .Q V . 7.667 56. 00'78 15.87 .Q v . 7.'750 56.1135 15.35 .Q v . 7.833 56.2157 3.4.84 .Q V . 1. 91.7 56.3136 14.22 .Q V . 8.000 56.4071. 13.57 Q V . 8.083 56.4958 12.88 .Q v . 8.167 56.5806 12.32 .Q v . 8.250 56.6627 1.1..91. .Q v . 8.333 56.741.8 1.1.49 .Q V . 8.417 56.8183 1.1.10 .Q V . 8.500 56.891.3 10.61, Q_ V . 8.583 56.9606 10.06 .Q V. 8.667 57.0259 9.47 Q V. 8.750 57.0878 8.99 Q V. 8.833 57.1.4'77 8./0 Q V. 8. 917 5'7. 2056 8.40 Q V. 9.000 57.261.7 8.15 Q V. 9.083 57.31.58 7.84 Q V. 9.167 57.3668 7.42 Q V. 9.250 57.41.48 6.96 Q V. 9.333 57.4597 6,53 Q V. 9.417 57.5032 6.32 Q V. 9.500 57.5461 6.22 Q V. 9.583 57.5884 6.15 Q V. 9.667 57.6304 6.09 Q V. 9.'750 57.6723 6.09 Q V. 9.833 57."7145 6.13 Q V. 9.917 57.7569 6.16 Q V. 10.000 5"7.'7992 6.14 Q v. 10.083 57.8408 6.03 Q V. 1.0.16'1 57,8815 5.92 Q V. i0.250 1)7.9214 5.'79 Q V. 10.333 57.9605 5.6`1 Q V. 10.417 57.9985 5.52 Q V. 10,500 58.0352 5.33 Q V. 1.0.583 58.0'708 5.1.`7 Q V. 10.667 58.1051, 4.99 Q V. 10.750 58.1.379 4.76 Q V. 10.833 58.1691. 4.53 Q V. 10.917 58.1989 4.32 Q V. 11.000 58.2272 4.1.1 Q V. 11.083 58.2539 .3.88 Q V. 11.1.6'7 58.2786 3.59 Q V. 11.250 58.3006 3.20 Q V. 11.333 58.3205 2.88 Q V. II.417 58.33/0 2.40 Q V. 11.500 58.3492 1.77 Q V. 1.1..583 58.3566 1..07 Q V. 1,1..667 58.3599 0.49 Q V. 1.1.750 58.3616 0.26 Q V. 11.833 58.3625 0.14 Q V. 11..91.7 58.3629 0.04 Q V 12.000 58.3629 0.00 Q V �*.A•A.•**kkkA*****A,A..F A �k �k A:A#:I#JA#iA{* A* L:t. .k 1****** ..k.A A*** J'k A* kAk#"k#"k k'A k+iM FLOW PROCESS FROM NODE 10.00 TO NODE 1.0.00 IS CODE = 3.1, ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODE.], APPLIED TO STREAM ¢fl««< isNFLOW (STREAM 1) I I V effective depth - (and volume) I I I I V........ I detention 1<-->I outflow I basin ......... ----------- \ 1 1 dead I basin outlet V storage OUTFLOW --------- (STREAM 1.) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUC11 DETENTION BASIN SPECIFIED BASIN COND:ETIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AL') FILLED 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET =_ DETENTION BASTE CONSTANT LOSS RATE(CF'S) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (Cli'S) (AF) 1 0.00 0.00 0.000 2 :1.88 19.20 0.311 0.000 3 2.50 31.30 0.482 4 2.90 36.80 0.686 5 3.90 45.70 1.150 6 4.90 165.40 1.676 7 7.50 449.00 3.618 8 7.60 455.00 3.620 MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ------------------------------------------------------------------ FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 0.17 0.00 0.01 0.0 0.001 0.167 0.000 0.50 0.00 0.02 0.1 0.003 0.250 0.000 0.96 0.00 0.05 0.3 0.008 0.333 0.000 1.62 0.00 0.09 0.7 0.014 0.417 0.000 2.56 0.00 0.14 1.2 0.024 0.500 0.000 3.83 0.00 0.22 1.9 0.037 0.583 0.000 5.38 0.00 0.33 2.8 0.055 0.667 0.000 7.53 0.00 0.47 4.1 0.078 0.750 0.000 10.54 0.00 0.67 5.8 0.111 0.833 0.000 14.35 0.00 0.93 8.2 0.153 0.917 0.000 18.87 0.00 1.25 11.1 0.207 1.000 0.000 23.67 0.00 1.62 14.7 0.269 1.083 0.000 28.70 0.00 1.97 18.8 0.337 1.167 0.000 34.64 0.00 2.25 23.7 0.412 1.250 0.000 40.46 0.00 2.52 29.0 0.491 1.333 0.000 46.57 0.00 2.70 32.8 0.586 1.417 0.000 51.97 0.00 2.93 35.6 0.699 1.500 0.000 57.46 0.00 3.21 38.3 0.831 1.583 0.000 62.41 0.00 3.53 41.0 0.978 1.667 0.000 67.57 0.00 3.88 44.0 1.141 1.750 0.000 73.82 0.00 4.10 57.4 1.254 1.833 0.000 81.22 0.00 4.18 74.6 1.300 1.917 0.000 89.24 0.00 4.25 83.9 1.336 2.000 0.000 97.07 0.00 4.32 92.0 1.371 2.083 0.000 105.1.0 0.00 4.39 100.0 1.406 2.167 0.000 113.52 0.00 4.46 108.2 1.443 2.250 0.000 123.68 0.00 4.54 117.3 1.486 2.333 0.000 133.85 0.00 4.62 127.4 1.531 2.417 0.000 145.54 0.00 4.72 138.2 1.581 2.500 0.000 158.72 0.00 4.83 150.4 1.638 2.583 0.000 174.12 0.00 4.95 163.7 1.710 2.667 0.000 188.79 0.00 5.06 176.6 1.794 2.750 0.000 203.45 0.00 5.19 189.7 1.889 2.833 0.000 217.79 0.00 5.32 203.7 1.986 2.917 0.000 233.71 0.00 5.46 218.4 2.092 3.000 0.000 250.23 0.00 5.60 234.2 2.202 3.083 0.000 268.38 0.00 5.76 251.0 2.322 3.167 0.000 285.27 0.00 5.92 268.3 2.439 3.250 0.000 305.41 0.00 6.10 286.4 2.570 3.333 0.000 316.75 0.00 6.22 302.9' 2.665 3.417 0.000 316.82V 0.00 6.271/ 312.2-/ 2.697 3.500 0.000 300.52 0.00 6.18 309.8 2.633 3.583 0.000 274.59 0.00 5.99 294.9 2.493 3.667 0.000 246.96 0.00 5.76 272.1 2.320 3.750 0.000 221.66 0.00 5.53 246.8 2.147 3.833 0.000 197.12 0.00 5.30 221.8 1.977 3.917 0.000 175.63 0.00 5.10 198.1 1.822 4.000 0.000 156.49 0.00 4.91 1`76.7 1_.683 4.083 0.000 140.91. 0.00 4."72 i55.4 I.583 4.167 0.000 1,28.39 0.00 4.61 137.3 1..522 4.250 0.000 117.71. 0.00 4.51 124.8 1.473 4.333 0.000 109.09 0.00 4.14 114.8 1.434 4.417 0.000 101..51, 0.00 4.38 106.4 1..400 4.500 0.000 94.85 0.00 4.32 99.2 1.370 4.583 0.000 88.38 0.00 4.26 92.5 1.341 4.667 0.000 82.56 0.00 4.21 86.3 1.31.5 4.750 0.000 77.75 0.00 4.1."7 80.9 1,294 4.833 0.000 73,49 0.00 4.14 '16.3 1.275 /1.91.'7 0.000 69.18 0.00 4.10 '71.9 1.256 ---------------------------------------------------------------------------- 5.000 0.000 64.99 0.00 4.07 67.7 1,237 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME, - 58.363 AF BASIN STORAGE _= 0.000 AF (WITH 0.000 AT.,' INITIALLY !FILLED) OUTFLOW VOLUME = 58.363 AF LOSS VOLUME - 0.000 AF END OF L'I,OODSCx ROUTING ANALYSIS F L 0 O D R O U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251-8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net ************************** DESCRIPTION OF STUDY ************************** * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 6HR INVESTIGATION WITH DBL 20X2 RCS INV EL 33.00, DIRT EL 34.0 FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\24.R06 TIME/DATE OF STUDY: 13:45 04/18/2007 *lc �r k�F k :4 �r �r*-k***fie 4c •k �r*ik �c k i4 sF k*�c**k***�F •k**** A•�r �r*fir*�F:k********kdr lc �c �r k**Jr**fir �Y �c •k �c k***sY FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 ------------------------------------------------------------------------------ »» >SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) «« < (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S--GRAPH SELECTED UNIFORM MEAN SOIL--LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 USER -ENTERED RAINFALL, = 3.20 INCHES RCFC&WCD 6-Hour Storm (5-Minute period) SELECTED RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E-5,8) = 0.9990 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 6.879 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 0.00 MODEL TIME(HOURS) FOR END OF RESULTS = 24.00 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NOM13ER MEAN VALUE'S ORDINATES (CFS) -------------------------------------------------- 1 0.303 ------------------------------ 1.3.618 2 0.917 27.650 3 1_889 63.732 4 3.082 53.654 5 4.677 71,.779 6 6.475 80.859 7 8.725 101.221. 8 1.1.596 1,29.195 9 1.5.926 194.698 10 2:L.433 247.823 11 28.462 316.246 1.2 34.821 286.085 13 40.651. 262.291 14 45.438 215.362 1.5 49. 752 194 .081 1.6 53.448 1.66.2*74 17 56.830 152.1.32 1.8 59.530 1.21.. 471. 19 62.001 111,..172 20 64.154 96.882 21 66.1,31. 88.945 22 67.944 81.563 23 69.649 '76.681. 24 71.280 '73.389 25 72.709 6/1.2.88 26 '74.059 60.731. 27 15.286 55.181. 28 76.481 53.789 29 '77.639 52.071 30 78.688 47.201 31. 79.597 40.885 32 80.505 40.853 33 81.405 40.527 34 82.1.90 35.285 35 82.933 33.420 36 83.676 33.426 37 84.401. 32.621. 38 85.066 29.933 39 85.126 29.703 40 86.387 29.'109 41 86.989 27.11.0 42 87.540 24.766 43 88.090 24.753 44 88.630 24.287 45 89.068 19.708 46 89.481 18.572 41 89.894 18.584 48 90.299 18.214 49 90.684 17.358 50 91.070 1.7.332 51 91.454 1.7.307 52 91..806 15.813 53 92.136 14.855 54 92.466 14.855 55 92.793 14.71.4 56 93.099 1.3.769 57 93.402 13.629 58 93.705 13.603 59 93.983 12.504 60 94.217 10.537 61 94.451, 10.53"7 62 94 . 685 1.0. 512 63 94.919 10,525 64 95.153 10.525 65 95.387 10.525 66 95.61,1. 10.090 67 95.194 8.251 68 95.973 8.060 69 96. 15 2 8.034 70 96.331. 8.060 71 96.51.0 8.047 12 96.689 8.047 '73 96.865 '7.919 '74 97.002 6.156 75 97.125 5.544 16 97.250 5,620 7'7 97.373 5. 54 3 78 97.497 5.594 79 9"7.621. 5.543 80 97.745 5.594 81 97.838 4.:1.90 82 97.907 3.117 8:3 9'7. 97 `i 3.065 84 98.044 3.091. 85 98.1.1.3 3. 117 86 98 . 183 3 . 1.1'7 87 98.253 3.065 88 98.324 3.295 89 98.466 3.704 90 98.489 3.'130 91. 98.51]. 3.678 92 98.654 3.730 93 98.736 3.704 94 98.81.9 3.'130 95 98.902 3.'704 96 98.984 3.'104 97 99.067 3.730 98 99.149 3.704 99 99.231 3.704 100 99.314 3.704 1,01 99.396 3.704 102 99.478 3.704 1.03 99.561. 3.'704 1.04 99.643 3.704 105 99.125 3.704 106 99.808 3.104 107 99.890 3.704 1.08 99.972 3.704 109 100.000 1.239 TOTAL STORM RAT NFALL(I NCHES) - 3.20 TOTAL SOIL-LOSS(INCHES) = 1.49 TOTAL EFFECTIVE RAI iNIFALL(INCHES) = 1.70 ---------------------------------------- TOTAL S011,-LOSS VOLUME(ACRE-FEET) _= 46.2980 TOTAL STORM RUNOFF VOLUMF'(ACRE-IFEE;T) = 52.7-11.0 ------------------------------------------------------------------------ 6- H 0 0 R S T 0 R M R U N O F F HYDROGRAPH -------- -- - -- I--- --- HYDROGRAPH IN FTVE-MINOTE UNIT INTIERVALS(CIFS) (Note: Time indicated is at END of Each Unit Intervals) ----------------------------------------------------------- TIME(HRS) VOLUME(AP) Q(CPS) ---------------- 0. 15.0 150.0 225.0 300.0 0.083 0.0003 0.04 ------------------------------------------- - Q 0.16/ 0.0013 0.14 Q 0.250 0.0033 0.30 Q 0.333 0.0067 0.50 Q 0.41/ 0.0120 0.76 Q 0.500 0.0194 1.07 Q 0.583 0.0295 1.47 Q 0.667 0.0431 1.91 Q 0.750 0.0618 2.71 Q 0.833 0,0871 3.67 Q 0.91/ 0.1208 4.90 Q 1.000 0.1627 6.09 Q 1,083 0.2123 7.21 Q 1.16/ 0.2689 8.22 VQ 1.250 0,3321 9.17 VQ 1.333 0.4014 10.07 VQ 1.417 0.4765 10.90 VQ 1.500 0.5565 11.62 VQ 1.583 0.6410 12.27 VQ 1.667 0.7298 12.90 VQ 1.750 0.8229 13.51 VQ 1.833 0.9201 14.13 VQ 1.917 1.0213 14.68 VQ 2.000 1.1261 15.22 V Q 2.083 1.2341 15.68 V Q 2.167 1.3451 16.12 VQ 2.250 1.4589 16.53 VQ 2.333 1.5755 16.93 VQ 2.417 1.6947 17.31.VQ 2.500 1.8165 I7.68 VQ 2.583 1.9406 18.03 VQ 2.667 2.0674 18.41 VQ 2.750 2.1972 18.05 VQ 2.833 2.3306 19.31 VQ 2.917 2.4676 19.89 VQ 3.000 2,6088 20.50 VQ 3.083 2.7542 21.11 Q 3.167 2.9043 21.79 Q 3.250 3.0591 22.52 VQ 3,333 3.2205 23.39 VQ 3. 41 7 3.3892 24.50 VQ 3.500 3.5676 25.91 VQ 3.583 3.7583 27.68 VQ 3.667 3.9617 29.54 Q 3.750 4.1191 31.57 VQ 3.833 4,4119 33.80 VQ 3.91.7 4.6625 36.38 VQ 4.000 4.9334 39.34 V Q 4.083 5.2273 42.67 V Q 4.167 5.5471 46.44 V Q 4.250 5.89V5 50.88 V Q 4.333 6.2816 55.W V Q 4.417 6.7024 61.10 V Q 4.500 7. 1604 66.50 V Q 4.583 7.6576 72.20 V Q. 4.667 8.1947 77.98 V Q /I.V50 8.7146 84.20 V Q 4.833 9.3985 90,60 v Q 4.917 10.0705 97.57 v Q 5.000 1.0.7929 104.90 V Q 5.083 It1.5103 112.87 v Q 5.1,67 12.4057 1,21.30 V. Q 5.250 1.3.3041. 130.45 v Q 5.333 1.4.2692 140.1.3 v Q 5.41,7 1.5.3086 1.50.92 .v Q 5.500 16.4302 162.86 v Q 5.583 1.7.63i8 174.47 v Q 5.667 18,9079 185.29 V Q 5.750 20.2567 1.95.86 v Q 5.833 21.6841 207.26 V Q 5.91.7 23.1.919 218.93 V Q. 6.000 24.7831 231,04 v Q 6.083 26.4496 241.97 v Q 6.167 28.1738 250.35 v Q 6.250 29.8998 250.63 v Q 6.333 31..5671. 242.09 V Q 6.417 33,0869 22.0.6"7 V Q. 6.500 34.4476 1.97.51 Q 6,583 35.6526 174.98 Q v 6.667 36.7306 156.52 Q v 6.750 31.6948 1,40.00 Q V . 6.833 38.5622 1,25.95 Q V. 6.917 39.3399 112.92 Q V. 7.000 40,0508 1.03.23 Q V '7.083 40.1043 94.89 Q v 7.167 41.3104 88.01 .Q .V 7.2.50 41.8751 81..99 Q .V 7.333 42.4035 76.'73 Q v 7.417 42.8985 77.. 87 Q. v 7.500 43.3605 67.08 Q v 7.583 43.7949 63.0'7 Q v 7.667 44.2060 59.40 Q v 7.'750 44.5916 56.28 Q v 7.833 44.9561 53.21. Q v 7.917 45.3026 50.02 Q v 8.000 45.6273 47.1.6 Q v 8.083 45.9378 45.08 Q V 8.167 46.2341 43.03 Q v 8.250 46.5149 40.77 Q V 8.333 46.7835 39.00 Q V 8.417 47.0419 37.51. Q v 8.500 47.2893 35.93 Q v 8.583 47.5254 34.28 Q v 8.667 47.7518 32.87 Q v 8.750 47.9682 31.42 Q v 8.833 48.1"732 29.'76 Q v 8.91.7 48.3678 28.26 Q v 9.000 48.5538 2.7.01, Q v 9.083 48.7308 25.70 Q v 9.167 48.8980 24.27 Q v 9.250 49.0586 23.32 Q v 9.333 49.2142 22.60 Q v 9.41.7 49.3647 21.85 Q v 9.500 49.5098 21.07 Q v 9.583 49.6500 20.36 Q v 9.667 49.7850 19.60 Q v 9.750 49.9143 18.77 Q v 9.833 50.0387 1.8.06 Q v 9.917 50.1.589 17.45 Q v 10.000 50.2746 16.80 Q v 10.083 50,3854 1.6.09 Q v 1.0.1.6'7 50.4917 15.44 Q v . 10.250 50.5935 14.'78 .Q v . 10.333 50.6902 14.05 .Q v . 1.0.41.7 50.'7824 1.3.38 .Q v . 10.500 50.8717 12.96 .Q v . 10.583 50.9582 12.56 .Q v . 10.667 51..041.7 1.2.12 .Q -v . 10.750 51.1,21.9 1.1..65 .Q v . 10.833 51.1987 11.15 Q v . 10.917 51.2716 1.0.59 .Q v . 11..000 51.3406 10.02 .Q v . 1. 1.. 083 51..4071 9.65 .Q v . 11.1.6'7 51.4'71.3 9.33 .Q v. 1.1.250 51.5332 8.99 .Q V. 11.333 51,5925 8.60 .Q V. 11.4.1.7 51..6489 8.19 .Q v. 11,.500 51,.7023 7.'75 .Q V. II.583 51.'7523 '7.26 Q V. 11,661 51..8002 6.96 Q v. 11..150 51.8467 6.'75 Q V. 11..833 51.891.6 6.52 Q v. 1.a,.91.7 51.9348 6.27 Q v. 1.2.000 51,9'761 5.99 Q v. 1.2.083 52.01.53 5.70 4 v. 12.167 52.0520 5.33 ('> V. 12.25D 52.0871 5.1.0 Q V. 12.333 52.1.218 5.04 Q V. 12.417 52.1565 5.03 Q V. 12.500 52.1.910 5.01. Q V. 12.583 52.2253 4.99 Q V. _ 12.667 52.2596 4.97 Q V. 12.750 52.2938 4.97 Q V. 12.833 52.3279 4.95 Q V. 12.917 52.3614 4.87 Q v. 13.000 52.3942 4.76 Q V. 13,083 52.4263 4.65 Q V. 13.167 52,4575 4.53 Q V. 1.3.250 52.4877 4.40 Q V. 13.333 52.5170 4.24 Q V. 13.41% 52.5451 4.08 Q V. 13.500 52.5721 3.92 Q V. 13.583 52.5979 3.75 Q V. 13.667 52.6224 3.56 Q V. 13.750 52.6456 3.37 Q V. 1.3.833 52.6674 3.17 Q V. 1.3.917 52.6818 2.96 Q V. 14.000 52.7067 2.`74 Q V. 16.083 52.7237 2.48 Q V. 1.4.16"7 52.7386 2.15 Q V. 14.250 52,7509 1.79 Q V. 14.333 52.7604 1..39 Q V. 14.417 52.'7669 0.94 Q V. 14.500 52.7696 0.39 Q V. 1.4.583 52,7703 0.11 Q V. 14.667 52.7707 0.05 Q V. 14.750 52."7708 0.03 Q V. 1.4.833 52.7710 0.02 Q V. 14.917 52.7'71.0 0,01, Q v ['"LOW PROCESS FROM NODE 1.0.00 TO NODE 10.00 IS CODE = 3.1. ------- ----------------------------------------- --------------------------- »»>P'LOW-'PHROUGI9 DETENTION BASIN ROOTING MODEL APPLIED TO STREAM 111««< I INFLOW (STREAM 1) I I V _effective depth --------�--�-- I (and volume) I I ! I ( detention 1<-->) outflow i basin I (........ ----------- ! 1 \ I 1 dead 1 basin outlet V i storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW -THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.88 19.20 0.311 3 2.50 31.30 0.482 4 2.90 36.80 0.686 5 3.90 45.70 1.150 6 4.90 165.40 1.676 7 7.50 449.00 3.618 8 7.60 455.00 3.620 111 MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) ---------------------------------------------------------------------------- FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 0.04 0.00 0.00 0.0 0.000 0.167 0.000 0.14 0.00 0.01 0.0 0.001 0.250 0.000 0.30 0.00 0.01 0.1 0.002 0.333 0.000 0.50 0.00 0.03 0.2 0.004 0.417 0.000 0.76 0.00 0.04 0.4 0.007 0.500 0.000 1.07 0.00 0.06 0.6 0.011 0.583 0.000 1.47 0.00 0.09 0.8 0.015 0.667 0.000 1.97 0.00 0.13 1.1 0.021 0.750 0.000 2.71 0.00 0.18 1.6 0.029 0.833 0.000 3.67 0.00 0.24 2.1 0.040 0.917 0.000 4.90 0.00 0.32 2.9 0.054 1.000 0.000 6.09 0.00 0.42 3.8 0.069 1 1. 1. 1. 7 i. 1 1 2 2 2 2 2 2 2 2 2 2 2 2 3 3 3 3 3 3 3 3 3 3 3 3 4 4 9 4 4 4 4 4 4 4 4 4 5 5 5 5 5 5 5 5 5 5 083 0.000 '7.21. 0.00 0.52 4.8 0.086 167 0.000 8.22 0.00 0.62 5.8 0.102 2A 0.000 9.1'1 0.00 0."72 6.8 0.119 333 0.000 1.0.07 0.00 0.81. 7.8 0.134 411 0.000 10.90 0.00 0.90 8.'7 0.149 500 0.000 1.1.62 0.00 0.98 9.6 0.163 583 0.000 1.2.27 0.00 1.06 1.0.4 0.1.75 667 0.000 12.90 0.00 1.13 11..2 0.1.87 150 0.000 1.3.51 0.00 1.20 11..9 0.198 833 0.000 14.13 0.00 1.26 1.2.6 0.209 917 0.000 14.68 0.00 1.32 13.2 0.219 000 0.000 i5.22 0.00 1.38 13.8 0.229 083 0.000 1.5.68 0.00 1.44 1.4.4 0.237 1.67 0.000 1.6.12 0.00 1.49 14.9 0.246 250 0.000 16.53 0.00 :1..53 15.4 0.253 333 0.000 16.93 0.00 1.58 15.9 0.261. 41'7 0.000 1'7.31 0.00 1.62 16.3 0.267 500 0.000 1.7.68 0.00 1..66 1.6.'7 0.2'74 583 0.000 18.03 0.00 1./0 1`7.1. 0.280 667 0.000 18.41 0.00 1..'73 1.7.5 0.286 "750 0.000 1.8.85 0.00 1.77 1.1.9 0.293 833 0.000 1.9.37 0.00 1.82 18.3 0.300 91.7 0.000 19.89 0.00 1.86 18.8 0.308 000 0.000 20.50 0.00 1.90 1.9.3 0.316 083 0.000 21..11 0.00 1.93 1.9.9 0.325 167 0.000 21.79 0.00 :1.96 20.5 0.333 250 0.000 22.52 0.00 2.00 21..1. 0.343 333 0.000 23.39 0.00 2.04 21.9 0.354 417 0.000 24.50 0.00 2.08 22.7 0.366 500 0.000 25.91. 0.00 2.14 23.7 0.382 583 0.000 21.68 0.00 2.21. 24.9 0.401. 667 0.000 29.54 0.00 2.29 26.3 0.423 750 0.000 31.57 0.00 2.37 28.0 0.44'7 833 0.000 33.80 0.00 2.4'7 29.8 0.475 917 0.000 36.38 0.00 2.55 31.4 0.509 000 0.000 39.34 0.00 2.64 32.6 0.555 083 0.000 42.67 0.00 2,76 34.1 0.61.4 167 0.000 46.44 0.00 2.90 35.8 0.687 250 0.000 50.88 0.00 3.10 3'7.'7 0.778 333 0.000 55.77 0.00 3.34 39.6 0.889 41.7 0.000 61.1.0 0.00 3.62 42.0 1..021, 500 0.000 66.50 0.00 3.92 45.9 1.163 583 0.000 72.20 0.00 4.1.0 59.0 1_.254 667 0.000 77.98 0.00 4.1.6 73.1. 1.28'1 '750 0.000 84.20 0.00 4.21. 80.1 1..315 833 0.000 90.60 0.00 4.27 86.5 1..343 917 0.000 97.57 0.00 4.33 93.2 1.3'74 000 0.000 104.90 0.00 4.39 100.3 1.406 083 0.000 11.2.87 0.00 4.45 1.07.8 1..440 167 0.000 1.21.30 0.00 4.52 116.0 1..477 250 0.000 130.45 0.00 4.60 124.7 1..517 333 0.000 1.40.13 0.00 4.68 134.0 1.559 41.1 0.000 150.92 0.00 4.1'7 144.1 1.606 500 0.000 162..86 0.00 4.87 1.55.3 1.657 583 0.000 174.47 0.00 4.95 166.2 1.715 66'7 0.000 185.29 0.00 5.04 175.8 1.'780 750 0.000 195.86 0.00 5.13 185.1 1.850 833 0.000 207.26 0.00 5.23 196.3 1.925 91.7 0.000 218.93 0.00 5.34 207.5 2.003 000 0.000 231.04 0.00 5.45 219.2 2.085 083 0.000 241..97 0.00 5.55 230.8 2.1.62 167 0.000 250.35 0.00 5.64 241..1 2.226 250 0.000 250.63-/ 0.00 5.6-7 24'1.4 2.248 333 0.000 242.09 0.00 5.62 246.7 2.217 6.4.L'7 0.000 220.67 0.00 5.48 236.4 2.108 6.500 0.000 1.9"1.57 0.00 5.29 218.2 1..966 6.583 0.000 174.98 0.00 5.09 196.8 1..816 6.667 0.000 156.52 0.00 4.91, 17 6. 0 1.681 6.750 0.000 1.40.00 0.00 1.'72 1.54.8 1,.579 6.833 0.000 125.95 0.00 4.59 1.35.1 1..512 6.91.'7 0.000 :1.12.92 0.00 4.48 :1.21.4 1..4b3 7.000 0.000 1.03.23 0.00 4.39 109.7 1.409 1.083 0.000 94.89 0.00 4.32 100.3 1..371 7.1.67 0.000 88.01 0.00 4.26 92.5 1..340 7.250 0.000 81..99 0.00 4.21 85.9 1.313 7.333 0.000 76.73 0.00 4.17 80.1 1.290 7.417 0.000 71.87 0.00 4.12 75.0 I.268 7.500 0.000 67.08 0.00 4.08 70.1. 1.247 7.583 0.000 63.07 0.00 4.05 65.'7 1.229 7.667 0.000 59.40 0.00 4.02 61.8 1..21.2 7.750 0.000 56.28 0.00 3.99 58.3 1...198 7.833 0.000 53.21 0.00 3.97 55.2 1..185 /.91.'1 0.000 50.02 0.00 3.94 52.0 1.1,71. 8.000 0.000 47.16 0.00 3.92 49.0 1..158 8.083 0.000 45.08 0.00 3.89 46.6 1..1.48 8.16'7 0.000 43.03 0.00 3.86 45.5 1. 1.31. 8.250 0.000 40.77 0.00 3.79 45.0 1.101 8.3.33 0.000 39.00 0.00 3.71 44.4 1.064 8.417 0.000 37.51. 0.00 3.62 43.6 1.022 8.500 0.000 35.93 0.00 3.52 62.8 0.975 8.583 0.000 34.28 0.00 3.41. 41..8 0.923 8.66/ 0.000 32.8'1 0.00 3.29 40.8 0.868 8.750 0.000 31..42 0.00 3.17 39.7 0.81.1. 8.833 0.000 29.76 0.00 3.04 38.6 0.750 8.917 0.000 28.26 0.00 2.90 37.4 0.687 9.000 0.000 27.01. 0.00 2.78 36.0 0.625 9.083 0.000 2.5.70 0.00 2.66 34.3 0.565 9.167 0.000 24.27 0.00 2.55 32.8 0.507 9.250 0.000 23.32 0.00 2.41 30.1 0.456 9.333 0.000 22.60 0.00 2.27 28.1 0.418 9.417 0.000 21..85 0.00 2.17 25.8 0.391 9.500 0.000 21.07 0.00 2.09 24.1. 0.3'70 9.583 0.000 20.36 0.00 2.03 22.8 0.353 9.667 0.000 1.9.60 0.00 1..98 21..'7 0.339 9.750 0.000 1.8.77 0.00 1.93 20.7 0.325 9.833 0.000 18.06 0.00 1.89 1.9.8 0.313 9.91.7 0.000 1.'7.45 0.00 1.83 19.0 0.302 10.000 0.000 16.80 0.00 1.76 18.4 0.292 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 52.771 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF :INITIALLY 1<11 LED) OUTFLOW VOLUME _- 52.'771. AF LOSS VOLUME 0.000 AF END OF FLOODSCx ROUTING ANALYSIS F L 0 0 D R 0 U T I N G A N A L Y S I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 7.0 Release Date: 01/01/99 License ID 1269 Analysis prepared by: MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Phone 949-251-8821 Fax 251-0516 E-mail: mdsirvine@mdsconsulting.net ************************** DESCRIPTION OF STUDY ************************* * TRACT 24890 * CALLE RONDO - DETENTION BASIN CHARACTERISTICS * Q100 / 24HR INVESTIGATION WITH DBL 20X2 RCB INV EL 33.00, DIRT EL 34.0 FILE NAME: C:\AES99\HYDROSFT\FLOODX\24890\24.R24 TIME/DATE OF STUDY: 13:48 04/18/2007 FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 ----------------------------------------------------------------- } »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERCOURSE LENGTH = 8625.000 FEET LENGTH FROM CONCENTRATION POINT TO CENTROID = 3525.000 FEET ELEVATION VARIATION ALONG WATERCOURSE = 38.000 FEET BASIN FACTOR = 0.089 WATERSHED AREA = 372.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE WATERCOURSE "LAG" TIME = 1.211 HOURS DESERT S-GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.274 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.800 MINIMUM SOIL -LOSS RATE(INCH/HOUR) = _0.137 USER -ENTERED RAINFALL = 4.25 INCHES RCFC&WCD 24-Hour Storm (15-Minute period) SELECTED RCFC&WCD DEPTH -AREA ADJUSTMENT FACTOR(PLATE E--5.8) = 0.9993 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 20.638 RUNOFF HYDROGRAPH LISTING LIMITS: MODEL TIME(HOURS) FOR BEGINNING OF RESULTS = 12.00 MODEL TIME(HOURS) FOR END OF RESULTS = 18.00 UNIT HYDROGRAPH DETERMINATION 1:N'TERVA, "S" GRAPH UNIT HYDROGRAPH NUMBER - MEAN VALUES ----------------------.---------------------- ORDJINAT!ES(CFS) 1 1.036 1`i 43 2 4.145 55.610 3 12.082 110.028 4 28.239 242,293 5 45.281, 255.566 6 56.603 1.69.787 '7 64.096 112,367 8 69.625 82.91.3 9 74.01.8 65.885 10 77.603 53.757 11 80.502 43.484 12 82.933 36.448 13 85.064 31..966 7.4 86.972 28.608 15 88.596 24.355 1.6 89.891, 19.41.9 11 91 . 0 7 0 17,6)6 18 92.1,36 :1.5.993 1.9 93.098 1.4.430 20 93.968 13.045 21. 94.685 10.746 22 95.384 10.476 23 95.973 8.846 24 96.510 8.050 25 96.997 7.306 26 9'7.3*13 5.63/1 21 97. 734 5.418 28 97. 9'7 5 3. 61.6 29 98.1.82 3.097 - 30 98.406 3.361 31. 98.654 3.713 32 98.901 3.713 33 99.1,49 3.71.8 34 99.397 3.713 35 99. 64 4 3.713 36 99.892 3.7i.3 37 100.000 1.622 TOTAL STORM RAINFALL(INCHES) := 4.25 TOTAL SOIL-LOSS(:INCHES) _= 2.91 TOTAL Efi`i'I:CTIVE RAINFALL(.].NCHES) - 1.34 --------------------------- ----------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 90.2014 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _= 41..4383 2 4- H O U R S T O R M R U N O F F H Y D R 0 G R A P H ------ ------. _..__. ..- -- ----- - - - ---- -_._-- -----= HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated i.s at END of Each Unit Intc.rva:l.$) ----------------------------------------------------------------------------- TIME(HRS) VO.LUML.(AF) Q(CFS) 0. 20.0 40.0 60.0 80.0 12.083 9,8726 23.14 V.Q 12.1.67 1.0.0320 23.:1.4 V.Q 12.250 10.191.3 23.14 V.Q 1.2,333 10.3604 24.55 V Q 12.417 10.5294 24.55 v Q 1.2.500 1.0.6985 24.55 V Q , 12.583 10.8906 27.89 V Q 12.667 11,.082'7 27.89 V Q 1.2.'750 11.2748 27.89 v Q 12.833 11_5208 35.73 .V Q 1.2.917 11.'7669 35.'73 .V Q , :L3.000 12.0129 35.73 .v Q 13.083 12,3275 45.68 .V Q 1.3.167 12.6420 45.68 V Q , 1.3.250 1.2.9566 45.68 V Q 1.3.333 13.340*7 55.'77 V Q 13,417 1.3.7248 55.'77 v Q 13.500 1.4.1089 55.77 V Q 1.3.583 14.5578 65.19 V Q 1.3.667 1.5.0068 65.19 V Q 13.'150 1.5.455'7 65.19 V Q 13.833 15,9650 '73.94 V 13.917 16.4'742 73.94 v 14,000 16.9835 73.94 V 1.4.083 17.5298 '19.32 V 14.167 1.8.0761 79.32 V 1/i,250 18.6223 '79.32 V 1.4.333 19.1.489 76.45 v . 14 . /117 19. 6"7.54 16. /15 V . 1.4.500 20.2019 '76.45 V. , IA . 583 20. 6973 '11.. 93 v. 1.4.667 21.1.927 '71,.93 v 14-.`150 21.6881 71..93 V 1.4.833 22.1863 72.35 v 1.4.91.7 22.6846 72.35 .V 15.000 23.1829 72.35 v 15.083 23,6943 '74.26 V 15.167 24.2057 74.26 V 1.5.250 24.7171, 74,26 V 1.5.333 25.2343 '75.1.0 v 1.5.411 25.751.5 75.1.0 V 15.500 26.2686 '75.10 V 15.583 26.7816 '74.48 V 15.667 27.2946 '74.48 v 15.750 27.8075 74.48 V 15.833 28.3055 '72.31 V 1.5.917 28.8035 72.31 V 16.000 29,3015 72.31 V . 16.083 29.774.1, 68.62 V Q 16.167 30.2467 68.62 V. Q 1.6.250 30.71.93 68.62 V. Q 1.6.333 31.1.474 62.15 VQ 16.41.7 31..5754 62.15 VQ 1.6.500 32.0034 62.15 VQ 16.583 32.3791 54.54 Q .V 16.667 32.7547 54.54 Q .V 16.750 33.1303 54.54 Q .V 16.833 33.4401 44.98 Q V 16.917 33.7499 44.98 Q v 17.000 34.0597 44.98 Q V 1.?.083 34.3084 36.1.1 Q V 17.16"7 34.5571. 36.11 Q V 17.250 34.8058 36.1.1 Q v 1.7.333 35.0133 30.13 Q v Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q- Q. Q. Q • Q . Q 1.7.417 35.2208 30.7.3 1.7.500 35.4284 30.13 17.583 35.6075 26.01 17.667 35.7867 26.01, 17.750 35.9658 26.01 17.833 36.1.252 23.15 .Q Ii.91.7 36.2847 23.1.5 .Q 18.000 36.4441. 23.1.5 .Q Q V Q V Q V Q V Q V V V V Ahb*&*AAA A*I.k*,A AA*A***.4 A*d-A'***AA kA to i., A*AAA*A-A*'**AA*Mk A*kAA AA*A Al A d:**A***A L'LOW PROCESS FROM NODE 10.00 TO NODE 1.0.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM $1<<<<< N P:LOW (STREAM 1) 1 I V effective depth ----------- i (and volume) I I I I V........ detention 1<-->I outflow I basin I I .... ..... ----------- I A\ dead I basin outlet V storage I OUTFLOW - (STREAM I ROUTE RUNOFF' HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A F1:.OW-THROUGH DETENTION 13ASIN SPEC:EFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) PILLED ABOVE OUTLET =- 0.000 DETENTION BAS:CN CONS'PANT LOSS RATE(CF'S) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AP) 1. 0.00 0.00 0.000 2 1..88 19.20 0.31.1. 3 2.50 31.30 0.482 4 2.90 36.80 0.686 5 3.90 45.70 1..150 6 4.90 165.40 1.676 '7 7.50 449.00 3.61.8 8 7.60 455.00 3.620 MOD1PIED-PUSS BASIN ROUTING MODEL RESUL'TS(5 MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval..) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (}3R5) - ---------------------- F"T 1,mP0(11 F) (CL'S) (CE".9) U1:; P'I'H(I"t) (Cl,'5) ------------ VO,LUINE(AF) 12.083 0.000 23.14 - 0.00 2.0'1 ----` 22.1 0.362 .1.2.167 0.000 23.14 0.00 2.07 22.9 0.364 1,2.250 0.000 23.14 0.00 2.08 23.0 0.365 1.2.333 0.000 24.55 0.00 2.11 23.3 0.373 12.41.7 0.000 2/1.55 0.00 2.12 23.8 0,378 12.500 0.000 24.55 0.00 2.14 24.1 0.382 1.2.583 0.000 21.89 0.00 2.21, 24.9 0.402 1.2.667 0.0001.7.89 0.00 2.26 26.1. 