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28545T 11111111 1111111 Hydrology Hydraulics R For La Quinta Resort & Spa Signature Pool MDS 69802 City of La Quinta, State of California September 20o6 Prepared For: CNL Desert Resort LLP 420 So Orange Ave, Suite 700 Orlando, FL 328oi (407) -650 -1532 Prepared By: MDS Consulting John W Cavin PE, C 16802 78 -9oo Avenue 47, Suite 208, La Quinta, CA 92253 (76o) 771 -4013 Submittal: September 2oo6 Hydrology Hydraulics R For La Quinta Resort & Spa Signature Pool MDS 69802 City of La Quinta, State of California September 2oo6 Prepared For: CNL Desert Resort LLP 420 So Orange Ave, Suite boo Orlando, FL 328oi (407) -650 -1532 Prepared By: MDS Consulting John W Cavin PE, C 16802 78 -goo Avenue 47, Suite 208, La Quinta, CA 92253 (760) 771 -4013 JLSubmittaj- September 2oo6 Hydrology Hydraulics R For La Quinta Resort & Spa Signature Pool City of La Quinta, State of California M O R S E 78 -900 Avenue 47 . Suite 208 Lo Quinto, CA 92253 D 0 K I C H Voice: 760 - 771 -4013 FAX: 760 — 771— 4073 5 C H U L T Z ndsloquintoflmdsconsultinq.net P L A N N E R S E N G I N E E R S S U R V E Y O R S Q�Of^ESS, /p�, 5) ?No: 20596 oG . Exp. 9 30 -07 �;U% Stanley C. MorsegTE' C1Vtt� R. C. E. 20596 Expires 9/30/07 Submittal: September 2006 September 2006 Hydrology & Hydraulics Report La Quinta Resort & Spa Signature Pool MDS 69802 Table of Contents Title Sheets Table of Contents Project Maps & Photographs Project Narrative Summary of Results 1. Design Criteria 2. Storm Precipitation Volumes 3. Control Elevations 4. Tributary Area List 5a. Area Drain Sizing Data Appendices: Appendix A: Rational Method Storm Drain Hydrology (100yr Design Storm) A 1 a Preexisting Storm Drain Hydrology Alb Proposed Storm Drain Hydrology Appendix B: Design Reference Documents Tab Tab 1 Tab 2 Tab 3 Tab 4 Tab 4 Tab 5 (RCFCD Manual) Tab 6 1. Percolation test report 2. Soil Survey Map & Soil Group Table 12 3. Initial Sub area Time of Concentration Nomograph, 4. Rainfall Patterns in % of 3, 6, & 24 hr Storm. Volume 5. Rational Rainfall Intensity Table -10yr & 100 yr 6. Rational Runoff Index Numbers 7. Runoff Coefficient Curve (Soil Group B, AMC II) 8. Reinforced Concrete Pipe D load Table 9. Verification Correspondence Sladden Engineering USDA -SCS (Plate D -3) (Plate E -5.9) (Plate D-4.1) (Plates D -5.5 &5.6) (Plate D -5.2, 5.7) LACoFCD 1 of 2 AS 9/28/2006 Table of Contents - Signature Pool Appendix C: - Map Exhibits Exhibit 1: Exhibit 2: Exhibit 3: Pre - Existing Overall Hydrology Map Pre - Existing Onsite Hydrology Map Proposed Site Drainage Hydrology Map Site Layout Drainage Areas Storm Drainage System MDS 69802 Tab 7 2 1 ma Tab 1 Project Maps and Photographs La Quinta Resort and Spa Signature Pool 0-1 /� /j � \ /�. ^� � \ \ 0 , \� -� r \\ \\ Im ALM-77, ww-., w 4"W Ado . �\ ` w 4"W Ado . �\ ` `'p N CsA FA Aa E3 ft M-M UE qt) MA 0 N• . tn ew �-%r. 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VENI1pA; „•i ..R,. �Ihh1A�r sr ,� ,��"'r�i,�„ �•�S•ar+'C�'y:..cS,,:.j;P"" Q -� - -a � � ,•E�ll10: F Jj ¢ i'. .lR�'. t� 5 :,;!,M Y„s �, grI f I ;� r � s .�, � r: -+v� _ .r;. r. � � i , rT1tIj8 •� i' w� .j��'�. r 4 ' . V�NUA-1 J` 7. R: 0 LES'" '''�Q. •.l '::� -.� ''� a s .,,� -qil s f p!C•: '��2r -. pE6 LESS � - ' P(rJ, �'1 ?�, .. f, R', -'V� i��4'? -Y Y�,, r I. ;;��__..�,_...r�tt} I ! s :.•i r ....4 y,?_ A" N: Tab 2 Project Narrative La Quinta Resort and Spa Signature Pool MDS 69802 - Hydrology Report La Quinta Resort & Spa - Signature Pool Site Development Project Narrative Introduction: 9/28/2006 The La Quinta Resort and Spa - Signature Pool - Site consists of approximately 4.1 acres within the 19.1 -acre La Quinta Resort and Hotel property. The site is located in Riverside County, in the Santa Rosa Cove area in the Northwest corner of the City of La Quinta, on the west side of Avenida Obergon, and south of Avenida Fernando. Avenida Obergon borders the east site boundary, and existing single- family condominiums (casitas), a landscaped date palm grove, and tennis courts associated with the Resort border the North, west, and south sides of the project. The historic Morgan house, a restaurant, a large swimming pool, practice tennis courts, and a depressed exhibition tennis court currently occupy the site. (See Exhibit 1: Preexisting Condition Hydrology — App C, Tab 9). Proposed Development: The project proposes to redevelop a portion of the existing La Quinta Resort and Hotel property for use as a water park, with open and enclosed slides, wave pool, rafting river, toddler pool and play area, and formal pool and lounging area for the exclusive use of resort guests and owners. The existing restaurant and the Morgan house will be preserved for use by Resort guests. (See Exhibit 2: Proposed Site - Drainage Hydrology — App C, Tab 9). Existing Drainage The east half of the site currently drains east into a 24 inch diameter storm drain in Avenida Obergon. This drain flows south in Avenida Obergon, and increases to 48 inch diameter as it flows west through Tract 28545 to a 60 inch diameter storm drain in Calle Mazatlan, which then flows southwest to an existing retention basin in the golf course west of Calle Mazatlan. These storm drains were constructed in 2000 by KSL Homes in conjunction with the 19 acre, Tract 28545 - La Quinta Hotel Casitas project. The west half of the project site currently drains south through the tennis court and condominium area to a 36- inch diameter storm drain, which flows west and south to confluence with the 48 and 60 -inch storm drains near Calle Mazatlan. The exhibition tennis court is depressed approximately 7 feet below Avenida Obergon and currently must be pumped out into the street after any large storm. The condominium area north of the project site currently drains north to Avenida Fernando and south and southwest into the site. The tennis court area west of the project site currently drains west away from the site to Calle Mazatlan and thence south in the street to inlets north of Camino Quintana. (See Exhibit 1: Preexisting Condition Hydrology — App C, Tab 9). A previous Hydrology Report, dated April 21, 1998, was prepared for Tract 28545. It includes approximately 19 onsite acres from Tract 28545 and 34 offsite acres from the Santa Rosa Cove area in the design of the existing storm drain system. Additionally, approximately 19.3 acres of the offsite Santa Rosa Cove area drains directly into the golf course / Retention areas and was not included in the previous report. The entire Signature Pool site area was also included in the previous 1998 report. (See Hydrology and Hydraulic Calculations Report — April 21, 1998 - App B, Tab 7). MDS 69802 - 9/28/2006 Proposed Drainage: All drainage facilities are designed to conform to Riverside County Rational Method Hydrology and City of La Quinta drainage design criteria. The depressed formal pool deck area cannot drain by gravity to the existing storm drain in Avenida Obergon without pumping, (existing HGL elevation 41.95, deck elevation 40.0, lowest existing pipe invert 38.5). The western half of the site previously drained by surface flow to the south. The wave and splash down pool decks cannot surface flow to the south, (ground surface elevation 46.4, deck elevation 43.5). This area did not drain to Avenida Obergon and could not be added to that drainage area without increasing the flow in the existing storm drain and raising the existing HGL. Therefore, the majority of the site must somehow be drained to the existing retention basin. The only feasible drainage method identified is to construct a storm drain from the southwest corner of the site west to Calle Mazatlan and south in Calle Mazatlan to the nearest point where it can be connected to the existing drainage system and retention basin. The flow line of the existing 60 -inch pipe at the proposed connection point in Calle Mazatlan is 29.6. The elevations of the existing retention basin water surface and bottom are 40.5 and 37.0 respectively, per the 1998 report and the construction plans. Approximately 3.6 acres of the proposed 4.5 -acre site are drained by the proposed storm drain system. The remainder of the site is pool water surface, which does not drain offsite during storms. Area A The northeast corner of the proposed site is drained with a system of onsite area drains and 6 inch to 12 inch diameter pipes. This system connects to the 24 -inch storm drain in Avenida Obergon at an existing curb inlet near the northeast corner of the site. Areas B thru F: The remainder of the project site is drained by a system of onsite area drains and 6 inch to 24 inch diameter pipes connecting to a large junction / sump pump manhole at the southwest corner of the project site. A proposed 30 -inch diameter offsite storm drain will extend 300 feet west from this junction manhole through the tennis court area to Calle Mazatlan. It will then drain 600 feet south to a connection with the existing 60 -inch diameter storm drain in Calle Mazatlan north of Camino Quintana. This 60 -inch storm drain then drains to the existing Retention Basin. The three proposed pool decks on the site are depressed one to five feet below Avenida Obergon and Calle Mazatlan. These decks are below the 100 -year HGLs of the existing storm drains in these streets. These decks can drain by gravity flow in the proposed drainage systems during periods of low to moderate flow, when the HGLs are lower than the decks. They can be flooded during larger storms with minimal damage to the facility. Alternatively, they can be pumped out during storm periods when the HGL in the existing retention basin and proposed storm drain is higher than the decks. (See enclosed Summary 3 - Control Elevation Table, and Exhibit 3 - Proposed Site Drainage Hydrology.) A sump pump, if used, would be float actuated when the water surface in the pump manhole is slightly below the lowest deck elevation when drainage could back up from the Retention Basin. A flap valve installed on the storm drain outlet from the manhole will prevent backflow from the downstream storm drain system and retention basin when the downstream HGL is higher than the onsite HGL. The pump and its outfall pipe to Calle Mazatlan can be sized to remove the peak 100 -year storm flow from the project if the downstream storm drain system is not functioning, or to limit onsite flooding of the pool decks to an acceptable level. If necessary, pumped drainage can overflow into Calle Mazatlan and then flow south in the street to the existing curb inlets north of Camino Quintana, where it will enter the 60 -inch storm drain and flow to the retention basin. 2 MDS 69802 - Secondary and Emergency Outfall: 9/28/2006 Area A will drain by surface secondary overflow into Avenida Obergon in the event of storm drain system failure. The remainder of the site cannot be provided with surface secondary overflow because of the low pool deck areas. The sump pump will provide secondary and emergency overflow from the site into Calle Mazatlan in the event of storm drain system failure. Electrical power can be provided from the mechanical room in the adjacent Splash- down pool building. An onsite stand -by generator can be installed in a pool maintenance building mechanical room to provide emergency electrical power for all onsite pumps and other needs. Existing Storm Drain System Capacity Check Diverting the majority of the Signature Pool site to the west slightly decreases the existing peak 100 -year street flows in Calle Mazatlan and pipe flows in Avenida Obregon and in the existing mid -resort 36 inch pipe. This diversion also slightly increases the 100 -year peak flow in the existing 60 -inch pipe downstream of the connection to the proposed storm drain, from 28.4 cfs per the 1998 report to 29.0 cfs per this report. (See Rational Hydrology App Ala, Tab 4 and App Alb, Tab 5) This increase is insignificant, and is within the margin of error / accuracy of the assumptions on which hydrology calculations must be based. Retention: The existing storm drain and retention basin system were designed, approved, and constructed for Tract 28545. This existing design accommodated the entire area south of Avenida Fernando, between Calle Mazatlan and Avenida Obregon, including the proposed Signature Pool project area. (See attached Preexisting Condition Hydrology Exhibit). 3 Tab 3 Summary of Results 1. Design Criteria 2. Storm Precipitation Volumes 3. Control Elevations 4. Tributary Area List 5a. Area Drain Sizing Data La Quints Resort and Spa Signature Pool MDS 44616 S>um -mart' 1 Hydrology and Hyd'"i ' Fac 14y;�' `es>ignwCr iterPi 9/28/2006 (Excerpted from City of La Quinta design standards, plan check lists, and Engineering Bulletins) La Quinta Resort & Spa — Signature Pool RETENTION BASIN (Existing Retention Basin) NUISANCE WATER / LOW FLOW DISPOSAL SYSTEMS: (Existing Retention Basin) STREETS: (none in project area) INLETS, LATERAL PIPES AND MAIN LINE STORM DRAIN • Drainage inlets (catch basins) and pipes shall be designed for the Rational Method 100 year, storm. • All street inlets shall be curb opening without grates • Area Drains in hard surface areas shall have flat, traffic rated, pedestrian grates. • Area Drains in landscaped areas shall have domed grates. • Inlets shall be placed at low points (sump). Maximum spacing shall be 1200 feet. • All Curb Inlet gutter depressions shall be 4 feet wide perpendicular to the curb and 4 inches below the usual gutter flow line. • Sump inlets shall be sized for complete interception of all street flow during the 100 year design storm. • The 100 yr design storm water surface in inlets shall be 0.5 foot below the inlet Top of Grate or normal gutter flow line. • The Secondary overflow outfall route and elevation shall be determined for all sump locations, with at least 1.0 foot of freeboard between the 100 year water surface and any tributary building pad. • Minimum public storm drain pipe size is 18 inches, with 6 -inch minimum diameter changes. • Minimum pipe slope is 0.3 % for 18" and larger pipe. • Minimum pipe slope is 0.5 % for 6" to 15" pipe. • Maximum public storm drain manhole access spacing shall be 300 feet. 1 of 1 MDS 69802 _ 1 4-Sep-06 LaQuinta Resort - Signature Pool Summary Z -Point Precipitation Storm Volumes (Volumes Per City of La Quinta)_ �- Storm Volume Recurrance 2 Year 100 Year Storm Duration (inch /Storm) (inch /Storm) 1 Hour 0.50 1.40 3 Hour 0.70 220 6 Hour 1.00 2.75 24 Hour 1.60 4.50 These values used in Unit Hydrograph calculations for Retention Basin Mas Gnu T- 25 -Se -06 Summary 3 '- ;Control :=Elevation La Quinta Resort and Spa Storm Dra a e System Elev Existing Retention Basin WS100 (See exist Tr 28545 Strm Drn Pins - page 8) 40.50 Lowest Residential Bldg Pad Elevation (Calle Mazatlan & Camino Quintana) 45.00 Lowest Service / Mechanical Rm Floor (Wave Pool Bldg) 35.00 Highest Area Drain Grate (DA 1311 & 1312 ) 46.00 Wave Pool Deck (Area D 43.20 Splash -Down Pool Deck (Area E 41.40 Formal Pool Deck (Area B 40.10 Typical Area Drain Pipe Depth (Top of Grate to Invert) 1 to 4 ft Invert of 30 "SD at Flap Valve, leaving Junction /Pump manhole 33.68 Invert of proposed 30 " SD at connection to (E) 60 " SD (match CL) 29.57 Invert of Existing 60 " SD at connection of proposed 30" SD 29.57 Typical Area Drain - 12 inch sq cast iron with 6 inch PVC downspout to elbow or tee Typical Area Drain Grate - Flat, ADA, Coated Cast Iron in hardsurface areas, Domed Plastic in Landscaping Typical Area Drain Lateral - 6 inch minimum or As Shown on Plans Typical Junction Structure - 4 ft ID Precast Concrete Manhole MDS 69802 25- Sep -06 Summa 4 - Tributary Area List La Quinta Resort &Spa ID Area (Ac) DA SubTot Drains e Area A 0894 0.91. r—Drainage Area B 0.84 Drainage Area C 0.45 Drainage Area D 0.65 Drainage Area E 0.35 Drainage Area F 0.28 DA B fh�ru F 2..57 Pools 0.28 2.85 DA A thru F &Pools 3076 Drainage Area G 0.34 Project Total 4.lOQ Tab 4 Appendix A Rational Method Storm Drain Hydrology A 1 a Pre - Existing Storm Drain Hydrology A lb Proposed Storm Drain Hydrology La Quinta Resort and Spa Signature Pool Tab 4 Appendix A ita Rational Method Pre - existing Storm Drain Hydrology La Quinta Resort and Spa Signature Pool ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -95 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/95 License ID 1269 Analysis prepared by: MDS CONSULTING 17320 REDHILL AVENUE, SUITE 350 IRVINE, CALIFORNIA 92714 PHONE: (714)251 -8821 FAX:(714)251 -0516 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * LA QUINTA HOTEL ON -SITE HYDROLOGY * 100 YEAR STORM FLOWS P B FILE NAME: G: \AES95 \HYDROSFT \RATRVSD \28545 \HOTEL20.DAT TIME /DATE OF STUDY: 8:15 7/11/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.830 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.000 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE _ .5805893 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE _ .5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.6000 SLOPE OF INTENSITY DURATION CURVE _ .5796 RCFC &WCD HYDROLOGY MANUAL "C"- VALUES USED NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 52.