0.41li 1.2.750 0.000 21.89 0.00 2.28 26.8 0.422 12.833 0,000 35.'73 0.00 2.46 28.8 0.470 12.917 0.000 35,73 0.00 2.54 31.1. 0.502 13.000 0.000 35.73 0.00 2.59 32.2 0.526 .1.3.083 0.000 45.68 0.00 2.75 33.6 0.609 13.167 0.000 45.68 0.00 2.88 35.7 0.678 1.3.250 0.000 45.68 0.00 3.01 37.2 0.737 1.3.333 0.000 55.77 0.00 3.26 38.9 0.853 13.417 0.000 55.'7'7 0.00 3.48 41.0 0.955 13.500 0.000 55.77 0.00 3,67 42.8 1.044 13.583 0.000 65.19 0.00 3.94 46.9 1..1.'70 13.667 0.000. 65.1.9 0.00 4.05 56.8 1.228 13.750 0.000 65.19 0.00 4.06 64.2 1.235 13.833 0.000 73.94 0.00 4.1.3 68.9 1.269 13.917 0.000 73.94 0.00 4.13 '73.3 1.274 1.4.000 0.000 73.94 0.00 4.14 73.9 1.274 14.083 0.000 '79.32 0.00 4.18 76.3 1.295 14.167 0.000 79.32 0.00 4.1.8 79.0 1.297 1.4.250 0.000 '19.32 0.00 4.18 '79.3- 1.298 1.4.333 0.000 16.45 0.00 4.1.6 78.1 1.'281 14.4].7 0.000 '76.45 0.00 4.16 76.6 1.285 1.4.500 0.000 76.45 0.00 4.16 76.5 1.285 14.583 0.000 71.93 0.00 4.12 74.5 1.268 14.667 0.000 '71.93 0.00 4.12 `72.2 1.266 1,4.750 0,000 71.93 0.00 4.12 '12.0 1..265 1.4.833 0.000 72.35 0.00 4.12 72.1 1,.267 14.917 0.000 '72.35 0.00 4.1.2 72.3 1..267 15.000 0.000 72.35 0.00 4.12 72.3 1..26'7 1.5.083 0.000 74.26 0.00 4.1.4 73.2 1,274 ].5.167 0.000 '74.26 0.00 4.1.4 74.I 1.275 15.250 0.000 74.26 0.00 4.1.4 74.2 1.275 15.333 0.000 75.10 0.00 4.1.4 '14.6 1.2'79 15.417 0.000 '75.1.0 0.00 Zi.3.5 75.0 1..2`79 15.500 0.000 75.1.0 0.00 4.15 '15.1. 1.279 1.5.583 0.000 74.48 0.00 4.14 74.8 1..277 15.667 0.000 '74.48 0.00 4.1.4 74.5 1..276 1.5.-150 0.000 74.48 0.00 4.1.4 74.5 1.276 1.5.833 0.000 '72.31. 0.00 4.12 73.5 1..268 1.5.917 0.000 72.31 0.00 4.12 72.5 1..26'7 16.000 0.000 72.31 0.00 4.1.2 '72.3 1.267 1.6.083 0.000 68.62 0.00 4.1.0 70."7 1.253 1.6.167 0.000 68.62 0.00 4.09 68.9 1.251. 16.250 0.000 68.62 0.00 4.09 68.7 1,251 1.6.333 0.000 62.15 0.00 4.04 65.8 1.226 1.6.417 0.000 62.15 0.00 4.04 62.6 1.223 1.6.500 0.000 62.1.5 0.00 4.04 62.2 1..222 16.583 0.000 54.54 0.00 3.98 58.8 1.1,93 1.6.667 0.000 54.54 0.00 3.97 55.1. 1.189 16.750 0.000 54.54 0.00 3.9'7 54.6 1.189 16.833 0.000 44.98 0.00 3.90 50.3 1.152 16.917 0.000 44.98 0.00 3.89 45.9 ]..1.46 17.000 0.000 44.98 0.00 3.88 45.6 1.142 l.7.083 0.000 36.11 0.00 3.75 45.0 1..081 17.167 0.000 36.11 0.00 3.64 43.9 1.02"1 1.7.250 0.000 36.1.1 0.00 3.1-13 42.9 0.981 17.333 0.000 30.13 0.00 3.36 41..7 0.901 17.417 0.000 30.1.3 0.00 3.21 40.3 0.831 1.7.boo 0.000 30.13 0.00 3.08 39.0 0.770 1.7.583 0.000 26.01. 0.00 2.91 3'7.6 0.690 17.667 0.000 26.01 0.00 2.7'7 36.0 0.622 1'1,750 0.000 26.01 0.00 2.66 34.3 0.565 17.833 0.000 23.1.5 0.00 2.53 32.6 0.499 1.'7.91.7 0.000 23.1.5 0.00 2.38 30.4 0.449 -------------------------------------------------------------- 18.000 0.000 23.1.5 0.00 2.26 27.9 0.41.7 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 41.438 AF BASIN STORAGE _= 0.000 AF (WITH 0.000 AF 1N19'ALLY F1LLED) OUTFLOW VOLUME = 41..438 AF LOSS VOLUME _ 0.000 AF END OF I;LOOIDSCX ROUTING ANALYSIS THE CITRUS CALLE RONDO SPILLOVER STRUCTURE PHOTOS GRADING WITHIN THE CITRUS -x�,- 1,- .'d i�R 5 '� •: J'r� •�� , �J�t `re "''i � � ; t �: Tle SUGGESTIONS FOR FUTURE DRAINAGE DESIGN OF SII VERROCK The City has installed a storm drain system in Avenue 52 that intercepts all of the stormwaters upstream of Avenue 52 and the Calle Rondo Channel and conveys them to the undeveloped portions of SilverRock. This same storm drain system also conveys all of the upstream dry weather and low flows to the undeveloped portion of SilverRock. Since retrofitting of The Citrus to provide the proper design flows into The Citrus is very unlikely, MDS would suggest the following to provide for a determination of tributary flows reaching SilverRock: Review the City's current drainage policies, which utilize a 100-year storm with 1- hour, 3-hour, 6-hour, and 24-hour storms, percolating the retained stormwaters in a 72-hour period. MDS would suggest selecting a series of multiple -day storm events of various frequency and preparing multiple -day inflow and outflow hydrographs. The continuous multiple -day inflows could then be balanced against multiple -day infiltration rates. 2. MDS would suggest analyzing the long-term effectiveness of the infiltration rates for the retention basin areas. Without scarification and removal of infiltration reducing silts and other urban pollutants, the infiltration rates decline over time. Attention should also be paid to the first rainfall events that occur after construction of the retention basins, since there is a good possibility that fines and silts will be washed into the retention areas and decrement the infiltration rates. In vertical leaching pits, their long-term effectiveness should also be analyzed. 3. SilverRock currently receives, and will continue to receive considerable dry weather urban water flows in addition to first flush stormwater flows, both of which contain all of the pollutants associated with residential, commercial, and park development. MDS would suggest isolating these types of flows from storm peak flows and treating them in hydraulically separate basins. These low flow and first flush flow "water quality basins" could be designed with special plantings to treat the stormwater prior to it being percolated or evaootranspired. By keeping these flows separate from the retention areas, the deposition (and subsequent reduction of infiltration rates) due to urban pollutants would be minimized in the main retention areas. Also, since these dry weather flows and nuisances are unsightly, by keeping them in a controlled environment, their unsightliness could be negated. 4. MDS would suggest that all of the existing upstream storm drainage facilities be investigated in the field to insure that all of the bifurcation structures were built correctly, that there are no unknown storm drain connections or other low flow connections, and that encatchment points and pipe sizes are in accordance with the construction plans. 13 5. MDS would suggest a rigorous hydrologic study of the tributary area to the Calle Rondo Channel due to all of the changes over the years. With mu iple connecting, diverting, and bifurcating storm drain systems, retention and detention basins, and pumping stations, the analysis would be difficult, especially when multiple -day storm events are entered into the equation. This type of analysis was beyond the scope of this report, or prior reports. During the study of the stormwater hydrology, a separate study to locate and quantify dry weather urban flows should be undertaken as these flows, when not percolated or evapotranspired, become a sizable pond of water. (See photos in the Appendix.) 14 APPENDIX A Technical Memorandum SilverRock Ranch - Stormwater Runoff Storage March 8, 2004 by PACE Engineering B Preliminary Soil Infiltration Rate for SilverRock Ranch LCI Report No. LP04009 June 24, 2005 by Landmark Geo Engineers and Geologists C Technical Memorandum SilverRock Resort Mountain Runoff and Onsite Runoff Detention Basin and Percolation Rate Analysis June 29, 2005 by PACE Engineering D City Engineer Letter of August 9, 2005 Re: Offsite Runoff to SilverRock Resort and PACE Engineering Map (Attachment to Letter) E City of La Quinta Engineering Bulletin #06-16 Corrected January 29, 2007 F Typical Cove Sub Area Drainage Basin Hydrology Calculations Catch Basin Interception Calculations G Thermal and Indio Rain Gage Measurements Winter 2004 - 2005 H Calle Rondo Channel Spillover Calculations to The Citrus Spring 2007 by MDS Consulting I Low Flow Urban Runoff Photos Calle Rondo Channel SilverRock Outlet December 14, 2006 GA548\00\GEN\TDR-REV, DOC 15 TECHNICAL MEMORANDUM SILVERROCK RANCH - STORMWATER RUNOFF STORAGE MARCH 8, 2004 BY PACE ENGINEERING PACIFIC ADVANCED CIVIL ENGINEERING, INC. 17520 Newhope Street, Suite 200 • Fountain Valley, California 92708µ-Htel: 714.481.7300 � Fax: 714.481.7299 TECHNICAL MEMORANDUM Date: March 8, 2004 To: Roy Stephenson - Berryman & Henigar Timothy R. Jonasson, P-E: .- City of La Quinta Kory Williams — Palmer Design Doug Franklin — The Keith Companies Sonny Sim - PACE From: Mark E. Krebs, P.E. and Marc Schwering Re: SilverRock Ranch — Stormwater Runoff Storage I. GENERAL OVERVIEW: #7645 E The purpose of this drainage evaluation is to provide a general overview of the proposed project improvements for conveyance and storage of the 100-year storm event at the SilverRock Ranch project. This evaluation provides an overview of the 100-year storm water and sediment conveyance routes and identifies the onsite storage areas. The onsite storage areas indicate the limits of maximum ponding of 100-year runoff within the lakes, golf course, and open space of the project. In addition to the identification of the specific stormwater storage areas within the project, it is also critical to establish suitable stormwater and sediment flow conveyance paths from the toe of the mountain slope to the storage areas within the golf course. These stormwater conveyance routes must be integrated into the golf course design to insure minimal damage to the golf course during a major storm event. it is the intent of this evaluation to insure that the project stormwater conveyance and storage design meets the requirements of the adopted SilverRock Ranch Water Management Plan. The specific drainage requirements of the Water Management Plan are: 1. Maximize water conservation by capturing storm water runoff and routing it to the project lakes where it will be retained for lake evaporation and irrigation make-up water supply. 2. Utilize golf course and open space to convey storm water while minimizing the disruption and damage to the golf course. SilverRock Ranch - #7645E 312212004 Technicai Memorandum _ _ Page 2 of G The 525 acre SilverRock Ranch project site will be developed as a golf resort including two 18-hole golf courses and various hotel/resort areas. Storm water runoff will be conveyed through the golf course and ultimately into the various lakes throughout the project. The majority of storm water runoff and associated sediment comes from the adjacent mountains to the west. Onsite runoff is also contained in the golf course stormwater storage areas. However, this amount is minor compared to the offsite runoff. In general, the onsite and offsite tributary drainage areas are small (less than 30 acres) and maximum concentrated runoff volumes (stormwater and sediment) and peak flow rates are small (1 OAF and 38 cfs respectively). Therefore, the corresponding design solutions should not be allowed to impose upon the golf development layout or design. However, adequate flow paths and storage areas must be provided. STORMWATER AND SEDIMENT RUNOFF DETERMINATION: As determined in the MDS November 17, 2003 Design Report 'stormwater Management and Debris Control Plan," the onsite runoff was calculated using the 100- year — 24 hour isopluvial and the SCS method. An SCS curve number of 61 was used for a golf course with a "B" soil type. The Riverside County Flood Control District Manual 100-year 24-hour isopluvial equal to five inches was used to calculate the runoff. The result was an effective depth equal to 0.3 inches. The rainfall depth was multiplied by the drainage areas which resulted in the total runoff volume that needs to be stored. This method accounts for direct percolation and runoff. In summary, the "Stormwater Management and Debris Control Plan" prepared by MDS Consulting dated November 17, 2003 has determined offsite sediment production and storm water runoff volume and peak flow discharge. III. PROPOSED DEVELOPMENT CONVEYANCE AND STORAGE: With the total runoff volumes (sediment and stormwater) determined, the proposed grading plan was verified to confirm that the stormwater would be conveyed to the lakes and stored within the golf course. The summary of Table 1 illustrates that the entire runoff of 86.8 AF (sediment and runoff) can be contained in the SilverRock Ranch project area which has a storage capacity in excess of.1.60 AF. Table 1 also evaluates the (12) offsite and (7) onsite tributary drainage areas, the column labeled "Golf Course Available Storage" first shows the storage available at a elevation chosen to best meet the specific drainage requirements of trio Silverrock Ranch Water Management Plan for a specific storage basin. The column then shows the minimum storage required to contain the 100-year storm event and the corresponding elevation. This latter storage i; also illustrated in Figure 1. For example, Golf course retention/detention basin "A" is able to store 19.1 AF at elevation 20 however for a 100-year storm event, only 9.1 AF would be needed and this corresponds to an elevation of 16. SrlverRock Ranch - #7545E 312212004 Technical Memorandum --Page 3 of 6 Figure 1 identifies the lakes and adjacent stormwater storage areas, tributary drainage areas and the locators of the concentrated stormwater runoff coming from the mountains. In most cases the storage areas hold the entire runoff amount, Ho%Ajever, in some cases the inflow volume is larger than the capacity of the individual storage area. This excess runoff is directed toward another storage basin as in D-1, D-2, and D-3. Figure 1 also shows the seven main stormwater storage areas in the SrlverRock Ranch project area. These are labeled A through G with storage area D being divided into three (3) sub -basins. There are twelve (12) tributary drainage areas offsite and seven (7) onsite which deliver stormwater and sediment to these seven storage areas. Each tributary drainage area is labeled and includes drainage area sire (AC), 100-year flow (cfs), and 100-year sediment and stormwater volume (AF). This evaluation clearly indicates the required 100-year total required storage volume can easily be retained within the golf course basin areas and routed to the lakes for irrigation use. It is important to note that the calculations for the required storage area are conservative as they do not include any of the golf course area percolation. In addition, there is significantly more storage area (Volume) within the golf course than is required. Based upon the largest drainage area, 100-year peak flow of 38 cfs and a (majority of the 100-year peak flows of less than 10 cfs) calculations show that formal drainage conveyance infrastructure (pipes, catch basins, lined channels, etc. are not required). Scour and erosion from major storm events is not a substantial concern given the low flow rates (max 38 cfs). However, it is critical that the final grading of the area between the toe of the mountain and the golf course storage areas include stormwater conveyance paths (graded channel or swale) to direct the stormwater to the storage areas. The simplified design criteria for these channels (swales) indicates maximum channel slopes of 3% side slopes may vary, and the channel bottom width should be set based on a maximum of 3 cfs per foot of channel width. Thus, for the 38 cfs condition, the channel width should be 13 feet (38 _ 3) and the resulting maximum flow depth of 0.5 feet and velocity of 5 fps (see attachments 1 and 2, normal depth Manning's hydraulic data). It is important to note that the channel section does not have to be a uniform trapezoidal section; this section can (and should) be an undulate and vary to match the golf grades. SilverRock Ranch - #7645E 3/2u'2004 Technical Memorandum Page 4 0( 6 Table 1 SilverRock Ranch Runoff Analysis (Available Storage vs. 100 Year Storm Storage) Tributar Watershed Golf Course Golf Course Det. / Rot. Basin # Area (AC) Runoff Vol. 100 yr (AF) Sediment Vol.Vi100 yr AF Total Req'd Storage (AF) Peak Flow Rate (cfs) Storage Available Storage Volume Elev. (AF) A Onsite Storage Available 19.1 7.0 Ofisite 1 5.8 1.3 _ 0_9_ 2.2 9 Offsite 2 12.4 2.8 1.9 4.7 18 Req'd for 9.1 16 Onsite 12 7.9 1.3 0 1.3 N/A 100 yr 5.4 2.8 Total Tributary to Basin "A" = 8.2 AF (Sediment & Runoff) «Than Available Storage ..Required Volume B Onsite Storage Available 11.4 20 Ofisite 3 7.4 1.711 Req'd for Onsite 13 6.2 1 p 1 N/A 100 yr 4.5 17 2.7 1.1 «Than Available Storage Total Tributa to Basin "B" = 3.8 AF (Sediment & Runoff) Required Volume C Onsite Storage - Available 48.7 20 Ofisite _4 26.6 38 Req'dfor 100 yr 28.6 18 Offsite Offsite 5 6 17.1 4.7 3.8 1.1 _ 22 0 7 _ 6.4 1.8 24 8 Onsite 14 34.9 5.6 N/A 5.6 N/A 16.5 7.4 «Than Available Storage Total Tributary to Basin "C" = 23.9 AF Sedimert & Runoff) Required Volume SllverRock Ranch - ##7645E Technical Memorandum . 312212U04 Page 5 of 6 Table 1 (continued) SIlve'rRock Ranch Runoff Analysis (Available Storage vs. 100 Year Storm Storage) Total runoff and sediment = 86.8 AF SilverRock Ranch - #7645E 3/22/2004 Technical ; ;amorantium _ Page 6 of 6 IV. CONCLUSION Table 1 shows that 86.8 AF of runoff and sediment produced can be retained by the 159.7 AF of storage areas and lakes. Figure 1 illustrates the location of the drainage areas, storage basins, and the runoffs produced by a 100-year storm event. Consistent with the Water Management Plan, the runoff volume produced by a 100-year storm event can be retained and1he majority used for irrigation while minimizing golf course disruption and damage. The final part of this effort will be for the Palmer Design Group to incorporate drainage flow paths from the toe of the mountain at each primary discharge point to the golf storage area. The grading design solutions for these conveyance flow paths are flexible in location and section. In summary, the drainage system for conveyance and storage of the offsite: generated runoff can easily be accommodated within the golf course design without disturbing the golf playability or aesthetics. For major rainfall events one should expect any sediment or debris deposition to be concentrated at the toe of the mountain (and as history has shown, there is little sediment generated) and only minor erosion or scour within the conveyance channels to the golf storage areas. Attacment 1 - Silverrock Ranch Worksheet for Trapezoidal Channel Project Description Worksheet Trap Channel Q= Flow Element Trapezoidal Char Method Manning's Formu Solve For Channel Depth Input Data Mannings Coeffic 0.030 Channel Slope 030000 Nit Left Side Slope 4.00 H : V Right Side Slope 4.00 H : V Bottom Width 13.00 ft Discharge 38.00 cfs Results Depth 0.51 ft Flow Area 7.6 fP Wetted Perim, 17.18 ft l'op Width 17.06 ft Critical Depth 0.60 ft Critical Slope 0,016463 ft/ft Velocity 4.99 ft/s Velocity Head 0.39 ft Specific Enerc, 0.89 ft Froude Numb 1.32 Flow Type iupercrifical Project Engineer: Gary Toiosa c\program files\haestadVmw\Silver rock ranch.fm2 Pacific Advanced Civil Engineering Inc. FlowMaster v7.0 [7,0005) 03/08/04 06:56:24 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA 11-203-755-1666 page I of 1 Attachment 2 - Silverrock Ranch Worksheet for Trapezoidal Channel Project Description Vdorksheet Trapezoidal Channel Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data h/annings Coeffic 0.030 Channel Slope 030000 fUd Left Side Slope 3.00 H : V Right Side Slope 3.00 H : V Pattern Width 1,00 It Discharge 3.00 cis Results Depth 0.40 ft Flow Area 0.9 f8 Wetted Perim, 3.53 1l Top Width 3.40 ft Critical Depth 0.44 it Critical Slope 0,021187 ft/ft Velocity 3.40 use Velocity Mead 0.18 It Specific Enerc 0.58 it Froude Numb, 1,18 Flow Type iupercrilical Project Engineer: Gary Tolosa c:\program fibs\haeslad\fmw\silver rock ranch.fm2 Pacific Advanced Civil Engineering Inc. FlowMasler v7.0 I7,0005) 03/06/04 08:56:54 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, c-r 06708 USA +1-203-755-1GOO Page 1 of 1 PRELIMINARY SOIL INFILTRATION RATE FOR SILVERROCK RANCH LCI REPORT NO. LP04009 JUNE 24, 2005 BY LANDMARK GEO ENGINEERS AND GEOLOGISTS 86-27-'05 10,35 FKI'I-Landmark Palm Desert 7603600521 'P-483 P002/021 F-960 C a�willeers auci 66010 fists Jurae 24, 2005 Mr, Steve Howlett Golf Manager City of La Quinta P.O. Box 1504 78-495 Calle Tampico La Quinta, CA 922.47-1504 Subject: Prelimivaly Soil Infiltration Rate 1t01• Silver Rock Ranch City of La Quinta, California LC1ReportNo: LP04009 Dear Mr. Howlett: 780 N. 4th Stnaet e C2ritro, CA 92243 (780) 370-30Dp (750),337,8900 fax 77-948 Wildcat Drive Palm Desert, CA 92211 (760) 360-0$0,5 (760) 380-0521 fax At your request, Landmark Consultants, Inc. conducted infiltration tests at the Silver Rock Ranch Project. A total of thirteen (13) infiltration tests were conducted on ,Tone 16, June 17 and June 21, 2005 at tills site. The tests were Performed using a perforated pipe inside 6 inch diameter, hand auger boreholes at different locations (Tests PI -PS between fairway 1 and 9, Tests P6-P9 between fairway 13 and 15 and Tests P10-P13 between fairway 5 and 6) to a depth of 1.0 feet below the existing ground surface. Two con;�ecutive measurements of drop in water level were made using sandy soil criteria. at 30 minutes interval. Based on these two readings, 10 minutes interval readings were taken for an hour period until a stabilized drop was recorded excepts Tests No P5, P9 & P12 in which readings were taken for a total period 360 minutes. The field test results are summarized in the table below with the infiltration rate: 06-29-' 05 10:35 FPOPl-1,ar)dmark Palm Desert '7603600521, T-483 P003/l2''_ F-960 Pest No _ Fairway No Stabilized Drop (nain/in) Infiltration Rate (gal/slt/in') P1 1&9 1.43 26.0 — P2 1&9 P3 1&9 1.11 33,7 P4 1&9 P5 1&9 12,0 3.12 P6 13&15 6.67 5.60 - P7 I3&15 1,25 30,0 P8 13&15 1.11 P9 13&15 60.0 P10 S&6 1.00 37.4 P11 5&6 -- 1.05 P12 5&6 10,0 3.74 P13 5&6 — — 1.33 29.0 WC appreoiate the opportunity to provide our professional services. If you have any questions or comments regarding our findings, please call our office at ('760) 360-0665. y Submitted, Consultants, Irtc. ripalVV hand a, P.E c"t f^ ' No. G 34A 32Pringi eer / C ,N _ L / Attaclunents: Appendix A; Infiltration Tests Location Appendix f3: Soil Inflitration'rests Results �fi-27-'05 10:35 Fft0MI-Landmark Palm Desert 7603600521 T-433 P004/021 P-960 APPENDIX A T-483 POO5/O21 F-960 (16-27-'05 10:35 FROM -Landmark Palm Desert 7603600521 � l �l 3 ' ,. t 7:A `.. l Infiltration�ts Location Plan (Test P1,P5 between Fairway 1 and 9) eacnxvosaD 6wytnv .. t•'.ta 4,� Project No.: LP04009 All 66-27-`05 10�35 FROH-Landmark Palm Desert 7603500521 1'-983 P006/021 h-960 LANDMARK( • aaaueeyee ama�+r Project No.: LP04009 r41 ��r ✓i tea_ �� , / r 4 fat ��{/�j'�!r `C..✓/I i (y :� �� 1 , aJAt .w ,l ` gS /* a r� x O ��Yw1 Infiltration Tests Location Plan (Test P6-P9 between Fairway 13 and 15) Plate ov? 06-27-'05 10�36 FROH-Landmark Palm Desert 7603600521 'P-483 P007/021 F-960 j }a3d '•1'It; ��/� � uya•p J6GJ LANDMARK infiltration 'rests Location Plan o�l�� moo«.. (Test P10-P93 between Fairway 5 and 6) Proiect No.: L,P04009 Plate A13 06-27-'05 10;36 FROM -Landmark Palm Desert 760360@521 T-483 P008/021 F-960 APPENDIX 13 06-27-'05 10:36 FRUM-Landtnarli Pallet Desert 7603600521 1 TAK P009/021 F-960 SUMMARY OF INFILTRATION TESTING Client: City of La Quinta Project; Silver RQoX Ranch Job No.: LP04009 Date Tested: oe/16/05 Test Hole No.: P-i Date Excavated; D6/10m5 Technician: AX Location: See Site and Exploration Plan Soil Type; Silty Sand (SM) Total Depth of Test Hole; 1.o ft Total Initial Final Fall Reading Time Elapsed Water Water in Water No, Time Interval Time Level Level Level _----- I -------- --�min1-- 30 —ruin 30 12.00 0.00 12.00 2 30 r 60 12.00 0.00 1 12.00-1 Total Initial Final Fall Reading Time Elapsed Water Water in Water Stabilised Drop Rate No. Time Interval Time Leavel Level Level 1 mlri(Mill)in, 10 10 12.00 in. 4.50 in 7.50 ruin/in al/hr/s(t 2 10 20 12.00 6.00 7.00 —1.33 1.43 3 10 30 12.00 6.00 6.00 1.67 4 10 40 12,00 6.00 0.00 1,67 5 10 60 12.00 6.00 6,00 1.fr7 6 10 60 12,00 5.oa 7,00 1,43 26,18 06-27`05 10:36 FROM -Landmark Pak, Deser'L 7603600521 1 T-483 P010/021 F-960 SUMMARY OF INFILTRATION TESTING Client: City of La quint, Project: Silver Rock Ranch Job No.: LP04009 Date Tested: 06/16/05 Test Hole No.: P-2 Date Excavated: O6/1 6/o5 Technician: Ay Location: See Site and Exploration Plan Soil Type: Silty Sand (SM) Total Depth of Test Hole: i.o n Total Initial Final I=all Reading Title Elapsed Water Water in Water No. rime Interval Time Level Level Level 1 min 30 min 30 n 12.00 in in _ 12,00 2 30 60 12.00 —0�00 0.00 12,00 Total Initial Final call Reading Time Elapsed Water Water in Water Stabilised Drop Rate No, Time Interval Time Level Level Level _ min min n. n. n. -- min/irq allhrls 1 10 10 12,00 _ 2.50 9,50 1,05_ z 10 20 12.00 3.00 9,00 1,11 3 — 10 30 12.00 _ 3.00 9.OU 1.11 4 10 40 1200 -- 3.00 e.00 1.11 6 10 50 '12.00 3.00 9.00 1.11 0 10 60 12.00 4.OU B.UU 1,2b 28.92 06-27-'05 10;36 FROM -Landmark ?aim Desert 7603600521 1 T-483 1`011/021 F-960 SUMMARY OF INFILTRATION TESTING Client: city of La Quhlta Project: Silver Rook Ranch Job No.: LP04009 Date Tested; 00110100 Test Hole No.: P-$ Date EXCavated: 08l10/05 Technician: AX Location: Soo Site and Exploration Plan Soil Type; Silly Sand (sm) 'rota) Depth of Test I lole: 1.o rt Total Initial Final Fall Reading Time Elapsed Water Water in Water No. Time Interval Time Level Level Level min ruin in in in 1 30 30 12.00 0.00 12.00 - — 2 30 40 12.00 0.00 12.00 Total Initial Final Fall Reading No, Time Time Interval (=lapsed Time Water Level Water Level in Water Level Stabilised Drop Rate 1 2 3 a b �_� min 10 10 10 10 10 10 min 10 20 30 40 50 60 in. 12.00 12.00 12,00 12.00 12,00 12.00 in. 0.00 0.00 1,00 1.00 2.00 3.00 n. 12.00 12.00 11.00 11,00 10.00 9.00 min/in -0.83 0.83 0191 - _ 0191 1,00 �1.11 �al/sft/hr - E I 33.66 C16-27-'05 10:36 PROM --Landmark Palm Desert 7603600521 ) T-483 P012/021 F-960 0 SUMMARY OF INFILTRATION TESTING Client: City of La Qointa PfOject: Silver Rock Ranch Jot? NO.: LP04009 Date Tested: owie/o5 Test Hole No.: P.4 Date Excavated: 06/16/0.5 Technician: AY, LoCation: See Site and EXploralion Plan Soil Type: Silty sand (sty) Total Depth of Test Hole: 1.0 ft Initial Final Fall Reading =Interval Water Wafer n Water No. Time Level Level Level ----_—,.