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 360.00 UPSTREAM ELEVATION = .47.00 DOWNSTREAM ELEVATION = 44.60 ELEVATION DIFFERENCE = 2.40 TC = -.937 *[( 360.00 * *3) /( 2.40)] * *.2 = 26.895 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.547 SOIL CLASSIFICATION IS "A" UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4261 SUBAREA RUNOFF(CFS) _ .81 TOTAL AREA(ACRES) _ .75 TOTAL RUNOFF(CFS) _ .81 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 8 -------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.547 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6630 SUBAREA AREA(ACRES) _ .68 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 1.43 TOTAL RUNOFF(CFS) = 1.96 TC(MIN) = 26.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 2.7 UPSTREAM NODE ELEVATION = 40.60 DOWNSTREAM NODE ELEVATION = 40.20 FLOWLENGTH(FEET) = 171.70 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.96 TRAVEL TIME(MIN.) = 1.05 TC(MIN.) = 27.94 FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.492 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5169 SUBAREA AREA(ACRES) _ .73 SUBAREA RUNOFF(CFS) _ .94 TOTAL AREA(ACRES) = 2.16 TOTAL RUNOFF(CFS) = 2.90 TC(MIN) = 27.94 FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.9 UPSTREAM NODE ELEVATION = 40.20 DOWNSTREAM NODE ELEVATION = 39'.60 FLOWLENGTH(FEET) = 70.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.90 TRAVEL TIME(MIN.) = .24 TC(MIN.) = 28.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 54.00 TO NODE 54.00 IS CODE = 8 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< --------------------- - - - - -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.479 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5160 SUBAREA AREA(ACRES) _ .78 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 2.94 TOTAL RUNOFF(CFS) = 3.90 TC(MIN) = 28.18 FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 4 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.6 UPSTREAM NODE ELEVATION = 39.60 DOWNSTREAM NODE ELEVATION = 38.80 FLOWLENGTH(FEET) = 80.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.90 TRAVEL TIME(MIN.) _ .24 TC(MIN.) = 28.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.467 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5151 SUBAREA AREA(ACRES) _ .96 SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 5.12 TC(MIN) = 28.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 4 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 8.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.2 UPSTREAM NODE ELEVATION = 38.80 DOWNSTREAM NODE ELEVATION = 38.50 FLOWLENGTH(FEET) = 80.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 5.12 TRAVEL TIME(MIN.) _ .32 TC(MIN.) = 28.74 FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.451 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5140 SUBAREA AREA(ACRES) = 1.13 SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA(ACRES) = 5.03 TOTAL RUNOFF(CFS) = 6.54 TC(MIN) = 28.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 56.00 TO NODE 57.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 30.0 INCH PIPE IS 9.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.7 UPSTREAM NODE ELEVATION = 38.50 DOWNSTREAM NODE ELEVATION = 38.30 FLOWLENGTH(FEET) = 47.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.54 TRAVEL TIME(MIN.) = .17 TC(MIN.) = 28.90 FLOW PROCESS FROM NODE 57.00 TO NODE 57.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.443 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 -ACRE LOT) RUNOFF COEFFICIENT = .5134 SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 6.13 TOTAL RUNOFF(CFS) = 7.92 TC(MIN) = 28.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.5 UPSTREAM NODE ELEVATION = 38.30 DOWNSTREAM NODE ELEVATION = 36.60 FLOWLENGTH(FEET) = 285.60 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 7.92 TRAVEL TIME(MIN.) = .87 TC(MIN.) = 29.77 FLOW PROCESS FROM NODE 58.00 TO NODE 58.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.402 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6564 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.15 TOTAL AREA(ACRES) = 8.13 TOTAL RUNOFF(CFS) = 11.08 TC(MIN) = 29.77 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 58.00 TO NODE 59.00 IS CODE = 4 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------- - - - - -- DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.1 UPSTREAM NODE ELEVATION = 36.60 DOWNSTREAM NODE ELEVATION = 35.90 FLOWLENGTH(FEET) = 191.40 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = PIPEFLOW THRU SUBAREA(CFS) = 11.08 TRAVEL TIME(MIN.) _ .63 TC(MIN.) = 30.40 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 30.40 RAINFALL INTENSITY(INCH /HR) = 2.37 TOTAL STREAM AREA(ACRES) = 8.13 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< . ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 180.00 UPSTREAM ELEVATION = 45.00 DOWNSTREAM ELEVATION = 44.50 ELEVATION DIFFERENCE _ .50 TC = .393 *[( 180.00 * *3) /( .50)] * *.2 = 10.170 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.476 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7256 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) _ .38 TOTAL RUNOFF(CFS) = 1.23 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.0 UPSTREAM NODE ELEVATION = 37.10 DOWNSTREAM NODE ELEVATION = 36.40 FLOWLENGTH(FEET) = 162.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.23 TRAVEL TIME(MIN.) _ .91 TC(MIN.) = 11.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 8 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.260 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7203 SUBAREA AREA(ACRES) _ .48 SUBAREA RUNOFF(CFS) = 1.47 TOTAL AREA(ACRES) _ .86 TOTAL RUNOFF(CFS) = 2.71 TC(MIN) = 11.08 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 59.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 3.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.9 UPSTREAM NODE ELEVATION = 36.40 DOWNSTREAM NODE ELEVATION = 35.90 FLOWLENGTH(FEET) = 10.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.71 TRAVEL TIME(MIN.) = .02 TC(MIN.) = 11.10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.10 RAINFALL INTENSITY(INCH /HR) = 4.26 TOTAL STREAM AREA(ACRES) = .86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.71 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 11.08 30.40 2.373 8.13 2 2.71 11.10 4.256 .86 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.75 11.10 4.256 2 12.59 30.40 2.373 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.59 Tc(MIN.) = 30.40 TOTAL AREA(ACRES) = 8.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.00 TO NODE 59.10 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 12.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.4 UPSTREAM NODE ELEVATION = 35.90 DOWNSTREAM NODE ELEVATION = 35.10 FLOWLENGTH(FEET) = 198.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 12.59 TRAVEL TIME(MIN.) = .61 TC(MIN.) = 31.02 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.10 TO NODE 59.10 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.345 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6538 SUBAREA AREA(ACRES) _ .30 SUBAREA RUNOFF(CFS) _ .46 TOTAL AREA(ACRES) = 9.29 TOTAL RUNOFF(CFS) = 13.05 TC(MIN) = 31.02 FLOW PROCESS FROM NODE 59.10 TO NODE 59.20 IS CODE = 4 --------7-------------------------------7----------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< DEPTH OF FLOW IN 42.0 INCH PIPE IS 12.8 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.3 UPSTREAM NODE ELEVATION = 35.10 DOWNSTREAM NODE ELEVATION = 34.80 FLOWLENGTH(FEET) = 80.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 13.05 TRAVEL TIME(MIN.) = .25 TC(MIN.) = 31.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.20 TO NODE 59.20 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.334 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6533 SUBAREA AREA(ACRES) _ .42 SUBAREA RUNOFF(CFS) _ .64 TOTAL AREA(ACRES) = 9.71 TOTAL RUNOFF(CFS) = 13.69 TC(MIN) = 31.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.20 TO NODE 63.00 IS CODE = 4 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 10.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 92.00 GIVEN PIPE DIAMETER(INCH) _ PIPEFLOW THRU SUBAREA(CFS) _ TRAVEL TIME(MIN.) = .21 7.2 34.80 34.00 MANNING'S N = .012 42.00 NUMBER OF PIPES = 13.69 TC(MIN.) = 31.48 1 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 59.20 TO NODE 63.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------- ---------------------- 100 YEAR RAINFALL INT SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 31.48 --------------------------------------- --------------------------------------- -NSITY(INCH /HOUR) = 2.325 "All ll LOT) RUNOFF COEFFICIENT = .6528 .49 SUBAREA RUNOFF(CFS) = .74 10.20 TOTAL RUNOFF(CFS) = 14.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1 ---------------------------------------------------------------------- - - - - -- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 31.48 RAINFALL INTENSITY(INCH /HR) = 2.33 TOTAL STREAM AREA(ACRES) = 10.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 64.00 TO NODE 65.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - -- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH = 2.30.00 UPSTREAM ELEVATION = 45.00 DOWNSTREAM ELEVATION = 44.60 ELEVATION DIFFERENCE = .40 TC = .393 *[( 230.00 * *3) /( .40)] * *.2 = 12.319 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.005 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7136 SUBAREA RUNOFF(CFS) = 2.06 TOTAL AREA(ACRES) = .72 TOTAL RUNOFF(CFS) = 2.06 FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 4 ----------------=----------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 5.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.5 UPSTREAM NODE ELEVATION = 36.10 DOWNSTREAM NODE ELEVATION = 34.70 FLOWLENGTH(FEET) = 323.50 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.06 TRAVEL TIME(MIN.) = 1.56 TC(MIN.) = 13.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 66.00 TO NODE 66.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.738 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7060 SUBAREA AREA(ACRES) _ .26 SUBAREA RUNOFF(CFS) _ .69 TOTAL AREA(ACRES) _ .98 TOTAL RUNOFF(CFS) = 2.74 TC(MIN) = 13.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 66.00 TO NODE 63.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 24.0 INCH PIPE IS 4.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.4 UPSTREAM NODE ELEVATION = 34.70 DOWNSTREAM NODE ELEVATION = 34.00 FLOWLENGTH(FEET) = 23.50 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 2.74 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 13.93 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 63.00 TO NODE 63.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.93 RAINFALL INTENSITY(INCH /HR) = 3.73 TOTAL STREAM AREA(ACRES) = .98 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 14.43 31.48 2.325 10.20 2 2.74 13.93 3.730 .98 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) � (t� b 1 9.13 13.93 3.730.r 2 16.14 31.48 2.325 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.14 Tc(MIN.) = 31.48 TOTAL AREA(ACRES) = 11.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 63.00 TO NODE 67.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 10.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.7 UPSTREAM NODE ELEVATION = 34.00 DOWNSTREAM NODE ELEVATION = 33.70 FLOWLENGTH(FEET) = 23.50 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.14 TRAVEL TIME(MIN.) = .05 TC(MIN.) = 31.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 67.00 TO NODE 67.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.323 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6527 SUBAREA AREA(ACRES) _ .06 SUBAREA RUNOFF(CFS) _ .09 TOTAL AREA(ACRES) = 11.24 TOTAL RUNOFF(CFS) = 16.23 TC(MIN) = 31.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 67.00 TO NODE 68.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 42.0 INCH PIPE IS 14.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.4 UPSTREAM NODE ELEVATION = 33.70 DOWNSTREAM NODE ELEVATION = 33.50 FLOWLENGTH(FEET) = 58.80 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.23 TRAVEL TIME(MIN.) = .18 TC(MIN.) = 31.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 68.00 TO NODE 68.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.316 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6524 SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .30 TOTAL AREA(ACRES) = 11.44 TOTAL RUNOFF(CFS) = 16.54 TC(MIN) = 31.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 68.00 TO NODE 69.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 9.7 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 9.1 UPSTREAM NODE ELEVATION = 33.50 DOWNSTREAM NODE ELEVATION = 32.80 FLOWLENGTH(FEET) = 47.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.54 TRAVEL TIME(MIN.) = .09 TC(MIN.) = 31.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 69.00 TO NODE 69.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.312 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6522 SUBAREA AREA(ACRES) _ .08 SUBAREA RUNOFF(CFS) _ .12 TOTAL AREA(ACRES) = 11.52 TOTAL RUNOFF(CFS) = 16.66 TC(MIN) = 31.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 69.00 TO NODE 70.00 IS CODE = 4 >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 13.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.8 UPSTREAM NODE ELEVATION = 32.80 DOWNSTREAM NODE ELEVATION = 32.30 FLOWLENGTH(FEET) = 118.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.66 TRAVEL TIME(MIN.) = .34 TC(MIN.) = 32.13 FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< --------------- - -- -- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.298 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6515 SUBAREA AREA(ACRES) _ .40 SUBAREA RUNOFF(CFS) _ .60 TOTAL AREA(ACRES) = 11.92 TOTAL RUNOFF(CFS) = 17.25 TC(MIN) = 32.13 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 70.00 TO NODE 71.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 14.1 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.6 UPSTREAM NODE ELEVATION = 32.30 DOWNSTREAM NODE ELEVATION = 32.10 FLOWLENGTH(FEET) = 47.00 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.25 TRAVEL TIME(MIN.) = .14 TC(MIN.) = 32.27 FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 8 ---------------------------------------------------------------------------- >> » >ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.292 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .6512 SUBAREA AREA(ACRES) _ .48 SUBAREA RUNOFF(CFS) _ .72 TOTAL AREA(ACRES) = 12.40 TOTAL RUNOFF(CFS) = 17.97 TC(MIN) = 32.27 FLOW PROCESS FROM NODE 71.00 TO NODE .72.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 48.0 INCH PIPE IS 14.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.7 UPSTREAM NODE ELEVATION = 32.10 DOWNSTREAM NODE ELEVATION = 31.50 FLOWLENGTH(FEET) = 163.50 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 17.97 TRAVEL TIME(MIN.) = .48 TC(MIN.) = 32.75 FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 32.75 RAINFALL INTENSITY(INCH /HR) = 2.27 TOTAL STREAM AREA(ACRES) = 12.4 "0 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.97 FLOW PROCESS FROM NODE 73.00 TO NODE 74.00 IS CODE = 21 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW - LENGTH = 370.00 UPSTREAM ELEVATION = 45.00 DOWNSTREAM ELEVATION = 44.00 ELEVATION DIFFERENCE = 1.00 TC = .303 *[( 370.00 * *3) /( 1.00)] * *.2 = 10.532 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.386 SOIL CLASSIFICATION IS "A" COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8647 SUBAREA RUNOFF(CFS) = 3.41 TOTAL AREA(ACRES) = .90 TOTAL RUNOFF(CFS) = 3.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 74.00 TO NODE 75.