-- 2 30 in 12 00 n 0 DO in30 12,00 — --- 30 60 12 oD 0.00 12. 0 --- - - Total Initial Final Fall Reading No. :Time Time Interval Elapsed Time Water Level Water Level ill Water Level Stabilised Drop Rate 1 m!n) 10 mlrr 10 n, — 12.00 it 4.50 n, T50 rainlin —. 1.33 al/sit hr 2 d a 5 g _- 10 10 10 10 1U 20 30 40 50 80 12,00 _ 12.00 12.00 12.00 — 12.00 4,50 5.00 7.50 7.00 1.33 5.00 5.00 7.00 7.00 7.00 5.00 — 1.43 1.43 L 1£3.7p Ob-27-'05 10:36 FROM -Landmark Palm Desert 7603600521 r-483 P013/022 F-960 I S�MNlARY OF RALTRATIQN TESTING Client: City of La Cluinta Project; Silver Rock Ranch Job No.: LP04009 Date Tested; 06/16/o5 Test Hole No.: P., Date Excavated: 06i16/os Technician; AX Location: See Site and Exploration Plan Boll Type; Silty Sand (SM) Total Depth of Test Hole: to n IOtal Fall Reading Time Elapsed ]iallirFinal WWater in Water No, Time Interval Time LLevel Level min mfn in in F1 _ _30 30 12.UU 6.00 2 30 60 12.00 J-0.00 _ 7.00 5.00 IFF, Total Initial final Fall Time Elapsed Water Water in Water Stabilised Drop Rate Time Interval min _30 Time 30 min JgJ200 Level (in. Level in. 5.00 Level in TOO .rnin/inj_gallsff/hr1 2 30 605.00 7.00 3 3U 903.50 8.50 4 30 12p6.50 5.50 - 5 30 150 12.00 9.00 3.00 -- 30 180 12,00 10.00 2,00 30 210 12.00 10.00 2.00 8 240 12.00 10.50 1.50 270 12.00 10.50 1.50 1'] 300 12.00 9.00 3.00 330 1200 360 12.00 1 10,50 12,00 -_ 312 C46-27-'05 10:36 FROII-Landmai'k Palm Desert 7605600521 T-483 P014/021 F-960 SUMMARY OF INFILTRATION TESTING Client city of La Dufnta Project: Silver Rock Ranch Job No.: LP04009 Date Tested: 06/77/05 Test Hole No.: P-e Date Excavated: wie/o5 Technician: Ax Looation; See site and Exploration Plan Soil Type: Silly Sand (sM) Total Depth of Test Hole; to it Total Initial Final Pall Readiny mime Elapsed Water Water in Water No. Time Interval Time Level Level Level ----------- 2 min 30 30 -min 630 0 --in -- 12.00 12,00 in 2.00 4,00 jm 8.00 Total Initial 7Fina( fall Reading Time Elapsed Water in Water Stabilised Drop Rate No. Time Interval Time Level Level Level 1 2 3 4 6 6 min 10 10 10 10 0 10 min 10 20_ 30 40 50 r30 in. 12.00 — 12,00 12,00 12.00_ 12.00 12.pU in.L_ 9,00 9,50 7,50 g.60 8.50 10.5 - n. - min/in al/sff/hr 3.00 2,50 4,50 _ 2,60 3.50 1.50 - 3.33 — 4.00 — 2,22 4.00 2 86 6.67 ---- — G.61 06-27-'05 10:36 FROhJ-Landmark Pall)) Desert 7603600521 1 'P-483 POI-5/021 F-960 SUMMARY OF INFILTRATION TESTING Client: City of LaQuinta Project: Silver Rock Ranch Job No.: LP04009 Date Tested: 06/17/05 Test Hole No.; P-i Date EXCaVated: 06/16J05 Technician: Ax Location: see site and Exploration Plan Soil Type: Silly sand (sm) Total Depth of Test Hole; 1.0 ft Total Initial Final Fall Reading Time Elapsed Water Water in Water No. TTime ime Interval Time Level Level Level m min (min Lin) (in) in 30 0 12.00 0.00 12.00 2 30 60 6() 12 00 0.00 12.00 Total Initial Final Fall Reading FENo, Time Elapsed Wetter Water in Water Stabilised Drop Rate Time, Interval Time Level Level Level (min) (min) 0n,) in. in, g 11 ft1hr 10 10 '12,00 0,00 12,00 0.03 2= P3 10 20 12.00 0,33 30 12.00 0.00 12.00 0.83 10 40 12,00 1 10.50 0.95 5 10 50 12,00 300 j 900 1.11 6 10 6 rl 12.00 —=O =0 06-27-'05 10:37 FROM -Landmark Palm Desert 7603600521 T-983 P016/021 F-960 SUMMARY OF INFILTRATION TESTING Client: City of La Quiwa Project: Silver Rock Ranch Job No.: Lponon Date Tested: 00117r05 Test Hole No,: p-8 Date Excavated: 06i1sio5 Technician: Ax Location: See Site and Exploration Plan $011 Type: Silly sand tson> Total Depth of Test Hole: Lo ft Total Y Initial Final Foil —� Reading Time Elapsed Water Water in Water No. Time Interval Time Level Level Level 30 min)- 30 - �- - -.... 12,00 ___(in 0.00 n 12 00 .-_- ----- --_- 30 60 12,00 0.00 12.00 Total Initial Final Fall Reading Time Elapsed Water Water in Water Stabilised Drop Rate No. Time Interval Time Level Level Level min min in. n. n, min/in al/sfUhr 10 10 12.00 5.50 6.50 1.64 n 20 12.00_ 6.00 6,00 1.67 ` 10 30_ 12.00 _5,00 7.00 1.43 4 -- 10 40 12.00 7.00 — 5,00 2,QQ — 10 50 12.00 _ 3.50 8,60 1.18 _ 10 60 12 00 3.00 9.00 _ 1,11 33.66 06-27-`05 11017 FROM -Landmark Palm Desert 7603600521 T-483 1'017/021 F-950 SUMMARY OF INFILTRATION TIESTING Client: City of La Quinta Project; Silver lock Ranrh Job No,: LP04009 Date Tested: 06/1wo, Test Mole No.: P-9 Date Excavated; 06116/(IG Technician: AX Location: See Site and Exploration Plan Soil Type: Silty Sand (SM) Total Depth of Test Hole: to rt Reading No. Time Time Interval min Total Elapsed Time ruin initial Water Level in Final Water Level in Fall in Water Level in 1 30 30 _ 12.00 8,50 3,50 - - 2 30 60 12.00 9,00 3.00 Total initial Final Fall Reading Time Elapsed Water Water in Water Stabilised Drop Rate No, Time Interval Time Level Level Level min min rl. in.(in.)-min/in al/sft/hr 1 - 30 30 12.00 9.50 2.50 2 - 30 60 _ 12.UU _6,50 3.50 3 30 90 12.00 10.00 2.00 4 _ 30 120 12.00 10,50 1.50 5 30 150 12.00 10.50 1.50 6 30 180 12.00 11.5U 0,50_ 7 30 210 _ 12.00 11.50 0.50 8 _ 30 240 _ 12.00 11.50 0.50 9 30 270 12,00 11.50 0.50 10 _ 30 300 12.00 11.50 0.50 11 ---- 30 330 12.00 11,50 0.50 12 30 360 1200 11.50 0.50 _ 60.00 0,62 06-27` 05 10:37 FROM -Landmark Palm Desert '7603600521 P-483 P018/021 F-960 SUMMARY OF INFILTRATION TESTING Client: City of La quinta Project: Silver Rock Ranch Job No.: LP04009 Date Tested: 015121105 Test Male No.; P-10 Date Excavated: 06/ts/o5 Technician: AX Location: See Site and ExplDration Plan Soil Type: silty sand (SM) 'rotai Depth of Test Hole: 1.0 It Total Initial Final Fall Reading Time Elapsed Water Water in Water No, Time Interval Time Level Level Level min min n n n 1 ---- — — - 30 30 12.00 12 00 _0:00 12.00 D.00 12 00 Total Initial Final fall Reading Time Elapsed Water Water in Water Stabilised Drop Rate No. Time Interval Time Level Level Level _min min in, - in. in.,M __min/ink_ allsft/hr 1 10 10 12,00 4.00 8.00 1.25 2 10 20 1200 2.50 9.50 1,QQ V 10 30 12.00 3.00 9.00 1,11 4 --- 10 40 12.D0 3.00 goo 1.11 5 10 50_ 12,00 2.00 10.00 1.00 10 60 12.00 _-2.00 10.00 11 QQ. 37.41 06-27-'05 1.0:37 FROM -Landmark Falco Desert 7603600521 1'-482 P019/021 F-960 u I SUMMARY OF INFILTRATION TESTING Client: city of La Qvinta Date Excavated: 06/16/05 Project: Silver Rock Ranch Technician: AX Job No.: LP04000 Location: Sea Site and Exploration Plan Date Tested: oo121/05 Soil Typo: Silty Sand (SM) Test Hole No.: P-1 i Total Depth of Test Hole: 1.o n Reading No. 1 2 Reading No. 1 2 3 —4 5 6 Total Initial Final Fall Time Elapsed Water Water in Water Time Interval Time Level Level Level Total Initial Final Fall Time Elapsed Water Water in Water Time Interval Time Level Level Level 1 12.00 2.00 10.0( 12.00 3.00 9.00 12.00 ) rm o cn Stabilised Drop I Rate 016-27-105 20:37 FROM -Landmark) ark Palm Desert 7603600521 'F-483 P020/021 F-960 SUMMARY OF INFILTRATION TESTING Client: city or La q,,;nta Pr*Ct: Silver Rock Ranch Job No.: LP04009 Date Tested: 06/21/06 Test Hole No.: P-12 Date Excavated: 06/16/06 Technician: Ax Location: See Site and exploration Plan Soil Type: Silty Sand (SM) Total Depth of Test Hole: t.o ft Total Initial Final Fall Reading Time Elapsed Water Water in Wat, No, Time Interval Time Level Level Level 2 1 5 Total Initial Final fall Reading Time Elapsed Water Water in Water Stabilised Drop hate No. Time Interval Time Level Level Level 1 m,n 30 min_ 30 n. _ 12,00 in. in. (min/in) aUsfUhr _ — 2 3 30 60 12.00 J7,604,50 30 90 12.00 4_ 30 120 12.00 5 3U 150 12.00 7.50 4.50 -w 6 7 8 9 10 30 30 30 30 180 210 240 270 12,00 12.00 12,00 12U0 - II.OU 8.00 _ 7.50 4.00 4.00 4.50__ -- — _ 8.00 4.00 11 12 30 30 300 330 12POO 12.00 on 9400 3.00 3.00 ---- 3.74 30 3509.00 — 3.00p0 06-27-'05 10,37 FROM -Landmark Palm Desert 7603600521 I T-433 P021/021 F-960 SUMMARY OF INFILTRATION TESTING Client: city of La Quinia Date Excavated; 0e/16/05 Project: Silver Rock Ranch Technician: Ax Job No.: LP04009 Location: See Slid And Expioration Flan Date Tested: 06/21/08 Soil Type: Silly Sand (SM) Test Hole No.: P_13 Total Depth of Test Hole; t.o it Total InitialLFInalFall Reading Time Elapsed Waterin Water No, Time Interval Time LevelLevel min min in _In 1 - 30 30 12.00 6,00 6,OU 2 l Initial Final Fall Reading LIntlervalTime ed Water Water in Water No. Time Level Level Level__ n. n. n. 1 10 10 12AU 4.00 8.00 2 _ . 10 20 1200 5,00 7,00 3 ---- 10 30 1200.3.50 8,50 4 _ 10 40 12.00 4.50 7.60 5 10 50 1200.5.00 7.00 B Stabilised Drop 11 Rate 06--27 '05 20:35 FROM-Landmarl� Palm Desert 7603600521 VINIJIMARK a DO&W 'E/SBE Compony FACSIMILE TI"NSMPiTTAL DATE: � TIME: _, COMPANY: ATTN: _ r - ,t C PROJECT; `1'-443 P001/021 r-960 780 N. 41h Street Cl Centro, CA 92243 (760) 370.3000 (7001 337.8800 fax 77-948 Wildcat Drive Palm DeSert, CA 92211 (760) 360 0665 (760) 360A521 fox _ FAX NO: q� � _Tza PROJECT NO: BARD COPY TO FOLLOW YES __ NO'�4 NO. OF PAGES: (including transmittal sheet) COMMENTS: IZESPONSE R.EQUIREA: YB;S __ NO SENDER; !CLI-eg m. Chandra. 1'.E 1,,-Mall: 901411dra0landmark-cacoarn PHONE NUMBER: 7( 60) 360-0665 Ext: 308 MOBIL NUMBER: 760 455-9345 FAX NUMBER: 760 3EQ-0521 PLEASE CONTACT SENDER IF YOU DO NOT RE' CEIVE ALL OF TRANSMITTAL TECHNICAL MEMORANDUM SILVERROCK RESORT MOUNTAIN RUNOFF AND ONSITE RUNOFF DETENTION BASIN AND PERCOLATION RATE ANALYSIS JUNE 29, 2005 BY PACE ENGINEERING Technical Memorandum SilverRock Resort Mountain Runoff & onsite Runoff Detention Basin & Percolation Rate Analysis Prepared for submittal to: City of La Quinta Prepared by: 0�� PACIFIC ADVANCED CIVIL ENGINEERING, INC. 17520 Newhope Street, Suite 200 Fountain Valley, CA 92708 Based upon: Geotechnical Consultant Percolation Rate Test Conducted by: Landmark Geotechnical #7645E .tune 29, 2005 r 1'� s_ti.s W.049292 c1 r}.x i SilverRock Resort - #7645E ,tune 30, 2005 Technical Memorandum Page 1 of 3 Introduction: -; PACE has prepared the enclosed analysis of the SilverRock Resort Phase 1 golf course drainage system and the stormwater storage impacts within the limits of the phase I project. The basis of this design analysis includes previously prepared hydrologic reports (MDS and PACE) and recently obtained percolation test (Landmark Geotechnical) results. 'I Previously, the Client has determined that the off site generated runoff from the Rondo Channel will be rerouted (via 42 inch storm drain along Ave 52) from the Phase 1 area and discharged to SilverRock Resort Phase 2 Golf Course. With the exception of stormwater that can be transferred via the Phase 1 irrigation lake pump station (transferred to the east side of the CVWD canal), all of the stormwater that falls on the project site or that runs off of the adjacent (westerly) mountain is retained on site and disposed of via percolation. Design Criteria: The following storm drainage detention/retention criteria have been provided by the Client and PACE has used these criteria to determine an approximate number of drywells to be installed. 1) For 10-Year Storm Event - All stonnwater runoff retained in the low areas of the project shall percolate within 24 hours (or be in area that does not impact golf play) of the end of the rain fall event. 2) For 100-Year Storm Event -All stonnwater runoff will percolate within 48 hours (or be in areas that do not impact golf play) and shall not flood tees or greens. Storage Analysis: Detailed stage (elevation) - storage - percolation rate models have been prepared (attached) for each of the 10 ("A" through "G") on site storage (retention) areas. Through this modeling maximum storage elevations have been determined for the 10- and 100-Year rainfall events. Ir addition, an elevation of the remaining water in storage 24 hours after the end of the rainfall event has been estimated for each retention basin and results are provided in the summary table. Recently obtained (April 2005) as -built topographic mapping (1 foot contour interval) has been used to prepare the stage - storage information for each retention area. The major variable in the retention basin storage analysis is the estimated percolation rates used in the modeling. The models are set up to account for different percolation rates for .'surface' and "subsurface" (dryweil) percolation rates. Based upon actual field tested percolation rates (Appendix A) the site percolation rate varies substantially (0.6 gal per hour per square foot: (gph/sf) to +30 gph/sf). This variation adds to the difficulty of determining a percolation rate to use for the modeling analysis. Based on prior J project experience, engineering judgment and in an effort to be conservative, we have made the following assumptions regarding the percolation rates used in the analysis (assuming an iaverage in field percolation rate of 20 gph/sf): I _i !,i SliverRock Resort - #7645E June 30, 2005 Technicai Mernorandum Page 2 of 3 Retention Basin Area Percolation Rate Surface Percolation Rate = 1% of Average Percolation Rate = 20 gph/sf x 1 % = 0_2 qph/sf Drywell Percolation Rate• Surface Percolation Rate = 35% of Average Percolation Rate = 20 gph/sf x 35% = 7.0 qph/sf Summary & Recommendations: I The attached summary table and the detailed storage model results indicate that based upon Ithe above percolation rate assumptions the design criteria is achieved for most all of the retention basin areas. For the most part, the stormwater runoff that is not percolated within the 24 hours after the rainfall event is retained within the limits of the lakes ("C", " DY and "F"). These lake areas can store 1 to 2 feet of water on the surface of the lake without impacting golf play. Through extended percolation time and pumping form the "C" lake to the Village Lake (east of the canal), the remaining stormwater can be evacuated from the Phase I area. The existing lake recirculation pump at "C" lake can transfer 7 AF/day. i There are a few problem areas remain and they are as listed below: 1) 17 Green is partially submerged at the peak of the 100-Year event 2) Access to the main lake pump station east of the #17 Green is submerged at the peak of the 100-Year event. 3) Although the attached analysis shows areas A. F & G all will meet the design objectives via percolation, it is important to note that they are isolated areas and there is no gravity piping, in place, to convey the runoff to other areas in the event percolation rates are not as anticipated. Although we point out the above issues, we are currently not recommending any revisions to address these items as it is out of the scope of this work effort. �i Recommendations we have discussed and are presenting herein or on the drainage improvement plans comprised of a 7 sheet plan set submitted separately are as follows: i 1) Drywells a, Install thirty (30) '12'x12'x12' gravel back filled drywell percolation sumps with geotextile lining. b. Project team may want to consider ± 5 additional drywells to accommodate localized isolated low lying golf areas to address the irrigation runoff (nuisance flows). c. The detailed drywell design (TKC) should include: • Slit trap, so as to extend the useful life and percolation rate of the drywells • In the retention areas with multiple drywells a final design that directs nuisance flows to specific drywells and other drywells remain free of water, until such time as an actual rainfall event happens will increase ithe effectiveness of the drywell. d. Drywells located near lakes should be designed to only accept runoff (nuisance and stormwater) after the runoff has been routed to the lake. 'i I SilverRock Resorf - #7645E .June 30, 2005 Technical Memorandum Pa e 3 of 3 e. Prior to construction of each drywell, the contractor shall provide a preliminary excavation to the 12 foot depth and have project geotechnical engineer observe the excavation so as to verify soil suitability for percolation. 2) Golf course drain pipe inlets and drain pipes a. TKC should obtain (or field verify) the as -built drain inlet; number, location, and functionality. Final design of the golf course drain pipes and inlets should be coordinated with landmark Golf. operation staff. b. Existing golf course drain liries's)loulcl be flushed to remove any slit/debris and verify flow capacity. 3) Mountain runoff and erosion control The 7 sheet drainage plan improvement set (prepared by PACE) includes the location of the proposed drywells and the channel collection and conveyance design for the mountain runoff. With the past winter rains and no drainage improvements in place, the field location of the erosion patterns emerged. The basic design approach presented by PACE is to utilize these nature located flow paths and reinforce them with rock to minimize future erosion potential. In addition, the mountain drainage collection system includes a series of earthen or cobble lined swales and channels running parallel to the toe of the mountain and cart paths, to convey the runoff to the retention basins, Major re -grading efforts have also been shown for holes # 2 and # 5• The revisions are c primarily golf playability related and the drainage issues are secondary. 4) Future and ongoing golf course and drainage system maintenance Due to the nature of the project topography there will always be drainage maintenance needs for the SilverRock project. This is true for both the mountain drainage areas as well as the percolation basins and drywalls. We present the following comments for your use in planning long term maintenance activities: J a. Sediment removal: The mountain runoff will generate sediment/debris which if not removed when necessary will reduce retention basin capacity and increase flooding potential. Additionally, the sediment will tend to collect in the flatter portions of the collection and conveyance channels. These channels and swales will need to be cleaned periodically to provide adequate capacity. b. Additional mountain erosion areas may appear as a result of the natural process ' of alluvial fan flooding which includes natural changes in flow patterns over time ' from steep mountain slope areas. c. Maintaining high percolation rates in the retention (golf waste areas) is in direct conflict with the air quality (PM-10) regulations as it would be preferable to l periodically scarify the 3 to 5 inches of soil in these areas to facilitate higher percolation rates. Therefore, after the 30 to 35 drywells are installed with the currently anticipated drainage improvement there may be a time in the future (2 to 5 years) that additional drywells or drain pipes are necessary. d. Required maintenance of the drywells (i.e., removal of the gravel media and -•. potential relocation of the entire drywell) can be prolonged by frequent cleaning l of the sediment trap at the inlet to the drywe!I. l I_J „I S� E C O O N O O N o `p ❑ C c w U U p G .N d W W W o^> 0- zz > o w a s L LL IG L L i4 S .0 .0 L N tN. N N N N cM1 : i- �Trr'" v v f� fq r, o LQ U)� ^ o #; N s ;c .L6- c !i _ _ m `n is v o yy�. n O a 4 M C/ N ul;. Of O N n r q; ' o C 3 in M M N N N (O 6� ;= 111 3 N O 0 LL w O i "t N Ci m c a :� � 5 0 > c � N tp:�61 RYi� W N d N t0 a N E V' N l' N at N N N > N N N A co 0 J tyy�,i o *t `� m Z .J.- m o (il } iA o v P - N Qt � w O o ' 1D o o n. L � n � o � U > O d N O w �n U) N O O N rO C V N C 9 U 0 U) a � d '_^ D L a E x = m ° n E a c o U ,o o I o > c O II M y N O O X i] X O N 0 CL o m t0 CO N a0-OLY, N � L N NCZ N O N 2 E O a °u 3 ° N U `w L d L CL N c Op d N 3 0 N tttl_ O N N o > a Z N U G> 0 9 O > Q 0 0 N O N O N w N (0 O N o E m N U N Q a > N V C m c c U U O O Z U s m Y O O N O L d d O U N N a C9 a m N o �- rC 7 > 3 N C O T J N N N N N J Q N > d (J N T S O N tV N ,OC C C� Q 3 iV w N Q s'_ E oC ^ _ U N L (U a W d 0 4 U_] rn0 ¢w 0 ��% � • • H O o_ CJ O O U �- A N z CL d I I i..J l i Silver Rock Ranch _ 7645E EG 6/28/2005 Volume (Cumulative) (Between Elevations) 12.66 AF 10.51 AF 8.61 AF 6.92 AF - 5.43 AF 4.12 AF 2.98 AF 1.99 AF 1.15 AF 0.47 AF L NOTE: The data contained in this sheet should be considered as an engineer's estimate Actual Field Conditions I. only. will impact percolation rates. D . ralnage System: A Surface Percolation Rate: 0.2 _gph / SF Dry Well Percolation Rate: 7 gph / SF of Dry Wells (12'x12'xl2') 3 1 !I CHECKED BY: DATE: �1 Elevation 0 0 0 0 0 0 0 0 0 Area 99,681 SF 87,858 SF 77,859 SF 68,959 SF 60,806 SF 53,385' SF 46,448 SF 39,846 SF 33,220 SF 26,241 SF 15,203 SF 2.3 so. 2.0 so. 1.8 ac. 1.6 ac. 1.4 so, 1.2 so. 1.1 ac. 0.9 ac. 0.8 ac. 0.6 ac. 0.3 ac. Liner? N N N N N N N N N N N Remaining Water Max Slot age After 24 hours Water Volume 2.7 AF 0.6 AF Elevation 13.0 Feet 11.0 Feet 10 year Sedi- Volume 1.4 AF s„ $* meat Elevation 10.3 Feet �'�§. Volume 5.4 AF 2.9 AF Water - 100 year Elevation 15.7 Feet 14.2 Feet Sedi- Volume 2.8 AF meat Elevation 11.8 Feet I! 1 i 1 � �I { x Note: The data contalued in this sheet should be considered as an engineefs estireale, only. •;,v'a ervo ry Coulraclorto independently verify quantities. Pe'�.g. si,atJ,rn2Qawa....... u.*re=ozz,.r:=m.�raMar •=x+• I, Silver Rock Ranch 7645E EG 6/28/2005 Volume Elevation Area Liner9 (Cumulative) (Between Elevations) 4.80 AF 18.0 73,627 SF 1.7 ac. N 3.26 AF 17.0 60,665 SF 1.4 ac. N 2.02 AF 16.0 47,120 SF 1.1 ac. N 1.08 AF 15.0 34,946 SF 0.8 ac. N 0.45 AF 14.0 21,074 SF 0.5 ac. N 0.11 AF 13.0 9,108 SF 0.2 ac. N 12.0 1,593 SF 0.0 ac. N NOTE: The data contained in this sheet should be considered as an engineer's estimate only. Actual Field Conditions will impact percolation rates. Drainage: System: B _ Surface Percolation Rate: 0.2 _gph / SF Dry Well Percolation Rate: 7 gph / SF # of Dry Wells (I 2'xl 2'x12') 2 CHECKED BY: DATE: Nate: The data contained In this street should be considered as an engineers estimate only. Contractor to independently sorry quantities. Remaining Water Max Storage After 24 hours Water Volurrle 1.4 AF 0.0 AF 10 year Elevation 15.8 Feet 14.1 Feet Sedi- Volume 0.6 AFj n �?t Elevation 14.1 Feet ment f' a ,mirtc'nlr."^, Volume 2.7 AF 0.9 AF Water - 100 year Elevation 17.3 Feet 16.0 Feet Sedi- ment Volume1.1 Elevation AF 15.0 Feet 1 V x ^'s t cHq,Fla A mvcun.,n oaneo<. ovwn,�nb rccrna..r.e (Cumulative) 25.63 AF 19.54 AF 14.64 AF 10.45 AF 7.12 AF 4.49 AF 2.15 AF Volume (Between Elevations) NOTE: The data contained in this sheet should be considered as an engineer's estimate only. Acwal Field Conditions will impact percolation rates. Drainage: System: C Surface Percolation Rate: 0.2 gph / SF Dry Well Percolation Rate: 7 _gph / SF # of Dry Wells (12'x12'xl 2') 3 CHECKED BY: DATE: NOW The data contained In this sheet should be cons doted as an engineers estlmad only. Contractor to Independently verify quantities. Elevation 18.0 17.0 16.0 15.0 14.0 13.0 12.0 11.0 Area 302,301 SF 229,753 SF 197,406 SF 168,369 SF 122,614 SF 106,729 SF 97,075 SF 90,3213 SF 83,578 6.9 ac. 5.3 ac. 4.5 ac. 3.9 ac. 2.8 ac. 2.5 ac. 2.2 ac. 2.1 ac. Liner? N N N N N N N N a Remaining Water Max Storage After 24 hours Water Volume 12.0 AF 9.5 AF Elevation 15.4 Feet 14.7 Feet 10 year Sedi- Volume 0.0 AF ,, meal Elevation 11.0 Feet y ' i Volume 23.9 AF 19.9 AF Water 100 year Elevation 17.7 Feet 17.1 Feel Seck Volume 0.0 AF sYt 't o ment Elevation 11.0 Feet IVll w'NO�N AnniNO"INC. Pe�63&eat,E7.�,Z:Qa�.r�,i.e,esmwanvlz.mt..aaeoanr..,me::rcmm��nrn.�u�acvees e,� o�.yra=.ozzm w.�=T rvauw..w, I i s (Cumulative) Volume (Between Elevations) Elevation Area Linea �..� 2.11 AF j, 30.0 37,124 SF 0.9 ac. N 1.37 AF 29.0 27,447 SF 0.6 ac. N 0.81 AF 28.0 21,474 SF 0,5 so. N 0.39 AF 27.0 15,343 SF 0.4 ac, N I, I 0.12 AF 26.0 8,112 SF 0.2 ac. N 25.0 2,978 SF 0.1 as. N NOTE., The data contained in this sheet should he considered as an engineer's estimate only. Actual Field Conditions will impact percolation rates. Drainage: System: 01 _ Surface Percolation Rate: 0.2 gph / SF Dry Well Percolation Rate: 7 _gph / SF # of Dry Wells (12'xl2'xl2') 2 CHECKED BY: DATE: I i� 1� Note; The data contained in this sheet should be oonsidared as an engineees estimate only. Contractor to independently verily quantities. , Remaining Water Max Storage After 24 hours Water Volume 1.0 AF 0.0 AF Elevation 30.0 Feet 28.5 Feet 10 year Sedi- Volume 1.1 ment Elevation 28.5 Feet Volume 0.0 AF 0.0 AF Water 100 year Elevation 30.0 Feet 30.0 Feet Volume 2.1 AF kl z, /j'E"4-0a, grr3a menl Elevation 30.0 Feet ..,_.7`i�.u;;,,;.i t:, V Il CINa1N9wAtINO r'INO, r=m,.m rm.mr.xmrea o.,n ae..ve..naonm�:e:.roo�a (Cumulative) Volume (Between Elevations) Elevation Area Liner? !. 1.17 AF " 30.0 20,997 SF 0.5 ac. N 0.74 AF 29.0 15,747 SF 0.4 ac, N 0.43 AF 28.0 12,080 SF 0.3 ac. N I � 0.19 AF 27.0 8,780 SF 0.2 so, N 0.04 AF 26.0 4,382. SF 0.1 ac. N 25.0 116 SF 0.0 ac. N NOTE: The data contained in this sheet should be considered as an engineer's estimate only. Actual Field Conditions will impact percolation rates. Drainage: System: D2 Surface Percolation Rate: 0.2 _gph / SF Dry Well Percolation Rate: 7 _gph / SF # of Dry Wells (12'x12'xl 2') 1 CHECKED BY: DATE: Remaining Water Max Storage After 24 hours Water Volume 0.0 AF 0.0 AF Elevation 30.0 Feet 30.0 Feet 10 year Sedi- Volume 1.2 AF' >�l rs.