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 6.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 3.8 UPSTREAM NODE ELEVATION = 35.60 DOWNSTREAM NODE ELEVATION = 35.00 FLOWLENGTH(FEET) = 140.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 3.41 TRAVEL TIME(MIN.) = .61 TC(MIN.) = 11.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 75.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.245 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7199 SUBAREA AREA(ACRES) _ .96 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) = 1.86 TOTAL RUNOFF(CFS) = 6.35 TC(MIN) = 11.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 75.00 TO NODE 76.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 9.3 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.4 UPSTREAM NODE ELEVATION = 35.00 DOWNSTREAM NODE ELEVATION = 34.50 FLOWLENGTH(FEET) = 130.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.35 TRAVEL TIME(MIN.) = .49 TC(MIN.) = 11.63 FLOW PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.140 SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 11.63 "All ll LOT) RUNOFF COEFFICIENT = .7172 y' At 2.78 SUBAREA RUNOFF(CFS) = 8.25 " "' ° € ` 4.64 TOTAL RUNOFF(CFS) = 14.60 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 14.6 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.4 UPSTREAM NODE ELEVATION = 34.50 DOWNSTREAM NODE ELEVATION = 34.10 FLOWLENGTH(FEET) = 110.00 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 14.60 TRAVEL TIME(MIN.) = .34 TC(MIN.) = 11.97 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE = 8 ---------------------------------------------------------------------- - - - - -- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------- ---------------------- 100 YEAR RAINFALL INT SOIL CLASSIFICATION IS SINGLE- FAMILY(1 /4 ACRE SUBAREA AREA(ACRES) _ TOTAL AREA(ACRES) _ TC(MIN) = 11.97 --------------------------------------- --------------------------------------- ENSITY(INCH /HOUR) = 4.072 "All LOT) RUNOFF COEFFICIENT = .7154 .76 SUBAREA RUNOFF(CFS) = 2.21 5.40 TOTAL RUNOFF(CFS) = 16.82 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 77.00 TO NODE 78.00 IS CODE = 4 ---------------------------------------------------------------------- - - - - -- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 11.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.2 UPSTREAM NODE ELEVATION = 34.10 DOWNSTREAM NODE ELEVATION = 32.60 FLOWLENGTH(FEET) = 147.90 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 16.82 TRAVEL TIME(MIN.) = .30 TC(MIN.) = 12.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 78.00 TO NODE 78.00 IS CODE = 8 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.014 SOIL CLASSIFICATION IS "A" SINGLE- FAMILY(1 /4 ACRE LOT) RUNOFF COEFFICIENT = .7138 SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 3.84 TOTAL AREA(ACRES) = 6.74 TOTAL RUNOFF(CFS) = 20.66 TC(MIN) = 12.27 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 78.00 TO NODE 72.00 IS CODE = 4 ---------------------------------------------------------------------- - - - - -- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 36.0 INCH PIPE IS 20.9 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 4.8 UPSTREAM NODE ELEVATION = 32.60 DOWNSTREAM NODE ELEVATION = 31.50 FLOWLENGTH(FEET) = 522.20 MANNING'S N = .012 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 20.66 TRAVEL TIME(MIN.) = 1.79 TC(MIN.) = 14.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.07 RAINFALL INTENSITY(INCH /HR) = 3.71 TOTAL STREAM AREA(ACRES) = 6.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 17.97 32.75 2.273 12.40 1'/ 2 20.66 14.07 3.709 6.74 �W j(r/} IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 28.37 14.07 3.709 2 30.63 32.75 2.273 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.37 Tc(MIN.) = 14.07 TOTAL AREA(ACRES) = 19.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 72.00 TO NODE 8.00 IS CODE = 4 >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 60.0 INCH PIPE IS 14.2 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 8.0 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 46.18 14.71 3.614 2 45.85 15.03 3.569 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 46.18 Tc(MIN.) = 14.71 TOTAL AREA(ACRES) = 52.89 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 73.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 60.0 INCH PIPE IS 21.5 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 7.3 UPSTREAM NODE ELEVATION = 29.60 DOWNSTREAM NODE ELEVATION = 27.80 FLOWLENGTH(FEET) = 412.80 MANNING'S N = .013 GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 46.18 TRAVEL TIME(MIN.) _ .94 TC(MIN.) = 15.65 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: C15.65 �_ PEAK FLOW RATE (CFS) = 46.18 Tc (MIN. ) _ ca TOTAL AREA(ACRES) = 52.89 END OF RATIONAL METHOD ANALYSIS COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 6 o,,� PEAK FLOW RATE(CFS) = 38.94- Tc(MIN.) = 14.49, TOTAL AREA(ACRES) = 46.84 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 4 ---------------------------------------------------------------------------- >> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- DEPTH OF FLOW IN 60.0 INCH PIPE IS 22.4 INCHES PIPEFLOW VELOCITY(FEET /SEC.) = 5.8 UPSTREAM NODE ELEVATION = 29.80 DOWNSTREAM NODE ELEVATION = 29.60 FLOWLENGTH(FEET) = 75.00 MANNING'S N = .013, GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 38.94 TRAVEL TIME(MIN.) _ .21 TC(MIN.) = 14.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< 60 -------------------------------------------------------------=-------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.71 RAINFALL INTENSITY(INCH /HR) = 3.61 TOTAL STREAM AREA(ACRES) = 46.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 7 ---------------------------------------------------------------------------- » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE ««< cjq ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER- SPECIFIED VALUES ARE AS FOLLOWS:�y�GP /i'aC26� TC(MIN) = 15.03 RAIN INTENSITY(INCH /HOUR) = 3.57 TOTAL AREA(ACRES) = 6.05 TOTAL RUNOFF(CFS) = 7.40. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.03 RAINFALL INTENSITY(INCH /HR) = 3.57 TOTAL STREAM AREA(ACRES) = 6.05 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE). fe 1 38.94 14.71 3.614 46.84 2 7.40 15.03 3.569 6.05,E UPSTREAM NODE ELEVATION = DOWNSTREAM NODE ELEVATION = FLOWLENGTH(FEET) = 205.00 GIVEN PIPE DIAMETER(INCH) _ PIPEFLOW THRU SUBAREA(CFS) TRAVEL TIME(MIN.) _ .43 31.50 29.80 MANNING'S N = .013 60.00 NUMBER OF PIPES = 1 28.37 TC(MIN.) _ !14.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ---------------------------------------------------------------------------- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< (poll, TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.49 RAINFALL INTENSITY(INCH /HR) = 3.65 TOTAL STREAM AREA(ACRES) = 19.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.37 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -p- - - ` - - - - - » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE« «< 5.4raQ� USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 35.40 RAIN INTENSITY(INCH /HOUR) = 2.17 TOTAL AREA(ACRES) = 27.70 TOTAL RUNOFF(CFS) = 25.80, ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 35.40 RAINFALL INTENSITY(INCH /HR) = 2.17 TOTAL STREAM AREA(ACRES) = 27.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.80 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) rt 1 28.37 14.49 3.645 19.14 2 25.80 35.40 2.172 27.70 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 38.94 14.49 3.645 2 42.71 35.40 2.172 Tab 5 Appendix A ib Rational Method Proposed Storm Drain Hydrology La Quinta Resort and Spa Signature Pool Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 09/12/06 File:69802SDA.out ------------------------------------------------------------------------ La Quin�ta Resort Si:gnFature Pool Mds' x44;61.6 File ... 69802SDA1 ------------------------------------------------------------------------ * * * " * * * ** H drolo' Stud, Contro'1 Thri,formation Y , . _. 9Y.. y 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 1467.000(Ft.) to Point /Station 1432.000(Ft.) EVALT7AT3'ON Initial area flow distance = 35.000(Ft.) Top (of initial area) elevation = 46.300(Ft.) Bottom (of initial area) elevation = 45.800(Ft.) Difference in elevation = 0.500(Ft.) Slope = 0.01429 s(percent)= 1.43 TC = k(0.323) *[(length'3) /(elevation change)]'0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.847 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 0.143(CFS) Total initial stream area = 0.025(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1432.000(Ft.) to Point /Station 1412.000(Ft.) a * * { * *f PhPEFLOW TRAVEL TIME ('User spec {ified`. size) Upstream point /station elevation = 43.900(Ft.) Downstream point /station elevation = 43.880(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.143(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.143(CFS) Normal flow depth in pipe = 3.63(In.) Flow top width inside pipe = 5.86(In.) Critical Depth = 2.25(In.) Pipe flow velocity = 1.15(Ft /s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 5.29 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1414.000(Ft.) to Point /Station 1412.000(Ft.) *z* * * S�UBAREA �FLOinT:, ADDITION *�* * *�A2 APARTMENT subarea type Runoff Coefficient = 0.846 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Time of concentration = 5.29 min. Rainfall intensity = 6.544(In /Hr) for a 100.0 year storm Subarea runoff = 0.089(CFS) for 0.016(Ac.) Total runoff = 0.232(CFS) Total area = 0.041(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1412.000(Ft.) to Point /Station 1392.000(Ft.) PSI °PEFLOW ,TRAVEL TINl�E ,(Us(ers3p;ecififf�ed'sFz e ) Upstream point /station elevation = 43.880(Ft.) Downstream point /station elevation = 43.860(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.232(CFS) Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.015(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.024(Ft.) Minor friction loss = 0.0ll(Ft.)K- factor = 0.50 Pipe flow velocity = 1.18(Ft /s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 5.57 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station I394.00O(Ft.) to Point/Station I392.000(Ft MIT APARTMENT subarea type Runoff Coefficient ~ 0.844 Decimal fraction ouiI group A ~ 1.000 BI index for aoil(JMC 2) ~ 32'00 Pervious area fraction ~ 0.200/ Impervious fraction ~ 0'800 Time of concentration ~ 5.57 min. Rainfall intensity ~ 6'349(Zzz/Br) for a I00'0 year storm Subarea runoff = 0.070(CFS) for 0.0I3(Ao.) Total runoff ~ 0.30I(CFS) Total area = 0'054(Ao.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station I392.0OO(Ft�) to Point/Station I360.008(Ft .' ' ��^ ��^p,~ ~-�^_� '-.-~~�~' Upstream point/station elevation ~ 43.860(Ft.) Downstream point/station elevation 43.720(Ft') Pipe length ~ 32.00(Ft') Menoing'a N = 0'01I No' of pipes = I Required pipe fl O 30l(CFS) Given pipe size = 6.00(Zn.) | Calculated individual pipe flow ~ 0.301(CFS) Normal flow depth in pipe ~ 3.66(Zn.) Flow top width inside pipe ~ 5.85(Z/z.) Critical Depth = 3.33(Z/\,) Pipe flow velocity ~ ' 2.4I(Ft/�> Travel time through pipe ~ 0.22 min. Time of concentration (TC) ~ S.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1362'000(Ft.) to Point/Station 1360.000(Ft VALA RA4 COMMERCIAL subarea type Runoff Coefficient ~ 0.872 Decimal fraction soil group A ~ I.000 DI index for aoiI(AMC 2) ~ 32'00 Pervious area fraction ~ 0.100; Impervious fraction ~ 0.900 Time of concentration ~ 5.79 min. IlaizzfaII intensity 6.207 (Zzz/Br) for a 100.0 year storm Subarea runoff = 0.070 (CFS) for 0 .UI3 (Ao. ) Total runoff ~ 0'372(CFS) Total area ~ 0'067(Ao.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1360.000(Ft.) to Point /Station 1345.000(Ft.) PIP °EFLOW TR AVE +L TIME (Use'r spec °`fled `size) * & *� *� *' Upstream point /station elevation = 43.720(Ft.) Downstream point /station elevation = 43.680(Ft.) Pipe length = 15.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.372(CFS) Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.035(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.047(Ft.) Minor friction loss = 0.028(Ft.)K- factor = 0.50 Pipe flow velocity = 1.89(Ft /s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 5.93 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1347.000(Ft.) to Point /Station 1345.000(Ft.) * * * * S,U REA `FbLOW rADDITI'ON * * * *A5 COMMERCIAL subarea type Runoff Coefficient = 0.872 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.93 min. Rainfall intensity = 6.127(In /Hr) for a 100.0 year storm Subarea runoff = 0.075(CFS) for 0.014(Ac.) Total runoff = 0.446(CFS) Total area = 0.081(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1345.000(Ft.) to Point /Station 1310.000(Ft.) n * ** FLOW" TRAVEL ThME (Utser specified Upstream point /station elevation = 43.680(Ft.) Downstream point /station elevation = 43.430(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.446(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.446(CFS) Normal flow depth in pipe = 3.37(In.) Flow top width inside pipe = 7.90(In.) Critical Depth = 3.74(In.) Pipe flow velocity = 3.20(Ft /s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 6.11 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1312.000(Ft.) to Point /Station 1310.000(Ft * * ** S XE ASR >EA��%QW (.ADDITION * * * *A6 COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.11 min. Rainfall intensity = 6.020(In /Hr) for a 100.0 year storm Subarea runoff = 0.210(CFS) for 0.040(Ac.) Total runoff = 0.656(CFS) Total area = 0.121(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1310.000(Ft.) to Point /Station 1290.000(Ft * * ** PIP- EFLO.W TRAVfrEL TIME (User specified ° s "ikze) * *r ** Upstream point /station elevation = 43.430(Ft.) Downstream point /station elevation = 43.300(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.656(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow - 0.656(CFS) Normal flow depth in pipe = 4.32(In.) Flow top width inside pipe = 7.97(In.) Critical Depth = 4.58(In.) Pipe flow velocity = 3.41(Ft /s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 6.21 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1292.000(Ft.) to Point /Station 1290.000(Ft.) OW ADDTT I ONE *M COMMERCIAL subarea type` Runoff Coefficient = 0.871 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.21 min. Rainfall intensity = 5.965(In /Hr) for a 100.0 year storm Subarea runoff = 0.078(CFS) for 0.015(Ac.) Total runoff = 0.734(CFS) Total area = 0.136(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1290.000(Ft.) to Point /Station 1265.000(Ft.) *'* * * P,2`PE4F,,LOWgTRAVE�L TIME :(User sp'ecif iedsze) ** Upstream point /station elevation = 43.300(Ft.) Downstream point /station elevation = 43.160(Ft.) Pipe length = 25.00(Ft.) Manning's N = 0.011 No. of pines = 1 Required pine flow = 0.734(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.734(CFS) Normal flow depth in pipe = 4.88(In.) Flow top width inside pipe = 7.81(In.) Pipe flow velocity = 3.30(Ft /s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 6.33 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1267.000(Ft.) to Point /Station 1265.000(Ft.) * *`* S:UB'AREA FLQWr" 1A COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.33 min. Rainfall intensity = 5.896(In /Hr) for a 100.0 year storm Subarea runoff = 0.128(CFS) for 0.025(Ac.) Total runoff = 0.863(CFS) Total area = 0.161(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1265.000(Ft.) to Point /Station 1245.000(Ft.) PE FLOW TRAVEL TIME (VserZ� °'specified sine),. * *, *, *; r Upstream point /station elevation = 43.160(Ft.) Downstream point /station elevation = 43.000(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.863(CFS) Given - pipe size = 8.00(In.) Calculated individual pipe flow 0.863(CFS) Normal flow depth in pipe = 4.82(In.) .Flow top width inside pipe = 7.83(In.) Critical Depth = 5.28(In.) Pipe flow velocity = 3.93(Ft /s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 6.42 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1247.000(Ft.) to Point /Station 1245.000(Ft.) * * * UWMEA'- 'aFLOW All SINGLE FAMILY `(1/4 Acre Lot) Runoff Coefficient = 0.753 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 6.42 min. Rainfall intensity = 5.850(In /Hr) for a 100.0 year storm Subarea runoff = 0.234(CFS) for 0.053(Ac.) Total runoff = 1.096(CFS) Total area = 0.214(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1245.000(Ft.) to Point /Station 1225.000(Ft.) Upstream point /station elevation = 43.000(Ft.) Downstream point /station elevation = 42.860(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.096(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 1.096(CFS) Normal flow depth in pipe = 6.03(In.) Flow top width inside pipe = 6.89(In.) Pipe flow velocity = 3.88(Ft /s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 6.50 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1227.000(Ft.) to Point /Station 1225.000(Ft.) SUBAR -EA FLOW`.;,ADDhTIQU"3** * *Al2 COMMERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.50 min. Rainfall intensity = 5.805(In /Hr) for a 100.0 year storm Subarea runoff = 0.020(CFS) for 0.004(Ac.) Total runoff = 1.116(CFS) Total area = 0.218(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1225.000(Ft.) to Point /Station 1210.000(Ft.) * * * ,PIT FLOW TRAVEL . TIMEy � ( °Userh sp'ecified`f size) Upstream point /station elevation = 42.800(Ft.) Downstream point /station elevation = 42.650(Ft.) Pipe length = 15.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.116(CFS) F----'calculated iven pipe size = 8.00(In.) individual pipe flow = 1.116(CFS) Normal flow depth in pipe = 5.32(In.) Flow top width inside pipe = 7.55(In.) Critical Depth = 6.01(In.) Pipe flow velocity = 4.53(Ft /s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 6.56 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1212.000(Ft.) to Point /Station 1210.000(Ft.) * * * * S TBAREA FLOW.;: * ?A13 SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.663 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Time of concentration = 6.56 min. Rainfall intensity = 5.777(In /Hr) for a 100.0 year storm Subarea runoff = 0.073(CFS) for 0.019(Ac.) Total runoff = 1.189(CFS) Total area = 0.237(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1210.000(Ft.) to Point /Station 1180.000(Ft.) *PIPE6F�LOW TRAVEL TIME` ::'(U`s'erVspec`f�ed Upstream point /station elevation = 42.650(Ft.) Downstream point /station elevation = 42.450(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.189(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow - 1.189(CFS) Normal flow depth in pipe = 8.00(In.) Flow top width inside pipe = 0.00(In.) Pipe flow velocity = 3.34(Ft /s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 6.71 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1182.000(Ft.) to Point /Station 1180.000(Ft.) * *X* *> SUBAREAFLOie1 ADDITION °* * * = *SA14 , A15 MOBILE HOME PARK subarea type Runoff Coefficient = 0.825 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.250; Impervious fraction = 0.750 Time of concentration = 6.71 min. Rainfall intensity = 5.702(In /Hr) for a 100.0 year storm Subarea runoff = 0.160(CFS) for 0.034(Ac.) Total runoff = 1.349(CFS) Total area = 0.271(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1180.000(Ft.) to Point /Station 1152.000(Ft.) * * *3* PIPEFLO,W YTL,TINlE (`User sp'eci�fied sze) * *b ** ,., y Upstream point /station elevation= 42.450(Ft.) Downstream point /station elevation = 42.250(Ft.) Pipe length = 28.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.349(CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximat hydraulic grade line above the pipe invert is 0.166(Ft.) at the headwork's or inlet of the pipe(s) Pipe friction loss = 0.250(Ft.) Minor friction loss = 0.116(Ft.)K- factor = 0.50 Pipe flow velocity = 3.86(Ft /s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 6.83 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1154.000(Ft.) to Point /Station 1152.000(Ft.) * * * * SUBAREAS YFLOVi1 A£D dI,T�ION ,* * * *A16 , A17 COMMERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.83 min. Rainfall intensity = 5.643(In /Hr) for a 100.0 year storm Subarea runoff = 0.108(CFS) for 0.022(Ac.) Total runoff = 1.457(CFS) Total area = 0.293(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + +f + ++ Process from Point /Station 1152.000(Ft.) to Point /Station 1122.000(Ft * ** ;P- IPEF�LQW TRAVEL TIME (rUserspe$cified size) * * ** Upstream point /station elevation = 42.250(Ft.) Downstream point /station elevation = 42.050(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.457(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.457(CFS) Normal flow depth in pipe = 6.10(In.) Flow top width inside pipe = 9.76(In.) Critical Depth = 6.48(In.) Pipe flow velocity = 4.18(Ft /s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 6.95 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1124.000(Ft.) to Point /Station 1122.000(Ft.) E* * * * SUBAREA :;FLOW ADDhTI�ON��* * *� *IA18 , A19 ems.- ;_ .. SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.658 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Time of concentration = 6.95 min. Rainfall intensity = 5.587(In /Hr) for a 100.0 year storm Subarea runoff = 0.073(CFS) for 0.020(Ac.) Total runoff = 1.531(CFS) Total area = 0.313(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1122.000(Ft.) to Point /Station 1096.000(Ft.) ** *�Ff2�P:EFL%OW_TR_ AVEL Tr2N!'E '(Users specified Upstream point /station elevation = 42.050(Ft.) Downstream point /station elevation = 41.880(Ft.) Pipe length = 26.00(Ft.) Manning's N = 0.011 Given pipe size = 10.00(In.) Calculated individual pipe flow - 1.531(CFS) Normal flow depth in pipe = 6.35(In.) Flow top width inside pipe = 9.63(In.) Pipe flow velocity = 4.19(Ft /s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 7.05 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1098.000(Ft.) to Point /Station 1096.000(Ft y --nu 'r. -yt'• t ^✓r x cct>.zv ryv .� ADD�ITI®Nk * ** *,tA21 CONDOMINIUM subarea type Runoff Coefficient = 0.793 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Time of concentration = 7.05 min. Rainfall intensity = 5.539(In /Hr) for a 100.0 year storm Subarea runoff = 0.079(CFS) for 0.018(Ac.) Total runoff = 1.610(CFS) Total area = 0.331(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1096.000(Ft.) to Point /Station 1065.000(Ft.) * * ** °P %IPEFwI;�OW =" TRAVEL T size }) Upstream point /station elevation = 41.880(Ft.) Downstream point /station elevation = 41.680(Ft.) Pipe length = 31.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.610(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.610(CFS) Normal flow depth in pipe = 6.61(In.) Flow top width inside pipe = 9.47(In.) Critical Depth = 6.83(In.) Pipe flow velocity = 4.21(Ft /s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 7.17 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1067.000(Ft.) to Point /Station 1065.000(Ft.) * *k* * ;�S�LIB`AREA'ry�F�LOW tADDITION * *� *� *�A2 2 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.747 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 7.17 min. Rainfall intensity = 5.484(In /Hr) for a 100.0 year storm Subarea runoff = 0.102(CFS) for 0.025(Ac.) Total runoff = 1.712(CFS) Total area = 0.356(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1065.000(Ft.) to Point /Station 1045.000(Ft.) ZRAVEL TIM °E (Ufserspec;ifieclas�ze) ` * * ** Upstream point /station elevation = 41.650(Ft.) Downstream point /station elevation = 41.500(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.712(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.712(CFS) Normal flow depth in pipe = 6.54(In.) Flow top width inside pipe = 9.51(In.) Pipe flow velocity = 4.53(Ft /s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 7.25 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1047.000(Ft.) to Point /Station 1045.000(Ft.) * °* * *S�TJBARaEA FLOWADDI�TI�ON * *;* * A2 3 ui SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.746 Decimal fraction soil group A = 1.00.0 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 7.25 min. Rainfall intensity = 5.451(In /Hr) for a 100.0 year storm Subarea runoff = 0.094(CFS) for 0.023(Ac.) Total runoff = 1.806(CFS) Total area = 0.379(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1045.000(Ft.) to Point /Station 1015.000(Ft.) ** * * "PIPEFLOrW T +RAUEL'TINlE� (=Us'er�rsP "ec�'f Upstream point /station elevation = 41.500(Ft.) Downstream point /station elevation = 41.300(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.806(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.806(CFS) Normal flow depth in pipe = 7.11(In.) Flow top width inside pipe = 9.06(In.) Critical Depth = 7.23(In.) Pipe flow velocity = 4.36(Ft /s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 7.36 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1017.000(Ft.) to Point /Station 1015.000(Ft.) *� *j �STTBA3REAL FLOW ��ADDITI�ON' _'* * * *�A2 4 CONDOMINIUM subarea type Runoff Coefficient = 0.792 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 Time of concentration = 7.36 min. Rainfall intensity = 5.402(In /Hr) for a 100.0 year storm End of computations, total study area = 0.39 (Ac.) Area averaged pervious area fraction(Ap) = 0.319 Area averaged RI index number = 32.0 Junation�;of �S�tormT Drain A =1 'with. SDr A , 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1015.000(Ft.) to Point /Station 1010.000(Ft.) *: *� * *, txPAIPEFLOdW TRAVEL aTI'ME� (Uaser specified: size) *V, Upstream point /station elevation = 41.300(Ft.) Downstream point /station elevation = 41.250(Ft.) Pipe length = 5.00(Ft.) Manning's N = 01011 No. of pipes = 1 Required pipe flow = 1.836(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.836(CFS) Normal flow depth in pipe = 6.22(In.) Flow top width inside pipe = 9.70(In.) Critical Depth = 7.29(In.) Pipe flow velocity = 5.15(Ft /s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.38 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1012.000(Ft.) to Point /Station 1010.000(Ft.) MOBILE HOME PARK subarea type Runoff Coefficient = 0.823 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.250; Impervious fraction = 0.750 Time of concentration = 7.38 min. Rainfall intensity = 5.395(In /Hr) for a 100.0 year storm Subarea, runoff' 2- :556'(`CFS) ":for 0 5$76 . f r Total runoff 4 3.92(CFS) Total area r w0 9�6r2(Ac ): � +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1010.000(Ft.) to Point /Station 1000.000(Ft.) PLPEFLOW TRAVEL TI7ME (Us`ers ecifie`d`'siz`e * * ** Upstream point /station elevation = 41.250(Ft.) Downstream point /station elevation = 41.200(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 4.392(CFS) Given' ip'ipe size Calculated individual pa.per,. Iow 4 3x92 (�CFS�) Normal flow depth in pipe = 9.00(In.) Flow top width inside pipe = 18.00(In.) Critical Depth = 9.65(In.) Pipe s'flow ^velocity, X44 t97 (Ft ° /'s) Travel time through pipe = 0.03 min. Time - of concentra.tiom, (TkC)v r ?7r 4I min. �a End of com utations,' >tota�l� stud` ,area P 3 - F P;rea.:;aver'aged pervious' - are�af'racton P,re&.. Averaged�` RI�':index £number; i� �' �'32 ,0 R` Count4 Rational =H pd�rolo Pro � r' °am CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 09/26/06 File:69802SD1Rh.out ---------------- ---------- ------------------------------ -- -------------- LaQu esort Signature Pool Mds 698102 7 Storm Drain Line 1 - Pro��Feczt r <:to rReteintion t s... '3r r � r � k � [• .. _.. _ Y s .. '0, yr' Rati'on�a1 Hydrol5ogy >� - �6 9 8 026 D1Rh ------------------------------------------------------------------------ Hyd>rology Study Control Information' i � -, v � 1 r English (in -lb) Units used in input data file Program License Serial Number 4082 Rational Method Hydrology Program based Riverside County Flood Control & Water 1978 hydrology manual Storm event (year) = 100.00 Antecedent Standard intensity- duration curves data For the [ Cathedral City ] area used. on Conservation District Moisture Condition = 2 (Plate D -4.1) 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 3160.000(Ft.) to Point /Station 2140.000(Ft.) * * * .''IIJITTAL ° AREA", EVAI2LTATsI_ :ON * * *_ *'DA C Initial area flow distance = 1020.000(Ft.) Top (of initial area) elevation = 43.500(Ft.) Bottom (of initial area) elevation = 39.800(Ft.) Difference in elevation = 3.700(Ft.) Slope = 0.00363 s(percent)= 0.36 TC = k(0.323) *[(length'3) /(elevation change)] -0.2 Initial area time of concentration = 15.875 min. Rainfall intensity = 3.460(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.858 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.336(CFS) Total initial stream area = 0.450(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3160.000(Ft.) to Point /Station 2140.000(Ft.) The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.450(Ac.) Runoff from this stream = 1.336(CFS) Time of concentration = 15.88 min. Rainfall intensity = 3.460(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3106.000(Ft.) to Point /Station 2140.000(Ft.) ;* * * ;:INITIM AREA EVA -UA, -0Nf * * * *FDA D Initial area flow distance = 966.000(Ft.) Top (of initial area) elevation = 43.500(Ft.) Bottom (of initial area) elevation = 39.800(Ft.) Difference in elevation = 3.700(Ft.) Slope = 0.00383 s(percent)= 0.38 TC = k(0.323) *[(length^3) /(elevation change)]'0.2 Initial area time of concentration = 15.366 min. Rainfall intensity = 3.526(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.859 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.968(CFS) Total initial stream area = 0.650(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 3106.000(Ft.) to Point /Station 2140.000(Ft.) The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.650(Ac.) Runoff from this stream = 1.968(CFS) Time of concentration = 15.37 min. Rainfall intensity = 3.526(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 1.336 15.88 3.460 2 1.968 15.37 3.526 Largest stream flow has longer or shorter time of concentration Qp = 1.968 + sum of Qa Tb /Ta 1.336 * 0.968 = 1.293 Qp = 3.261 Total of 2 main streams to confluence: Flow rates before confluence point: 1.336 1.968 Area of streams before confluence: 0.450 0.650 Results of confluence: Total flow rate = 3.261(CFS) Time of concentration = 15.366 min. Effective stream area after confluence = 1.100(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2140.000(Ft.) to Point /Station 2071.000(Ft.) IPEFLOW }TRAY €EL TIME °r a(Userfspec,f,iedas�ze�) * * ** Upstream point /station elevation = 39.800(Ft.) Downstream point /station elevation = 39.750(Ft.) Pipe length = 69.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.261(CFS) Given pipe size = 15.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.131(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.126(Ft.) Minor friction loss = 0.055(Ft.)K- factor = 0.50 Pipe flow velocity = 2.66(Ft /s) Travel time through pipe = 0.43 min. Time of concentration (TC) = 15.80 min. ++.++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2140.000(Ft.) to Point /Station 2071.000(Ft.) CONFLUE{NC * •. its_ .�,,��.�.�� -:Y. �.w ...-_• ..:,�_ __._� ..,.. .. _,- _ -. -r.. The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.100(Ac.) Runoff from this stream = 3.261(CFS) Time of concentration = 15.80 min. Rainfall intensity = 3.469(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2493.000(Ft.) to Point /Station 2071.000(Ft.) * * * ti INyIATI -1 P EA E�VA�LLTATION` * * * *FDA B Initial area flow distance = 422.000(Ft.) Top (of initial area) elevation = 40.000(Ft.) Bottom (of initial area) elevation = 39.750(Ft.) Difference in elevation = 0.250(Ft.) Slope = 0.00059 s(percent)= 0.06 TC = k(0.323) * [ (length'3) / (elevation change) ]'0.2 Initial area time of concentration = 16.025 min. Rainfall intensity = 3.441(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.858 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 f ' z Initial subarea r -unoff 2 48'0 Fa) Total in .ti'a'1. stream area , 4 0,::84,Q( ): Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2493.000(Ft.) to Point /Station 2071.000(Ft.) * * * �rtCQN ;FLUENCE ,OF MA-11V`&-TAR _ . The following following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.840(Ac.) Runoff from this stream = 2.480(CFS) Time of concentration = 16.03 min. Rainfall intensity = 3.441(In /Hr) Program is now starting with Main Stream No. 3 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2205.000(Ft.) to Point /Station 2070.000(Ft.) EVAL7AT,I®N ;,* * * *_?DA E Initial area flow distance = 135.000(Ft.) Top (of initial area) elevation = 41.200(Ft.) Bottom (of initial area) elevation = 39.750(Ft.) Difference in elevation = 1.450(Ft.) Slope = 0.01074 s(percent)= 1.07 TC = k(0.323) *[(length'3) /(elevation change)]'0.2 Initial area time of concentration = 5.690 min. Rainfall intensity = 6.273(In /Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.874 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 1.919(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2205.000(Ft.) to Point /Station 2070.000(Ft.) * ° * *�CQNFLLTENGE OF `e MAINSgT�R =EAMS ** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.350(Ac.) Runoff from this stream = 1.919(CFS) Time of concentration = 5.69 min. Rainfall intensity = 6.273(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 3.261 15.80 3.469 2 2.480 16.03 3.441 3 1.919 5.69 6.273 Largest stream flow has longer or shorter time of concentration Qp = 3.261 + sum of Qa Tb /Ta 2.480 * 0.986 = 2.445 Qb Ia /Ib 1.919 * 0.553 = 1.062 QP = 6.767 Total of 3 main streams to confluence: Flow rates before confluence point: 3.261 2.480 1.9I9 Area of streams before confluence: 1.100 0'840 0.350 Results of confluence: Total flow rate = 6.767(CI78) Time of concentration = 15.798 min. | Effective stream area after 000fIuezzoa = 3,390(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2I40'000(Ft.) to Point/Station I875'000(Ft.) upstream point/station elevation ~ 39.750(Ft.) Downstream point/station elevation ~ 39'600(Ft.) Pipe length ~ 265'00(Ft.) Mazoziug/a D] = 0.0I1 No' of pipes ~ I Required pipe flow 6'767(CFS) Qinezz pipe size = 24.00(Zn.) Calculated individual pipe flow ~ 6.767(CFS) Normal flow depth in pipe ~ 24'00(In.) Flow top width inside pipe ~ 0'00(Zzz.) Critical Depth ~ II.07(Zzz') Pipe flow velocity = 2.02(Ft/s) Travel time through pipe ~ 2.18 min. Time of concentration (TC) ~ 17.