� ment Elevation 30.0 Feet Volume 0.0 AF 0.0 AF Water 100 year Elevation 30.0 Feet 30..530^ Sedi- Volume 1.2 AF"wt,"i {Feet ment Elevation 30.0 Feet, d$°yH,.,va';`: Note: The data contained a this sheet should be ® A �.. considered as an engineei s estimate only. anc w,v novnrvcao Contraclor to independently, verity quantities. PA(�pF(1{''ii ((�� rvr�ervowerlr+wa, a, i 6rLNhb16T11 G�tlon.r.u�a W SONnprtlbnnrLLwr 6N4'nra\iur'1r'try urtmft FAea\011¢OV4[5 B+rNO.eFsge. a 3pon vu.We iyPl dymu.4 I II Rock Ranch rlt vttl �•, t ]EG : II�IIIII III 6/23/2005 (Cumulative) 67,94 AF 52.20 AF 38.60 AF 27.15 AF 17.72 .AF 10.35 AF 4.71 AF Volume (Between Elevations) NOTE: The data contained in this sheet should be considered as an engineer's estimate only. Actual Field Conditions will impact percolation rates. Drainage: System: D3 Surface Percolation Rate: 0.2 _gph / SF Dry Well Percolation Rate: 7 �gph / SF H of Dry Wells (12'xl 2'xl2') 4 CHECKED BY: DATE: Note: The data contained in this sheet shoultl be considered as an engineer's estimate only. Contractor to independently verify quantities. Elevation Area Liner? 732,509 SF 16.8 ac. N 640,191 SF 14.7 ac. N 546,366 SF 12.5 ac. N 464,047 SF 10A ac. N -- - 368,849 SF - 8.5 ac. -- N 275,168 SF 6.3 ac. N 217,33:2 SF 5.0 ac. N 193,448 SF 4.4 ac. N 169,664 Y Remaining Water Max Storage After 24 hours Water Volume 7.3 AF 4.6 AF Elevation 22.5 Feet 22.0 Feet 10 year Sedi- Volurne 0.0 AF '. hF �r menf Elevation 21,0 Feet•:2i�"` z =aSY(' Volume 17.8 AF 14.1 AF Water .. 100 year Elevation 24.0 Feet 5 Feet Sedi- Volume 0.0 AF -c23 'f51 g Elevation 21.0 Feet.'`,' ment s„t r'LTL® PHOIN1OIN@YpINO, N ,r ..:.:..I Note: 100 year storm overflows (Cumulative) Volume (Between Elevations) Elevation Area Linea 4.411 AF 28.0 87,336 SF 2.0 ac. N 2.75 AF 27.0 63,446 SF 1.5 ac. N 1.55 AF 26.0 42,227 SF 1.0 ac. N 0.76 AF 26.0 27,277 SF 0.6 ac. N 0.28 AF 24.0 14,651; SF 0.3 ac. N 0.06 AF 23.0 5,551 SF 0.1 so. N _ 22.0 556 SF 0.0 ac. N NOTE: The data contained in this sheet should he considered as an engineer's estimate only. Actual Field Conditions will impact percolation rates. Drainage: System: E1 _ Surface Percolation Rate: 0.2 gph / SF Dry Well Percolation Rate: 7 _gph / SF # of Dry Wells (12'xl 2'x12') 4 CHECKED BY: DATE: Note: The data contained in Ihls sheet Should be considered as an engmeaes estimate only, contractor to independently verity quantities. Remaining Water Max Storage After 24 hours WaterVolume -- 2.8 AF 0.4 AF 10 year Elevation 27.0 Feet 24.3 Feet Sedi- Volume 0.0 AF�y2 fF<i�,y., ment Elevation 22.0 Feet 1�7sY �'",'iS Volume 3.6 AF 0.8 AF Water 100 year Elevation 28.0 Feet 26.1 Feet Sedi- Volume 0.9 AF�* z`�i +u`'1 �" V, ment Elevation 25.2 Peet � s-, 5F , , _ _ . Pa�679d"9( j: <n,..Y., c,v ........ c. me«i.;rvro�m.u«auh;,.v�.<.,,.r....ouacvo.c �.,,;,..oaen+<„�n<. Volume Elevation i(Cumulative) (Between Elevations) 1.88 AF 28.0 1.10 AF ! 27.0 r .l 0.50 AF 26.0 0.12 AF 25.0 i 24.0 NOTE: The data contained in this sheet should be considered as an engineer's estimate only. Actual Field Conditions will impact pereolalion rates. Drainage: System: E2 _ Surface Percolation Rate: 0.2 gph / SF Dry Well Percolation Rate: 7 _gph / SF # of Dry Wells (12'xl2'xl 2') 1 CHECKED BY: t DATE: 1 Note: The data contained in this sheet should be considered as an engineer's estimate only. Contractor to Independently verify goantinds. I Area Liner9 37,758 SF 0.9 an. N 30,635 SF 0.7 ac. N 21,817 SF 0.5 ac. N 11,764 SF 0.3 ac. N 861 SF 0.0 ac. N -- Remaining Water Max Storage After 24 hours Water Volume 0.5 AF 0.0 AF Elevation 28.0 Feet 27.4 Feet 10 year Sedi- Volume 1.4 AF ment Elevation 27.4 Feet rxx'tehk(�'1 i'�,+?"6Ci?sx��,t Volume 0.0 AF 0.0 AF Water 100 year Elevation 28.0 Feet 28 0 Feet Sedi- ment Volume 1.9 AF'v �„� Elevation 28.0 Feet �e a'a L�il�l►� J ��(( ((�� sA ee-ilo, n.v .eo Pr✓9100IpY1.11: pJxwien:a anp Se:wd ep:nm4a95e.... iqV Nv�gINO, INC. :rrrtpxa:yl:i'u:nNF:%aW1YSt\]OaS BnaF gnbOe.Od(... W.....p......... (Cumulative) 21.33 AF 16.61 AF 12.37 AF 8.65 AF 5.51 AF 3.00 AF 1.16 AF Volume (Between Elevations) NOTE: The data contained in this sheet should be considered as an engineer's estimate only. Actual Field Conditions will impact percolation rates. Drainage: System: F Surface Percolation Rate: 0.2 gph / SF Dry Well Percolation Rate: 7 _gph / SF # of Dry Wells (12'xl2'xl2') 3 CHECKED BY: DATE: Note: The data contained in this sheet should be considered as an engineer's estimate only. CONractor to Independently verify quantities. Elevation Area Liner? 215,832 SF 5.0 ac. N 195,167 SF 4.5 ac. N 174,365 SF 4.0 ac. N 149,966 SF 3.4 ac. N 123,922 SF 2.8 so. N 95,912-SF 2.2 ac. N 64,806 SF 1.5 ac. N 37,766 SF 0.9 ac. N 10,727 y Remaining Water Max Storage After 24 hours Water Volume 1.9 AF 0.0 AF 10 year Elevation 24.4 Feet 23.0 Feet Seek Volume 0.0 AF ment Elevation _ 23.0 Feet Volume 3.7 AF 1.3 AF Water --- 100 year Elevation 25.3 Feet 24.0 Feet Sedi- Volume 0.0 AF z merit Elevation 23.0 Feet +>r 11® P6^P'1.95Y aTNV'Mnw.m.va[A BgiF9ebaxv[rcel5[ITpa,te':pyary......... tl¢C\IpeS B[aa'k[srye 001I\Nee�w�iNO,�IN c. (Cumulative) 10.75 AF 7.65 AF 5.22 AF 3.38 AF 2.02 AF 1.08 AF 0.46 AF 0.14 AF Volume (Between Elevations) NOTE: The data contained in this sheet should be considered as an engineer's estimate only. Actual Field Conditions will impact percolation rates. Drainage: System: G _ Surface Percolation Rate: 0.2 _gph / SF Dry Well Percolation Rate: 7 _ gph / SF # of Dry Wells (12'xl 2'x12) _ 4 CHECKED BY: DATE: Note: The data contained in mis sheet should be Considered as an engineer's estimate only. Con'.ractor to Independently verily quantities. Elevation Area Liner? 20.0 150,782. SF 3.5 so. N 19.0 120,150 SF 2.8 ac. N 18.0 92,03:2 SF 2.1 ac. N 17.0 69,186 SF 1.6 ac. N 16.0 49,250 SF 1.1 ac. N 15.0 33,88E SF 0.8 ac. N 14.0 19,991 SF 0.5 ac. N 13,0 9,304 SF 0.2 ac. N 12.0 3,092 SF 0.1 ac. N Remaining Water Max Storage After 24 hours Water Volume 2.2 AF 0.0 AF Elevation 16.1 Feet 12.0 Feet 10 year Sedi- Volume 0.0 AF r*r * s °x 43 �'�";.. Elevation 12 ment Volume 4.3 AF 1.6 AF Water - - 100 year Elevation 17.5 Feet 15.5 Feet Sedi- Volume 0.0 AFr�'"� ' meat Elevation 12.0 Feet;`,F+,?w C1VIl q'NgINYgPINO.q Na. t'1U¢nsb9n,R(c�r,.,,ml, e„e • ..,,,:ao�„�.�mm sawe=rn„.v;,,. I..,a�n rra:m,vxvoos e�,n me. r .y..o ecem��noo+von arvNo�w CITY ENGINEER LETTER OF AUGUST 9, 2005 RE: OFFSITE RUNOFF TO SILVERROCK RESORT AND PACE ENGINEERING MAP (ATTACHMENT TO LETTER) { _p P.O. Box 1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLS TAMPICO (760) 7 7 7 - 7 0 0 0 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7I01 August 9, 2005 Stan Morse MDS Consulting 17320 Redhill Avenue, Suite 350 Irvine, CA 92614 Re: Offsite Runoff to SilverRock Resort Dear Stan: Attached is a map prepared by Mark Krebs of PACE Engineering showing his analysis of offsite drainage flows to SilverRock Resort. The analysis includes a study of the Cove drainage areas, which show the area south of Calle Sonora in a twenty-year or greater storm event contributing approximately 20-acre feet of volume to SilverRock Resort. Between Calle Sonora and Calle Tampico another 36-acre feet are added to that volume. North of Calle Tampico approximately 12-acre feet are added from the Dunes Golf Course and the area adjacent to the course which arrives in the Calle Rondo Channel via a wet well and pump at the north end of Desert Club Drive. Ultimately, approximately 68-acre feet flow to the SilverRock Resort via the Calle Rondo Channel and the pipe running under Avenue 52. As previously discussed, the Tradition only contributes flows to this pipe in storrn events greater than the 100-year storm event. The run off from the mountains adjacent to the golf course contributes an estimated 45-acre feet, for a grand total runoff volume of 113-acre feet for the entire SilverRock site. Please review the attached map and contact me with any questions you might have at (760) 777- 7042. Sincerely, 6imoth . Isson, P.E. Public Works Director/City Engineer TRJ/acj cc: Chris Berg, MDS Consulting s -,A P#lf fL II ill it CITY OF LA QUINTA ENGINEERING BULLETIN #06-16 CORRECTED JANUARY 29, 2007 11.0. Box 1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLI! TAMPICO LA QUINTA, CALIFORNIA 92253 � ! I PUB1,1C1 W0RKS/$NGIIQEE1iiNo DEPAR'I MGNT (760) 777-7075 FAX (760) 777.7155 ENGINEERING BULLETIN 406-16 Corrected 1 /29/07 TO: (�A'll Interested Parties FROM: � �7limothy R. Jonasson, Public Works Director/City Engineer EFFECTIVE DATE: December 19, 2006 SUBJECT: Hydrology Report with Preliminary Hydraulic Report Criteria for Storm Drain Systerns This bulletin establishes storm drain study specifications. All hydrology and preliminary hydraulic reports for the City of La Quinta should follow these criteria. Hydrology studies for the City of La Quinta shall be performed for projects when required by the conditions of approval or as requested by the City Engineer. Reference material used for city plan checking purposes is as follows: Plan Check Checklist Storm drain plan checks are guided by the documents found in the following hyperlink: hlFA// wwJ-ililinta_orypuUlicworkkl(rQclLonllnelibrary/plancheck checklist%20NEW him 2. Archive Plans Example City plans can be found at the following hyperlink: http_[lwwvd.la=quinta org[planchecl<[msearch,asp A useful method of quickly searching archive plans is to load the plan type and current year (e.g. 2006) and then search the archive by clicking the GO button. 3. Hydrology Reports All hydrology reports shall follow the general guidelines set forth by Riverside County Flood Control (RCFC) and Water Conservation District's Hydrology Manual. h. Hydraulic Report Guidelines (General) Hydraulic reports shall follow the guidelines set forth by either Riverside County Flood Control Hydrology Manual or Federal Highway Administrations FHWA HEC- 22 "Urban Drainage Design Manual," The developer engineer's hydraulic report is required with the storm drain submittal but can be submitted earlier with the rough grading submittal. Street plans must have an accompanying hydraulic report. The hydraulics for the project will be reviewed and approved only with the street plans. STORMCAD or equivalent commercially available hydraulic programs are acceptable for hydraulic calculations. Hydraulic program data and resultant calculations must relate to Riverside County Flood Control Hydrology Manual design guidance. 5. Use of Rational Method (Catch Basin Sizing) and Synthetic Unit Hydrograph (Retention Sizing) For Catch Basin Sizing Only: • R_atiohal_ Method may be used for projects with less than 10 acres for catch basin sizing only, The Rational Method may be utilized to determine flow rates generated frorn each drainage area, to model street flow capacities and to size catch basins. The Rational Method obtains flow rates (cfs). For Retention Sizing Only: • Synthetic Unit_ Hydrdgraph Analysis (Shortcut _Met -hod.) should be used for projects less than 100 acres and the lag time is less than 7 minutes (see RCFC Hydro Manual page E-1.2). This method results in both flow rates (cfs) and volumes (cu ft). For smaller projects, either the Rational Method or the Synthetic Unit Hydrograph Analysis (Shortcut Method) may be used for the hydrology report for the project. The Synthetic Unit Hydrograph Analysis (Shortcut Method) is required for the hydrology reports for projects less than 100 acres. As stated in the RCFC & WCD handbook (Plate E-1.2, item 6) "The three hour storm peaks should normally compare well with rational peaks". • Synthetic__ Unit Hydrograph AnaI Hydrograph should be used with large sites where individual water shed areas may exceed 100+ acres. This method results in both flow rates (cfs) and volumes (cu ft). 6. Inlets The City prefers use of curb opening inlets in most cases. Flow by conditions for side curb inlets should attempt to achieve 85% capture efficiency. Inlets (curb opening (sag or flowby), grates (sag or flowby), combination (sweeper), and median drop, channels, piping, or hydraulic conduits not found in the Riverside County Flood Control Manual shall be designed according to the Federal Highway Administrations FHWA HEC-22 "Urban Drainage Design Manual". Use of other jurisdictional catch basin sizing charts is not allowable. Catch basin sizing charts can have varied conditional assumptions as compared to HEC-22 analysis, 7. Retention Basin Design Preliminary basin design shall follow these guidelines. The City of La Quinta Engineering Bulletin 97-03 has been superseded by this City of La Quinta Engineering Bulletin 06-14. Design criteria include: • Retention basins shall be sized to contain the design storm and all criteria listed in this Engineering Bulletin 06-14. For design purposes, the design storm shall be the 100-year storm event that produces the most runoff reaching the retention basin. Runoff/retention calculations shall be prepared utilizing Riverside County Flood Control and Water Conservation District Hydrology Manual guidance to calculate the required retention capacity for each of the following storm events: 1 hour, 3 hour, 6 hour and 24 hour storms. • The maximum allowable water depth of a retention basin when the design storm is contained is five (5) feet. Retention basins deeper than 6-feet are not allowed, unlessthe...__ depthof. the basin was clearlyoecifie...d on a document that was presented to the Planning Commission and/or City Council during the public hearing when the project received its entitlement. • Retention basins deeper than 6 feet are not permitted in un-gated communities. Further more, retention basins deeper than 6 feet shall have eight (8) feet wide level terraced benches around the entire perimeter of the basin located at water surface contours where the water is 5, 10 and 15 feet deep, as applicable. In no event shall the maximum water depth exceed nineteen (19) feet deep in any location when the 100-year storm is contained. Retention basins deeper than 6 feet shall also have a five (5) feet wide level terraced bench located one (1) foot above the 100-year water surface level around the entire perimeter of the basin. The retention basin should be capable of percolating the entire 100-year storm retention capacity in less than 72 hours. • One (1) foot of freeboard shall be provided when the 100 year storm is contained. The one -foot freeboard requirement is a rninirnum value. Freeboard is defined as the elevation differential between the 100-year water surface elevation and the nearest street flowline elevation. • The maximum allowable side slope is 3:1. • A maintenance access ramp with a maximum 15% slope shall be provided from the nearest street to the retention basin bottom. Signage indicating not a pedestrian ramp is required. The ramp shall be located at the nearest street to the retention basin bottom. The ramp width shall be a minimum of 15 feet. • A nuisance water dissipater shall be installed in 'the bottom of each retention basin, pursuant to site specific geotechnical engineering recommendations. The nuisance water shall be piped directly to the nuisance water dissipater from the storm drain inlet in the street. • The retention basin shall be landscaped and properly irrigated. • Publicly maintained retention basins shall not be fenced or walled. • All areas of publicly maintained retention basins shall be visible from the adjacent street. • The percolation rate in a retention basin shall be considered zero unless a site specific percolation test is performed and test results are approved by the City. The maximum allowable percolation rate is two (2) inches per hour. An emergency overflow route shall be provided for storm volumes greater than the design storm. Overflow to a City arterial street is the preferred routing except in circumstances where significant grade differentials occur away from the City street network. 8. Retention Basin Nuisance Water Handling Drywells for nuisance water dissipation are utilized in most retention basins conditional on the site having an acceptably deep water table. Drywells for retention basins must penetrate a rninimum of 10 ft into suitable permeable strata and must utilize the Maxwell Plus design or equal. The final depth of the drywell must be above the top of the water table. Shallow drywells for small nuisance water volumes may utilize the Maxwell IV design or equal. A geotechnical opinion stating the allowable and specific casing design of the drywell should be provided to the City for approval. The use of drywells and sand filters shall be determined by the infiltration testing (see below). Field experience has shown that areas of homogenous sand deposits are typically found in north La Quinta. Generally, sand filters can only be used in areas of homogenous sand deposits, which are typically found in north La Quinta. Conversely, field experience has shown that historical lake bed areas or equal lithologies are found in south La Quinta (south of Hwy 111). These historical lake bed areas would most typically obtain low infiltration rate results. Additionally, shallow silt lenses may be found throughout the City of La Quinta. Silt lenses or lake bed areas generally preclude natural percolation as well as the use of sand filters. Sand filters are, in general, being phased out of La Quinta nuisance water handling systems. If utilized, sand filter designs shall follow the City of La Quinta Standard 370. Well site blow off retention must be handled within a separate nuisance water retention system. Well site retention shall be capable of handling a minimum of 10,000 gallons per day. CVWD may allow for installation of a nuisance well site blow off retention basin within the well site perimeter if sufficient area and land dedication is available. All nuisance water shall be retained on site. • The filtering system shall be able to contain surges of up to 3 gph/1,000 sq ft and infiltrate 5 gpd / 1,000 sq ft. The square footage is based on landscape area. • Drywell infiltration rate testing shall be based on the report entitled "Riverside County Department of Health - Waste Disposal for Homes, Commercial, and Industry". This report identifies the drywell test method which can be used in any location. Drywells may not be installed beyond a depth that intersects a water table. The final depth of the drywell must be above the top of the water table. • Sand filter infiltration rate testing should use field double ring infiltrometer ASTM D3385-88 (sand lithology) or ASTM D5093-90 (clay lithology). Please see the published report and procedure for each ASTM method. City acceptance of this testing will be based on boring logs showing homogenous coarse sand or gravel deposits with a continuous depth of 1Oft or more below the bottom of retention basin. If test shows acceptable percolation, but the borings show non coarse deposits (silts or clay), then drywell use is recommended. 9. Retention Basin Percolation for Retention Basin Sizing • Percolation testing for retention basin sizing calculations should use field borings and test with a double ring infiltroreter ASTM D3385-88 (sand lithology) or ASTM D5093-90 (clay lithology) rnethod or U.S. Bureau of Reclamation Method for Unsaturated Soils above Groundwater for verification of percolation. • In cases where double ring infiltrometer testing creates excessive excavation or safety issues, the U.S. Bureau of Reclamation Method for Unsaturated Soils above Groundwater should be utilized. • The ASTM D3385-88 (sand lithology) or ASTM D5093-90 (clay lithology) methods, properly conducted, are preferred over the U.S. Bureau of Reclamation Method for Unsaturated Soils above Groundwater testing method. • The top elevation of the ASTM boring test area should represent the estimated retention basin bottom. The ASTM D5093-90 test requires a pre- soak condition for infiltration testing. The ASTM double ring infiltrometer test should terminate approximately 1 foot below the estimated basin bottom. The infiltration test boring utilized for the U.S. Bureau of Reclamation Method should terminate approximately 3 feet below the estimated basin bottom with a 3 feet of water head test performed to simulate percolation. • Percolation test results are subject to City Engineer approval. The total retention basin percolation rate is based on a combination of City data review of the following: • Percolation of 2 inch per hour may be assumed if ASTM D3385- 88 (sand lithology) or ASTM D5093-90 (clay lithology) test results confirm GREATER THAN 2" per hour percolation and confirm no clay or silt layer to a depth of 15 ft below the bottom of the retention basin. • If less than 2" per hour percolation is obtained by the ASTM rnethods OR U.S. Bureau of Reclamation Method for Unsaturated Soils above Groundwater, then the finest soil type found to a depth of 15 ft (continuous sampling) below the bottom of retention basin will govern the assumed percolation as follows: Clay/Clayey Soil = 0 in/hr 2. Silt Soil = 0 in/hr 3. Coarser Soil than Silt = a dernonstrated weighted average percolation based on multiple borings and ASTM D3385-88 and ASTM D5093-90 tests • Landscape cover type at the retention basin according to the RCFC Hydrology Manual and Soil Conservation Maps may also further limit percolation. 10. Retaining Walls within Retention Basins Retaining walls are discouraged for use in retention basins. If specified, walls should consist of reinforced concrete or equal as approved by the City Engineer to specifically prevent undermining of the retaining wall footing during and after (quick drawdown) large storm events. Use of walls as a top ring of the retention basin is prohibited. Retaining walls will require approval' from both the Public Works Department Director/City Engineer and Community Development Department Director. 11. Retention Basin Width Retention basins shall have a minimum width of 20 feet as measured from the lowest elevation contour. Previously, retention basin widths were governed by City guidance for aspect ratios for basins depths greater than 6 feet. 12. Overflow Routes Retention basins should be designed to overflow to City arterial streets or the adjacent local street as applicable. Historical flow route should be followed and not changed on a regional perspective but re -grading and import to achieve an immediate route to the adjacent street should be considered for projects which concentrate flows to adjacent open land or off -site developments. Overflow routes shall be designed using an open channel flow (surface flow). Closed conduit emergency overflow must be approved by the City Engineer. 13. Rainfall Intensity Rainfall intensity for hydrological report preparation is regionally zoned within the City pursuant to available NOAA data. A regional rainfall intensity map of the City should be referenced to confirm rainfall arnount assumptions provided in the following table. "The design storm for the City is 100-year storm (worst case of 24 hour, 6 hour, 3 hour or 1 hour duration). The 500-year storm is only used to review for problematic secondary overflows which do not drain to a public arterial street, creating a trapped water condition. 100 yr_st_orm (inches) _ Zones 1 hr 3 h r i 6hi 24hr _ - Zono 1 -Southwest mountains - r 2.50 3 40 _ 4.00 6.00 Zone 2 - South11 west mountains 2.30 3.00 3.70 5.00 Zone Y - West mountains and areas south of 2.20 2.80 3.40 4.50 Hwy 111 and west of Washington Zone 4 - West of Jefferson and areas east of 2.10 2.70 3.26 4.25 Washington including the Cove Zone 5 East of Jefferson and west of a 2 00 2.60 3.10 4.00 staggered line trending south west of Calhoun Street and Avenue 50 Zone 6 West of a staggered line trending south 1.90 2.50 3.00 3.75 west of CalhOun Street and Avenue 50 14. Hydrograph Loss Rates According to the Riverside County Flood Control Hydrology Manual, the loss rates generally range from 0.10 to 0.40 in/fir with most falling between 0.20 and 0.25 in/hr. Three and six hour duration storms may use a constant loss rate; however, the 24 hour duration storm shall obtain a variable loss rate using the equation found on page E-9 of the manual, which is F, = C(D-T) -' " i- F, . Variable loss rates are not required for the Synthetic Unit Hydrograph Analysis (Shortcut Method). Additionally, developed condition low loss rate calculations on 24 hour duration storms have been modified pursuant to recent Riverside County Flood Control guidance. 15• Project Entrance and Emergency Route High Water Maximum Height During any storm event, a rninimurn 10 foot wide paved surface at the entrance to the site or localized sump area which would block emergency vehicular travel shall never exceed a storm water depth of 1 .0 feet at any time. During the major storm event, the proposed drainage will not block or unreasonably increase or concentrate within the meaning of California Drainage Law, drainage runoff from or to any of the adjoining properties. 16, 10 Year Storm & Public Streets - Catch Basin Spacing For a design frequency storm of 10 years, the design maximum allowable arterial spreads will equal 1 lane (10 - 12 feet) + bike lane (if present 4 - 8 feet). The loss of only 1 lane of use is desired for 10 year storms. Catch basin spacing generally is required between 1200 - 2000 feet on City arterial roadways. The engineer may provide calculations showing that the spacing may increase. The engineer must also dernonstrate that the flow in the street will not topple over curbs or R/W during changes in direction of the open channel conduit (typically the street). Inlets will be required at locations on arterial streets prior to the flow crossing at intersections and major driveways or entrances. Typically (verify with the Conditions of Approval), inlets must be located to intercept at least 85% of the total project projected storm flow. This also includes tributary areas found in the public right of way. 17. 