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2I40.000(Ft.) to Point/Station 1875.000(Ft.) The following data inside Main Stream is listed: In Main Stream number: l Stream flow area ~ 3.290(Ao') Runoff from this stream ~ 6.767(CFS) Time of concentration ~ 17.98 min. Rainfall intensity ~ 3.2I9(Zzz/Hr) Program is now starting nvitlz Maio Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 137S.000( Ft.) to Point/Station I000'000(Ft.) DA F Initial area flow clia anoe ~ 375.000(Ft.) Top (of initial area) elevation ~ 43.500(Ft.) Bottom (of initial area) elevation = 38.500(Ft') Difference in elevation ~ 4.000(Ft.) Slope ~ 0'01067 a(peroent)~ 1'07 TC ~ k(O'323)^[(Iengtlz^3)/(e1evation change)J^0.2 Initial area time of concentration ~ 8.575 min. Rainfall izztezzoitl/ ~ 4'945(Zn/Br) for a 100'0 year storm APARTMENT subarea type Runoff Coefficient ~ 0.869 Decimal fraction soil group B ~ I.000 RI index for soiI(AMC 2) ~ 56.00 Pervious area fraction ~ 0.200/ Impervious fraction 0'800 Initial subarea runoff ~ I.203(CF3) Total initial stream area ~ 0.280(Ac.) Pervious area fraction ~ 0.200 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1375.000(Ft.) to Point /Station 1000..000(Ft.) CQNFLUENCE OFD MAIN STRtEAMS *^* The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 1.203(CFS) Time of concentration = 8.57 min. Rainfall intensity = 4.945(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 6..767 17.98 3.219 2 1.203 8.57 4.945 Largest stream flow has longer time of concentration Qp = 6.767 + sum of Qb Ia /Ib 1.203 * 0.651 = 0.783 Qp = 7.550 Total of 2 main streams to confluence: Flow rates before confluence point: 6.767 1.203 Area of streams before confluence: 2.290 0.280 Results of confluence At PunpChamb'er Total flow rate = 7.550(CFS) Time of concentration = 17.980 min. Effective stream area after confluence = 2.570(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1888.000(Ft.) to Point /Station 1640.000(Ft.) °PLPEFLOW TRAVEL TIME ,(User�,specizfi <ed �s.ze) Upstream point /station elevation = 39.500(Ft.) Downstream point /station elevation = 39.350(Ft.) Pipe length = 248.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.550(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 7.550(CFS) Normal flow depth in pipe = 19.36(In.) Flow top width inside pipe = 28.71(In.) Critical Depth = 10.95(In.) Pipe flow velocity = 2.25(Ft /s) Travel time through pipe = 1.83 min. Time of concentration (TC) = 19.81 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1640.000(Ft.) to Point /Station 1000.000(Ft.) *r ** P'IPEFLOkWT,RAVEL, 4TIME (User specified size) *i * *'* Upstream point /station elevation = 39.400(Ft.) Downstream point /station elevation = 39.000(Ft.) Pipe length = 640.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.550(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 7.550(CFS) Normal flow depth in pipe = 19.15(In.) Flow top width inside pipe = 28.83(In.) Critical Depth = 10.95(In.) Pipe flow velocity = . 2.28(Ft /s) Travel time through pipe = 4.67 min. Time of concentration (TC) = 24.48 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1640.000(Ft.) to Point /Station 1000.000(Ft.) � * * * *�'CONFLUENC #E OF MAhN STMEAMS -. * *_' *Connection To 60 inch SD The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.570(Ac.) Runoff from this stream = 7.550(CFS) Time of concentration = 24.48 min. Rainfall intensity = 2.691(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1700.000(Ft.) to Point /Station 1640.000(Ft.) r •_ ** *� *k *: USER kD'EFINiED 'FLOW INFORMATION ' AT A FPOINT Existing Pipe Flows Rainfall intensity = 3.665(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 14.37 min. Rain intensity = 3.67(In /Hr) Total area = 16.50(Ac.) Total runoff = 24.60(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1700.000(Ft.) to Point /Station 1640.000(Ft.) <CONFLUENCE OF MAIN STREAMSN .._. _. .. . The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 16.500(Ac.) Runoff from this stream = 24.600(CFS) Time of concentration = 14.37 min. Rainfall intensity = 3.665(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 7.550 24.48 2.691 2 24.600 14.37 3.665 Largest stream flow has longer or shorter time of concentration Qp = 24.600 + sum of Qa Tb /Ta 7.550 * 0.587 = 4.432 Qp = 29.032 Total of 2 main streams to confluence: Flow rates before confluence point: 7.550 24.600 Area of streams before confluence: 2.570 16.500 Results of confluence: Total flow rate = 29.032(CFS) Time of concentration = 14.370 min. Effective stream area after confluence = 19.070(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1640.000(Ft.) to Point /Station 1510.000(Ft.) * ** "PdIPEF_LOW'T t'VEL TIME :;(LTser4,Ta Upstream point /station elevation = 39.000(Ft.) Downstream point /station elevation = 38.920(Ft.) Pipe length = 130.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 29.032(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 29.032(CFS) Normal flow depth in pipe = 28.20(In.) Flow top width inside pipe = 59.89(In.) Critical Depth = 17.91(In.) Pipe flow velocity = 3.20(Ft /s) Travel time through pipe = 0.68 min. Time of concentration (TC) = 15.05 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1640.000(Ft.) to Point /Station 1510.000(Ft.) F * * ** CON�FLLTENCE OF' MPINS;TREANiS`$ * * *'' *,Street Inlets The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 19.070(Ac.) Runoff from this stream = 29.032(CFS) Time of concentration = 15.05 min. Rainfall intensity = 3.569(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1550.000(Ft.) to Point /Station 1510.000(Ft.) * * * *i7SER1,DEFrIN'ED 'FL®W IN$FORkNlATIONATA PO$I =NT 1T *'. *r *4 *z Rainfall intensity = 2.173(^In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.798 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 User specified values are as follows: TC = 35.40 min. Rain intensity = 2.17(In /Hr) Total area = 27.70(Ac.) Total runoff = 25.80(CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1550.000(Ft.) to Point /Station 1510.000(Ft.) * * * *CONFL�EjNCEOF' gMA2N =S'TREAMS *, *' *- *;Street Inlets The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 27.700(Ac.) Runoff from this stream = 25.800(CFS) Time of concentration = 35.40 min. Rainfall intensity = 2.173(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 29.032 15.05 3.569 2 25.800 35.40 2.173 Largest stream flow has longer or shorter time of concentration Qp = 29.032 + sum of Qa Tb /Ta 25.800 * 0.425 = 10.966 Qp = 39.998 Total of 2 main streams to confluence: Flow rates before confluence point: 29.032 25.800 Area of streams before confluence: 19.070 27.700 Results of confluence: Total flow rate = 39.998(CFS) Time of concentration = 15.047 min. Effective stream area after confluence = 46.770(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from PoiTint /Station 1510,.000(Ft.) to Point /Station 1460.000(Ft.) '- *` * * *��,P�IPEFLOWQ TRMSl _. ELT�I�ME (User =spec�f�ied� size) * * ** ..4 �.�... Upstream point /station elevation = 38.920(Ft.) Downstream point /station elevation = 38.890(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 39.998(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 39.998(CFS) Normal flow depth in pipe = 34.45(In.) Flow top width inside pipe = 59.34(In.) Critical Depth = 21.14(In.) Pipe flow.velocity = 3.43(Ft /s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 15.29 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1460.000(Ft.) to Point /Station 1420.000(Ft.) * *i PIP- REL -OVJ; TRAVEL tTINlE r(II,setr 4spec fled rS z3ev) �r * *x* Upstream point /station elevation = 38.890(Ft.) Downstream point /station elevation = 38.860(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 39.998(CFS) Given pipe size = 60.00(In.) Calculated individual pipe flow = 39.998(CFS) Normal flow depth in pipe = 32.13(In.) Flow top width inside pipe = 59.85(In.) Critical Depth = 21.14(In.) Pipe flow velocity = 3.74(Ft /s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 15.47 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1460.000(Ft.) to Point /Station 1420.000(Ft.) * * ** C,ON3FL'UENCE OtF n,NiA'INht STREAAMS *� * * *aS tree t Inlets The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 46.770(Ac.) Runoff from this stream = 39.998(CFS) Time of concentration = 15.47 min. Rainfall intensity = 3.512(In /Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1450.000(Ft.) to Point /Station 1420.000(Ft.) EtM* Vt USER , D^EFINED ^FLOW. ^ INFORMAT_ION- AT A = :POINT Rainfall intensity = 3.571(In /Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.829 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.350; Impervious fraction = 0.650 User specified values are as follows: TC = 15.03 min. Rain intensity = 3.57(In /Hr) Total area = 6.05(Ac.) Total runoff = 7.40(.CFS) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1450.000(Ft.) to Point /Station 1420.000(Ft.) t, � ..� - <.�4 -. e' r; w.cifc+.� � -..Y-r - .O+^�'xT+"Aar7- +rc ---,. r„v T •- � _•- * STREAMS ` ** *k * The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.050(Ac.) Runoff from this stream = 7.400(CFS) Time of concentration = 15.03 min. Rainfall intensity = 3.571(In /Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In /Hr) 1 39.998 15.47 3.512 2 7.400 15.03 3.571 Largest stream flow has longer time of concentration Qp = 39.998 + sum of Qb Ia /Ib 7.400 * 0.983 = 7.278 Qp = 47.276 Total of 2 main streams to confluence: Flow rates before confluence point: 39.998 7.400 Area of streams before confluence: 46.770 6.050 Results of confluence: Total flow rate = 47.276(CFS) Time of concentration = 15.468 min. Effective stream area after confluence = 52.820(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1420.000(Ft.) to Point /Station 1000.000(Ft.) {2TRAVEL T13'ME (Useir sped Tied sfize) * * * *" Upstream point /station elevation = 38.870(Ft.) Downstream point /station elevation = 38.600(Ft.) Pipe length = 420.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 47.276(CFS) Given pipe size = 60.00(In.) :CaleulaEted individualp:ipe yflow , 47x276 (�CFSY)'j Normal flow depth in pipe = 37.55(In.) Flow top width inside pipe = 58.07(In.) Critical Depth = 23.06(In.) Pipe, °flowaµvelocity: 3.66 (Ft /s,) Travel time through pipe = 1.91 min. Time; >ofconcentratFon(TC) 17��38`m'in End of computations, to study area. The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.390 Area averaged RI index number = 56.0 Riverside �Coun�ty '�Rat�ional `Hyd`rologyr'Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/17/06 File:68902SDB.out ------------------------------------------------------------------------- La Q.utin�t`a R'e s ort h Mds' 6 9 8 02. year 'A' File 96802,SDB --------------- --- - ----------------------------------------------- - - - - -- a ,*-:r � * :�,_*.,.r . *' * + * * .!•, arc ., y Y1 0 .* .�. � '*'Mbk h!* on1** H English (in-lb) Units used in input data file 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 2540.000(Ft.) to Point /Station 2519.000(Ft.) Initial area flow distance = 21.000(Ft.) Top (of initial area) elevation = 41.500(Ft.) Bottom (of initial area) elevation = 40.180(Ft.) Difference in elevation = 1.320(Ft.) Slope = 0.06286 s(percent)= 6.29 TC = k(0.300) *[(length'3) /(elevation change)]^0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 6.762(In /Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.130(CFS) Total initial stream area = 0.022(Ac.) Pervious area fraction = 0.100 +++++.+++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2519.000(Ft.) to Point /Station 2496.000(Ft.) *` * *r * "xPIP,EFLOinT TRAVEL TIME (User $ :pec f,ied Upstream point /station elevation = 38.180(Ft.) Downstream point /station elevation = 38.100(Ft.) Pipe length = 23.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.130(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.130(CFS) Normal flow depth in pipe = 2.37(In.) Flow top width inside pipe = 5.87(In.) Critical Depth = 2.15(In.) Pipe flow velocity = 1.79(Ft /s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 5.21 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2498.000(Ft.) to Point /Station 2496.000(Ft.) COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.21 min. Rainfall intensity = 6.599(In /Hr) for a 100.0 year storm Subarea runoff = 0.253(CFS) for 0.044(Ac.) Total runoff = 0.383(CFS) Total area = 0.066(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2496.000(Ft.) to Point /Station 2447.000(Ft.) SJh t "CF - C 1 i'n4'm '_. A - �. -_ 1 ✓, -. { :,,f-i'. ztPIRE=FL0W7XTJRAVE,L NTIME ` (Us`er speci`f Upstream point /station elevation = 38.100(Ft.) Downstream point /station elevation = 37.960(Ft.) Pipe length = 49.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.383(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.383(CFS) Normal flow depth in pipe = 4.01(In.) Flow top width inside pipe = 8.00(In.) Critical Depth = 3.46(In.) Pipe flow velocity = 2.19(Ft /s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 5.59 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2449.000(Ft.) to Point /Station 2447.000(Ft.) e� &* * ** nSUBAREA'FL`OW ADDITtION COMMERCIAL subarea type Runoff Coefficient = 0.872 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction= 0.900 Time of concentration = 5.59 min. Rainfall intensity = 6.339(In /Hr) for a 100.0 year storm Subarea runoff = 0.216(CFS) for 0.039(Ac.) Total runoff = 0.599(CFS) Total area = 0.105(Ac.) Process from Point /Station 2447.000(Ft.) to Point /Station 2400.000(Ft.) PIPEFLOW�TR�A�T�ELTIME "� User srpecified'ssi�ze) *� * *_* .. .. _ ,. _ Upstream point /station elevation = 37.960(Ft.) Downstream point /station elevation = 37.820(Ft.) Pipe length = 47.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.599(CFS) Given pipe size = 8.00(In.) Calculated individual pipe flow = 0.599(CFS) Normal flow depth in pipe = 5.26(In.) Flow top width inside pipe = 7.59(In.) Critical Depth = 4.37(In.) Pipe flow velocity = 2.46(Ft /s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 5.91 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2402.000(Ft.) to Point /Station 2400.000(Ft.) V SLTBAryREA s FLOW ADDITION r _> �. COMMERCIAL subarea type Runoff Coefficient = 0.872 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 5.91 min. Rainfall intensity = 6.139(In /Hr) for a 100.0 year storm Subarea runoff = 0.209(CFS) for 0.039(Ac.) Total runoff = 0.808(CFS) Total area = 0.144(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2400.000(Ft.) to Point /Station 2364.000(Ft.) *' * ** PIPEF't - "IAVEL�kTI�ME `4(�User4 specif��.ed Isi.ze) .' * *y ** Upstream point /station elevation = 37.820(Ft.) Downstream point /station elevation = 37.720(Ft.) Pipe length = 36.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.808(CFS) Given pipe size = 8.00(In.) The approximate hydraulic grade line above the pipe invert is 0.057(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.115(Ft.) Minor friction loss = 0.042(Ft.)K- factor = 0.50 Pipe flow velocity = 2.31(Ft /s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 6.17 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2366.000(Ft.) to Point /Station 2364.000(Ft.) SLTB'ARE' FL "SD COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Time of concentration = 6.17 min. Rainfall intensity = 5.988(In /Hr) for a 100.0 year storm Subarea runoff = 0.490(CFS) for 0.094(Ac.) Total runoff = 1.298(CFS) Total area = 0.238(Ac.) Process from Point /Station 2364.000(Ft.) to Point /Station 2357.000(Ft.) *` *' *� *911T ' Y RAVEL TIME User s ecified � i °ze f, * *� *�* Upstream point /station elevation = 37.720(Ft.) Downstream point /station elevation = 37.710(Ft.) Pipe length = 7.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.298(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.298(CFS) Normal flow depth in pipe = 8.24(In.) Flow top width inside pipe = 11.13(In.) Critical Depth = 5.78(In.) Pipe flow velocity = 2.26(Ft /s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 6.22 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2359.000(Ft.) to Point /Station 2357.000(Ft.) SUBAREAu�F�L'OW AIDDITION,' MOBILE HOME PARK subarea type Runoff Coefficient = 0.827 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.250; Impervious fraction = 0.750 Time of concentration = 6.22 min. Rainfall intensity = 5.959(In /Hr) for a 100.0 year storm Subarea runoff = 0.321(CFS) for 0.065(Ac.) Total runoff = 1.619(CFS) Total area = 0.303(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2357.000(Ft.) to Point /Station 2322.000(Ft.) **3,PIn?PEEM, OW ,TRA�TE'L TIME (User¢spercified��s�ze)�z * ** Upstream point /station elevation = 37.710(Ft.) Downstream point /station elevation = 37.620(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.619(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 1.619(CFS) Normal flow depth in pipe = 7.82(In.) Flow top width inside pipe = 11.44(In.) Critical Depth = 6.48(In.) Pipe flow velocity = 2.99(Ft /s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 6.41 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2324.000(Ft.) to Point /Station 2322.000(Ft.) SLTBA;REA��F3LOW ADD- IT�IOMt,�',* * * *I MOBILE HOME PARK subarea type Runoff Coefficient = 0.827 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.250; Impervious fraction = 0.750 Time of concentration = 6.41 min. Rainfall intensity = 5.853(In /Hr) for a 100.0 year storm Subarea runoff = 0.339(CFS) for 0.070(Ac.) Total runoff = 1.957(CFS) Total area = 0.373(Ac.) Process from Point /Station 2322.000(Ft.) to Point /Station 2315.000(Ft.) ** PIPEF�LOW� TRA =VEL�TIME` �(IIse- r'`specf�i"ed� s�iz'e)r < * > *` ** Upstream point /station elevation = 37.620(Ft.) Downstream point /station elevation = 37.580(Ft.) Pipe length = 7.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.957(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.957(CFS) Normal flow depth in pipe = 8.20(In.) Flow top width inside pipe = 7.68(In.) Critical Depth = 7.53(In.) Pipe flow velocity = 4.09(Ft /s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 6.44 min. +++++++++++++++++++++++++++±+++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2317.000(Ft.) to Point /Station 2315.000(Ft.) ,SUBAREA FLOW ADDhT -ION 44 * *; MOBILE HOME PARK subarea type Runoff Coefficient = 0.826 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.250; Impervious fraction = 0.750 Time of concentration = 6.44 min. Rainfall intensity = 5.838(In /Hr) for a 100.0 year storm Subarea runoff = 0.536(CFS) for 0.111(Ac.) Total runoff = 2.493(CFS) Total area = 0.484(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2315.000(Ft.) to Point /Station 2273.000(Ft.) *�* * * PIPEFLOW,' TRA�ZTEwL TIME � >(User ��isp,eci�rfiei3� Upstream point /station elevation = 37.580(Ft.) Downstream point /station elevation = 37.470(Ft.) Pipe length = 42.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.493(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 2.493(CFS) Normal flow depth in pipe = 8.71(In.) Flow top width inside pipe = 14.80(In.) Critical Depth = 7.58(In.) Pipe flow velocity = 3.38(Ft /s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 6.65 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2275.000(Ft.) to Point /Station 2273.000(Ft.) aFrLOWADDIT'I�ON�r� * * * *i APARTMENT subarea type Runoff Coefficient = 0.840 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Time of concentration = 6.65 min. Rainfall intensity = 5.732(In /Hr) for a 100.0 year storm Subarea runoff = 0.843(CFS) for 0.175(Ac.) Total runoff = 3.336(CFS) Total area = 0.659(Ac.) Process from Point /Station 2273.000(Ft.) to Point /Station 2200.000(Ft.) *.' * ** rPIPEFLOW TRAVE`L`rTI °N!E{ (User `sp'ecafxi =ed ,iiize)' 441 *3* Upstream point /station elevation = 37.470(Ft.) Downstream point /station elevation = 37.260(Ft.) Pipe length = 73.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.336(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow = 3.336(CFS) Normal flow depth in pipe = 10.29(In.) Flow top width inside pipe = 13.92(In.) Critical Depth = 8.84(In.) Pipe flow velocity = 3.72(Ft /s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 6.97 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2202.000(Ft.) to Point /Station 2200.000(Ft.) *�* * * =;SUBAREAS FLOW f SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.748 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 6.97 min. Rainfall intensity = 5.574(In /Hr) for a 100.0 year storm Subarea runoff = 0.363(CFS) for 0.087(Ac.) Total runoff = 3.699(CFS) Total area = 0.746(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2200.000(Ft.) to Point /Station 2150.000(Ft.) * * ** ZPIPE <FLOW -- TRA�VE Z'INlE Upstream point /station elevation = 37.260(Ft.) Downstream point /station elevation = 37.100(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.699(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow - 3.699(CFS) Normal flow depth in pipe = 10.69(In.) Flow top width inside pipe = 13.58(In.) Critical Depth = 9.32(In.) Pipe flow velocity = 3.95(Ft /s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 7.19 min. ++++++++++++.....++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2152.000(Ft.) to Point /Station 2150.000(Ft.) S FLOW SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.716 Decimal fraction soil group A = 1.000 RI index for soil(AMC 2) = 32.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Time of concentration = 7.19 min. Rainfall intensity = 5.479(In /Hr) for a 100.0 year storm Subarea runoff = 0.157(CFS) for 0.040(Ac.) Total runoff = 3.856(CFS) Total area = 0.786(Ac.) Process from Point /Station 2150.000(Ft.) to Point /Station 2113.000(Ft.) } z r PIPEyF�LOW � fi$AVEI, TIME F(i�7sekr speci,'f ie�dy size >) r *a * ** Upstream point /station elevation = 37.100(Ft.) Downstream point /station elevation = 37.000(Ft.) Pipe length = 37.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.856(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow - 3.856(CFS) Normal flow depth in pipe = 11.93(In.) Flow top width inside pipe = 12.10(In.) Critical Depth = 9.53(In.) Pipe flow velocity = 3.69(Ft /s) Travel time through pipe = 0.17 min. Time: of ,iconc;entration (TC) 7 .3,5? minr: End of computations, total study area = 0.79 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.239 Area averaged RI index number = 32.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/15/06 File:69802RhSDC.out -_---------------------------------------- y- �- .j----------------------- - - - - -- L$ Qulnta Resort `Mds' 6598x02 _Line C �w .. Rational ;l0 Or ye'azr F'x`lke 69 ;8,02khSDC .a....,...... _ . -------------------------------------------- rt . , . * * *G * * *4 *; * * *= Hydrology °Study Control TInftorma i 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 2605.000(Ft.) to Point /Station 2550.000(Ft.) Initial area flow distance = 55.000(Ft.) Top (of initial area) elevation = 43.400(Ft.) Bottom (of initial area) elevation = 43.150(Ft.) Difference in elevation = 0.250(Ft.) Slope = 0.00455 s(percent)= 0.45 TC = k(0.420) * [ (length'3) / (elevation change) ] "0.2 Initial area time of concentration = 6.136 min. Rainfall intensity = 6.005(In /Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.820 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Initial subarea runoff = 0.256(CFS) Total initial stream area = 0.052(Ac.) Pervious area fraction = 0.600 +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2550.000(Ft.) to Point /Station 2480.000(Ft.) * *�* £� PIPEFLOWTRAVEL TIME ;("User specified ** s Upstream point /station elevation = 41.150(Ft.) Downstream point /station elevation = 40.940(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.256(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow - 0.256(CFS) Normal flow depth in pipe = 3.71(In.) Flow top width inside pipe = 5.83(In.) Critical Depth = 3.06(In.) Pipe flow velocity = 2.00(Ft /s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 6.72 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2482.000(Ft.) to Point /Station 2480.000(Ft.) *A; *,�* * SUBAREA FLOW ADDITIUOM *1* * *1 SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.816 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.600; Impervious fraction = 0.400 Time of concentration = 6.72 min. Rainfall intensity = 5.697(In /Hr) for a 100.0 year storm Subarea runoff = 0.228(CFS) for 0.049(Ac.) Total runoff = 0.484(CFS) Total area = 0.101(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2480.000(Ft.) to Point /Station 2411.000(Ft.) PIPEFLOW,TRAUHL * * * *' .- Upstream point /station elevation = 40.940(Ft.) Downstream point /station elevation = 40.790(Ft.) Pipe length = 69.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.484(CFS) Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.264(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.367(Ft.) Minor friction loss = 0.047(Ft.)K- factor = 0.50 Pipe flow velocity = 2.46(Ft /s) Travel time through pipe = 0.47 min. Time of concentration (TC) = 7.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/ 24II'000(Ft.) SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient ~ 0.838 Decimal fraction soil group A = 0.000 Decimal fraction soil group B ~ 1.000 RI index for eoiI(&MC 2) ~ 56'00 Pervious area fraction ~ 0'500/ Impervious fraction ~ O'500 Time of concentration ~ 7.18 min. Rainfall intensity ~ 5.479(Zzz/Br) for a I00.0 year storm Subarea runoff = 0.I18(CFS) for 0.026(Ac.) Total runoff ~ 0'602(CFS) Total area = 0.I27(Ao.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24II'000(Ft.) to Point/Station 2366'000(Ft.) ' Upstream point/station elevation ~ 40.790(Ft.) Downstream point/station elevation ~ 40.6I0(Ft.) Pipe length ~ 45.00(Ft.) Mazzoing'o D/ ~ 0'0II No' of pipes ~ I Required pipe flow 0 6O3(CFS) Given pipe size = 8.00(Io') | Calculated individual pipe flow = 0'602(CFS) Normal flow depth in pipe 4'77(Izz.) Flow top width inside pipe ~ 7.85(Zo') Critical Depth ~ 4.38(Izz.) Pipe flow velocity = 2.77(Ft/a) Travel time through pipe ~ 0.27 min. Time of concentration (TC) ~ 7.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2368.000(Ft.) to Point/Station 2366.000(Ft') W. MOBILE HOME PARK subarea type Runoff Coefficient ~ 0.863 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = I'000 RI index for ooiI(AMC 2) ~ 56.00 Pervious area fraction ~ 0.250/ Impervious fraction ~ 0'75U Time of concentration ~ 7'46 min' Rainfall intensity ~ 5'363(In/Br) for a 100.0 year storm Subarea runoff ~ 0.I25(CFS) for 0.027(Ao.) Total runoff ~ 0.727(CFS) Total area ~ 0.154(Ao.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2366.000(Ft.) to Point /Station 2313.000(Ft.) *� ** PE L% 'TRAVEL, TIMES -iUser specl'f d ... � Upstream point /station elevation = 40.610(Ft.) Downstream point/station elevation = 40.490(Ft.) Pipe length = 53.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.727(CFS) Given pipe size = 8.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.051(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.137(Ft.) Minor friction loss = 0.034(Ft.)K- factor = 0.50 Pipe flow velocity = 2.08(Ft /s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 7.88 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2315.000(Ft.) to Point /Station 2313.000(Ft.) {k __ �- -�.n. -sty, .;,r a -x ,• rT v ..;, SUB'AREA- ?'FLOW APARTMENT subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Time of concentration = 7.88 min. Rainfall intensity = 5.194(In /Hr) for a 100.0 year storm Subarea runoff = 0.325(CFS) for 0.072(Ac.) Total runoff = 1.052(CFS) Total area = 0.226(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2313.000(Ft.) to Point /Station 2257.000(Ft.) * * ** PIPEFLOW TRAVEL TIME (User specified size) * * ** Upstream point /station elevation = 40.490(Ft.) Downstream point /station elevation = 40.270(Ft.) Pipe length = 56.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.052(CFS) Given pipe size = 10.00(In.) Calculated individual pipe flow = 1.052(CFS) Normal flow depth in pipe = 5.86(In.) Flow top width inside pipe = 9.85(In.) Critical Depth = 5.48(In.) Pipe flow velocity = 3.17(Ft /s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 8.17 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2259.000(Ft.) to Point /Station 2257.000(Ft.) FLOW ADDITION ** *ry *d APARTMENT subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Time of concentration = 8.17 min. Rainfall intensity = 5.084(In /Hr) for a 100.0 year storm Subarea runoff = 0.455(CFS) for 0.103(Ac.) Total runoff = 1.507(CFS) Total area = 0.329(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2257.000(Ft.) to Point /Station 2202.000(Ft.) * * *' PIPEtFLOW= :TRAVEL TIME ;(Use:r specl;f +wed 'S)�z`e�) u. -.. ,..ei...t,..._,_ Upstream point /station elevation = 40.270(Ft.) Downstream point /station elevation = 40.110(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow 1.507(CFS) Given pipe size = 10.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 0.086(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.186(Ft.) Minor friction loss = 0.059(Ft.)K- factor = 0.50 Pipe flow velocity = 2.76(Ft /s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 8.51 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2204.000(Ft.) to Point /Station 2202.000(Ft t * * * SUB'AREA``,TL`0W ADDITION~: MOBILE HOME PARK subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.250; Impervious fraction = 0.750 Time of concentration = 8.51 min.. Rainfall intensity = 4.968(In /Hr)'for a 100.0 year storm Subarea runoff = 1.394(CFS) for 0.326(Ac.) Total runoff = 2.901(CFS) Total area = 0.655(Ac.) +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2202.000(Ft.) to Point /Station 2113.000(Ft.) PIPwEF LQW A)TR T ':f ed size) * *r * * Upstream point /station elevation = 40.110(Ft.) Downstream point /station elevation = 39.850(Ft.) Pipe length = 89.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.901(CFS) Given pipe size = 15.00(In.) Calculated individual pipe flow - 2.901(CFS) Normal flow depth in pipe = 9.27(In.) Flow top width inside pipe = 14.58(In.) Critical Depth = 8.21(In.) Pipe flow velocity = 3.64(Ft /s) Travel time through pipe = 0.41 min. Time ;of con'centra'tion: - (TC)' End of computations, total study area = 0.66 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.301 Area averaged RI index number = 56.0 Riverside County Rational Hydrology Program CIVILCADD /CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 08/04/06 File:69802SDF.out ------------------------------------------------------------------------ La Qu�inta Resort, &� Spa �iMd's :69`8'0.2; ti Dra n Iai §?t F ------------------------------------------------------------------------ * * * * * * * *3* Hydrology, Study`rContr,.b1 YInformation * 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 2340.000(Ft.) to Point /Station 2280.000(Ft I�NIrTIAL ",AR Initial area flow distance = 60.000(Ft.) Top (of initial area) elevation = 43.400(Ft.) Bottom (of initial area) elevation = 43.100(Ft.) Difference in elevation = 0.300(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.940) *[(length"3) /(elevation change)]'0.2 Initial area time of concentration = 13.951 min. Rainfall intensity = 3.729(In /Hr) for a 100.0 year storm UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.733 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 0.109(CFS) Total initial stream area = 0.040(Ac.) Pervious area fraction = 1.000 Process from Point/Station 2280.000(Ft.) to Point/Station 2I78'000(Ft.) Upstream point/station elevation 41.100(Ft.) Downstream point/station elevation ~ 40.780(Ft.) Pipe length = IO2.08(Ft.) Manning'a D[ = 0.01I of pipes = 1 Required pipe flow 0.109(CFS) Given pipe size = 6.00(Io') Calculated individual pipe flow = 0'I09 (CF3) Normal flow depth in pipe = 2.23(In.) Flow top width inside pipe ~ 5'80(In') C±itioal Depth = I.96(Zr/') Pipe flow velocity ~ I.65(Ft/a) Travel time through pipe ~ I'03 min. Time of concentration (IC) ~ 14'98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2I78.UOU(Ft') to Point/Station 2I76.000(Ft - SINGLE FAMILY (I/2 Acre Lot) Runoff Coefficient ~ 0.778 Decimal fraction soil group B ~ 1.000 RI index for aoiI(AMC 2) ~ 56.00 Pervious area fraction 0.600/ Impervious fraction ~ 0.400 Time of concentration ~ 14.98 min. Rainfall irztezzoitl/ ~ 3 ' S78 (Zzz/Br) for a 100.0 year storm Subarea runoff ~ 0.078(CFS) for 0.028(Ac.) Total runoff ~ 0.I87(CFS) Total area ~ 0.068(Ao') ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2176 . 