100 Year Storm and Public Streets For a design frequency storm of 100 years, the design maximum allowable spreads are to the respective City right of way. 18.. Report Outline -- The following shall be found within all hydrology reports: • Signed and stamped by a California Registered Civil Engineer Table of Contents • Vicinity Map with Site Location • Project description with historical flow pattern exceeding a site circumference of 1 mile, unless limited by clearly defined watershed boundaries • Analysis method used (Rational or Synthetic Unit Hydrograph) • Hydrology map showing all sub areas with coefficients. • Rational Method showing tabling in a node -by -node sequence per Riverside County Flood Control Manual or equal. • Soils map used to determine soil losses. • Catch Basin Sizing • Retention Basin requirements with percolation as determined by field testing and City policies. Please also provide retention basin volumetric calculations assuming zero percolation for sensitivity analysis. i Volume calculations w/Cross Sections of the Retention Basin, 19, Retention Basin Freeboard Requirements A minimum of 1 foot of freeboard between the retention basin major storm elevation (HGL100 ) and the flow line of the nearest street (typically the inlet) is required. The 1 foot minimum freeboard specification may be modified to a reduced freeboard height which achieves 25% of the 100 year storm capacity in large area, shallow retention basin configurations. Historical City maximum freeboard specifications are now eliminated, 20. Hydraulic Grade Line (HGL) Starting Points Projects within the City of La Quinta that are required to contain their 100 year storm flows shall show two (2) separate HGLs for maximum flow rate (HGL,()) and maximum volume (HGI_,00)• The first HGL (HGL;o) will reflect the values from the 10 year frequency design storm.. Values of Q,o and V,p will be determined from the Rational Method. Conduit sizing shall be based on non pressure type flow (HGL shall not be located above the crown of a pipe). The second HGL (HGL1cJ will reflect values based on the maximum 100 year frequency design storm. The HGL,,)o shall show that the maximum 100 year storm can be retained within the project and the use of the project's infrastructure shall be maintained, 21. 10 Year Frequency Design Storm HGL Calculation This HGL shall start at or above an elevation in the downstream retention basin that is equal to the '/2 depth of the retention elevation caused by the 100 year frequency design storm event. The piping system shall be designed based on open channel flow as opposed to pressure flow. This HGL should indicate the hydraulic conditions at the maximum storm water flow rate. Requirements: • Pressure pipe flow not allowed • Identify this HGL as the HGL,() on the hydraulic calculations and storm drain plan profile • Velocity not less than 2.5 fps • Pipe sized based on Rational Method 0 Head losses shall be based on HEC 22 Ch 7. • HGL freeboards: 6" or greater below CB flow line 22. 100 Year Frequency Design Storm HGL Calculation This HGL shall start at a location at the top of the retention basin water level caused by the 100 year design storm determined using the Synthetic Unit Hydrograph. This HGL should indicate the hydraulic conditions at the maximum storm water volume with a full basin or channel. Requirements: • Velocity (no requirement) • Identify this HGL as the HGL,,, on the hydraulic calculations and storm drain plan profile • Pressure pipe flow allowed. • Pipe size based on Rational Method. • No part of the emergency route shall obtain a water depth greater than 1.5 feet. • HGL Freeboards and Elevations • Difference in elevation between CB flow line and HGL in retention basin shall be between 0 and 12 inches, • 1ft min from top of manhole cover • Not to exceed 7ft above the top of pipe • HGL must be located 1 ft below the adjacent Pad Elevation 23. Whitewater Channel HGL Assuming major storm coincidental occurrences are taken into consideration already (see page 7-8 of HEC-22 Storm Drains), the projects HGL100 shall be located 2 feet below Whitewater Channel's estimated HGL500 (this is also equal to 1 foot below the existing Whitewater Concrete Channel Lining). Time of concentration for channel discharge will assume a full channel. Flap gate installation may be applicable based on project elevations. 24. La Quinta Evacuation Channel HGL The Evacuation Channel obtains an HGL,,, with an approximate elevation of 48.0 pursuant to information provided by CVWD to the City. Additional elevation information for the Evacuation Channel is currently under review at CVWD. The elevation is based on NGVD 1929. Elevations showing on the plan should be based on the same. Flap gate installation may be applicable based on project elevations. 25, Retention Basin Landsrane Requirements Retention basins shall be landscaped and properly irrigated. The retention basin landscape plans must be approved by the City Engineer/Public Works Director. The retention basin must be capable of draining the 100 year storm within 72 hours. Project incapable of draining the 100 year storm within 72 hours will be reviewed by the City for enhancement options to prornote drainage conveyance. In basins with depths exceeding 8ft, trees shall be planted in the 8-foot wide terraces, Tile number of trees shall be calculated by multiplying the basin lot boundary length by the number of 8-foot wide terraces in the basin and then dividing by 100. 26, Typical Storm Drain Pipe Gradients & Velocity Primary street storm drains, designers should assume minimum grade = 0.3% based on minimum flow velocity of 2.5 ft/sec. For local area drains, 4"-6" pipe minimum grade = 1 %, larger pipe diameters = 0.5% should be assumed. 27. Typical Street Flows Street flows shall meet the design requirements of FHWA HEC-22. When gutters obtain small slopes, or where sediment may accumulate, or when parking is allowed on the side of the street, the designer should increase the n value by 0.02. 28. Storm Drain Easement Width Requirements The City of La Quinta requirements for minimum widths (generally 20 feet, excepting deep drainage systems) of storm drain easements is found in easement requirement charts from the Riverside County Transportation Department. Ten (10) foot easements using Reinforced Concrete Pipe (RCP) in side yards may be used at the discretion of the City Engineer. 29. Surface Usage within the Retention Basin The developer may use the retention basin surface for recreational activities (tennis, volley ball, park, etc) or other permitted usages approved by the Community Development Director provided the retention basin's intended engineering use is met and that typical ADA improvements are provided. All improvements found within the retention basin shall be removed if they inhibit the maintenance or function of the retention basin. TYPICAL COVE SUB AREA DRAINAGE BASIN HYDROLOGY CALCULATIONS CATCH BASIN INTERCEPTION CALCULATIONS The purpose of these Typical Cove Sub Area Drainage Basin Calculations was to determine the Q100 stormwater flows for a typical sub area drainage basin and to determine how much of the Q,00 stormwaters were intercepted by the existing catch basins at the downstream end. PACE Engineering indicated on their map that the Cove Storm Drain System would only intercept flows up to a twenty-year storm. Our analysis indicates that typically, the Cove Storm Drain System would intercept 83.5 percent of the Q,00 flows (24.538 cfs intercepted / 29.378 cfs Q... ). This indicates that the Cove Storm Drain System intercepts much more stormwater than PACE Engineering indicated, which in turn means that only in large storm events would any stormwaters pass overland through the Cove and enter the Calle Rondo Channel. PWARM BY: M 0 3 3 1 76.900 AVmVp 47 Sulb 209 . to Q.W.'CA 92253 0 oX!<H Vo1es:'60-771.4011 FAX( 760-771.4073 6 C H U L i Z mb!egalnlo$m6�wnwHnp.mi p LA NNIRS IN OIN[1115 pU11 VlYO AS 0 150 300 600 1200 TYPICAL SUB DRAINAGE BASIN EXHIBIT 7 COVE HYDROLOGY CITY OF LA OUINTA, COUNTY OF RIVERSIDE, STATE OF CAUFORNIA I:\54800\COVE HYDROLOGY\EXHIBRS\SUB ARD.dwg 7/23/07 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software.,(c) 1989 - 2005 Version '7.1 Rational Hydrology Study Date: 06/23/06 File:54800RDi.azStCB.out ------------------------------------- �---- ;$--- --- ----- Hydrology:„Study Control English (in -lb) Units used in input data file Program License Serial Number 4082 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity -duration curves data (Plate D-4.1) For the [ Cathedral City ] area used. 10 year storm 10 minute intensity = 2.770(In/Hr) 10 year storm 60 minute intensity = 0.980(In/Hr) 100 year storm 10 minute intensity = 4.520(In/Hr) 100 year storm 60 minute intensity = 1.600(In/Hr) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600(In/Hr) Slope of intensity duration curve = 0.5800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000(Ft.) to Point/Station 1020.000(Ft. **•** INIT.IAL Al2EA EVALUATION ****< Initial area flow distance = 920.000(Ft.) Top (of initial area) elevation = 129.780(Ft.) Bottom (of initial area) elevation = 108.220(Ft.) Difference in elevation = 21.560(Ft.) Slope = 0.02343 s(percent)= 2.34 TC = )c(0.390)*[(lengtil^3)/(elevation change)]^0.2 Initial area time of concentration = 12.665 min. Rainfall intensity- = 3.944(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.712 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.615(CFS) Total initial stream area 2.000(Ac.) Pervious area fraction = 0.500 2 ++++i++i.+.:.i.++++.F+++-i.+++>-t+i-+++++++i-++-r+++++++++i, i.+i--;-+f I.++i-i-++F++i.+i-.f r Process from Point/Station 100.000(Ft.) to Point/Station 7.020.000(Ft ,'* * * SIIBAR.EA -.FLOW ADDITION SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.712 Decimal fraction soil group A = RI index for soil(AMC 2) = 32. Pervious area fraction 0.500; Time of concentration = 12.67 Rainfall intensity = 3.944( 1.000 00 Impervious fraction = 0.500 min. In/Hr) for a 100.0 year storm Total runoff = 10.894(CFS) Total area = 3.880(Ac.) ++++++++++++++++++++i-+++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1020.000(Ft.) to Point/Station 1680.000(Ft.) Top of street segment elevation 1108.220(Ft.) End of street segment elevation = 91.660(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16. 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(13 side (s) of the street Distance from curb to property line _ 6.000(Ft. Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0170 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Estimated mean flow rate at midpoint of street = Depth of flow = 0.462(Ft.), Average velocity = Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.000(Ft.) Flow velocity = 3.89(Ft/s) Travel time = 2.83 min, TC" 15:49 .aiin Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.699 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 500(Ft .) 13.354(CFS) 3.891(Ft/s) Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 3.509(In/Hr) for a 100.0 Subarea runoff = 4.832(CFS) for 1.970(Ac.) Total runoff = 15.725(CFS) Total area = 5 Street flow at -end of street = 15.725(CFS) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 18.000(Ft. = 0.500 year storm 850 (Ac. ) I - 1+i. i. .4. f +4.+.;-y.+{. +A +++i, +.1 + + + , +++++i +i-++++ -r+++++-F .f +++++++ ++ i.++A--F �I++I Process from Point/Station 760.000(Ft.) to Point/Station 1680.000(Ft * * * * SUBAREA .FLOW ?ADDITION SINGLE FAMILY (1/4Acre Lot) Runoff Coefficient = 0.699 Decimal fraction soil group A = l.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 15.49 min. Rainfall intensity = 3.509(In/Hr) for a 100.0 year storm Total runoff = 20.557(CFS) Total area = 7.820(Ac.) ++++++++++++++++i-+++++++++++++++++++++i +++++++++++++++++++++++++++++++ Process from Point/Station 1680.000(Ft.) to Point/Station 2280.000(Ft.) Top of street segment elevation = 91.660(Ft.) End of street segment elevation = 68.790(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.; Distance from crown to crossfall grade break = 16, Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2l side(s) o,f'the street Distance from curb to property line - 6.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0170 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown 0.0200 Estimated mean flow rate at midpoint of street = Depth of flow = 0.426(Ft.), Average velocity = 4 Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.574(Ft.) Flow velocity 4.45(Ft/s) Travel time = 2.25 min. T.0 •1T%.74-xrixi: Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.690 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction Rainfall intensity = 3.244(In/Hr) for a 100.0 Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 32.0 500(Ft .) 25.064(CFS) 447(Ft/s) 0.500 year storm in CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 Version 7.0 Upstream (headworks) Elevation 88.800(Ft.) Downstream (outlet) Elevation = 68.800(Ft.) Runoff/Flow Distance = 660.000(Ft.) Maximum flow rate in channel(s) = 14.689(CFS) -------------------------------------------------------------------- Top of street segment elevation = 88.800(Ft.) End of, street segment elevation = 68.800(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 11.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow on [17 side(s) of tthe'street Distance from curb to property line = 6.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0170 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Half street .cross section data'ppints's X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.6200 right of way 6.0000 0.5000 top of curb 6.0000 0.0000 flow line 7.5000 0.1250 gutter end 13.0000 0.2350 grade break 24.0000 0.4550 crown Street flow in street inlet depression = 14.689(CFS) Gutter depression depth = 4.000(In.) Gutter depression width = 4.000(Ft.) Depth of flow = 0.693(Ft.) Average velocity = 4.554(Ft/s) Total flow rate in 1/2 street = 14.689(CFS) Street flow half width at start of inlet = 15.714(Ft.) Flow rate in gutter section of street - Qw = 11 220(CFS) C Given `inlet length . 21 OOQ (Ft Ratio of frontal flow to total flow =EO = 0.7638 J Half street cross section data points through curb inlet: X-coordinate (Ft.) Y-coordinate (Ft_.) 0.0000 0.9533 right of wa.; 6.0000 0.8333 top of curb 6.0000 O,n000 flow line 10.0000 0.4583 gutter/depression end 13.0000 0.5183 grade break 24.0000 0.7383 crown Length required for total flow interception = Lt Lt = .6 * Q'0.42 * Slope'.3 * (1/(n*Se)".6 = 33.188(Ft where Manning's n = 0.0170 and Slope = street slope = 0.0303 Se = Equivalent- Street x-slope including depression = 0.0837 Efficiency = 1 - (1-L/Lt)"1.8 = 0.8352 Depth of flow = 0.274(Ft.) Average velocity = 2.762(Ft/s) Total flow rate in 1/2 street = 2.420(.CFS) StreeEflow i:c hydrauls:? Halfstreet flow width (curb to crown) = 8.973(Ft.) Average flow velocity = 2.76(Ft/s) Channel including Gutter and area towards property line: Flow Width = 1.500(Ft.) Flow Area 0.318(Sq.Ft) Velocity = 3.941(Ft/s) Flow Rate = 1.253(CFS) Froude No. = 1.5084 h C annel from outside edge of gutter towards grade break: Flow Width = 5.500(Ft.) Flow Area = 0.520(Sq.Ft) Velocity = 2.190(Ft/s) Flow Rate = 1.138(CFS) Froude No. = 1.2556 Channel from grade break to crown: Flow Width = 1.973(Ft.) Flow Area = 0.039(Sq.Ft) Velocity = 0.771(Ft/s) Flow Rate = 0.030(CFS) Froude No. = 0.9672 Total flow rate in -------------------------------------------------------------------- street = 2.420(CFS) �)-W(AA OAIA WAZt� VIA Af, 1, n Grr{C(f �J �Gfi' � P. CIVILCADD/CIVI.LDESIC4iQ Engineering Software, (c) 2004 Version 7.0 ------------------------------------------------------------------- ----------------------------------- Program License Serial Number 4082 --------------------------------------------------------------------- Top of street segment elevation = 88.800(Ft.) End of street segment elevation = 68.800(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 11.000(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 [11 side(s) of the street Distance from curb to property line = 6.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0170 Manning's N from gutter to grade break = 0.0200 Manning's N from grade break to crown = 0.0200 Hal£ street =cross `secti.ori "data ,,points=r� X-coordinate (Ft.) Y-coordinate (Ft.)" 0.0000 0.6200 right of way 6.0000 0.5000 top of curb 6.0000 0.0000 flow line 7.5000 0.1250 gutter end 13.0000 0.2350 grade break 24.0000 0.4550 crown CURB TDThET" TYPE STREET DRAIN, 6 ' ' ' a ;Flei' ' ` 119";'OQn Street inlet Calculations: Street flow in street inlet depression on = 2 . 420 (CPS) Gutter depression depth = 4.000(In.) Gutter depression width = 4.000(pt.) Depth of flow = 0.353(Ft.) Average velocity = 4.440(Ft/s) Total Flow rate in 1/2 street 2.420(CFS) Street flow half width at start of inlet 4 OOO(Ft.)' Flow rate in gutter section of street = Qw = 2.420(CFS) Given inlet length L = 4.000(Ft.) Ratio of frontal flow to total flow = EO = 1,0000 Half street cross section data points through curb inlet: X-coordinate (Ft.) Y-coordinate (Ft.) 0.0000 0.9533 right of way 6.0000 0.8333 top of curb 6.0000 0.0000 flow line 10.0000 0.4583 gutter/depression end 13.0000 0.5183 grade break 24.0000 0.7383 crown 1.5 1.U0 kt'r . )tj where Manni ng's n = 0.0170 and Slope street slope = 0.0303 Se = Equivalent Street x-slope including depression = 0,1033 Efficiency = 1 - (1-L/Lt)-j.8 = 0,4626 Remaining flow in " b 'l ' street, e 6w inlets Dep th ' "of floe 0. 2 312 (-Ft.') Average velocity 2.408(Ft/s) Total flow rate in 1/2 street = 1.300(CFS) Streetflow hydraulics: Halfstreet flow width (curb to crown) 6.846(Ft.) Average flow velocity = 2.41(Ft/s) Channel including Gutter and area towards property line: Flow Width = 1.500(Ft.) Flow Area = 0.254(Sq.Ft) Velocity = 3.438(Ft/s) Flow Rate = 0.874(CFS) Froude No. 1.4718 Channel from outside edge of gutter towards grade break: Flow Width = 5.346(Ft.) Flow Area = 0.286(Sq.Ft) Velocity = 1.493(Ft/s) Flow Rate 0.427(CFS) Froude No. = 1.1.382 Channel from grade break to crown; Flow Width = 0.000(Ft.) Flow Area = 0.000(Sq.Ft) Velocity = 0.000(Ft/s) Flow Rate = 0.000(CFS) Fronde No. = 0.0000 Total flow rate in street = 1.300(CFS) THERMAL AND INDIO RAIN GAGE MEASUREMENTS WINTER 2004 - 2005 RAINFALL GAGE DATA WINTER 2004-2005 THERt.7AL AND INDIO GAGES THERMAL RAIN GAGE INDIO RAIN GAGE RAINFALL STORM RAINFALL STORM AMOUNT TOTAL AMOUNT TOTAL DATE (INCHES) (INCHES) (INCHES) (INCHES) 18-Oct-2004i T •_--------------T-------------••-------T ---------------------4----------------------r--------------------- 19-Oct-2004; T ; 0.00 ; .-ff ------ 0.10 ; O.aO ; 21-Oct-2004I 0.06 ; 1 1 ---------------- 0.16 1 o--- 1 0.00 ---------------- 1----- ----- ---------------r---^^---^------------r---------------------------------------------r-------------------- 27-oct-2aa4; o.5z ; ; 1.ao •----Oct- 004'1---------^----------- 28-Oct-2004; ----------------------------------0 ------r--------------------- OA1 ; 0.53 OAO 1.00 ------------ ______ __ 21-Nov-20041 ; ___ ___ _____ ___L---..---_--------...........1..-------__-__....-------L_--_-__---------_---- 0.98 ' 22-Nov-2004; ----------------r-------------------- 0.01 0.99 0.00 0.00 -------- 1 1 1 1 5-Dec-2004; 1 1 1 0.03 ; ; 0.00 ----------------i---------_••_----------~---------------------i---------------------- 12-Jun-2004; 0.06 L--------------------- 1 1 0.00 1 •---------------1 28-Dec-2004; 0.21 I I 1 1 1 -----1 ; ; 0.60 ; 29-Dec-2004; ----------------+----_"^_--------------~---------------------y----------------------f--------------------- 0.71 ; 0.92 ; a.00 a.00 1 ' 3-Jan-20051 0.44 1 1 I 0.60 --------------+----------------__ -__F-------------------------------------------F--------------------- 4-Jan-2005; 0.24 ; ; 0.22 ; 7-Jan-2005; 0.150.501 ----Ja -2005 1 ------.-61---------i----------------------+-------------••-----------_---_-------------- 8-Jan-2005� 0.01 ; 0.00 ; 9-Jan-2005F T i '^--------------1-----^^^--------------r------------- --------1----------T----------L--------------------- 10-Jan-2005; 0.56 ; M rr 11-Jan-2005; 0.04 •----------^^__^r----------------------r_..-....-___------..-........T__---__-------------_-r----.-________-------- _ ___ -------------------------------------------r--------------------- ; 1.44 ; M ; 1.32 I I' 26-Jan-2005i 0.09 1 l f ----------'------------------I--------- ; M ; 1_______________-_____i_______-__________,.-__L____--________ .---------------1______--_-___________ 27-Jan-20051 -------------- O.D2 ------- � i 0.00 29-Jan- -------- D.01 ---- ---- 0 12 M as ----- i - 1 •---------------+-'--------------------r---------------------y-------------------------------------------- 11-Feb-2005 1.03 1 ; ; 0.87 ; ----..--+_--'•------------------1-_---_----------------4----------------------L--------------------- 12-Feb-20051 0.09 85 ' __L_-------_---_-_--_-_--L_____________________ 13-Feb-2005; 0 J_____-__ - ________L____________________- _-------------F---------------------i----------------------F--------------------- ------ •---------_........_r-••--------------------r---_..,._....-----------_t-_-_----_..---______-^-r--^--^..--..----------- 1$-Feb-2005; 0.37 ; 0.45 ------ ; -------- 0.18 M ; •_________-_-,,,.._i____-__'______________L----------------_.._-_-i_.....�..........-_-`__----___-L------- 20-Feb-20051 T ; M ---------------------- -.------------- ------ ---------------------- 21-Feb-2005; 0.36 ; 0.53 ; -----^---------r---------------------r---------------------7--------- 22-Feb-2005; 0.04 ; ; ------------- D.45 r--------------------- ; .--------------..r..-__---------------^--r-^-------------------t---------------------- 23-Feb-2005; 0.54 ; 0.75 r--------------------- ---------------------*------------- 1 T-- - 00 --------------------- ' -2-4---F--e-b----2-0--0-5--------------------- --------------------_i-------- 25-Feb-20051 0.02 1.51 ; ---------' M ________ 18------- --------------}--------------------- ---------------------- 4----------------------F-------- 1 1 1 ---------------- T---------------------- r --------------------- ;---------------------- ------------- I r--------------------- 1 ! I I 1 i 1 I TOTAL 6.891 6.89I 6.22I----6.22 G:15481001RAiNFALL DATA\La Quinta Rainfall DAta RAINFALL GAGE DATA WINTER 2004-2005 THEIUVIAL AND INDIO GAGES THERMAL RAIN GAGE INDIO RAIN GAGE RAINFALL STORM RAINFALL STORM AMOUNT TOTAL AMOUNT TOTAL DATE I (INCHES) (INCHES) (INCHES) (INCHES) 18-Oct-2004; T 19-Oct-2004, T i ,0.00 20-Oct-20o41 __-__.._....____.__------y--------.._-_--________f______________--.--.-..-_ 0.10 0.00- ---------------1-----^--------^^----- 21 -Oct-2004: --------------------}-------------------------------------------- 0.06 -- ' 0.00 - 0.00 0.16 I r------- --------------' 27^Oct-2004; , 1 � r-_ --- r^---------------------r------- -------------- '-------------'-------------- 0.52 1.0011 28-Oct-2d04� ----------------+----------------------~---------------------;----------------------1 0501 0.53 0.00 1.00 ---------------------- ------------- 1 1 I Nov-Nov-2004 1 0.98 0.00 __. _------_+-------------------------------------------+------------------t--------------------- 22-N ov-20040 99 ; 0.01 ; 0---- --- 0.00 I 1 1 F 5-Dec-2004 00 --- ---- ___- L-.------0-09 00. _____.__ 0 ----------------------L_-_-_____ 1 0 0.00 .1 --- 1 1 1 ---------------'-_----- '--------' 28-Dec-2004; 0.21 ;0.00' -----------^-^-r----------------------r---------- ----------- y--------- ------------^r-__'^---------------- 29-Dec-2004; 0.71 0.92 i 0.00 i 0.40 ------ ----------•-------------------- __~_____........_----------- 4---------------------- F------------------ , --- 1 I ----------1 I .__-__1---------------------- L--------------------- I I 1 1______________..______-L___-__-_____ 3-Jan-2005 1 0.44 i 0.60 11 ------------ -- ------ -------------- ------------------- 4_Jan-2005; 0.24 ------------ -------------- ; 0.22 ; _---------- 7-Jan-2005, 0.15 ; -------- ------ , •---------------*----------------------r-------------""-----_y-----------------......-_r-------------^___-___ 1 i 8-Jan-20051 0.01 1 FMo ----------------I 9-Jan-2005t T T ------L-------______________1________--'•`----------L-------------______-_ 10-Jan-2005; 0.56 M 11 -Ja -2005 r----------------------r--------------------------__---------F----------^---------- 11-Jan-2005; 0.04 1.44 ; M ; 1.32 ---------------------------------------- 05--------•---------------------- 4--_-___."•_-_--_ --__-_ 26-Jan-20: 0.09 i M 1----------------------L--------------------- y---------------------- L--------------------- .--------------- 27-Jan-20051 0.02 0.00 29_Jan'2005; 0.01 r----------------------r---------------------r- F , __- ----------------r- ---------------`_- 1 1 __-__-_---_----------- _____-------- �--___- ^ -^-_-___*----------------------r--------------------- 11-Feb-2005 i 1.03 1 I 0.87 ---------------------- ------------------------------------- 12-Feb-2005: --------------------- 0.09 ---------------------- 0.85 ...-.........._........_..-1__ ________________L-__ __ __--___-__ _-_ ___ 1_-_-___ ___ __ _____ __ ___ L_ __..__--_ _.._ _-_--_ _-.. 