000 (Ft . ) to Point/Station 2097 . 0O0 (Ft Upstream point/station elevation ~ 40'780(Ft.) Downstream point/station elevation ~ 40'540(Ft.) Pipe length ~ 79.00(Ft.) Mauming'a D[ = 0'0II No of pipes = I Required i flow 0 lO7(CF8) Given pipe size = 6.00(Izz') Calculated individual pipe flow = 0.187(CF8) Normal flow depth in pipe = 3'05(Io') Flow to-D width inside nine 6.00(In.) - -- Critical Depth ~ 2.59(Izz') Pipe flow velocity = 1.87(Ft/a) Travel time through pipe ~ 0.70 min. Time of concentration (TC) ~ 15.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station z/ 2095.000<Ft SINGLE FAMILY (I/2 Acre Lot) Runoff Coefficient ~ 0.775 Decimal fraction soil group B ~ I.000 RI index for ooiI(AM[ 2) = 56.00 Pervious area fraction ~ 0.600; Impervious fraction 0'400 Time of concentration 15.69 min. Rainfall intensity ~ 3.484(Zzz/Br) for a I08.0 year storm Subarea runoff ~ 0.059(CFS) for 0.022(Ao.) Total runoff ~ 0.247(CFS) Total area = 0.090(Ao.) Process from Point /Station 2095.000(Ft.) to Point /Station 2050.000(Ft PI�R�EFLOW,� TRA�VE�L - TIME , °Z(User�speci h Upstream point /station elevation = 40.540(Ft.) Downstream point /station elevation = 40.400(Ft.) Pipe length = 45.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 0.24 tCFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.247(CFS) Normal flow depth in pipe = 3.59(In.) Flow top width inside pipe = 5.88(In.) Critical Depth = 3.00(In.) Pipe flow velocity = 2.02(Ft /s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 16.06 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2050.000(Ft.) to Point /Station 2048.000(Ft.) SUBAREA ' FLOW: ADDITION _..�... �- : v. - APARTMENT subarea type Runoff Coefficient = 0.858 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Time of concentration = 16.06 min. Rainfall intensity = 3.437(In /Hr) for a 100.0 year storm Subarea runoff = 0.259(CFS) for 0.088(Ac.) Total runoff = 0.506(CFS) Total area = 0.178(Ac.) ++++++++++++....+++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 2048.000(Ft.) to Point /Station 1952.000(Ft.) 1t �,, F -If'e t.d � . s,s! r i OT AIM LW _c ; * �,Y . *; i Upstream point /station elevation = 40.400(Ft.) Downstream point /station elevation = 40.100(Ft.) Y1pC .LC.LK,. L11 = 717 . V V k r L . ) P7 d1111111y 5 LV = V . V 11 No. of pipes = 1 Required pipe flow = 0.506(CFS) Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe crown is 0.310(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.559(Ft.) Minor friction loss = 0.052(Ft.)K- factor = 0.50 Pipe flow velocity = 2.58(Ft /s) Travel time through pipe = 0.62 min. Time of concentration (TC) = 16.68 min. +++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ Process from Point /Station 1952.000(Ft.) to Point /Station 1950.000(Ft APARTMENT subarea type Runoff Coefficient = 0.857 Decimal fraction soil group B = 1.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Time of concentration = 16.68 min. Rainfall intensity = 3.362(In /Hr) for a 100.0 year storm Subarea runoff = 0.291(CFS) for 0.101(Ac.) Total runoff = 0.797(CFS) Total area = 0.279(Ac.) Process from Point /Station 1950.000(Ft.) to Point /Station 1934.000(Ft.) *f * ** ,PIPET?LOW,,TRxP;VEjLTIME(User ";specs' €Ted �.. Upstream point /station elevation = 40.100(Ft.) Downstream point /station elevation = 40.050(Ft.) Pipe lengun nanning's 114 = U.U11 No. of pipes = 1 7J(CFS');: Given pipe size = 6.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe crown is 0.309(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.231(Ft.) Minor friction loss = 0.128(Ft.)K- factor = 0.50 Pipe flow velocity = 4.06(Ft /s) Travel time through pipe = 0.07 min. Timeof �coneentration'� (TC.) '�' �"`'1`6° 74 �min'�' End of computations, total study area = 0.28 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.386 Area averaged RI index number = 56.7 Tab 6 Appendix B Design Reference Documents Geotechnical and Percolation Test Reports SCS Soil Classification Map /Hydrologic Soil Group Time of Concentration Nomograph - Initial Sub -Area Rainfall Patterns - % of Design Storm Total Volume Rational Rainfall Intensity Table -- io yr & ioo yr Rational Runoff Index Numbers Runoff Coefficient Curve - (Soil Group A, AMC II) Reinforced Concrete Pipe — D -Load Table Miscellaneous Documents La Quinta Resort and Spa Signature Pool S adden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523 -0952 Fax (714)523 -1369 . 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772 -3893 Fax (760).772 -3895 July 13, 2006 CNL Hospitality Corp. c/o EDSA 1520A Cloverfield Boulevard Santa Monica, California 90404 Attention: Ms. Anne Guillebeaux Project: Proposed Signature Pool La Quinta Resort and Club La Quinta, California Subject: Infiltration/Percolation Testing Project No. 544 -7026 06 -07 -706 As requested, we have performed percolation /infiltration tests on the subject site to determine the infiltration potential of the surface soil. The percolation rates determined should be useful for assessing onsite stormwater and swimming pool flush water retention needs. It is our understanding that on -site stormwater and swimming pool flush water retention will be required. Infiltration tests were performed within test holes that were excavated in the general vicinity of the proposed stormwater retention systems. Percolation tests were performed on July 10, 2006. The tests involved filling the test holes with water and recording the drop in the water surface with respect to time. Tests were performed in general conformance with Riverside County guidelines for seepage pits that should be applicable for dry-well design. Tests results are summarized below: Rate Test Hole No. (galls ftfday) A 22.8 B 21.3 July 13, 2006 -2- Project No. 544 -7026 06-07 -706 It should be noted that the infiltration rate determined including a safety factor of approximately 8 as included within the Riverside County procedure. An appropriate safety factor should be applied to account for subsoil inconsistencies and potential silting of the percolating soil. The safety factor should be determined with consideration to other factors in the stormwater - retention- system --- design7-(specificaIly- storm water--volume-esh m-ates} -and. -- the--- sa- €ety -factors -- -- - - -- associated with those design components. We appreciate the opportunity to provide service to you on this project. If you have questions regarding this letter or the data included, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING No. C gg389 Z z Eyp.9 /30/06 m �9TR C/V 1 L \P Nicholas Nicholas S. Devlin Brett L. Ander CALIFO Project Engineer Principal Engineer Perc /nd Copies: 4/EDSA Sladden Engineering Signature Pool La Quinta Resort and Club, La Quinta Date: 6/29/2006 Bore No. 2 Job Number: 544 -7026 I CL 0 o 0.. q to ° U Description " ° �, ,C q •� o emarks 0 ative Soil Sandy Silt onplastic/Brown/Moist 5 Silt onplastidBrown/Moist 10 Sand: Fine Grained with Silt Interbedded Light Brown/Moist 15 - Silty Sand: Fine Grained onplastic/Light Brown/ - oist 20 25 - Sandy Silt onplastic/Brown/Moist 30 - Clayey Silt onplastic/Brown/Moist 35 - Sandy Silt onplastic/Brown/Moist 40 - ote: The stratification lines epresent the approximate - Clayey Silt 45 (Nonplastic/Brown/Moist) oundaries between the soil ; the transition may be gradual. - I otal Depth = 51 Feet 50 I Groundwater not encountered iBedrock not encountered GEOTECHNICAL INVESTIGATION PROPOSED SIGNATURE POOL COMPLEX LA QUINTA RESORT & CLUB LA QUINTA, CALIFORNIA - Prepared By- Sladden Engineering. 39 -725 Garand Lane, Suite G Palm Desert, California 92211 (760) 772 -3893 Sfadden Engineering Sladden Engineering 39 -725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772 -3893 Fax (760) 772 -3895 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523 -0952 Fax (714).523 -1369 July 24, 2006 La. Quinta Resort & Club 49-499 Eisenhower Drive La Quinta, California 92253 Attention: Ms. Anne Guillebeaux Project: Proposed Signature Pool Complex La Quinta Resort & Club La Quinta, California Subject: Geotechnical Investigation Project No. 544 -7026 06 -07 -744 Presented herewith is the report of our Geotechnicai Investigation conducted at the site of the proposed Signature pool complex to be located adjacent to the existing spa facility within the La Quinta Resort and Club in the City of La Quinta, California. The investigation was performed to provide recommendations for site preparation and to assist in foundation design for the proposed swimming pool facility and the related site improvements. This report presents the results of our field investigation and laboratory tests along with conclusions and recommendations for foundation design and site preparation. This report completes our original scope of services as outlined within our proposal dated May 11, 2006. We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned Respectfully submitted, SLADDEN ENGINEERING Nicholas S. Devlin Project Engineer SER/nd Copies: 4 /EDSA Brett L. Anderson Principal Engineer �'0 ' -'LIz L. aryQ�'1'9� \ � ' i' C 4S3 �Z Z t Z NO &9 6 -m ��tc �� ✓f L P� OFCALIF+7g` Sladden Engineering GEOTECN_NICAL INVES'T`IGATION PROPOSED SIGNATURE POOL COMPLEX LA QUINTA RESORT & CLUB LA QUINTA, CALIFORNIA July 24, 2006 TABLE OF CONTENTS INTRODUCTION.................................................................................................... ............... ................ l SCOPEOF WORK ................................................................................................... ............. .............. . ... 1 PROJECTDESCRIPTION ...................................................................................... ............................... 1 GEOLOGYAND SEISMICITY .............................................................................. ......... ................ . ..... 2 SUBSURFACECONDITIONS ............................................................................... .... ........................... 3 CONCLUSIONS AND RECOMMENDATIONS ...................... .............................................. I.......... 3 FoundationDesign ........ : ............................................................................. .................................... 4 Settlement........................................................................................................... ............................... 4 LateralDesign ................................................................................................... ............................... 5 RetainingWalls ................................................................................................. ........ .......------- ._........ 5 ExpansiveSoil ................................................................................................... ............................... 5 Concrete Slabs -on- Grade ................................................................................. ... ............................. 5 SolubleSulfates ................................................................................................. ............•--- .-- ............ 5 Shrinkageand Subsidence .....................................•----........ ........................................................... 6 GeneralSite Grading ........................................................................................ ............................... 6 1. Clearing and Grubbing ......................................................................... ........ ....................... 6 2. Preparation of Building and Foundation Areas ................................ ............................... 6 3. Preparation of Surfaces to Receive Compacted Fill .......................... ............................... 6 4. Placement'of Compacted Fill ........................................................... .................................. 7 5_ Preparation of Slab and Paving Areas ................................................ ............................... 7 6. Tests and Inspection .............................................................................. ............................... 7 GENERAL................................................................................................................. ............................... 7 REFERENCES......... ....................... ............ ................... ............... ... ....................... . . . .. • -- ...--- ........... --- -..... 8 APPENDIX A - Site Plan and Bore Logs Field Exploration APPENDIX B - Laboratory Tests Laboratory Test Results APPENDIX C - 2001 California Building Code with 1997 UBC Seismic Design Criteria FRISKSP Attenuation Plots Sladden Engineering July 24, 2006 -1- Project No. 544 -7026 06 -07 -744 INTRODUCTION This report presents the results of our Geotechnical Investigation performed to provide recommendations for site preparation and the design and construction of the proposed resort swimming pool facility. The site is located adjacent to the existing spa facility within the La Quinta Resort and Club development in the City of La Quinta, California. The project will consist of several new swimming pools, a wave pool, various equipment buildings and shade structures, concrete decking and patio areas, along with various associated site improvements. The associated site improvements are expected to include concrete walkways, landscape areas and various underground utilities. SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics of the near surface soil on the site to develop recommendations for foundation design and site preparation. Our investigation included field exploration, laboratory tests, engineering analysis and the preparation of this report. Evaluation of environmental issues or hazardous wastes was not within the scope of services provided. Our investigation was performed in accordance with contemporary geotechnical engineering principles and practice. We do not make other warranty, either express or implied. PROJECT DESCRIPTION The project site is located adjacent to the existing spa facility, swimming pool and restaurant/bar within the La Quinta Resort and Club complex in the City of La Quinta, California. The preliminary plans indicate that the project will include new swimming pools, a wave pool, various buildings and shade structures along with various associated site improvements. It is our understanding that the proposed structures will be of relatively lightweight wood -frame or reinforced masonry construction .and will be supported by conventional shallow spread footings and concrete slabs on grade. The associated site improvements will include concrete walkways, patio areas and decking, landscape areas and various underground utilities. The project site is presently occupied by tennis courts, the existing spa and swimming pool facility, and a restaurant/bar. The remainder of the site is covered with turf, concrete walkways and various landscaping. The site and adjacent properties are fairly level throughout. The adjacent roadways are paved and near the elevation of the site. Avenida Obregon forms the eastern property boundary. There are existing overhead and underground utilities along the adjacent streets and property lines. There are existing residences in the immediate vicinity of the site. Based upon our previous experience