13-Feb_2005 0.01 113 M 172 , , 1 , ---------------'----------- '--------------' '----------_ _ ---------------------r-------- T-----------r------- -- 0.4 5 1 18-Feb-2005 ' ---------------------- .-_.------------------------------------ ---------------------- 19-Feb-2005,' 0.18 i i---------------------- ' m' •---------------•i--------- 20-Feb-20051 T i l M 21-Feb-2005; 0.36 ; 0.53 ; 22-Feb-20d5; 0.04 ; ; 0.45-------------------------- 23-Feb-2005 0.54 0.75 24-Feb-20051 T i i 0.00 --L---------------------1-__-------------------L--------------------- 25-Feb-20051 0.02 1 1.51 M 218 ------------------------------------- -�---------------------- •---------------------- F---------=----^------- 1 1 1 --------------------------------------- ----------- ' --------------'---------------'------------ i 1 TOTAL 6.89: 6.891 6.22: 6.22mmmll G:15481001RAINFALL DATA\La Quinta Rainfall DAta RAINFALL GAGE DATA WINTER 2004-2005 THERMAL AND ;NDIO Gr;GES THERMAL RAIN GAGE INDIO RAIN GAGE RAINFALL STORM I RAINFALL STORM AMOUNT TOTAL AMOUNT TOTAL DATE (INCHES) (INCHES) (INCHES) (INCHES) 19-oct-2oa4; 20-Oct-2004; 21-Oct-2004 ---------------- }------ 1 i I i 1 i 1 ___---- ______ ________ _________ _ __________ __ _ T ; ; 0.00 _________________y--____________________,.___-__-_-------- -.--- 0.10 ; 0.00 _-----_ ______}_______ _____ _L_______ _____ 0.06 0.16 0.00 ; 0.00 --__ - -------r---------------------1---------------------- f--------------------- i ! I I [ I 27-Oct-2004; 0.52 ' 2s�opt=z6o4�-o:ai-- _-i.._----_ ------ 21-Nov-20041 0.98 ---------------f--------------------- 22-Nov-2004; 0.01 ------------------------------------ 1.00 ______________________r_____________________. 0.00 1 I ___________________1_______ L---------------------- 0.00 0.99 0.00 a.00 -------------------T----__••_______••_------ r---------------------- _ _ 5-Dec-2004; OM; 0.00 ._^..------------y----------------------L---------------------}___.._.......__•-___--------1•---------------------• 12-Jun- ----- 0--- 0.09 0.00 0.00 .•2_-_-8-_--_D_-_-e_--C_-_-_-2-_d-_-_--0-_-4•--•*+r'--------------------.------ -- T,r---------------------�I ---------0-0 -•_--.__1� •___•__._..__.. -- ----• 021-------- 0.-7--------------------0_0____ 29-Dec-20041 1 g-�i 0.000.0 --------------- - I 1 1 ^ 1 1 1 1 ------------- 3-Jan-20051 0.44 ; 0.60 -^-^-------- ----- -------------- --- -------------- ------------------------------------------------------ 4-Jan-2005; 0.24 0.22 ; ---------------r-----------------r-------------_---__--r--------------------- 7-Jan-2005; 0.50 .---------------*__-______-------------r---------------------4----------------------r-----_---------------• 8-Jan-2005; 0.01 ; ; 0.00 ______....__..i______________________ti_____________________------- 9-Jan^2005� T T 10-Jan-2005; 0.56 M 1 ---------------r---------------_------r-------------------^-i-^_^___^_-__--_-__-___i__^_-^_-----^-------- 11-Jan-2005; 0.04 1.44 ; M 26-Jan-2d051 0.09 ; ; M ___1-----_-_-----__----___L_____________________ J---------------------- L-_-------_--_--------. 27-Jan-2005: 0.02 0.00 ---------------#--------_---------------------a.12------------------ M---------- F-------- -------------. 29-Jan-2005, 0.01 0.00 --r----------------------r---------------------w----------------------r--------------------- I 1 i I I I ! 11-Feb-2005; 1.03 ; 0,87 ----------^-----;---------"------------g---------------------- -------------- 12-Feb-20051 0.09 0.85 13-Feb-20051 0.01 113 M --------------f--------------------- -r---------------------4-------------- 1 1 I i 1 1 ___ 18-Feb-2005; 0.; _ _ 19-Feb-20051' 0_37 18 � m ----- _--------- ---------------------}------------- 20-Feb-20051 T M ------------- ------------ 21-Feb-2005; 0.36 ; ; 0.53 22-Feb-2005; 0.04 23-Feb-2005; 0.54 ; ;0.75 ---- ____ _�--------------^_---_- -_--_----------___-__,-__----------- 24-Feb-20051 T ; ;0.00 ---4-------------- 25-Feb-20051 0.02 151 1 M ---------------+-------------------- -;----------------------------------- 1 - 1 1 .--------------- --------------------------------------------- -------------- 1 I I •--------------->------------------------------------------- i-------------- AL 6.89: 6.89 --------------------- ------1 218 ------r--------------------- I 6.22; 6.22 G:15481001RAINFALL DATAILa Quinta Rainfall DAta THERMAL PAIN GAGE 2004 & 2005 Page] of 7 01/01./04 TRM THERMAL -117 57 / 27 / 0.00 / 01/02/04 TRM THERMAL -11.7 60 / 34 / 0.00 / 01/03/04 TRM THERMAL -117 : 66 / 44 / T / 01/04/04 TRM THERMAL -117 61. / 32 / 0.00 / 01/05/04 TRM THERMAL -117 64 / 25 / 0.00 / 01/06/04 TRM THERMAL -117 62 / 27 / 0.00 / 01./07/04 TRM THERMAL -117 68 / 46 / 0.00 / 01/08/04 TRM THERMAL -117 74 / 32 / 0.00 / 01/09/04 TRM THERMAL -1.1.7 80 / 34 / 0.00 / 01/1.0/04 TRM THERMAL -117 82 / 36 / 0.00 / 01/11/04 TRM THERMAL -1.17 81 / 33 / 0.00 / 01/12/04 TRM THERMAL -117 74 / 35 / 0.00 / 01/13/04 TRM THERMAL -117 82 / 40 / 0.00 / 01/14/04 TRM THERMAL -117 77 / 42 / 0.00 / 01/15/04 TRM THERMAL -117 75 / 36 / 0.00 / 01./16/04 TRM THERMAL -117 76 / 34 / 0.00 / 01/17/04 TRM THERMAL -117 75 / 37 / 0.00 / 01/18/04 TRM THERMAL -1.17 71 / 31 / 0.00 / 01/19/04 TRM THERMAL -117 70 / 48 / 0.01 / 01/20/04 TRM THERMAL -117 68 / 36 / 0.00 / 01/21/04 TRM THERMAL -117 69 / 53 / T / 01/22/04 TRM THERMAL -11.7 70 / 50 / 0.00 / 01/23/04 TRM THERMAL -117 72 / 49 / 0.00 / 01/24/04 TRM THERMAL -117 64 / 33 / 0.00 / 01/25/04 TRM THERMAL -117 71 / 44 / 0.00 / 01/26/04 TRM THERMAL -117 66 / 33 / 0.00 / 01/27/04 TRM THERMAL -117 68 / 34 / 0.00 / 01/28/04 TRM THERMAL -117 73 / 40 / T / 01/29/04 TRM THERMAL -117 73 / 32 / 0.00 / 01/30/04 TRM THERMAL -117 70 / 35 / 0.00 / 01/31/04 TRM THERMAL -117 71 / 45 / 0.00 / 02/01/04 TRM THERMAL -1.17 68 / 32 / 0.00 / 02/02/04 TRM THERMAL -117 67 / 31 / 0.00 / 02/03/04 TRM THERMAL -11.7 68 / 37 / T / 02/04/04 TRM THERMAL -117 70 / 37 / 0.00 / 02/05/04 TRM THERMAL -117 72 / 35 / 0.00 / 02/06/04 TRM THERMAL -117 70 / 33 / 0.00 / 02/07/04 TRM THERMAL -117 73 / 29 / 0.00 / 02/08/04 TRM THERMAL -117 70 / 39 / 0.00 / 02/09/04 TRM THERMAL -117 69 / 29 / 0.00 / 02/10/04 TRM THERMAL -117 70 / 51 / 0.00 / 02/11/04 TRM THERMAL -117 75 / 30 / 0.00 / 02/12/04 TRM THERMAL -117 68 / 34 / 0.00 / 02/13/04 TRM THERMAL -117 69 / 25 / 0.00 / 02/14/04 TRM THERMAL -117 67 / 30 / 0.00 / 02/15/04 TRM THERMAL -117 75 / 31 / 0.00 / 02/16/04 TRM THERMAL -1.17 76 / 44 / 0.00 / 02/17/04 TRM THERMAL -117 80 / 41 / 0.00 / 02/18/04 TRM THERMAL -117 78 / 39 / 0.00 / 02/19/04 TRM THERMAL -117 74 / 50 / T / 02/20/04 TRM THERMAL -117 69 / 54 / T / 02/21/04 TRM THERMAL -117 64 / 45 / 0.02 / 02/22/04 TRM THERMAL -117 59 j 51 / 0.28 / 02/23/04 TRM THERMAL -117 M / M / 0.38 / 02/24/04 TRM THERMAL -117 68 / 40 / 0.00 / 02/25/04 TRM THERMAL -117 67 / 41 / 0.00 / 02/26/04 TRM THERMAL -117 60 / 54 / 0.03 / 02/27/04 TRM THERMAL -117 67 / 52 / 0.00 / 02/28/04 TRM THERMAL -117 70 / 39 / 0.00 / 02/29/04 TRM THERMAL -117 71 / 42 / 0.00 / http://www.wrh.noaa.gov/sgx/obs/rti)/rtp TRM 04 7/23/2007 Page 2 of 7 03/01/04 TRM THERMAL -117 69 / 44 / 3.00 / 03/02/04 TRM THERMAL .-ii7 62 / 51 / T / 03/03/04 TRM THERMAL -117 74 / 51. / 0.11 / 03/04/04 TRM THERMAL -117 73 / 46 / 0.00 / 03/05/04 TRM THERMAL -117 73 / 46 / 0.00 / 03/06/04 TRM THERMAL -117 80 / 45 / 0.00 / 02/07/04 TRM THERMAL -117 89 / 51 / 0.00 / 03/08/04 TRM THERMAL -117 94 / 49 / 0.00 / 03/09/04 TRM THERMAL -117 95 / 53 / 0.00 / 03/10/04 TRM THERMAL -117 94 / 53 / 0.00 / 03/11/04 TRM THERMAL -117 93 / 70 / 0.00 / 03/12/04 TRM THERMAL -117 86 / si / 0.00 / 03/13/04 TRM THERMAL -13.7 87 / 54 / 0.00 / 03/14/04 TRM THERMAL -117 94 / 51 / 0.00 / 03/15/04 TRM THERMAL -117 96 / 52 / 0.00 / 03/16/04 TRM THERMAL -117 96 / 53. / 0.00 / 03/17/04 TRM THERMAL -117 96 / 47 / 0.00 / 03/18/04 TRM THERMAL -117 96 / 50 / 0.00 / 03/19/04 TRM THERMAL -117 92 / 53. / 0.00 / 03/20/04 TRM THERMAL -117 101 / 52 / 0.00 / 03/21/04 TRM THERMAL -117 103 / 57 / 0.00 / 03/22/04 TRM THERMAL -117 97 / 56 / 0.00 / 03/23/04 TRM THERMAL, -117 91 / 57 / 0.00 / 03/24/04 TRM THERMAL -117 87 / 64 / 0.00 / 03/25/04 TRM THERMAL -3.17 87 / 62 / 0.00 / 03/26/04 TRM THERMAL -117 83 / 64 / 0.00 / 03/27/04 TRM THERMAL -3.17 89 / 62 / 0.00 / 03/28/04 TRM THERMAL -117 92 / 50 / 0.00 / 03/29/04 TRM THERMAL -117 95 / 48 / 0.00 / 03/30/04 TRM THERMAL -117 95 / 50 / 0.00 / 03/31/04 TRM THERMAL -117 88 / 50 / 0.00 / 04/01/04 TRM THERMAL -117 80 / 51 / 0.00 / 04/02/04 TRM THERMAL --117 66 / 52 / T / 04/03/04 TRM THERMAL -117 66 / 53 / 0.35 / 04/04/04 TRM THERMAL -117 80 / so / 0.00 / 04/05/04 TRM THERMAL -117 80 / 50 / 0.00 / 04/06/04 TRM THERMAL -12.7 83 / 53 / 0.00 / 04/07/04 TRM THERMAL -117 89 / 61. / 0.00 / 04/08/04 TRM THERMAL -117 86 / 52 / 0.00 / 04/09/04 TRM THERMAL -117 91 / 62 / 0.00 / 04/10/04 TRM THERMAL -117 95 / 61 / 0.00 / 04/11/04 TRM THERMAL -117 90 / 54 / 0.00 / 04/12/04 TRM THERMAL -117 92 / 42 / 0.00 / 04/13/04 TRM THERMAL -117 91 / 49 / 0.00 / 04/14/04 TRM THERMAL -117 89 / 61 / 0.00 / 04/15/04 TRM THERMAL -117 88 / 62 / 0.00 / 04/16/04 TRM THERMAL -117 88 / 63 / 0.00 / 04/17/04 TRM THERMAL -117 79 / 61 / T / 04/18/04 TRM THERMAL -117 77 / 40 / 0.00 / 04/19/04 TRM THERMAL -117 82 / 55 / 0.00 / 04/20/04 TRM THERMAL -117 87 / 62 / 0.00 / 04/21/04 TRM THERMAL -117 91 / 60 / 0.00 / 04/22/04 TRM THERMAL -117 86 / 65 / 0.00 / 04/23/04 TRM THERMAL -117 90 / 61 / 0.00 / 04/24/04 TRM THERMAL -117 95 / 51 / 0.00 / 04/25/04 TRM THERMAL -117 100 / 53 / 0.00 / 04/26/04 TRM THERMAL -117 101 / 60 / 0.00 / 04/27/04 TRM THERMAL -117 103 / 58 / 0.00 / 04/28/04 TRM THERMAL -117 301 / 56 / 0.00 / 04/29/04 TRM THERMAL -117 88 / 65 / 0.00 / littp://www.wi-h.noaa.gov/sgx/obs/rtp/rtp TRM 04 7/23/2007 Page 3 of 7 04/30/04 TRM THERMAL -11.7 91 / 52 / 0.00 / 05/01/04 TRM 'i'HERMAL -117 99 / 53 / 0.00 j 05/02/04 TRM THERMAL -1.1.7 103 / 60 / 0.00 / 05/03/04 TRM THERMAL -117 103 / 57 / 0.00 / 05/04/04 TRM THERMAL -117 102 / 57 / 0.00 / 05/05/04 TRM THERMAL -117 101 / 57 / 0.00 / 05/06/04 TRM THERMAL -117 99 / 55 / 0.00 / 05/07/04 TRM THERMAL -117 101 / 69 / 0.00 / 05/08/04 TRM THERMAL -117 101 / 71. / 0.00 / 05/09/04 TRM THERMAL -117 100 / 73 / 0.00 / 05/10/04 TRM THERMAL -117 97 / 58 / 0.00 / 05/11/04 TRM THERMAL -117 92 / 68 / 0.00 / 05/12/04 TRM THERMAL -117 90 / 64 / 0.00 / 05/13/04 TRM THERMAL -117 97 / 57 / 0.00 / 05/14/04 TRM THERMAL -117 99 / 54 / 0.00 / 05/15/04 TRM THERMAL -117 98 / 58 / 0.00 / 05/16/04 TRM THERMAL -117 96 / 72 / 0.00 / 05/17/04 TRM THERMAL -117 91 / 72 / 0.00 / 05/1.8/04 TRM THERMAL -117 95 / 69 / 0.00 / 05/19/04 TRM THERMAL -117 94 / 70 / 0.00 / 05/20/04 TRM THERMAL -117 92 / 68 / 0.00 / 05/21/04 TRM THERMAL -117 89 / 65 / 0.00 / 05/22/04 TRM THERMAL -117 90 / 65 / 0.00 / 05/23/04 TRM THERMAL -117 91 / 67 / 0.00 / 05/24/04 THE THERMAL -117 92 / 66 / 0.00 / 05/25/04 TRM THERMAL -117 90 / 64 / 0.00 / 05/26/04 TRM THERMAL -1.17 91. / 64 / 0.00 / 05/27/04 TRM THERMAL -117 93 / 66 / 0.00 / 05/28/04 TRM THERMAL -117 96 / 64 / 0.00 / 05/29/04 TRM THERMAL -117 98 / 70 / 0.00 / 05/30/04 TRM THERMAL -117 104 / M / 0.00 / 05/31/04 TRM THERMAL -117 104 / 61 / 0.00 / 06/01/04 TRM THERMAL -1.17 M / M / M / 06/02/04 TRM THERMAL -117 107 / M / 0.00 / 06/03/04 TRM THERMAL -117 103 / 64 / 0.00 / 06/04/04 TRM THERMAL -117 106 / 67 / 0.00 / 06/05/04 TRM THERMAL -11.7 107 / 66 / 0.00 / 06/06/04 TRM THERMAL -117 104 / 64 / 0.00 / 06/07/04 TRM THERMAL -117 100 / 75 / 0.00 / 06/08/04 TRM THERMAL -117 96 / 70 / 0.00 / 06/09/04 TRM THERMAL -117 87 / 68 / 0.00 / 06/10/04 THE THERMAL -117 92 / 66 / 0.00 / 06/11/04 TRM THERMAL -117 99 / 71 / 0.00 / 06/12/04 TRM THERMAL -117 100 / 73 / 0.00 / 06/13/04 TRM THERMAL -117 103 / 67 / 0.00 / 06/14/04 TRM THERMAL -117 103 / 72 / 0.00 / 06/15/04 TRM THERMAL -117 100 / 67 / 0.00 / 06/16/04 TRM THERMAL -117 98 / 64 / 0.00 / 06/17/04 TRM THERMAL -117 100 / 65 / 0.00 / 06/18/04 TRM THERMAL -117 102 / 61 j 0.00 / 06/19/04 TRM THERMAL -117 103 / 73 / 0.00 / 06/20/04 TRM THERMAL -117 104 / 64 / 0.00 / 06/21/04 TRM THERMAL -117 103 / 74 / 0.00 / 06/22/04 TRM THERMAL -117 100 / 64 / 0.00 / 06/23/04 TRM THERMAL -117 102 / 65 / 0.00 / 06/24/04 TRM THERMAL -117 106 / 65 / 0.00 / 06/25/04 TRM THERMAL -117 107 / 70 / 0.00 / -` 06/26/04 TRM THERMAL -117 107 / 66 / 0.00 / 06/27/04 TRM THERMAL -117 104 / 79 / 0.00 / 06/28/04 THE THERMAL -117 100 / 66 / 0.00 / http://www.wrh,noaa.gov/sgx/obs/rtp/rtp TRIM 04 7/23/2007 Page 4 of 7 06/29/04 TRM THERMAL -117 99 / 70 / 0.00 / 06/30/04 TRM THERMAL -117 95 % 66 / 0.00 / 07/01/04 TRM THERMAL-117 99 / 68 / 0.00 / 07/02/04 TRM THERMAL -117 1.03 / 74 / 0.00 / 07/03/04 TRM THERMAL -117 104 / 75 / 0.00 / 07/04/04 TRM THERMAL -117 103 / 67 / 0.00 / 07/05/04 TRM THERMAL -117 105 / 71 / 0.00 / 07/06/04 TRM THERMAL -117 103 / 67 / 0.00 / 07/07/04 TRM THERMAL -117 104 / 75 / 0.00 / 07/08/04 TRM THERMAL -11.7 104 / 72 / 0.00 / 07/09/04 TRM THERMAL .117 105 / 67 / 0.00 / 07/1.0/04 TRM THERMAL -1.1.7 110 / 74 / 0.00 / 07/11/04 TRM THERMAL -117 110 / 77 / 0.00 / 07/12/04 TRM THERMAL -117 112 / 74 / 0.00 / 07/13/04 TRM THERMAL -117 106 / 79 / 0.00 / 07/14/04 TRM THERMAL-117 97 / 81 / 0.00 / 07/15/04 TRM THERMAL -117 106 / 79 / 0.00 / 07/16/04 TRM THERMAL -117 109 / 83 / 0.00 / 07/17/04 TRM THERMAL -1.17 108 / 74 / 0.00 / 07/18/04 TRM THERMAL -117 110 / 83 / 0.00 / 07/19/04 TRM THERMAL -117 111 / 85 / 0.00 / 07/20/04 TRM THERMAL -117 111 / 77 / 0.00 / 07/21/04 TRM THERMAL -117 110 / 88 / 0.00 / 07/22/04 TRM THERMAL -117 110 / 84 / 0.00 / 07/23/04 TRM THERMAL -117 106 / 72 / 0.00 / 07/24/04 TRM THERMAL -1.17 105 / 76 / 0.00 / 07/25/04 TRM THERMAL -117 108 / 80 / 0.00 / 07/26/04 TRM THERMAL -117 105 / 78 / 0.00 / 07/27/04 TRM THERMAL -117 1.13 / 73 / 0.00 / 07/28/04 TRM THERMAL -117 110 / 81 / 0.00 / 07/29/04 TRM THERMAL -117 105 / 66 / 0.00 / 07/30/04 TRM THERMAL -117 106 / 64 / 0.00 / 07/31/04 TRM THERMAL -117 109 / 81 / 0.00 / 08/01/04 TRM THERMAL -117 108 / 80 / 0.00 / 08/02/04 TRM THERMAL -117 104 / 72 / 0.00 / 08/03/04 TRM THERMAL -117 105 / 71 / 0.00 / 08/04/04 TRM THERMAL -117 105 / 69 / 0.00 / 08/05/04 TRM THERMAL -117 104 / 71 / 0.00 / 08/06/04 TRM THERMAL -117 106 / 67 / 0.00 / 08/07/04 TRM THERMAL -117 108 / 68 / 0.00 / 08/08/04 TRM THERMAL -117 114 / 78 / 0.00 / 08/09/04 TRM THERMAL -117 114 / 76 / 0.00 / 08/10/04 TRM THERMAL -117 11.1 / 75 / 0.00 / 08/11/04 TRM THERMAL -117 109 / 76 / 0.00 / 08/12/04 TRM THERMAL -117 107 / 80 / 0.00 / 08/13/04 TRM THERMAL -117 100 / 80 / 0.00 / 08/14/04 TRM THERMAL -117 99 / 79 / 0.00 / 08/15/04 TRM THERMAL -117 106 / 75 / 0.00 / 08/16/04 TRM THERMAL -117 105 / 75 / 0.00 / 08/17/04 TRM THERMAL -117 103 / 76 / 0.00 / 08/1.8/04 TRM THERMAL -117 107 / 71 / 0.00 / 08/19/04 TRM THERMAL -117 104 / 74 / 0.00 / 08/20/04 TRM THERMAL -117 105 / 68 / 0.00 / 08/21/04 TRM THERMAL -117 104 / 70 / 0.00 / 08/22/04 TRM THERMAL -117 102 / 77 / 0.00 / 08/23/04 TRM THERMAL -117 100 / 65 / 0.00 / 08/24/04 TRM THERMAL -117 100 / 58 / 0.00 / 08/25/04 TRM THERMAL -117 99 / 64 / 0.00 / 08/26/04 TRM THERMAL -117 103 / 67 / 0.00 / 08/27/04 TRM THERMAL -117 107 / 69 / 0.00 / litt7x//www.wrh.iioaa.gov/sgx/obs/rtp/rtp TRM 04 7/23/2007 Page 5 of 7 08/28/04 TRM, THERMAL -117 104 / 68 / 0.00 / 08/29/04 TRM THERMAL -117 105 / 66 / 0.00 / 08/30/04 TRM THERMAL -117 : 107 ! 64 / 0.00 / 08/31/04 TRM THERMAL -117 110 / 64 / 0.00 / 09/01/04 TRM THERMAL -117 : 108 / 65 / 0.00 / 09/02/04 TRM THERMAL -117 107 / 64 / 0.00 / 09/03/04 TRM THERMAL --117 103 / 67 / 0.00 / 09/04/04 TRM THERMAL -117 100 / 61 / 0.00 / 09/05/04 TRM THERMAL -117 : 100 / 57 / 0.00 / 09/06/04 TRM THERMAL --117 104 / 59 / 0.00 / 09/07/04 TRM THERMAL -117 110 / 63 / 0.00 / 09/08/04 TRM THERMAL -117 102 / 75 / 0.00 / 09/09/04 TRM THERMAL -117 101 / 79 / T / 09/10/04 TRM THERMAL -117 107 / 77 / T / 09/11/04 TRM THERMAL -117 107 / 80 / T / 09/12/04 TRM THERMAL --117 107 / 74 / 0.69 / 09/13/04 TRM THERMAL -117 103 / 66 / 0.00 / 09/14/04 TRM THERMAL -117 : 99 / 75 / 0.00 / 09/15/04 TRM THERMAL -117 99 / 72 / 0.00 / 09/16/04 TRM THERMAL -117 99 / 68 / 0.00 / 09/17/04 TRM THERMAL -117 98 / 68 / 0.00 / 09/18/04 TRM THERMAL -117 100 / 62 / 0.00 / 09/19/04 TRM THERMAL -117 91 / 66 / 0,00 / 09/20/04 TRM THERMAL -117 87 / 62 / 0,00 / 09/21/04 TRM THERMAL -117 90 / 69 / 0.00 / 09/22/04 TRM THERMAL -117 93 / 56 / 0.00 / 09/23/04 TRM THERMAL -117 98 / 53 / 0.00 / 09/24/04 TRM THERMAL -117 103 / 58 / 0.00 / 09/25/04 TRM THERMAL -117 106 / 65 / 0.00 / 09/26/04 TRM THERMAL -117 100 / 63 / 0.00 / 09/27/04 TRM THERMAL -117 100 / 59 / 0.00 / 09/28/04 TRM THERMAL -117 96 / 55 / 0.00 / 09/29/04 TRM THERMAL -117 91 / 67 / 0.00 / 09/30/04 TRM THERMAL -117 87 / 67 / 0.00 / 10/01/04 TRM THERMAL -117 90 / 63 / 0.00 / 10/02/04 TRM 'THERMAL -117 96 / 57 / 0.00 / 10/03/04 TRM THERMAL -117 98 / 56 / 0.00 / 10/04/04 TRM THERMAL -117 98 / 57 / 0.00 / 10/04/04 TRM THERMAL -117 96 / 56 / 0.00 / 10/05/04 TRM THERMAL -117 99 / 63 / 0.00 / 10/06/04 TRM THERMAL --117 103 / 61 / 0,00 / 10/07/04 TRM THERMAL --117 101 / 60 / 0.00 / 10/08/04 TRM THERMAL -117 103 / 60 / 0.00 / 10/09/04 TRM THERMAL -117 97 / 55 / 0.00 / 10/10/04 TRM THERMAL --117 89 / 68 / 0.00 / 10/11/04 TRM THERMAL -117 95 / 56 / 0.00 / 10/12/04 TRM THERMAL -117 95 / 74 / 0.00 / 10/13/04 TRM THERMAL -117 94 / 56 / 0.00 / 10/14/04 TRM THERMAL -117 95 / 59 / 0.00 / 10/15/04 TRM THERMAL -117 94 / 51 / 0.00 / 10/16/04 TRM THERMAL -117 90 / 56 / 0.00 / 10/17/04 TRM THERMAL -117 83 / 65 / 0.00 / 10/18/04 TRM THERMAL -117 82 / 64 / T / 10/19/04 TRM THERMAL --117 78 / 61 / T / 10/20/04 TRM THERMAL -117 75 / 71 / 0.10 / 10/21/04 TRM THERMAL -117 72 / 58 / 0.06 / 10/22/04 TRM THERMAL -117 75 / 45 / 0.00 / 10/23/04 TRM THERMAL -117 : 75 / 46 / 0.00 / 10/24/04 TRM THERMAL -117 77 / 48 / 0.00 / 10/25/04 TRM THERMAL -117 79 / 50 / 0.00 / http://www.wrh.noaa.Rov/sp,xlobs/rti)/rti) TRM 04 7/23/2007 Page 6 of 7 10/26/04 TRM THERMAL --117 : 75 / 52 / 0.00 / 10/27/04 TRM THERMAL -117 66 / 54 / 0.52 / 10/28/04 TRM THERMAL -117 69 / 50 / 0.01 / 10/29/04 TRM THERMAL -117 73 / 44 / 0.00 / 10/30/04 TRM THERMAL -117 78 / 44 / 0.00 / 10/31/04 TRM THERMAL -117 72 / 46 / 0.00 / 11/01/04 TRM THERMAL -117 73 / 57 / 0.00 / 11/02/04 TRM THERMAL -117 75 / 37 / 0.00 / 11/03/04 TRM THERMAL -117 73 / 38 / 0.00 / 11/04/04 TRM THERMAL -117 74 / 37 / 0.00 / 11/05/04 TRM THERMAL -117 75 / 41 / 0.00 / 11/06/04 TRM THERMAL -117 80 / 45 / 0.00 / 11/07/04 TRM THERMAL -117 74 / 43 / 0.00 / 11/08/04 TRM THERMAL -117 71 / 54 / T / 11/09/04 TRM THERMAL -117 75 / 47 / 0.00 / 11/10/04 TRM THERMAL -117 76 / 46 / 0.00 / 11/11/04 TRM THERMAL -117 74 / 45 / 0.00 / 11/12/04 TRM THERMAL -117 79 / 60 / 0.00 / 11/13/04 TRM THERMAL -117 77 / 48 / T / 11/14/04 TRM THERMAL -117 80 / 49 / 0.00 / 11/15/04 TRM THERMAL -117 78 / 51 / 0.00 / 11/16/04 TRM THERMAL -117 78 / 48 / 0.00 / 11/17/04 TRM THERMAL -117 78 / 49 / 0.00 / 11/18/04 TRM THERMAL -117 84 / 44 / 0.00 / 11/19/04 TRM THERMAL -117 77 / 45 / 0.00 / 11/20/04 TRM THERMAL -117 74 / 45 / 0.00 / 11/21/04 TRM THERMAL -117 63 / 41 / 0.98 / 11/22/04 TRM THERMAL -117 60 / 36 / 0.01 / 11/23/04 TRM THERMAL -117 62 / 37 / 0.00 / 11/24/04 TRM THERMAL -117 67 / 38 / 0.00 / 11/25/04 TRM THERMAL -117 68 / 39 / 0.00 / 11/26/04 TRM THERMAL -117 69 / 42 / 0.00 / 11/27/04 TRM THERMAL -117 68 / 42 / 0.00 / 11/28/04 TRM THERMAL -117 64 / 52 / 0.00 / 11/29/04 TRM THERMAL -117 61 / 46 / 0.00 / 11/30/04 TRM THERMAL -117 60 / 29 / 0.00 / 12/01/04 TRM THERMAL -117 64 / 27 / 0.00 / 12/02/04 TRM THERMAL -117 64 / 31 / 0.00 / 12/03/04 TRM THERMAL -117 68 / 36 / 0.00 / 12/04/04 TRM THERMAL -117 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12/26/04 TRM THERMAL -117 63 / 34 / 0.00 / 12/27/04 TRM THERMAL -117 64 / 44 / 0.00 / 12/28/04 TRM THERMAL -117 : 56 / 53 / 0.21 / 12/29/04 TRM THERMAL -117 68 / 54 / 0.71 / 12/30/04 TRM THERMAL -117 64 / 44 / 0.00 / 12/31/04 TRM THERMAL -117 62 / 39 / 0.00 / htt-o://www.wrh.noaa.iaov/sgx/obs/rti)/rti) TRM 04 7/23/2007 Pagel of 7 01/01/05 TRM THERMAL -117 63 ,I 38 / 0.00 / 01/02/05 TRM THERMAL -117 62 / 37 / 0.00 / 01/03/05 TRM THERMAL -117 54 / 41 / 0.44 / 01/04/05 TRM THERMAL -117 54 / 44 / 0.24 / 01/05/05 TRM THERMAL -117 60 / 34 / 0.00 / 01/06/05 TRM THERMAL -117 60 / 36 / 0.00 / 01/07/05 TRM THERMAL -117 54 / 39 / 0.15 / 01/08/05 TRM THERMAL -117 59 / 52 / 0.01 / 01./09/05 TRM THERMAL -117 62 / 52 / T / 01/10/05 TRM THERMAL -117 64 / 53 / 0.56 / 01/11/05 TRM THERMAL -117 67 / 56 / 0.04 / 01/12/05 TRM THERMAL -117 70 / 44 / 0.00 / 01/13/05 TRM THERMAL -117 65 / 35 / 0.00 / 01/14/05 TRM THERMAL -117 68 / 44 / 0.00 / 01/15/05 TRM THERMAL -117 72 / 36 / 0.00 / 01/16/05 TRM THERMAL 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75 / 59 / 0.00 / 03/03/05 TRM THERMAL .117 75 / 48 / 0.00 / 03/04/05 TRM THERMAL -117 75 / 52 / 0.00 / 03/05/05 TRM THERMAL -117 65 / 51 / 0.01 / 03/06/05 TRM THERMAL -1.17 78 / 48 / T / 03/07/05 TRM THERMAL -2.17 79 / 45 / 0.00 / 03/08/05 TRM THERMAL -117 86 / 47 / 0.00 / 03/09/05 TRM THERMAL -117 93 / 53 / 0.00 / 03/10/05 TRM THERMAL -117 92 / 49 / 0.00 / 03/11/05 TRM THERMAL -117 94 / 53 / 0.00 / 03/12/05 TRM THERMAL -117 90 / 53 / 0.00 / 03/13/05 TRM THERMAL -117 82 / 64 / 0.00 / 03/14/05 TRM THERMAL -117 78 / 60 / 0.00 / 03/1.5/05 TRM THERMAL -117 76 / 39 / 0.00 / 03/16/05 TRM THERMAL -117 78 / 39 / 0.00 / 03/17/05 TRM THERMAL -117 79 / 44 / 0.00 / 03/18/05 TRM THERMAL -117 72 / 63 / 0.00 / 03/19/05 TRM THERMAL -117 70 / 53 / T / 02/20/05 TRM THERMAL -117 77 / 51 / 0.00 / 03/21/05 TRM THERMAL -11.7 81 / 51 / 0.00 / 03/22/05 TRM THERMAL -117 80 / 60 / 0.00 / 03/23/05 TRM THERMAL -117 74 / 57 / T / 03/24/05 TRM THERMAL -117 71 / 51 / 0.00 / 03/25/05 TRM THERMAL -117 76 / 53 / 0.00 / 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THERMAL -11.7 87 / 54 / 0.00 / 04/19/05 TRM THERMAL -117 78 / 56 / 0.00 / 04/20/05 TRM THERMAL -117 83 / 59 / 0.00 / 04/21/05 TRM THERMAL -117 88 / 48 / 0.00 / 04/22/05 TRM THERMAL -117 85 / 55 / 0.00 / 04/23/05 TRM THERMAL -117 81 / 51 / T / 04/24/05 TRM THERMAL -117 81 / 60 / 0.00 / 04/25/05 TRM THERMAL -117 83 / 61 / 0.00 / 04/26/05 TRM THERMAL -117 88 / 57 / 0.00 / -. 04/27/05 TRM THERMAL -117 84 / 62 / 0.00 / 04/28/05 TRM THERMAL -117 77 / 56 / T / 04/29/05 TRM THERMAL -117 85 / 57 / 0.00 / 04/30/05 TRM THERMAL -117 87 / 56 / 0.00 / littu://www.wrli.i)oaa.Rov/sex/obs/rtu/rto TRM 05 7/23/2007 Pa-e 3 of 7 05/01/05 TRM THERMAL -117 91 / 67 / 0.00 / 05/02/05 TRM THERMAL -11'/ 91 % 67 / 0.00 / 05/03/05 TRM THERMAL -117 95 / 66 / 0.00 / 05/04/05 TRM THERMAL -117 92 / 64 / 0.00 / 05/05/05 TRM THERMAL -117 87 / 65 / 0.00 / 05/06/05 TRM THERMAL -117 79 / 63 / 0.00 / 05/07/05 TRM THERMAL -117 83 / 60 / 0.00 / 05/08/05 TRM THERMAL -117 86 / 63 / 0.00 / 05/09/05 TRM THERMAL -1.1.7 88 / 64 / 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/ 0.00 / 06/02/05 TRM THERMAL -117 93 / 70 / 0.00 / 06/03/05 TRM THERMAL -117 99 / 69 / 0.00 / 06/04/05 TRM THERMAL -117 97 / 69 / 0.00 / 06/05/05 TRM THERMAL -117 94 / 69 / 0.00 / 06/06/05 TRM THERMAL -117 93 / 69 / 0.00 / 06/07/05 TRM THERMAL -11.7 93 / 67 / 0.00 / 06/08/05 TRM THERMAL -117 96 / 68 / 0.00 / 06/09/05 TRM THERMAL -117 92 / 67 / 0.00 / 06/10/05 TRM THERMAL -117 100 / 71 / 0.00 / 06/11/05 TRM THERMAL -117 98 / 71 / 0.00 / 06/12/05 TRM THERMAL -117 94 / 62 / 0.00 / 06/13/05 TRM THERMAL -117 101 / 63 / 0.00 / 06/14/05 TRM THERMAL -117 104 / 63 / 0.00 / 06/15/05 TRM THERMAL -117 100 / 65 / 0.00 / 06/16/05 TRM THERMAL -117 102 / 64 / 0.00 / 06/17/05 TRM THERMAL -117 97 / 72 / 0.00 / 06/18/05 TRM THERMAL -117 96 / 66 / 0.00 / 06/19/05 TRM THERMAL -117 101 / 56 / 0.00 / 06/20/05 TRM THERMAL -117 108 / 66 / 0.00 / 06/21/05 TRM THERMAL -117 111 / 76 / 0.00 / 06/22/05 TRM THERMAL -117 111 / 76 / 0.00 / 06/23/05 TRM THERMAL -117 106 / 70 / 0.00 / 06/24/05 TRM THERMAL -117 105 / 62 / 0.00 / 06/25/O5 TRM THERMAL -117 102 / 70 / 0.00 / 06/26/05 TRM THERMAL -117 102 / 71 / 0.00 / 06/27/05 TRM THERMAL -117 103 / 67 / 0.00 / 06/28/05 TRM THERMAL -117 103 / 66 / 0.00 / 06/29/05 TRM THERMAL -117 107 / 76 / 0.00 / bttp://www.wrii.iioaa.�'Yov/six/obs/i-tuh-tp TRM 05 7/23/2007 Page 4 of 06/30/05 TRM THERMAL -117 111. / 80 / 0.00 07/01./05 TRM THERMAL -117 108 / 81 / 0.00 07/02/05 TRM THERMAL -117 106 / 70 / 0.00 07/03/05 TRM THERMAL -1.17 108 / 74 / 0.00 07/04/05 TRM THERMAL -117 109 / 66 / 0.00 07/05/05 TRM THERMAL -117 108 / 69 / 0.00 07/06/05 TRM THERMAL -117 106 / 77 / 0.00 07/07/05 TRM THERMAL -117 105 / 70 / 0.00 07/08/05 TRM THERMAL -11.7 3.06 / 72 / 0.00 07/09/05 TRM THERMAL -117 106 / 77 / 0.00 07/10/05 TRM THERMAL -11.7 104 / 80 / 0.00 07/11/05 TRM THERMAL -117 109 / 71 / 0.00 07/12/05 TRM THERMAL -117 112 / 70 / 0.00 07/13/05 TRM THERMAL -117 13.7 / 88 / 0.00 07/14/05 TRM THERMAL -117 104 / 73 / 0.00 07/15/05 TRM THERMAL -117 110 / 73 / 0.00 07/16/05 TRM THERMAL -117 114 / 72 / 0.00 07/17/05 TRM THERMAL -117 121 / 76 / 0.00 07/18/05 TRM THERMAL -117 115 / 86 / 0.00 07/19/05 TRM THERMAL -117 108 / 83 / 0.00 07/20/05 TRM THERMAL -117 105 / 84 / 0.00 07/21/05 TRM THERMAL -117 111. / 82 / 0.00 07/22/05 TRM THERMAL -117 112 / 86 / 0.00 07/23/05 TRM THERMAL -1.1.7 102 / 84 / T 07/24/05 TRM THERMAL -117 102 / 83 / T 07/25/05 TRM THERMAL -117 104 / 80 / 0.00 07/26/05 TRM THERMAL -117 108 / 82 / 0.00 07/27/05 TRM THERMAL -117 13.1 / 79 / 0.00 07/28/05 TRM THERMAL -117 109 / 80 / 0.00 07/29/05 TRM THERMAL -11.7 1.03 / 85 / 0.00 07/30/05 TRM THERMAL -117 105 / 82 / 0.00 07/31/05 TRM THERMAL -117 103 / 81 / 0.00 08/01/05 TRM THERMAL -117 104 / 81 / 0.00 08/02/05 TRM THERMAL -117 101 / 81 / T 08/03/05 TRM THERMAL -11.7 1.01. / 80 / T 08/04/05 TRM THERMAL -117 106 / 74 / 0.00 08/05/05 TRM THERMAL -117 107 / M / 0.00 08/06/05 TRM THERMAL -117 108 / 80 / 0.00 08/07/05 TRM THERMAL -117 106 / 84 / 0.00 08/08/05 TRM THERMAL -117 100 / 80 / T 08/09/05 TRM THERMAL -117 92 / 82 / 0.00 08/1.0/05 TRM THERMAL -117 97 / 77 / 0.00 08/11/05 TRM THERMAL -117 103 / 82 / 0.00 08/12/05 TRM THERMAL -117 103 / 81 / 0.00 08/13/05 TRM THERMAL -117 102 / 79 / 0.00 08/14/05 TRM THERMAL -117 101 / 75 / 0.00 08/1.5/05 TRM THERMAL -117 101 / 78 / 0.00 08/16/05 TRM THERMAL -117 100 / 68 / 0.00 08/17/05 TRM THERMAL -117 101 / 68 / 0.00 08/18/05 TRM THERMAL -117 103 / 69 / 0.00 08/19/05 TRM THERMAL -117 103 / 70 / 0.00 08/20/05 TRM THERMAL -117 107 / 78 / 0.00 08/21/05 TRM THERMAL -117 113 / 81 / 0.00 08/22/05 TRM THERMAL -117 112 / 78 / 0.00 08/23/05 TRM THERMAL -11.7 101 / 78 / 0.00 08/24/05 TRM THERMAL -117 103 / 77 / 0.00 08/25/05 TRM THERMAL -117 106 / 74 / 0.00 08/26/05 TRM THERMAL -117 111 / 88 / 0.00 08/27/05 TRM THERMAL .-117 116 / 88 / 0.00 08/28/05 TRM THERMAL -117 111 / 75 / 0.00 http://www.wrh.iioaa.gov/sgx/obs/rtp/rtp TRM 05 7/23/2007 Page 5 of 7 08/29/05 TRM THERMAL -117 114 / 71 / 0.00 / 08/30/05 TRM THERMAL -117 110 / 74 / 0.00 / 08/31/05 TRM THERMAL -117 105 / 67 / 0.00 / 09/01/05 TRM THERMAL -117 106 / 74 / 0.00 / 09/02/05 TRM THERMAL -117 102 / 69 / 0.00 / 09/03/05 TRM THERMAL -117 104 / 68 / 0.00 / 09/04/05 TRM THERMAL -117 103 / 75 / 0.00 / 09/05/05 TRM THERMAL -117 106 / 63 / 0.00 / 09/06/05 TRM THERMAL -117 105 / 62 / 0.00 / 09/07/05 TRM THERMAL -117 107 / 64 / 0.00 / 09/08/05 TRM THERMAL -117 106 / 71 / 0.00 / 09/09/05 TRM THERMAL -117 98 / 68 / 0.00 / 09/10/05 TRM THERMAL -117 93 / 69 / 0.00 / 09/11/05 TRM THERMAL -117 93 / 68 / 0.00 / 09/12/05 TRM THERMAL -117 94 / 68 / 0.00 / 09/13/05 TRM THERMAL -117 93 / 67 / 0.00 / 09/14/05 TRM THERMAL -1.17 96 / 68 / 0.00 / 09/15/05 TRM THERMAL -117 97 / 58 / 0.00 / 0911610S TRM THERMAL -117 97 / 65 / 0.00 / 09/17/05 TRM THERMAL -117 96 / 62 / 0.00 / 09/18/05 TRM THERMAL -117 96 / 57 / 0.00 / 09/1.9/05 TRM THERMAL -1.17 98 / 59 / 0.00 / 09/20/05 TRM THERMAL -117 85 / 79 / T / 09/21/05 TRM THERMAL -117 M / M / M / 09/22/05 TRM THERMAL -117 M / M / M / 09/23/05 TRM THERMAL -117 M / M / M / 09/24/05 TRM THERMAL -11.7 101 / 67 / 0.00 / 09/25/05 TRM THERMAL -117 98 / 58 / 0.00 / 09/26/05 TRM THERMAL -1.17 101 / 57 / 0.00 / 09/27/05 TRM THERMAL -117 106 / 77 / 0.00 / 09/28/OS TRM THERMAL -117 102 / 70 / 0.00 / 09/29/05 TRM THERMAL -117 103 / 66 / 0.00 / 09/30/05 TRM THERMAL -117 1.01 / 60 / 0.00 / 10/01/05 TRM THERMAL -117 101 / 64 / 0.00 / 10/02/05 TRM THERMAL -117 97 / 62 / 0.00 / 10/03/05 TRM THERMAL -117 95 / 56 / 0.00 / 10/04/05 TRM THERMAL -117 93 / 63 / 0.00 / 10/05/05 TRM THERMAL -117 93 / 66 / 0.00 / 10/06/05 TRM THERMAL -117 98 / 58 / 0.00 / 10/07/05 TRM THERMAL -117 97 / 51 / 0.00 / 10/08/05 TRM THERMAL -117 95 / 58 / 0.00 / 10/09/05 TRM THERMAL -117 95 / 67 / 0.00 / 10/10/05 TRM THERMAL -117 90 / 67 / 0.00 / 10/1.1/05 TRM THERMAL -117 92 / 50 / 0.00 / 10/12/05 TRM THERMAL -117 95 / 60 / 0.00 / 10/13/05 TRM THERMAL -117 100 / 59 / 0.00 / 10/14/05 TRM THERMAL -117 98 / 54 / 0.00 / 10/15/05 TRM THERMAL -117 93 / 52 / 0.00 / 10/16/05 TRM THERMAL -117 74 / 60 / 0.05 / 10/17/05 TRM THERMAL -117 73 / 63 / 0.79 / 10/18/05 TRM THERMAL -117 76 / 57 / 1.24 / 1.0/19/05 TRM THERMAL -117 80 / 56 / 0.00 / 10/20/05 TRM THERMAL -117 85 / 57 / 0.00 / 10/21/05 TRM THERMAL -117 91 / 58 / 0.00 / 10/22/05 TRM THERMAL -117 90 / 65 / 0.00 / 10/23/05 TRM THERMAL -117 90 / 59 / 0.00 / 10/24/05 TRM THERMAL -117 89 / 60 / 0.00 / 10/25/05 TRM THERMAL -117 82 / 66 / 0.00 / 10/26/05 TRM THERMAL -117 86 / 64 / 0.00 / 10/27/05 TRM THERMAL -117 82 / 56 / 0.00 / htto://www.wrl3.uoaa.aov/sex/obs/rti)/rti) TRM 05 7/23/2007 Page 6 of 7 10/28/05 TRM THERMAL -117 84 / 68 / 0.00 / 10/29/05 TRM THERMAL -ti7 84 / 59 / 0.00 / 10/30/05 TRM THERMAL -1.17 87 / 51 / 0.00 / 10/31/05 TRM THERMAL -1.17 91 / 53 / 0.00 / 11/01/05 TRM THERMAL -117 90 / 51. / 0.00 / 11/02/05 TRM THERMAL -117 82 / 49 / 0.00 / 11/03/05 TRM THERMAL -117 84 / 58 / 0.00 / 11/04/05 TRM THERMAL -117 83 / 57 / 0.00 / 11/05/05 TRM THERMAL -117 84 / 51 / 0.00 / 11/06/05 TRM THERMAL -117 81 / 47 / 0.00 / 11/07/05 TRM THERMAL -117 81 / 54 / 0.00 / 11/08/05 TRM THERMAL -117 81 / 51 / 0.00 / 11/09/05 TRM THERMAL -11.7 76 / 63 / 0.00 / 11/10/05 TRM THERMAL -117 80 / 53 / 0.00 / 11/11/05 TRM THERMAL -117 76 / 58 / 0.00 / 11/12/05 TRM THERMAL -117 82 / 47 / 0.00 / 11/13/05 TRM THERMAL -117 87 / 47 / 0.00 / 11/14/05 TRM THERMAL -117 86 / 48 / 0.00 / 11/15/05 TRM THERMAL -117 85 / 53 / 0.00 / 11/16/05 TRM THERMAL -1.17 82 / 44 / 0.00 / 11/17/05 TRM THERMAL -117 87 / 43 / 0.00 / 1.1./18/05 TRM THERMAL -117 83 / 46 / 0.00 / 11/19/05 TRM THERMAL -11.7 82 / 37 / 0.00 / 11/20/05 TRM THERMAL -117 84 / 45 / 0.00 / 11/21/05 TRM THERMAL -117 85 / 43 / 0.00 / 11/22/05 TRM THERMAL -1.17 81 / 43 / 0.00 / 11/23/05 TRM THERMAL -117 73 / 50 / 0.00 / 11/24/05 TRM THERMAL -117 86 / 49 / 0.00 / 11./25/05 TRM THERMAL -117 81 / 46 / 0.00 / 11/26/05 TRM THERMAL -117 78 / 50 / 0.00 / 11/27/05 TRM THERMAL -117 69 / 40 / 0.00 / 11/28/05 TRM THERMAL -11.7 67 / 32 / 0.00 / 11/29/05 TRM THERMAL -117 67 / 36 / 0.00 / 11/30/05 TRM THERMAL -117 75 / 36 / 0.00 / 12/01/05 TRM THERMAL -117 72 / 39 / 0.00 / 12/02/05 TRM THERMAL -11.7 73 / 40 / 0.00 / 12/03/05 TRM THERMAL -117 75 / 45 / 0.00 / 12/04/05 TRM THERMAL -117 67 / 47 / 0.00 / 12/05/05 TRM THERMAL -117 70 / 29 / 0.00 / 12/06/05 TRM THERMAL -117 74 / 29 / 0.00 / 12/07/05 TRM THERMAL .-117 71 / 30 / 0.00 / 12/08/05 TRM THERMAL -117 68 / 36 / 0.00 / 12/09/05 TRM THERMAL -117 73 / 52 / 0.00 / 12/10/05 TRM THERMAL -117 73 / 38 / 0.00 / 12/11/05 TRM THERMAL -117 73 / 34 / 0.00 / 12/12/05 TRM THERMAL -117 69 / 37 / 0.00 / 12/13/05 TRM THERMAL -117 68 / 35 / 0.00 / 12/14/05 TRM THERMAL -117 76 / 39 / 0.00 / 12/15/05 TRM THERMAL -117 70 / 34 / 0.00 / 12/16/05 TRM THERMAL -117 67 / 26 / 0.00 / 12/17/05 TRM THERMAL -117 59 / 33 / 0.00 / 12/18/05 TRM THERMAL -117 61 / 37 / 0.00 / 12/19/05 TRM THERMAL -117 72 / 38 / 0.00 / 12/20/05 TRM THERMAL -117 76 / 41 / 0.00 / 12/21/05 TRM THERMAL -117 79 / 47 / 0.00 / 12/22/05 TRM THERMAL -117 78 / 45 / 0.00 / b 12/23/05 TRM THERMAL -117 81 / 49 / 0.00 / 12/24/05 TRM THERMAL -117 85 / 51 / 0.00 / 12/25/05 TRM THERMAL -117 76 / 42 / 0.00 / 12/26/05 TRM THERMAL -117 77 / 48 / 0.00 / litt»://www.wrh.noaa.gov/s,gx/obs/i-tp/rtp TRM 05 7/23/2007 Page 7 of 7 12/27/05 TRM THERMAL -117 76 / 43 / 0.00 / 12/28/05 TRM THERMAL -117 72 / 41 / 0.00 % 12/29/OS TRM THERMAL -117 75 / 39 / 0.00 / 12/30/05 TRM THERMAL -117 72 / 40 / 0.00 / 12/31/05 TRM THERMAL -117 68 / 41 / 0.00 / ]lttp://www.wrli.noaa.gov/sgx/obs/i-tp/rtp TRM 05 7/23/2007 INDIO RAIN GAGE 2004 & 2005 Page] of 7 01/01/04 IDOCI: * INDIO -21 61 / 37 / 0.00 / 01/02/04 IDOCl: * INDIO -21 61 / 39 / 0.00 / 01/03/04 IDOC1: * INDIO -21. 65 / 52 / 0.00 / ' 01/04/04 IDOCI: * INDIO -21 63 / 43 / 0.00 / 01./05/04 IDOCl: * INDIO -21. 65 / 36 / 0.00 / 01/06/04 IDOCI.: * INDIO -21 65 / 36 / 0.00 / 01/07/04 IDOCI.: * INDIO -21. M / M / M / 01/08/04 IDOCI: * INDIO -21 76 / 48 / 0.00 / 01/09/04 IDOCI: * INDIO -21 N / M / M / 01/10/04 IDOC1: * INDIO -21 M / M / M / 01/11/04 IDOC1: * INDIO -21 82 / 40 / 0.00 / 01/12/04 IDOC1: * INDIO -21 78 / 49 / 0.00 / 01/13/04 IDOCI: * INDIO -21 84 / 47 / 0.00 / 01/14/04 IDOCI: * INDIO -21 83 / 47 / 0.00 / 01/15/04 IDOC1: * INDIO -21 M / M / M / 01/16/04 IDOC1: * INDIO -21 80 / 45 / 0.00 / 01/17/04 IDOCI: * INDIO -21 M / M / M / 01/18/04 IDOC1: * INDIO -21 74 / 43 / 0.00 / 01/19/04 IDOC1: * INDIO -21 70 / 53 / 0.00 / 01/20/04 IDOC1: * INDIO -21 68 / 46 / 0.00 / 01/21/04 IDOC1: * INDIO -21 68 / 52 / 0.00 / 01/22/04 IDOC1: * INDIO -21 71 / 53 / 0.00 / 01/23/04 IDOC1.: * INDIO -21 M / M / M / 01/24/04 IDOC1: * INDIO -21 M / 43 / 0.00 / 01/25/04 IDOC1: * INDIO -21 69 / 50 / 0.00 / 01/26/04 IDOCI: * INDIO -21 M / 44 / 0.00 / 01/27/04 IDOC1: * INDIO -21 69 / 43 / 0.00 / 01/28/04 IDOC1: * INDIO -21 M / M / M / 01/29/04 IDOC1: * INDIO -21 74 / 44 / 0.00 / 01/30/04 IDOC1: * INDIO -21 74 / 44 / 0.00 / 01/31/04 IDOC1: * INDIO -21 70 / 55 / 0.00 / 02/01/04 IDOC1: * INDIO -21 70 / 44 / 0.00 / 02/02/04 IDOC1: * INDIO -21 68 / 44 / 0.00 / 02/03/04 IDOCI.: * INDIO -21 68 / 44 / 0.00 / 02/04/04 IDOC1: * INDIO -21 69 / 44 / 0.00 / 02/05/04 IDOCI: * INDIO -21 70 / 47 / 0.00 / 02/06/04 IDOC1: * INDIO -27. 70 / 47 / 0.00 / 02/07/04 IDOC1: * INDIO -21 74 / 41 / 0.00 / 02/08/04 IDOC1: * INDIO -21. 69 / 52 / 0.00 / 02/09/04 IDOC1: * INDIO -21 69 / 41 / 0.00 / 02/10/04 IDOC1: * INDIO -21 69 / 52 / 0.00 / 02/11/04 IDOC1: * INDIO -21. 78 / 43 / 0.00 / 02/12/04 IDOC1: * INDIO -21 M / M / M / 02/13/04 IDOC1: * INDIO -21 74 / 37 / 0.00 / 02/14/04 IDOC1: * INDIO -21 68 / 41 / 0.00 / 02/15/04 IDOC1: * INDIO -21 76 / 42 / 0.00 / 02/16/04 IDOC1: * INDIO -21 77 / 51 / 0.00 / 02/17/04 IDOC1: * INDIO -21 79 / 51 / 0.00 / 02/18/04 IDOCI.: * INDIO -21 M / M / M / 02/19/04 IDOC1: * INDIO -21 M / M / M / 02/20/04 IDOC1: * INDIO -21 M / 49 / 0.00 / 02/21/04 IDOCI: * INDIO -21 63 / 51 / 0.10 / 02/22/04 IDOC1: * INDIO -21 61 / 50 / 0.20 / 02/23/04 IDOC1: * INDIO -21 M / M / M / 02/24/04 IDOC1: * INDIO -21 M / M / M / 02/25/04 IDOC1: * INDIO -21 M / M / M / i 02/26/04 IDOC1: * INDIO -21 71 / 47 / 0.25 / 02/27/04 IDOC1: * INDIO -21 67 / 53 / 0.00 / 02/28/04 IDOCI: * INDIO -21 M / M / M / 02/29/04 IDOC1: * INDIO -21 72 / 50 / 0.00 / httD://www.wrh.noaa.�zov/sax/obs/rtt)/i-to IND 04 7/23/2007 Page 2 of 7 03/01/04 IDOC1: * INDIO -21 7, / 51. / 0.00 / 03/02/04 1DOC1: * INDIO -21 65 / 50 / M / 03/03/04 IDOC1: * INDTO -23 75 / 52 / 0.00 / 03/04/04 TDOC1: * INDIO -21. 75 / 51 / 0.00 / 03/05/04 IDOC1: * INDIO -21 75 / 51 / 0.00 / 03/06/04 IDOCI: * INDIO -21 M / M / M / 03/07/04 IDOC1: * INDIO -21 89 / 52 / 0.00 / 03/08/04 IDOC1: * INDIO -21 94 / 68 / 0.00 / 03/09/04 IDOC1: * INDIO -21 96 / 64 / 0.00 / 03/10/04 IDOCI: * INDIO -21 96 / 63 / 0.00 / 03/11/04 IDOC1: * INDIO .-21 96 / 63 / 0.00 / 03/12/04 IDOC1: * INDIO -21 89 / 62 / 0.00 / 03/13/04 IDOC1: * INDIO -21 89 / 61 / 0.00 / 03/14/04 IDOC1: * INDIO -21 95 / 61 / 0.00 / 03/15/04 IDOC1-: * INDIO -21 95 / 62 / 0.00 / 03/16/04 IDOC1: * INDIO -21 96 / 62 / 0.00 / 03/17/04 IDOC1: * INDIO -21 97 / 61 / 0.00 / 03/18/04 IDOC1: *' INDIO -21 96 / 61 / 0.00 / 03/19/04 IDOC1: * INDIO -21 93 / 64 / 0.00 / 03/20/04 IDOC1: * INDIO -21 100 / 63 / 0.00 / 03/21/04 IDOC1: * INDIO -21 101 / 66 / 0.00 / 03/22/04 IDOC1: * INDIO -21. 101 / 69 / 0.00 / 03/23/04 IDOC1: * INDIO -21 M / M / M / 03/24/04 IDOC1: * INDJ:O -21 M / 65 / 0.00 / 03/25/04 IDOC1: * INDIO -21 89 / 64 / 0.00 / 03/26/04 IDOC1: * INDIO -21 M / M / M / 03/27/04 IDOC1: * INDIO -21 89 / 65 / 0.00 / 03/28/04 IDOC1: * INDIO -21 92 / 60 / 0.00 / 03/29/04 IDOC1: * INDIO -21 95 / 61 / 0.00 / 03/30/04 IDOC1: * INDIO -21 95 / 61 / 0.00 / 03/31/04 IDOC1: * INDIO -21 M / 61 / 0.00 / 04/01/04 IDOC1: * INDIO -21 M / M / M / 04/02/04 IDOC1: * INDIO -21 M / 58 / M / 04/03/04 IDOCI: * INDIO -21 68 / 56 / 0.11 / 04/04/04 IDOC1: * INDIO -21 82 / 53 / 0.00 / 04/05/04 IDOC1: * INDIO -21 83 / 63 / 0-00 / 04/06/04 IDOC1: * INDIO -21 M / M / M / 04/07/04 IDOC1: * INDIO -21 M / M / M / 04/08/04 IDOC1: * INDIO -21 90 / 62 / 0.00 / 04/09/04 IDOC1: * INDIO -21 92 / 62 / 0.00 / 04/10/04 IDOC1: * INDIO -21 94 / 62 / 0.00 / 04/11/04 IDOC1: * INDIO -21 93 / 62 / 0.00 / 04/12/04 IDOCI: * INDIO -21 91 / 58 / 0.00 / 04/13/04 IDOC1: * INDIO -21 92 / 67 / 0.00 / 04/14/04 IDOC1: * INDIO -21 M / M / M / 04/15/04 IDOC1: * INDIO -21 91 / 65 / 0.00 / 04/16/04 IDOC1: * INDIO -21 M / M / M / 04/1.7/04 IDOC1: * INDIO -21 M / M / M / 04/18/04 IDOCI: * INDIO -21 M / 54 / M / 04/19/04 IDOC1: * INDIO -21 80 / 60 / 0.00 / 04/20/04 IDOC1: * INDIO .-21 88 / 61 / 0.00 / 04/21/04 IDOC1: * INDIO -21 88 / 65 / 0.00 / 04/22/04 IDOC1: * INDIO -21 88 / 64 / 0.00 / 04/23/04 IDOC1: * INDIO -21 M / M / M / 04/24/04 IDOC1: * INDIO -21 95 / 64 / 0.00 / 04/25/04 IDOC1: * INDIO -21 100 / 68 / 0.00 / 04/26/04 IDOC1: * INDIO -21 102 / 69 / 0.00 / 04/27/04 IDOC1: * INDIO -21 104 / 68 / 0.00 / 04/28/04 IDOC1: * INDIO -21 M / M / M / 04/29/04 TDOC1: * INDIO -21 M / M / M / http://www,wrh.noaa.gov/sgx/obs/•tp/rq1 IND 04 7/23/2007 Page 3 of 7 04/30/04 IDOC1: * INDIO -21 M / M / M / 05/01/04 IDOC1: * INDIO -21 99 / 64 % 0.00 / 05/02/04 IDOCI: * INDIO -21 103 / 78 / 0.00 / 05/03/04 IDOCI: * INDIO -21 105 / 68 ! 0.00 / 05/04/04 IDOC1: * INDIO -21 104 / M / 0.00 / 05/05/04 IDOC1: '* INDIO -21 105 / M / 0.00 / 05/06/04 IDOC1: * INDIO -21 102 / 70 / 0.00 / 05/07/04 IDOC1: * INDIO -21 100 / 75 / 0.00 / 05/08/04 IDOC1: * INDIO -21 101 / 75 / 0.00 / 05/09/04 IDOC1: * INDIO -21 102 / 75 / 0.00 / 05/10/04 IDOCI: * INDIO -21. M / M / M / 05/11./04 IDOC1: * INDIO -21 M / 68 / 0.00 / 05/12/04 IDOC1: * INDIO -21 M / 64 / 0.00 / 05/13/04 IDOC1: * INDIO -21 M / M / M / 05/14/04 IDOC1: * INDIO -21 102 / 65 / 0.00 / 05/15/04 IDOC1: * INDIO -21. M / M / M / 05/16/04 IDOC1: * INDIO -21 M / M / M / 05/17/04 IDOCI: * INDIO -21 M / M / M / 05/18/04 IDOCI: * INDIO -21 94 / 70 / 0.00 / 05/19/04 IDOC1: * INDIO -21 95 / 70 / 0.00 / 05/20/04 IDOC1: * INDIO -21 95 / 68 / 0.00 / 05/21/04 IDOCl: * INDIO -21 M / M / M / 05/22/04 IDOC1: * INDIO -21 M / M / M / 05/23/04 IDOCI: * INDIO -21 M / M / M / 05/24/04 IDOC1: * INDIO -21 91 / 65 / 0.00 / 05/25/04 IDOC1: * INDIO -21 91 / 65 / 0.00 / 05/26/04 IDOC1: * INDIO -21. 89 / 64 / 0.00 / 05/27/04 IDOC1: * INDIO -21 96 / 68 / 0.00 / 05/28/04 IDOC1: * INDIO -21. M / M / M / +. 05/29/04 IDOC1: * INDIO -21 95 / 61 / 0.00 / 05/30/04 IDOCI: * INDIO -21 104 / 68 / 0.00 / 05/31/04 IDOC1: * INDIO -21 104 / 67 / 0.00 / 06/01/04 IDOC1: * INDIO -21 105 / 67 / 0.00 / 06/02/04 IDOC1: * INDIO -21 M / M / M / 06/03/04 IDOC1: * INDIO -21 104 / 73 / 0.00 / 06/04/04 IDOC1: * INDIO -21 106 / 79 / 0.00 / 06/05/04 IDOC1: * INDIO -21 107 / 82 / 0.00 / 06/06/04 IDOC1: * INDIO -21 108 / 80 / 0.00 / 06/07/04 IDOCI: * INDIO -21 1.09 / 76 / 0.00 / 06/08/04 IDOC1: * INDIO -21 M / M / M / 06/09/04 IDOC1: * INDIO -21 85 / M / 0.00 / 06/10/04 IDOC1: * INDIO -21. 93 / 66 / 0.00 / 06/11/04 IDOC1: * INDIO -21 99 / 72 / 0.00 / 06/12/04 IDOC1: * INDIO -21 100 / 75 / 0.00 / 06/13/04 IDOC1: * INDIO -21 103 / 75 / 0.00 / 06/14/04 IDOC1: * INDIO -21 103 / 75 / 0.00 / 06/15/04 IDOC1: * INDIO -21 M / M / M / 06/16/04 IDOC1: * INDIO -21 102 / 76 / 0.00 / 06/1.7/04 IDOCI: * INDIO -21 M / M M / 06/18/04 IDOC1: * INDIO -21 103 / 73 / 0.00 / 06/19/04 IDOC1: * INDIO -21 103 / 75 / 0.00 / 06/20/04 IDOC1: * INDIO -21 104 / 75 / 0.00 / 06/21/04 IDOC1: * INDIO -21 104 / 77 / 0.00 / 06/22/04 IDOC1: * INDIO -21 M / M / M / 06/23/04 IDOC1: * INDIO -21 105 / 73 / 0.00 / 06/24/04 IDOC1: * INDIO -21 108 / 78 / 0.00 / 06/25/04 IDOCI: * INDIO -21 107 / 78 / 0.00 / 06/26/04 IDOC1: * INDIO -21 1.07 / 81 / 0.00 / 06/27/04 IDOCI: * INDIO -21 107 / 80 / 0.00 / 06/28/04 IDOC1.: * INDIO -21 107 / 75 / 0.00 / llttn:/hwAN,w.wrll.iioaa.2ov/s<>x/obs/rtn/rtD IND 04 7/23/2007 Page 4 of 7 06/29/04 IDOCI: * INDIO -21 M / M / M / 06/30/04 IDOC1: * INDIO -21 M / M / M / 07/01/04 IDOCI: * INDIO -21 98 / 76 / 0.00 / 07/02/04 IDOCI: * INDIO -21 1.02 / 76 / 0.00 / 07/03/04 IDOC1: * INDIO -21 103 / 76 / 0.00 / 07/04/04 IDOC1: * INDIO -21 104 / 76 / 0.00 / 07/05/04 IDOC1: * INDIO -21 105 / 78 / 0.00 / 07/06/04 IDOCI: * INDIO -21. 106 / 79 / 0.00 / 07/07/04 IDOC1: * INDIO -21 106 / 83 / 0.00 / 07/08/04 IDOC1: * INDIO -21 106 / 81 / 0.00 / 07/09/04 IDOCI: * INDIO -21 105 / 79 / 0.00 / 07/10/04 IDOCI: * INDIO -21 108 / 81 / 0.00 / 07/11/04 IDOCI: * INDIO -21 M / M / M / 07/12/04 IDOC1: * INDIO -21 111 / 84 / 0.00 / 07/13/04 IDOC1: * INDIO -21 111 / 84 / 0.00 / 07/14/04 IDOC1: * INDIO -21 M / M / M / 07/15/04 IDOC1: * INDIO -21 M / M / M / 07/16/04 IDOC1: * INDIO -21 M / M / M / 07/17/04 IDOCI: * INDIO -21 M / M / M / 07/18/04 IDOC1: * INDIO -21 110 / 86 / 0.00 / 07/19/04 IDOC1: * INDIO -21 111 / 88 / 0.00 / 07/20/04 IDOCI: * INDIO -21 111 / M / 0.00 / 07/21/04 IDOCl: * INDIO -21 ill / 89 / 0.00 / 07/22/04 IDOC1: * INDIO -21 Ill / 86 / 0.00 / 07/23/04 IDOC1: * INDIO -21 M / M / M / 07/24/04 IDOC1: * INDIO -21 107 / 83 / 0.00 / 07/25/04 IDOC1: * INDIO -21 108 / 84 / 0.00 / 07/26/04 IDOC1: * INDIO -21 109 / 85 / 0.00 / 07/27/04 IDOCI.: * INDIO -21 Ill / 83 / 0.00 / 07/28/04 IDOCI: * INDIO -21 M / M / M / 07/29/04 IDOC1: * INDIO -21 110 / 81 / 0.00 / 07/30/04 IDOCI: * INDIO -21 106 / 78 / 0.00 / 07/31/04 IDOC1: * INDIO -21 107 / 83 / 0.00 / 08/01/04 IDOC1: * INDIO -21. 109 / 83 / 0.00 / 08/02/04 IDOC1: * INDIO -21 109 / 81 / 0.00 / 08/03/04 IDOC1: * INDIO -21 109 / 76 / 0.00 / 08/04/04 IDOC1: * INDIO21 106 / 76 / 0.00 / 08/05/04 IDOC1: * INDIO -21 1.05 / 76 / 0.00 / 08/06/04 IDOC1: * INDIO -21 1.06 / 76 / 0.00 / 08/07/04 IDOC1: * INDIO -21 108 / 82 / 0.00 / 08/08/04 IDOC1: * INDIO -21 114 / 88 / 0.00 / 08/09/04 IDOC1: * INDIO -21 113 / 85 / 0.00 / 08/10/04 IDOC1: * INDIO -21 113 / 85 / 0.00 / 08/11/04 IDOC1: * INDIO -21 113 / 84 / 0.00 / 08/12/04 IDOC1: * INDIO -21 M / M / M / 08/13/04 IDOC1: * INDIO -21 M / M / M / 08/14/04 IDOC1: * INDIO -21 M / M / M / 08/15/04 IDOC1: * INDIO -21 M / M / M / 08/16/04 IDOC1: * INDIO -21 107 / 74 / 0.00 / 08/17/04 1DOC1: * INDIO -21 105 / 83 / 0.00 / 08/1.8/04 IDOC1: * INDIO -21 M / M / M / 08/19/04 IDOC1: * INDIO -21 104 / 80 / 0.00 / 08/20/04 IDOC1: * INDIO -21 M / M / M / 08/21/04 IDOC1: * INDIO -21 M / M / M / 08/22/04 IDOC1: * INDIO -21 103 / 82 / 0.00 / 08/23/04 IDOC1: * INDIO -21 103 / 74 / 0.00 / `:. 08/24/04 IDOCI: * INDIO -21 100 / 73 / 0.00 / 08/25/04 IDOC1: * INDIO -21 101 / 76 / 0.00 / 08/26/04 IDOC1: * INDIO -21 1.03 / 76 / 0.00 / 08/27/04 IDOC1: * INDIO -21 105 / 77 / 0.00 / http://www.wrh.noaa.gov/sgx/obs/rtp/rq1 IND 04 7/23/2007 Page 5 of 7 08/28/04 IDOCI: * INDIO -21 105 / 74 / 0.00 / 08/29/04 IDOCI: J:NDIO -21 106 / '74 / 0.00 / 08/30/04 :CDOC1: * INDIO -21 1.07 / 77 / 0.00 / 08/31./04 IDOC1: * INDIO -21 112 / 79 / 0.00 / 09/01/04 IDOC1: * INDIO -21 M / M / M / 09/02/04 IDOCI: * INDIO -21 108 / 75 / 0.00 / 09/03/04 IDOC1: * INDIO -21 108 / 77 / 0.00 / 09/04/04 IDOC1: * INDIO -21 99 / 73 / 0.00 / 09/05/04 IDOC1: * INDIO -21 M / M / M / 09/06/04 IDOC1: * INDIO -21 104 / 66 / 0.00 / 09/07/04 IDOCI: * INDIO -21 109 / 67 / 0.00 / 09/08/04 IDOC1: * INDIO -21 109 / 80 / 0.00 / 09/09/04 IDOC1: * INDIO -21 101 / 83 / 0.00 / 09/10/04 IDOCl: * INDIO -21 106 / 84 / 0.00 / 09/11/04 IDOC1: * INDIO -21 M / M / M / 09/12/04 IDOC1: * INDIO -21 M / M / M / 09/13/04 IDOC1: * INDIO -21 102 / M / 0.00 / 09/14/04 IDOC1: * INDIO -21 98 / 74 / 0.00 / 09/15/04 IDOC1: * IND:IO -21 102 / 74 / 0.00 / 09/16/04 IDOC1: * INDIO -21 100 / 74 / 0.00 / 09/17/04 IDOC1: * INDIO -21 99 / 73 / 0.00 / 09/18/04 IDOC1: * INDIO -21 100 / 69 / 0.00 / 09/19/04 IDOC1: * INDIO -21 100 / 72 / 0.00 / 09/20/04 IDOC1: * INDIO -21 86 / 67 / 0.00 / 09/21/04 IDOC1: * INDIO -21 90 / 70 / 0.00 / 09/22/04 IDOC1: * INDIO -21 93 / 67 / 0.00 / 09/23/04 IDOC1: * INDIO -21 98 / 66 / 0.00 / 09/24/04 IDOC1: * INDIO -21 104 / 66 / 0.00 / 09/25/04 IDOC1: * INDIO -21 107 / 73 / 0.00 / 09/26/04 IDOC1: * INDIO -21 106 / 76 / 0.00 / 09/27/04 IDOC1: * INDIO -21 101 / 72 / 0.00 / 09/28/04 IDOC1: * INDIO -21 101 / 67 / 0.00 / 09/29/04 IDOC1: * INDIO -21 M / M / M / 09/30/04 IDOC1: * INDIO -21 89 / 67 / 0.00 / 10/01/04 IDOC1: * INDIO -21 M / M / M / 10/02/04 IDOC1: * INDIO -21 M / M / M / 10/03/04 IDOC1: * INDIO -21 98 / 68 / 0.00 / 10/04/04 IDOC1: * INDIO -21 98 / M / M / 10/04/04 IDOCI: * INDIO -21 98 / 68 / 0.00 / 10/05/04 IDOC1: * INDIO -21 100 / 68 / 0.00 / 10/06/04 IDOC1: * INDIO -21 104 / 67 / 0.00 / 10/07/04 IDOCI: * INDIO -21 101 / 71 / 0.00 / 10/08/04 IDOC1: * INDIO -21 102 / 70 / 0.00 / 10/09/04 IDOC1: * INDIO -21 100 / 67 / 0.00 / 10/10/04 IDOC1: * INDIO -21 86 / 69 / 0.00 / 10/11/04 IDOC1: * INDIO -21 93 / 58 / 0.00 / 10/12/04 IDOC1: * INDIO -21 96 / 67 / 0.00 / 10/13/04 IDOC1: * INDIO -21 96 / 65 / 0.00 / 10/14/04 IDOC1: * INDIO -21 96 / 67 / 0.00 / 10/15/04 IDOC1: * INDIO -21 97 / 63 / 0.00 / 1.0/1.6/04 IDOC1: * INDIO -21 90 / 64 / 0.00 / 10/17/04 IDOC1: * INDIO -21 86 / 68 / 0.00 / 10/18/04 IDOC1: * INDIO -21 86 / 68 / 0.00 / 10/19/04 IDOC1: * INDIO -21. M / 63 / T / 10/20/04 IDOC1: * INDIO -21 M / M / T / 10/21/04 IDOCI: * INDIO -21 74 / 59 / 0.00 / 10/22/04 IDOC1: * INDIO -21 75 / 52 / 0.00 / 10/23/04 IDOC1: * INDIO -21 76 / 54 / 0.00 / 10/24/04 IDOC1: *' INDIO -21 77 / 56 / 0.00 / 10/25/04 IDOC1: * INDIO -21 M / M / M / httu://www.wrli.noaa.gov/sax/ohs/rtp/rtu IND 04 7/23/2007 Page 6 of 7 10/26/04 IDOC1: * INDIO -21 78 / 56 / 0.00 / 10/27/04 IDOC1: * INDIO -21 M / 53 / 1.00 / 10/28/04 IDOC1: * INDIO -21 M / M / M / 10/29/04 IDOC1: * INDIO -21 78 / 51 / 0.00 / 10/30/04 IDOCI: * INDIO -21 78 / 50 / 0.00 / 10/31/04 IDOC1: * INDIO --21 M / M / M / 11/01/04 IDOC1: * INDIO --21 M / M / M / 11/02/04 IDOC1: * INDIO -21 M / N / M / 11/03/04 IDOC1: * INDIO -21 M / M / M / 11/04/04 IDOC1: * INDIO -21 M / M / M / 11/05/04 IDOC1: * INDIO -21 M / M / M / 11/06/04 IDOC1: * INDIO --21 M / M / M / 11/07/04 IDOC1: * INDIO -21 M / M / M / 11/08/04 IDOC1: * INDIO -21 N / M / M / 11/09/04 IDOC1: * INDIO -21 M / M / M / 11/10/04 IDOC1: * INDIO -21 77 / 54 / 0.00 / 11/11/04 IDOC1: * INDIO -21 M / M / M / 11/12/04 IDOC1: * INDIO -21 M / M / M / 11/13/04 IDOC1: * INDIO -21 75 / 54 / 0.00 / 11/14/04 IDOC1: * INDIO -21 79 / 55 / 0.00 / 11/15/04 IDOC1: * INDIO -21 78 / 55 / 0.00 / 11/16/04 IDOCI: * INDIO -21 M / M / M / 11/17/04 IDOC1: * INDIO -21 M / M / M / 11/18/04 IDOC1: * INDIO -21 84 / 52 / 0.00 / 11/19/04 IDOCI: * INDIO -21 79 / 54 / 0.00 / 11/20/04 IDOC1: * INDIO -21 79 / 59 / 0.00 / 11/21/04 IDOC1: * INDIO -21 M / M / M / 1.1/22/04 IDOC1: * INDIO -21 M / 39 / 0.00 / 11/23/04 IDOC1: * INDIO -21 M / M / M / 11/24/04 IDOC1: * INDIO -21 69 / 39 / 0.00 / 11/25/04 IDOC1: * INDIO -21 70 / 40 / 0.00 / 11/26/04 IDOC1: * INDIO -21 71 / 39 / 0.00 / 11/27/04 IDOC1: * INDIO -21 M / M / M / 11/28/04 IDOC1: * INDIO -21 M / M / M / 11/29/04 IDOC1: * INDIO -21 M / M / M / 11/30/04 IDOC1: * INDIO -21 M / M / M / 12/01/04 IDOC1: * INDIO -21 M / M / M / 12/02/04 IDOC1: * INDIO -21 M / M / M / 12/03/04 IDOC1: * INDIO -21 M / M / M / 12/04/04 IDOC1: * INDIO -21 M / M / M / 12/05/04 IDOC1: * INDIO -21 50 / 36 / M / 12/06/04 IDOC1: * INDIO -21 M / M / M / 12/07/04 IDOC1: * INDIO -21 63 / 44 / 0.00 / 12/08/04 IDOC1: * INDIO -21 M / M / M / 12/09/04 IDOC1: * INDIO -21 M / M / M / 12/10/04 IDOC1: * INDIO -21 M / M / M / 12/11/04 IDOC1: * INDIO -21 M / M / M / 12/12/04 IDOC1: * INDIO -21 M / M / M / 12/13/04 IDOC1: * INDIO -21 M / M / M / 12/14/04 IDOC1: * INDIO -21 M / M / M / 12/15/04 IDOC1: * INDIO --21 M / M / M / 12/16/04 IDOC1: * INDIO -21 74 / 56 / 0.00 / 12/17/04 IDOC1: * INDIO -21 76 / 50 / 0.00 / 12/18/04 IDOC1: * INDIO -21 79 / 55 / 0.00 / 12/19/04 IDOC1: * INDIO -21 81 / 45 / 0.00 / 12/20/04 IDOC1: * INDIO -21 78 / 44 / 0.00 / 12/21/04 IDOC1: * INDIO -21 78 / 44 / 0.00 / 12/22/04 IDOC1: * INDIO -21 M / 44 / 0.00 / 12/23/04 IDOC1: * INDIO -21 M / M / M / 12/24/04 IDOC1: * INDIO -21 : 68 / 39 / 0.00 / httn://www.wrh.noaa.gov/sex/obs/rtb/rtn IND 04 7/23/2007 Page 7 of 7 12/25/04 IDOC1: * IND7:0 -21 67 / 37 / 0.00 / 12/26/04 IDOCI: * INDIO -21 63 / 40 / 0.00 / 12/27/04 IDOC1: * INDIO -22. 66 / 48 / 0.00 / 12/28/04 IDOC1: * INDIO -21 62 / 53 / M / 12/29/04 IDOC1: * INDIO -21 67 / 47 / M / 1.2/30/04 IDOC1: * INDIO -21 66 / 44 / 0.00 / 12/31./04 IDOC1: * INDIO -21 M / M / M / htt7v//www wrh noaa_nov/ssx/ohs/rh1/rtn IND 04 7/23/2007 Page 1 of 7 01/01/05 IDOC1: * INDIO -21 64 / 43 / 0.00 / 01/02/05 IDOC1: * INDIO -21 64 / 43 / 0.00 / 01/03/05 IDOC1: * INDIO -21 64 / 43 / 0.60 / 01/04/05 IDOCI: * INDIO -21 64 / 43 / 0.22 / 01/05/05 IDOC1: * INDIO -21 64 / 37 / 0.00 / 01/06105 IDOC1: * INDIO -21 63 / 37 / 0.00 / 01/07/05 IDOCl: * INDIO -21 61 / 39 / 0.50 / 01/08/05 IDOC1: * INDIO -21 61 / 40 / 0.00 / 01/09/05 ZDOC1: * INDIO -21 62 / 40 / T / 01/10/05 IDOC1: * INDIO -21 64 / M / M / 01/11/05 IDOC1: * INDIO -21 M / M / M / 01/12/05 IDOC1: * INDIO -21 M / M / M / 01/13/05 IDOC1: * INDIO -21 M / M / M / 01/14/05 IDOCI: * INDIO -21 : 70 / 47 / 0.00 / 01/15/05 IDOC1: * INDIO -21 74 / 41 / 0.00 / 01/16/05 IDOC1: * INDIO -21 77 / 41 / 0.00 / 01/17/05 IDOC1: * INDIO -21 M / M / M / 01/18/05 IDOC1: * INDIO -21 M / M / M / 01/19/05 IDOCI: * INDIO -21 81 / M / 0.00 / 01/20/05 IDOC1: * INDIO -21 M / M / M / 01/21/05 IDOC1: * INDIO -21 M / M / M / 01/22/05 IDOC1: * INDIO -21 M / M / M / 01/23/05 IDOC1: * INDIO -21 81 / 53 / 0.00 / 01/24/05 IDOC1: * INDIO -21 M / 55 / 0.00 / 01/25/05 IDOC1: * INDIO -21 71 / 54 / 0.00 / 01/26/05 IDOC1: * INDIO -21 M / M / M / 01/27/05 IDOCI: * INDIO -21 71 / 48 / 0.00 / 01/28/05 IDOC1: * INDIO -21 M / M / M / 01/29/05 IDOC1: * INDIO -21 M / M / M / 01/30/05 IDOC1: * INDIO -21 72 / 46 / 0.00 / 01/31/05 IDOC1: * INDIO -21 72 / 46 / 0.00 / 02/01./05 IDOCI: * INDIO -21 72 / 46 / 0.00 / 02/02/05 IDOC1: * INDIO -21 71 / 56 / 0.00 / 02/03/05 IDOC1: * INDIO -21 M / M / M / 02/04/05 IDOC1: * INDIO -21 76 / 46 / 0.00 / 02/05/05 IDOC1: * INDIO -21 M / M / M / 02/06/05 IDOC1: * INDIO -21 M / M / M / 02/07/05 IDOC1: * INDIO -21 M / 45 / 0.00 / 02/08/05 IDOC1: * INDIO -21 M / M / M / 02/09/05 IDOC1: * INDIO -21 72 / 46 / 0.00 / 02/10/05 IDOCI: * INDIO -21 70 / 47 / T / 02/11/05 IDOCl: * INDIO -21 57 / 55 / 0.87 / 02/12/05 IDOC1: * INDIO -21 72 / 46 / 0.85 / 02/13/05 IDOC1: * INDIO -21 M / M / M / 02/14/05 IDOCl: * INDIO -21 68 / 46 / 0.00 / 02/15/05 IDOCI: * INDIO -21 72 / 46 / 0.00 / 02/16/05 IDOC1: * INDIO -21 72 / 47 / 0.00 / 02/17/05 IDOC1: * INDIO -21 M / 46 / 0.00 / 02/18/05 IDOC1: * INDIO -21 M / M / 0.45 / 02/19/05 IDOCI: * INDIO -21 M / M / M / 02/20/05 IDOC1: * INDIO -21 M / M / M / 02/21/05 IDOC1: * INDIO -21 56 / 47 / 0.53 / 02/22/05 IDOC1: * INDIO -21 62 / 45 / 0.45 / 02/23/05 IDOC1: * INDIO -21 67 / 51 / 0.75 / 02/24/05 IDOC1: * INDIO -21 73 / 48 / 0.00 / 02/25/05 IDOC1: * INDIO -21 M / M / M / 02/26/05 IDOC1: * INDIO -21 74 / 48 / 0.00 / 02/27/05 IDOC1: * INDIO -21 M / M / M / 02/28/05 IDOC1: * INDIO -21 M / M / M / 03/01/05 IDOC1: * INDIO -21 77 / 55 / 0.00 / httD://www.w:rh.noaa.iaov/sv,x/obs/rti)/rtD IND 05 7/23/2007 Page 2 of 7 03/02/05 IDOC1: * INDIO -21 M / i" / M / 03/03/05 IDOC1: * INDIO -21 M / M / M / 03/04/05 IDOC1: * INDIO -21 78 / 56 / 0.00 / 03/05/05 IDOC1: * INDIO -21 M / 54 / T / 03/06/05 IDOCI: * INDIO -21 78 / 50 / 0.00 / 03/07/05 IDOC1: * INDIO -21 82 / 50 / 0.00 / 03/08/05 IDOC1: '* INDIO -21 88 / 53 / 0.00 / 03/09/05 IDOC1: * INDIO -21 M / M / M / 03/10/05 IDOC1: * INDIO -21 90 / 52 / 0.00 / 03/11/05 IDOCI: * INDIO -21 92 / 52 / 0.00 / 03/12/05 IDOC1: * INDIO -21 M / M / M / 03/13/05 IDOC1: * INDIO -21 M / 62 / M / 03/14/05 IDOC1: * INDIO -21 M / M / M / 03/15/05 IDOC1: * INDIO -21 76 / 46 / 0.00 / 03/16/OS IDOC1: * INDIO -21 M / M / M / 03/17/05 IDOC1: * INDIO -21 M / M / M / 03/18/05 IDOC1: * INDIO -21 M / M / M / b3/19/05 IDOC1: * INDIO -21 M / M / T / 03/20/05 IDOC1: * INDIO -21 76 / 57 / 0.00 / 03/21/05 IDOCI: * INDIO -21 79 / 58 / 0.00 / 03/22/05 IDOC1: * INDIO -21 81 / 61 / 0.00 / 03/23/05 IDOC1: * INDIO -21. M / 60 / 0.00 / 03/24/05 IDOC1: * INDIO -21. M / M / M / 03/25/05 IDOC1: * INDIO -21. 80 / 55 / 0.00 / 03/26/05 IDOC1: * INDIO -21 79 / 56 / 0.00 / 03/27/05 IDOC1: * INDIO -21. 80 / 50 / 0.00 / 03/28/05 IDOC1: * INDIO -21. 80 / 50 / 0.00 / 03/29/05 IDOC1: * INDIO -21 M / M / M / 03/30/05 IDOC1: * INDIO -21 81 / S0 / 0.00 / '. 03/31/05 IDOC1: * INDIO -21 77 / 50 / 0.00 / 04/01/05 IDOC1: * INDIO -21 85 / M / 0.00 / 04/02/05 IDOC1: * INDIO -21. M / 55 / 0.00 / 04/03/05 IDOC1: * INDIO -21 M / M / M / 04/04/05 IDOCI: * INDIO -21. M / M / M / 04/05/05 IDOC1: * INDIO -21 M / M / M / 04/06/05 IDOC1: * INDIO -21 89 / M / 0.00 / 04/07/05 IDOC1: * INDIO -21 90 / 57 / 0.00 / 04/08/05 IDOC1: * INDIO -21. M / 56 / 0.00 / 04/09/05 IDOCI: * INDIO -21 M / M / M / 04/10/05 IDOC1: * INDIO -21. M / 54 / 0.00 / 04/11/05 IDOCI: * INDIO -21 M / 53 / 0.00 / 04/12/OS IDOC1: * INDIO -21 90 / 53 / 0.00 / 04/13/05 IDOC1: * INDIO -21 91 / 68 / 0.00 / 04/14/05 IDOC1: * INDIO -21 M / M / M / 04/15/05 IDOC1: * INDIO -21 92 / 56 / 0.00 / 04/1.6/05 IDOC1: * INDIO -21 94 / 60 / 0.00 / 04/17/05 IDOC1: * INDIO -21 93 / 61 / 0.00 / 04/18/05 IDOC1: * INDIO -21 92 / 60 / 0.00 / 04/19/05 IDOC1: * INDIO -21 M / M / M / 04/20/05 IDOC1: * INDIO -21 82 / 58 / 0.00 / 04/21/05 IDOC1: * INDIO -21 88 / 58 / 0.00 / 04/22/05 IDOC1: * INDIO -21 85 / 58 / 0.00 / 04/23/05 IDOC1: * INDIO .-21 78 / 58 / 0.00 / 04/24/05 IDOC1: * INDIO -21 M / M / M / 04/25/05 IDOC1: * INDIO -21 M / M / M / 04/26/05 IDOCI: * INDIO -21 88 / 56 / 0.00 / ':- 04/27/05 IDOC1: * INDIO -21 M / M / M / 04/28/05 IDOC1: * INDIO -21 M / M / M / 04/29/05 IDOC1: * INDIO -21 86 / 57 / 0.00 / 04/30/05 IDOC1.: * INDIO -21 87 / 63 / 0.00 / littD://www.wrli.noaa.aov/sex/obs/rtD/rtD IND 05 7/23/2007 Pagc 3 of 7 05/01/05 IDOC7.: * INDIO -21 90 / 68 / 0.00 / 05/02/05 IDOC1: * INDIn -21 M / M / M / 05/03/0S IDOC1: * INDIO -21 96 / 65 / 0.00 / 05/04/05 IDOC1: * INDIO -21 M / M / M / 05/05/05 IDOCI: * INDIO -21 M / M / M / 05/06/05 IDOC1: * INDIO -21 77 / 60 / 0.00 / 05/07/05 IDOC1: * INDIO -21 85 / 60 / 0.00 / 05/08/05 IDOC1: * INDIO -21 87 / 62 / 0.00 / OS/09/05 IDOC1: * INDIO -21 88 / 60 / 0.00 / 05/10/05 IDOC1: * INDIO -21 82 / 58 / 0.00 / 05/11/05 IDOCI: * INDIO -21 87 / 61 / 0.00 / 05/12/05 IDOC1.: * INDIO -21 M / M / M / 05/13/05 IDOC1: * INDIO -21 98 / 61 / 0.00 / 05/14/OS IDOC1: * INDIO -21 101 / 74 / 0.00 / 05/15/05 IDOC1: * INDIO -21 104 / 75 / 0.00 / 05/16/05 IDOC1: * INDIO -21 M / M / M / OS/17/05 IDOC1: * INDIO -21 M / M / M / 05/18/05 IDOCI: * INDIO -21 94 / 66 / 0.00 / 05/19/05 IDOC1: * INDIO -21 104 / 66 / 0.00 / 05/20/05 IDOCI: * INDIO -21 M / M / N / 05/21/05 IDOC1: * INDIO -21 108 / 82 / 0.00 / 05/22/05 IDOC1: * INDIO -21 109 / 80 / 0.00 / 05/23/05 IDOCI: * INDIO -21 109 / 81 / 0.00 / 05/24/05 IDOC1.: * INDIO -21 1.04 / 73 / 0.00 / 05/25/05 IDOC1: * INDIO -21 M / M / M / 05/26/05 IDOCI: * INDIO -21 101 / 77 / 0.00 / 05/27/05 IDOC1: * INDIO .-21 102 / 72 / 0.00 / 05/28/05 IDOC1: * INDIO -21 M / 69 / 0.00 / 05/29/05 IDOC1: * INDIO -21 M / 66 / 0.00 / 05/30/05 IDOC1: * INDIO -21 M / M / M / 05/31/05 IDOCI: * INDIO -21 103 / 66 / 0.00 / 06/01/05 IDOCI: * INDIO -21 M / M / M / 06/02/05 IDOC1: * INDIO -21 98 / 70 / 0.00 / 06/03/05 IDOCI: * INDIO -21. 96 / 64 / 0.00 / 06/04/05 IDOC1: * INDIO -21 98 / 67 / 0.00 / 06/05/05 IDOC1: * INDIO -21 98 / 67 / 0.00 / 06/06/05 IDOC1: * INDIO .-21 90 / 67 / 0.00 / 06/07/05 IDOC1: * INDIO -21 98 / 67 / 0.00 / 06/08/05 IDOC1: * INDIO -21 98 / 67 / 0.00 / 06/09/05 IDOCI: * INDIO -21 M / M / M / 06/10/05 IDOCI: * INDIO -21 99 / 70 / 0.00 / 06/11/05 IDOC1: * INDIO -21 M / M / M / 06/12/05 IDOC1: * INDIO -21. M / M / M / 06/13/05 IDOC1: * INDIO -21 101 / 69 / 0.00 / 06/14/05 IDOC1: * INDIO -21 105 / 77 / 0.00 / 06/15/05 IDOCI: * INDIO -21 M / M / M / 06/16/05 IDOC1: * INDIO -21 99 / 73 / 0.00 / 06/17/05 IDOC1: * INDIO -21 92 / 72 / 0.00 / 06/18/05 IDOCl: * INDIO -21 94 / 68 / 0.00 / 06/19/05 IDOCI: * INDIO -21 104 / 67 / 0.00 / 06/20/05 IDOC1: * INDIO -21. 107 / 67 / 0.00 / 06/21/05 IDOC1: * INDIO -21 110 / 67 / 0.00 / 06/22/05 IDOC1: * INDIO -21 111 / M / 0.00 / 06/23/05 IDOC1: * INDIO -21 M / M / M / 06/24/O5 IDOC1: * INDIO -21 M / M / M / 06/25/05 IDOCI: * INDIO -21 M / M / M / 06/26/05 IDOC1: * INDIO -21 M / M / M / 06/27/05 IDOCI: * INDIO -21 M / M / M / 06/28/05 IDOCI: * INDIO -21 M / M / M / 06/29/05 IDOC1: * INDIO -21. 107 / M / 0.00 / h11n-/AuNuw wrh nnam srnvLa crx/nhs/rtn/rtn 1ND 05 7/23/2007 Page 4 of 7 06/30/05 TDOC_1: * INDIO -23 110 % 83 / 0.00 / 07/01/05 IDOCI: * INDIO -21. 110 / 83 / 0.00 / 07/02/05 IDOC1: * INDIO - 21 11.0 / 81. / 0.00 / 07/03/05 IDOC1: * INDIO -21 111 / 80 / 0.00 / 07/04/05 IDOCI: * INDIO -21 M / M / M / 07/05/05 IDOC1: * INDIO -21. 109 / 78 / 0.00 / 07/06/05 IDOC1: * INDIO -21 109 / 78 / 0.00 / 07/07/05 IDOC1: * INDIO -21 M / M / M / 07/08/05 IDOCl: * INDIO -21. 109 / 76 / 0.00 / 07/09/05 IDOCI: * INDIO -21 106 / 81 / 0.00 / 07/10/05 IDOC1: * INDIO -21 M / M / M / 07/31/05 IDOC1: * INDIO -21 108 / 79 / 0.00 / 07/12/05 IDOC1: * INDIO -21 112 / 79 / 0.00 / 07/13/05 IDOCI: * INDIO -21 116 / 90 / 0.00 / 07/14/05 IDOC1: * INDIO -21 115 / 82 / 0.00 / 07/15/05 IDOC1: * INDIO -21 110 / 80 / 0.00 / 07/16/05 IDOC1: * INDIO -21 115 / 82 / 0.00 / 07/17/05 IDOCI: * INDIO -21 119 / 82 / 0.00 / 07/18/05 IDOC1: * INDIO -21 119 / 82 / 0.00 / 07/19/05 IDOC1: * INDIO -21 M / M / M / 07/20/05 IDOC1: * INDIO -21 M / M / M / 07/21/05 IDOC1: * INDIO -21 M / M / M / 07/22/05 IDOC1: * INDIO -21 112 / 86 / 0.00 / 07/23/05 IDOC1: * INDIO -21 112 / 83 / 0.15 / 07/24/05 IDOC1: * INDIO -21 M / 83 / 0.00 / 07/25/05 IDOC1: * INDIO -21 11.2 / 82 / 0.00 / 07/26/05 IDOCI: * INDIO .-21 112 / 83 / 0.00 / 07/27/05 IDOC1: * INDIC -21 111 / 87 / 0.00 / 07/28/05 IDOCI: * INDIO -21 Ill / 87 / 0.00 / 07/29/05 IDOC1: * INDIO -21 112 / 87 / 0.00 / 07/30/05 IDOC1: * INDIO -21 112 / 85 / 0.00 / 07/31/05 IDOC1: * INDIO -21 M / M / 0.00 / 08/01/05 IDOC1: * INDIO -21 1.06 / 84 / 0.00 / 08/02/05 IDOC1: * INDIO -21 M / 83 / 0.00 / 08/03/05 IDOC1: * INDIO -21 M / M / M / 08/04/05 IDOC1: * INDIO -21 106 / 83 / 0.00 / 08/05/05 IDOC1: * INDIO -21 107 / 82 / 0.00 / 08/06/05 IDOC1: * INDIO -21 108 / 93 / 0.00 / 08/07/05 IDOCl: * INDIO -21. 108 / 82 / 0.00 / 08/08/05 IDOC1: * INDIO -21 104 / 80 / 0.00 / 08/09/05 IDOC1: * INDIO -21 M / M / M / 08/10/05 IDOCI: * INDIO -21 M / M / M / 08/11/05 IDOC1: * INDIO -21 101 / M / 0.00 / 08/12/05 IDOC1: * INDIO -21 103 / 81 / 0.00 / 08/13/05 IDOC1: * INDIO -21 M / M / M / 08/14/05 IDOC1: * INDIO -21 M / 75 / 0.00 / 08/15/05 IDOC1: * INDIO -21 M / M / M / 08/16/05 IDOC1: * INDIO -21 101 / 75 / 0.00 / 08/17/05 IDOC1: * INDIO -21 101 / 77 / 0.00 / 08/18/05 IDOCI: * INDIO -21 103 / 71 / 0.00 / 08/19/05 IDOC1: * INDIO -21 103 / 77 / 0.00 / 08/20/05 IDOC1: * INDIO -21 108 / 77 / 0.00 / 08/21/05 IDOC1: * INDIO -21 112 / 77 / 0.00 / 08/22/05 IDOC1: * INDIO -21 112 / 78 / 0.00 / 08/23/05 IDOC1: * INDIO -21 M / M / M / 08/24/05 IDOC1: * INDIO -21 M / M / M / 08/25/05 IDOC1: * INDIO -21 105 / 77 / 0.00 / 08/26/05 IDOC1: * INDIO -21 112 / 77 / 0.00 / 08/27/05 IDOC1: * INDIO -21 113 / 77 / 0.00 / 08/28/05 IDOC1: * INDIO -21 Ill / 83 / 0.00 / httar//www.wrh.noaa.eov/sax/ohs/1In/rfn IND 05 7/21/2007 Page 5 of 7 08/29/05 IDOC1: * INDIC -21 114 / 83 / 0.00 / 08/30/05 IDOC1: * IND10 -21 1.13 / 78 / 0.00 / 08/31/05 IDOO1: * INDIO -21 M / M / M / 09/01/05 IDOCI: * INDIO .-21 106 / 71 / 0.00 / 09/02/05 IDOCI: * INDIO --21 M / M / M / 09/03/05 IDOC1: * INDIO -21 M / M / M / 09/04/05 IDOC1: * INDIO -21 M / M / M / 09/05/05 IDOCI: * INDIO -21 M / 74 / 0.00 / 09/06/OS I:DOCl: * INDIO -21 M / M / M / 09/07/05 IDOCI: * INDIO -21 M / M / M / 09/08/05 IDOCI: * INDIO -21 104 / 73 / 0.00 / 09/09/05 IDOC1: * INDIO -21 92 / 75 / 0.00 / 09/10/05 IDOC1: '* INDIO -21 95 / 70 / 0.00 / 09/11/0S IDOC1: * INDIO -21 94 / 69 / 0.00 / 09/12/05 IDOC1: * INDIO -21 94 / 69 / 0.00 / 09/13/05 IDOC1: * INDIO -21 94 / 67 / 0.00 / 09/14/05 IDOC1: * INDIO -21 95 / 67 / 0.00 / 09/15/05 IDOC1: * INDIO -21 97 / 68 / 0.00 / 09/16/05 IDOC1: * INDIO -21 M / M / M / 09/17/05 IDOC1: * INDIO -21 96 / 70 / 0.00 / 09/18/05 IDOC1: * INDIO -21 96 / 64 / 0.00 / 09/19/05 IDOC1: * INDIO -21 M / M / M / 09/20/05 IDOC1: * INDIO -21 M / M / M / 09/21/05 IDOCI: * INDIO -21 100 / 65 / 0.00 / 09/22/05 IDOC1: * INDIO -21 101 / 64 / 0.00 / 09/23/05 IDOCI: * INDIO -21 1.01 / 69 / 0.00 / 09/24/05 IDOC1: * INDIO -21 103. / 72 / 0.00 / 09/25/05 IDOC1: * INDIO -21 101 / 65 / 0.00 / 09/26/05 IDOC1: * INDIO -21 M / M / M / 09/27/05 IDOCI: * INDIO -21 103 / 66 / 0.00 / 09/28/05 IDOC1: * INDIO -21 103 / 66 / 0.00 / 09/29/05 IDOC1: * INDIO -21 103 / 65 / 0.00 / 09/30/05 IDOC1: * INDIO -21 M / M / M / 10/01/05 IDOCI: * INDIO -21 101 / 68 / 0.00 / 10/02/05 IDOC1: * INDIO -21 98 / 70 / 0.00 / 10/03/05 IDOC1: * INDIO -21 98 / 69 / 0.00 / 10/04/05 IDOC1: * INDIO -21 M / 69 / 0.00 / 10/05/05 IDOC1: * INDIO -21 M / 69 / 0.00 / 10/06/05 IDOC1: * INDIO -21 96 / 66 / 0.00 / 10/07/05 IDOCI: * INDIO -21 97 / 57 / 0.00 / 10/08/05 IDOC1: * INDIO -21 92 / 61 / 0.00 / 10/09/05 IDOC1: * INDIO -21 M / M / M / 10/10/05 IDOC1: * INDIO -21 92 / 65 / 0.00 / 10/11/05 IDOC1: * INDIO -21 92 / 60 / 0.00 / 10/12/05 IDOC1: * INDIO -21 94 / 59 / 0.00 / 10/13/05 IDOC1: * INDIO -21 99 / 59 / 0.00 / 10/14/05 IDOC1: * INDIO -21 99 / 60 / 0.00 / 10/15/05 IDOCI: * INDIO -21 M / M / M / 10/16/05 IDOC1: * INDIO -21 M / M / M / 10/17/05 IDOCI: * INDIO -21 M / 59 / M / 10/18/05 IDOC1: * INDIO -21 72 / 58 / 1.00 / 10/19/05 IDOC1: * INDIO -21 81 / 60 / 0.00 / 10/20/05 IDOCI: * INDIO -21 M / M / M / 10/21/05 IDOC1: * INDIO -21 M / M / M / 10/22/05 IDOC1: * INDIO -21 M / M / M / 10/23/05 IDOC1: * INDIO -21 93 / 60 / 0.00 / 10/24/05 IDOC1: * INDIO -21 89 / 60 / 0.00 / 10/25/05 IDOC1: * INDIO -21 88 / 66 / 0.00 / 10/26/05 IDOC1: * INDIO -21 85 / 64 / 0.00 / 10/27/05 IDOC1: * INDIO -21 85 / 64 / 0.00 / httn•//www wrh nnla vnvLaox/nhs/rfn/rfn TNT) 05 7/23/2007 Page 6 of 7 10/28/05 IDOC1: * INDIO -21 82 / 66 / 0.00 / 1.0/29/05 IDOCI: * INDIO -21 84 / 62 / 0.00 / 10/30/05 IDOC1: * IND10 -21 M / M / M 10/31/05 IDOC1: * INDIO -21 M / M / M / 11/01/05 IDOC1: * INDIO .-21 91 / 59 / 0.00 / 11/02/05 IDOC1: * INDIO -21 M / 57 / 0.00 / 11/03/05 IDOC1: * INDIO -21 M / M / M / 11/04/05 IDOC1: * INDIO -21 M / 58 / 0.00 / 1.1./05/05 IDOC1: * INDIO -21. M / 47 / 0.00 / 11/06/05 IDOC1: * INDIO -21 M / 54 / 0.00 / 11/07/05 IDOC1: * INDIO -21 M / 54 / 0.00 / 11/08/05 IDOC1: * INDIO -21 M / 53 / 0.00 / 11/09/05 IDOCI: * INDIO -21 M / M / M / 11/10/05 IDOC1: * INDIO -21 M / M / M / 1.1/11/05 IDOCI.: * INDIO -21 M / M / M / 11/12/05 IDOC1: * INDIO -21 81 / 54 / 0.00 / 11./13/05 IDOCI: * INDIO -21 88 / 52 / 0.00 / 11/14/05 IDOC1: * INDIO -21 M / M / M / 11./15/05 IDOC1: * INDIO -21 87 / 52 / 0.00 / 11./16/05 IDOC1: * INDIO -21 87 / 52 / 0.00 / 11/17/05 IDOC1: * INDIO -21 87 / 48 / 0.00 / 1.1/18/05 IDOC1: * INDIO -21 87 / 48 / 0.00 / 11/19/05 IDOC1: * INDIO -21 88 / 44 / 0.00 / 11/20/05 IDOC1: * INDIO -21 M / M / M / 11/21/05 IDOC1: * INDIO -21 M / M / M / 11/22/05 IDOC1: * INDIO -21 86 / 49 / 0.00 / 11/23/05 IDOC1: * INDIO -21 M / 49 / 0.00 / 11/24/05 IDOC1: * INDIO -21 85 / 49 / 0.00 / 11/25/05 IDOC1: * INDIO -21 M / 49 / 0.00 / '. 11/26/05 IDOC1: * INDIO -21 75 / 59 / 0.00 / 11/27/05 IDOC1: * INDIO -21 M / M / M / 11/28/05 IDOC1: * INDIO -21 M / M / M / 11/29/05 IDOCI: * INDIO -21 68 / 38 / 0.00 / 11/30/05 IDOC1: * INDIO -21 75 / 37 / 0.00 / 12/01/05 IDOC1: * INDIO -21 74 / 37 / 0.00 / 12/02/05 IDOC1: * INDIO -21 74 / 37 / 0.00 / 12/03/05 IDOC1: * INDIO -21 75 / 38 / 0.00 / 12/04/05 IDOC1: * INDIO -21 M / M / 0.00 / 12/05/05 IDOC1: * INDIO -21 M / M / M / 12/06/05 IDOC1: * INDIO -21 75 / 34 / 0.00 / 12/07/05 IDOC1: * INDIO -21 72 / 40 / 0.00 / 12/08/05 IDOC1: * INDIO -21 70 / 40 / 0.00 / 12/09/05 IDOC1: * INDIO -21 75 / M / 0.00 / 12/10/05 IDOC1: * INDIO -21 75 / 40 / 0.00 / 12/11/05 IDOC1: * INDIO -21 75 / 40 / 0.00 / 12/12/05 IDOC1: * INDIO -21 M / M / M / 12/13/05 IDOC1: * INDIO -21 M / M / M / 12/14/05 IDOC1: * INDIO -21 M / M / M / 12/15/05 IDOC1: * INDIO -21 M / M / M / 12/16/05 IDOC1: * INDIO -21 66 / 35 / 0.00 / 12/17/05 IDOC1: * INDIO -21 64 / 40 / 0.00 / 12/18/05 IDOC1: * INDIO -21 64 / 40 / 0.00 / 12/19/05 IDOCI: * INDIO -21 M / M / M / 12/20/05 IDOC1: * INDIO -21 75 / 44 / 0.00 / 12/21/05 IDOC1: * INDIO -21 79 / 43 / 0.00 / 12/22/05 IDOC1: * INDIO -21 M / M / M / 12/23/05 IDOC1: * INDIO -21 81 / 43 / 0.00 / 12/24/05 IDOC1: * INDIO -21 85 / 51 / 0.00 / 12/25/05 IDOC1: * INDIO -21 M / M / M / 12/26/05 IDOCl: * INDIO -21 M / 45 / 0.00 / l)thr//\vww_wrh IND 05 7/23/2007 Page 7 of 7 12/27/05 TDOCI: * INDIO -21 M / M / M / 1.2/28/05 IDOCI: * INDIO .-21 M / 43 j 0.00 / 1.2/29/05 IDOC1: * INDTO -21. M / M / M / 12/30/05 IDOCI: * INDIO .-21. M / 43 / 0.00 / 12/31/05 IDOCI: * INDIO -21 71 / 45 / 0.00 / http://www.wrh.noaa.,i4ov/sgx/obs/rtl)/rtp IND 05 7/23/2007 CALLE RONDO CHANNEL SPILLOVER CALCULATIONS TO THE CITRUS SPRING 2007 BY MDS CONSULTING lio � 441y f M _ A t AV At df • k.- �! •�� 5 _ S n • . - � lam,. \��Y �� ~�1 k ] � .Y �•� aL WI IR - -..� ,_ _ _ o � of -LA `r- 1_ . •.,. , 'r � ... - ..: A) i:. rt Y^IlL'_�J` —a _ �a fir► �, ��*y„ E &I - $70 k leg • 444 as�� - .'' Y YET - i • F T * 4 ; i. $ I s µ^�jj' _ d i�. ,� ••+i An LALLE IS IV EKBA ' ` r Tom' ,., � 4 � e M, �7,•i � }� �i • � f rT z t j � � � - ' -'s. s _ -{� � F t, 7 ? � �' ' - _ .�� • ti e6 ?a. � � - . s, +�yt g v - � _ � • r..• ,y}. • ,��`� - v�: RED BY; LEGEND CITY OF LA QUJINTA °._! � �•� � AREA OF ANALYSIS COVE HYDROLOGY °°•'°• �� - --- --_--- z Fn� �nl-•O)] c x y, r Y M�y�x O I°0 ]W E00 tepp SHEET 1 OF 2 CRY OF LA QUKTA, COUNTY OF RIVEIMM, STATE OF CALIFORMA E15480M\COVE M'MRQLOGY\FXHIeITS\D(H-ol.dw4 9/01/06 i i- r f {L r 0-27.6 ?. A.A•A'� }` ' NATION w7' a'sPUN r43 - ,ryY' - • �•s,tl j��iY .3ii' •�.- t�- - -!' 4 . r 41 cp iI (PUMPE3 a, 1�t 88 ' t .., _ x�� _, - ... ... •-..: � e[� •T �y • it w+f« ,�tl �.� _ate.. � 8'x3 D9L Wa No -a 23) ,u 'a, •,'�, -' r • '. r f § y 7�X$� RCB � F � i + • .Y{ �k •, f M. r -:y rct-�a+r., '� �' ,``'�� ' `•'..'.; �' �_ Y_ �,r L }r.; .+': - r, t T . _ —a 1�' -� Wi FM 6:' - �WQ..NO.LA ►` -9 r T ' L1 '•. - 1 g� _ _ ,°s... e'•� — r� ate... _ a, < ��,+" w 4 a ■wr•. t'i. ! k",-;f ~ -� !j _ �- •/ y�,y—y . y .. VUAGE n� � 'w :z �h �'..- � L7 r'` �,: �:�L� . -� !._ r^ r.. yc � i,� _ t-��a' ." a L '. � � -•� �� .�,. .. �e d — a opt , _ . _ - __ --mil- _� �._.----�--•- . .�� - � � �. Ir��ti f. icy r � ► I -_-'.y... �� -Y-y 4 CAUX ? . s4 ^� �- r •f •_� •jam ' „ li •.�«. _ •_ ,` --. ♦ y - ♦ Owe y f -;v ■ a1 +s' it Z', c g AFMC � ,�%� { .a.#� ..• 7fw .ui�F"M�.+. , �'�Y Yi�• .... .. _ • r��F w C a _ `" }.. � _ � wJ � t. � I _ —74 Vow a,•.S ,, ��, 2�. .39 y 3�".:46" 46' ,$$' '4r?'3 • 4b�- 5i 54i ..SA_�. 17 .+•�. 'xk, v �,.� ..! 1•.*Y, � : � ....{�.► cn... a .. 1...: ��>r.) - a I � '+S' A. • _ _} �_T a rtd 5��, _ ~.A ~ ,- 'C `�-.. '^ I ,�• '�_ y—.� ��! _ _ ___.. —.._ ... .___. _l- i PREPARED BY: EXHIBIT 2 sa—It o.tr FM7wm4o COVE HYDROLOGY vek.: �ba•nr.boi7 � FNG rf0.�11.101i 0 ,90 aqo gp0 Ib00 rt•>r rrrrt r"ui"trrr ,vrvr ra r, CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA ,1vtOx ry¢nnierN�•n:., t�,. 500 —. PROFILE SCALES HORIZON. 1"=60' VERT. 1" =60' AIN 12 So 300 ALTERNATIVE 2 WATSON DESIGN SPILLOVER ELEV. =33.00 (2-2'x2O' OPENING) 2'® A no 2'® 4 no 30 31 32 WATER SURFACE ELEVATION o 0 6o 0 N O M 1 SOIL LOVER FLOWS TO CITRUS COURSE ALTERNATIVE 1 MCG DESIGN SPILLOVER (2 TRIPLE 2'x4' RCB'S) 2' ® 2' 12' 12' 0 O� M ALTERNATIVE 3 - — - - SPILLOVER ELEV =33.5 v] x ALTERNATIVE 4 SPILLOVER ELEV =34.0 —FLOWS BENEATH AVENUE 52 (IDENTICAL; FROM WATER SURFACE ELEVATION- OF 33.0 TO 35.0) - c�sx I 35 36 37 38 (FEET ABOVE SEA LEVEL) SILVERROCK RESORT CALLS RONDO DRAINAGE CHANNEL CITRUS SPILLOVER COMPARISON EXHIBIT I:\54800\EXHI8lTS\WATER SURFACE.dwg 7/24/2007 z . ..... .......... 0 . ........ ....... ... .20 's, !� C) r.) ClIZ7-q- LOW FLOW URBAN RUNOFF PHOTOS CALLE RONDO CHANNEL SILVERROCK OUTLET DECEMBER 14, 2006 These photos indicate that there are substantial daily dry weather flows that reach the Calie Rondo Channel and SilverRock that, due to almost no infiltration, accumulate into a large body of standing water. 0 t 1 a 09/07/2007 FRI 09:13 FAX 760 777 1233 *"* FAX TX REPORT *** TRANSMISSION OK JOB NO. 1380 DESTINATION ADDRESS 919492510516 PSWD/SUBADDRESS DESTINATION ID ST. TIME 09/07 09:12 USAGE T 00'50 POS. 4 RESULT OK TO: Stan Morse FROM: Debbie Pearl DATE: 9.6-07 Public Works Department 78-495 Calle Tampico La Quinta, CA 92253 (760) 777-7051 FAX (760) 777-7155 FACSIMILE TRANSMITTAL FAX NO: (949) 251-0516 FAX NO. (760) 777-7155 PAGE 1 OF 4 If you did not receive all pages of this document, please call (760) 777-7051 . TO: Stan Morse FROM: Debbie Pearl DATE: 9-6-07 i I � Public Works Department 78-495 Calle Tampico La Quinta, CA 92253 (760) 777-7051 FAX (760) 777-7155 FACSIMILE TRANSMITTAL FAX NO: (949) 251-0516 FAX NO. (760) 777-7155 PAGE 1 OF 4 If you did not receive all pages of this document, please call (760) 777-7051. MAILING ADDRESS: P.O. BOX 1504, LA QUINTA, CA 92247-1504 SPEER Civil CONSULTING ENGINEERS ... lielping you create t1w community amet You envieion August 23, 2007 Timothy Jonasson, Public Works Director/City Engineer City of La Quinta 78-455 Calle Tampico P'� ; Y La Quinta, CA Dear Mr. Jonasson: Tributary and Onsite Drain Review Report, Dated 7/24/2007 Prepared by MDS Consulting for SilverRock golf course have completed my review of the subject report prepared by MDS Consulting for SilverRock golf course. Here are my findings: 1 } The subject MDS report is very well documented and fairly exhaustive in its approach, and at first appeared to be substantially correct as presented. I believe the City should request MDS to re -visit the hydrograph calculations and provide a tabular, and written, summary of the results so the results are clearly understood. MDS did a good job of summarizing the "flow rate" calculations in table and written form, but did not do so regarding the "storage" (ie hydrograph) calculations. 2) It should be noted that I have not seen the Design Report prepared by MDS nearly four years ago, dated 11/2412003. Thus I do not know if the two reports have findings regarding drainage design that are consistent with each other. I am aware of the other MDS report only because MDS included the 3/8/2004 PACE report in Appendix A of its newest report (ie the subject report) in which PACE refers to the earlier MDS report. 3) Based on my review of the subject report I believe MDS completely understands the tributary drainage area and the complex arrangement of drainage facilities in the drainage area impacting the quantity of drainage (storm flow and dry weather nuisance flow) reaching SilverRock golf course. They included 16 computer -run hydrograph calculations, however, they did not summarize the findings of these hydrograph calculations in any fashion, and when I placed the computation results in table form for easy comparison, I found the results do not display the kind of variation that would be expected 50855 WASHINGTON ST ♦ SUITE C-280 ♦ LA QUINTA ♦ CALIFORNIA 92253 Office:760.285.7335 Fax:760,269.3580 wvwr.speercivil.net when the storm duration is varied for each of the design and construction alternatives. 4) PACE concluded in its 3/8/2004 report that "...storage of the offsite generated runoff can easily be accommodated within the golf course design without disturbing the golf playability or aesthetics." They stated the total runoff would be 86.8 acre-feet of water and there would be 159.7 acre-feet of available storage. I am unable to discern how the MDS calculations relate to the PACE report. 5) MDS is critical of the drainage analysis prepared by PACE and states on page 11 "...due to cross errors in the acreages and drainage basins, the PACE analysis and its data should be treated as unreliable and inaccurate." 6) The primary focus of the newest MDS report relates to how much storm water is directed to the Citrus Course, not to SilverRock golf course, presumably on the premise that whatever stormwater not retained by the Citrus Course is diverted to and retained by SilverRock golf course. However, when I tried to find the quantity of water that was passed on to SilverRock, I discovered the hydrograph results to be confusing and surprisingly repetitious even though the inputs appear to be appropriately revised for each computer run. 7) MDS points to a drainage design change regarding the inlet structure through the Citrus Course perimeter security wall that was implemented in the early 1990's that changed how much storm water flows into the Citrus Course from the Calle Rondo drainage channel. MDS provides an analysis of their original design, the impact of the design change that was implemented by Landmark Land Company (Lloyd Watson worked for Landmark), and the impact of construction deviations that further restricts how much stormwater flows onto the Citrus Course from the Calle Rondo drainage channel. The report provides a table that summarizes their findings regarding the flow rates (in CFS) of the various design and constructed alternatives on page 7 & 8. However, the report does not summarize their findings with regard to volume stored (in acre-feet) even though they included Unit Hydrograph calculations in the report. It is recommended that you have MDS add a brief summary to their report regarding the hydrograph findings. The hydrograph calculation, is a calculation of storm water volume stored in acre-feet. The amount of water stored is quite small relative to the size of the storm event. On one hand they may be using an inverse modeling technique to indicate how much water is "stored" in the Calle Rondo channel (ie passed onto SilverRock), but then on the other hand I may be misinterpreting their results. It would be best if they described the storage findings in their own words. 50855 WASHINGTON ST ♦ SUITE C-280 ♦ LA QUINTA ♦ CALIFORNIA 92253 Offlce:760.285.7335 Fax:760.269.3580 www.speercivii.net Additionally, please note their computed results are identical regardless of storm duration (ie 1 hr, 3 hr, 6 hr, or 24 hr) which strikes me as an unrealistic result. I checked for variations in the inputs for the various calculations regarding an design/construction alternative; and found three, they were: 1) date and time of the calculation, 2) calculation mode (ie storm duration), and 3) precipitation data for the storm event The following table summarizes hydrograph findings, but the conclusion regarding the "storage" location should be identified by MDS, and why the results are repetitious regardless of storm duration. It should be noted that all of these calculations involved the 100-year storm event. Storm Event MDS Watson Construction Construction Original Alt 2 Alt 3 Alt 4 Design Alt 1 1-hr Storm Volume 54.6 AF 54.6 AF 54.6 AF 54.6 AF Stored Volume 2.0 AF 1.7 AF 3.6 AF 3.6 AF 3-hr Storm Volume 58.4 AF 58.4 AF 58.4 AF 58.4 AF Stored Volume 2.0 AF 1.7 AF 3.6 AF 3.6 AF 6-hr Storm Volume 52.8 AF 52.8 AF 52.8 AF 52.8 AF Stored Volume 2.0 AF 1.7 AF 3.6 AF 3.6 AF 24-hr Storm Volume 41.4 AF 41.4 AF 41.4 AF 41.4 AF Stored Volume 2.0 AF 1.7 AF 3.6 AF 3.6 AF If you have questions regarding this material, please call or mail me. iSinrely, er Principal Enclosure: MDS Report (3-ring binder) 50855 WASHINGTON ST ♦ SUITE C-280 ♦ LA QUINTA ♦ CALIFORNIA 92253 Office:760.285.7335 Fax:760.269.3580 www.speercivil.net MDS Page 1 of 1 Z O Tim Jonasson From: Tom Genovese Sent: Tuesday, April 24, 2007 1:18 PM To: 'Jenson, Kathy' Cc: Tim Jonasson Subject: RE: MDS Let's make sure this does not slip thru the cracks. Tom -----Original Message ----- From: Jenson, Kathy [mailto:kjenson@rutan.com] Sent: Tuesday, April 24, 2007 10:36 AM To: Tim Jonasson Cc: Tom Genovese Subject: MDS Aii)S owls T/M C t tfck . TJ c.V-1 f , 1 f /,.) 3 0 Dfrs Our 6 month tolling agreement is about to expire. Please follow up with them. If they are not ready, please approach them about continuing it another 6 months. M, Katherine Jenson Rutan & Tucker, LLP 611 Anton Boulevard, 14th Floor Costa Mesa, CA 92626 714-641-3413 Direct 714-546-9035 Fax kjenson@rutan.com www.rutan.com Any tax advice contained in the body of this e-mail was not intended or written to be used, and cannot be used, by the recipient for the purpose of avoiding penalties that may be imposed under the Internal Revenue Code or applicable state or local tax law provisions. Privileged And Confidential Communication. 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