with lightweight wood -frame and reinforced masonry structures, we expect that isolated column loads will be less than 30 kips and wall loading will be less than to 10 kips per linear foot. A site plan provided by the client was utilized for our investigation. Grading is expected to include relatively minor cuts and fills to match the nearby elevations and to construct a slightly elevated building pad to accommodate site drainage. This does not include removal and recompaction of the foundation bearing soil within the building areas_ If the anticipated foundation loading or site grading varies substantially from, that assumed; the recommendations included in this report should be reevaluated. Sladden Engineering July 24, 2006 -2- Project No. 544 -7026 06 -07 -744 GEOLOGY AND SEISMICITY The project site is located within the southwestern Coachella Valley that is part of the broader Salton Trough geomorphic province. The Salton Trough is a northwest trending depression that extends from the Gulf of California to the Banning Pass. Structurally the Salton Trough is dominated by several northwest trending faults, most notable of that is the San Andreas system. A relatively thick sequence of sedimentary rocks has been deposited in the Coachella Valley portion of the Salton Trough from Miocene to present times. These sediments are predominately terrestrial in nature with some lacustrian and minor marine deposits. The mountains surrounding the Coachella Valley are composed primarily of Precambrian metamorphic and Mesozoic granitic rock. The Coachella Valley is situated in one of the more seismically active areas of California. The San Andreas Fault zone is considered capable of generating a maximum credible earthquake of magnitude 8.0 and because of its proximity to the project site should be considered the design fault for the project. Based on our review of published and unpublished geotechnical maps and literature pertaining to site, the San Andreas (Southern) Fault (approximately 12.3 kilometers or 7.7 miles to the northeast of the site) would probably generate the most severe site ground motions with an anticipated maximum moment magnitude (Mw) of 7.4. In addition to the San Andreas (Southern) Fault, the San Jacinto (Anza) Fault presents a ground rupture hazard and is located approximately 30.8 kilometers or 19.1 miles to the southwest of the site with an anticipated maximum moment magnitude (M,�) of 7.2. A probabilistic seismic hazard analysis (PSHA) was performed to evaluate the likelihood of future earthquake ground motions at the site. The. computer program FRISKSP Version 4 was used to perform the analysis (Blake, 2000). Based upon the results of subsurface characterization at the project site, the attenuation relationships by Abrahamson and Silva (1997), Sadigh, et al. (1997), Boore, et. al. (1997), and Campbell and Bozorgnia (1997) that is pertinent to shallow crustal earthquakes was used in the PSHA. We used magnitude weighting to derive the peak ground acceleration as recommended by Martin and Lew of SCEC (1999) and consistent with the recommendations by NCEER (Youd and Idriss, 1997) for liquefaction analysis. Accordil ^.g to our PSG A, the site could be subjected to peak ground acceleration on the order of 0.51- for an earthquake having a 10 percent probability of exceeded in 50 years (475 -year return period). "The site is not located in any Earthquake Fault zones as designated by the State but is mapped in Riverside County's Liquefaction Zone and Ground Shaking Hazard Zone IV. Several significant seismic events have occurred within the Coachella Valley during the past 50 years. The events include Desert Hot Springs - 1948 (6.5 Magnitude), Palm Springs - 1986 (5.9 Magnitude), Desert Hot Springs - 1992 (6.1 Magnitude), Landers - 1992 (7.5 Magnitude) and Big Bear - 1992 (6.6 Magnitude). Sladden Eng- veering July 24, 2006 -3- Project No. 544 -7026 06 -07 -744 SUBSURFACE CONDITIONS The near surface soil observed within our bores consists of a generally thin layer of artificial fill similar in composition to the native soil overlying native fine - grained silty sand, sandy silt, clayey silt, and silty clay. The site soil was fairly consistent in composition and stratigraphy within our bores. In general, the site soil appeared somewhat loose throughout the depth of our bores but laboratory test results and sampler penetration resistance (as measured by field blowcounts), suggest that the site soil becomes somewhat firmer with depth. Relatively undisturbed samples indicated ,dry density ranging from 81 to 114 pcf. The site soil was found to be somewhat dry throughout the depth of our .bores but some of the silt and clay layered were moist. Moisture content ranging from 3 to 32 percent was determined for the samples obtained within our exploratory bores. Laboratory classification tests indicate that the near surface soil consists primarily of a somewhat inconsistent combination of silty sand, clayey silt, and silty clay. Expansion tests indicate that the majority of the near surface soil is considered non - expansive and falls within the "very low" expansion category in accordance with the Uniform Building Code classification system. Consolidation tests indicate that the near surface silty clay and clayey silt are potentially compressible and may be susceptible to hydroconsolidation and /or compression related settlement. Groundwater was not encountered within our bores that extended to a maximum depth of approximately 60 feet below the existing ground surface. Groundwater should not be a factor in foundation design or construction. CONCLUSIONS AND RECOMMENDATIONS Based upon our field and laboratory investigation, it is our opinion that the proposed Signature pool facility is feasible from a soil mechanic's standpoint provided that the recommendations included in this report are considered in building foundation design and site preparation. Because of the somewhat loose and compressible conditions of the near surface soil, remedial grading including overexcavation and recompaction is recommended for the proposed building or other structural areas. We recommend that remedial grading within the proposed building areas include overexcavation and recompaction of the primary foundation bearing soil. Specific recommendations for site preparation are presented in the Site Grading section of this report. Groundwater was not encountered within our bores that extended to a depth of approximately 60 feet below the existing ground surface. Because of the depth to groundwater, specific liquefaction analyses were not performed. Based upon the depth to groundwater the potential for liquefaction and the related surficial affects of liquefaction impacting the site are considered negligible. The site is located within an active seismic area of Southern California. Strong ground motion resulting from earthquake activity along the nearby San Andreas or San Jacinto fault systems is likely to impact the site during the anticipated lifetime of the structure. Structures should be designed by professionals familial with the geologic and seismic setting of the site. As a minimum, structure design should conform to Uniform Building Code (UBC) requirements for Seismic Zone 4. Pertinent seismic design criteria as outlined in the 1997 UBC, is summarized in Appendix Cof this report. Sladden Engineering July 24, 2006 -4- Project No_ 544 -7026 06 -07 -744 Caving did occur to varying degrees within each of our exploratory bores and the surface soil may be susceptible to caving within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. On the basis of our observations of the materials encountered, we anticipate that the subsoil will conform to those described b-. CatOSBA_as_T_y_pe- B- or -C-- - - - -- Soil conditions should be verified in the field by a "Competent person" employed by the Contractor. The majority of the surface soil encountered during our investigation was found to be generally non - expansive. Laboratory tests indicated an Expansion Index of 0 for the near surface sandy silt that corresponds with the "very low" expansion category in accordance with UBC Standard 18 -2. If imported soil is to be used during grading, it should have an Expansion Index of less than 20. The following recommendations present more detailed design criteria that have been developed on the basis of our field and laboratory investigation. Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings that are supported upon properly compacted soil may be expected to provide satisfactory support for the proposed swimming pool facility. Overexcavation and recompaction should be performed as described in the Site Grading Section of this report. Footings should extend at least 18 inches beneath lowest adjacent grade. Isolated square or rectangular footings at least 2 feet square may designed using an allowable bearing value of 1800 pounds per square foot. Continuous footings at least 12 inches wide may be designed using an allowable bearing value of 1800 pounds per square foot. Allowable increases of 200 psf for each additional 1 foot of width and 250 psf for each additional 6 inches of depth may be utilized if desired. The maximum allowable bearing pressure should be 2500 psf. The allowable bearing pressures are for dead and frequently applied live loads and may be increased by 1/3 to resist wind, seismic or other transient loading. Care should be taken to see that bearing soil is not allowed `to become saturated from the ponding of rainwater or irrigation. Drainage from the building areas should be rapid and complete. The recommendations made in the preceding paragraphs are based on the assumption that all footings will be supported upon properly compacted soil. All grading shall be performed under the tests and inspection of the Soil Engineer or his representative. Prior to the placement of concrete, we recommend that the footing excavations be inspected in order to verify that they extend into compacted soil and are free of loose and disturbed materials. Settlement: Settlement may result from the anticipated foundation loads. The estimated ultimate settlement is calculated to be a maximum of 1 inch when using the recommended bearing values. As a practical matter, differential settlement between footings can be assumed as one -half of the total settlement. Sladden Engineering July 24, 2006 -5- Project No. 544 -7026 06 -07 -744 Lateral Design: Resistance to lateral loads may be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. • coefficient of friction of 0.42 between soil and concrete may be used with dead load forces only. • passive earth pressure of 250.pounds per square foot, per foot of depth, may be used for the sides of footings that are poured against properly compacted native soil. Passive earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor slab). When used in combination either the passive resistance or the coefficient of friction should be reduced by one - third. Retaining Walls: Retaining walls may be required to accomplish the proposed construction. Cantilever retaining walls may be designed using "active" pressures. Active pressures may be estimated using an equivalent fluid weight of 35 pcf for native backfill soil with level free - draining backfill conditions. For walls that are restrained, "at rest" pressures should be utilized in design. At rest pressures may be estimated using an equivalent fluid weight of 55 pcf for native backfill soil with level free- draining backfill conditions. Expansive Soil: Because of the presence of expansive soil on the site, special expansive soil design criteria may be necessary in the design of foundations and concrete slabs -on- grade. Because the mixing and blending associated with the recommended remedial grading may change expansion potential, final design criteria should be established by the Structural Engineer based upon post grading expansion test results. Concrete Slabs -on- Grade: All surfaces to receive concrete slabs -on -grade should be underlain by recompacted soil as described in the Site Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not desired, we recommend the use of an appropriate vapor barrier. Vapor barriers should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining uniform concrete curing. Reinforcement of slabs -on -grade in order to resist expansive soil pressures may not be required. However, reinforcement will have a beneficial effect in containing cracking because of concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all concrete slabs -on- grade. Slab reinforcement and the spacing of control joints should be determined by the Structural Engineer. Soluble Sulfates: The soluble sulfate concentrations of the surface soil have been determined to be less than 100 ppm. The use. of Type V cement or special sulfate resistant concrete mixes do not appear necessary, but soluble sulfate concentration should be reevaluated after grading. Sladden Enguteering- July 24, 2006 -6- Project No. 544 -7026 06 -07 -744 Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavatPdl and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage should vary from 20 to 25 percent. Subsidence of the surfaces that are scarified and compacted should be between 2 and 3 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil ;it the time of b ading and the actual degree of compaction attained. These values for shrinkage and subsidence are exclusive of losses that will occur because of the stripping of the organic material from the site, the removal of deleterious materials and the removal of debris, oversized material and other subsurface obstructions. General Site Grading: All grading should be performed in accordance with the grading ordinance of the City of La Quinta, California. The following recommendations have been developed on the basis of our field and laboratory tests: I. Clearing and Grubbing: Proper clearing of any existing vegetation, debris, foundations, slabs, pavements and underground utilities will be very important. All surfaces to receive compacted fill should be cleared of roots, vegetation, debris, and other unsuitable materials that should be removed from the site. Soil that is disturbed because of site clearing should be replaced as controlled compacted fill under the direction of the Soil Engineer. 2. Preparation of Building and Foundation Areas: Building areas should be overexcavated to a depth of at least 3 feet below existing grade or 3 feet below the bottom of the footings, whichever is deeper. The exposed surface should be scarified moisture conditioned and compacted so that a minimum of 90 percent relative compaction is attained. Once deleterious materials are removed, the native material may be placed as controlled compacted fill. Overexcavation should be observed by a representative of Sladden Engineering and compaction should be verified by tests. 3. Preparation of Surfaces to Receive Compacted Fill: Other areas to receive compacted fill should be brought to near optimum moisture content and compacted to a minimum of 90 percent relative compaction. 4. PIace -ment of Compacted rill: Fill materials consisting of on -site soil or approved imported granular soil, should be spread in thin lifts, and compacted at near optimum moisture content to a minimum of 90 percent relative compaction. Imported material shall have an Expansion Index not exceeding 20. The contractor shall notify the Soil Engineer at least 48 hours in advance of importing soil in order to provide sufficient time for the proper evaluation of proposed import materials. The contractor shall be responsible for delivering material to the site that complies with the project specifications. Approval by the Soil Engineer. will be based upon material delivered to the site and not the preliminary evaluation of import sources. Sladden Engineering July 24, 2006 -7- Project No. 544 -7026 06 -07 -744 Our observations of the material encountered .during our investigation indicate that compaction will be most readily. obtained by means of heavy rubber - wheeled equipment and /or vibratory compactors. 5. Preparation of Slab and Paving Areas: All surfaces to receive asphalt concrete paving or concrete slabs -on -grade should be underlain by a minimum compacted fill thickness of 12 inches. This may be accomplished by a combination of scarification and recompaction of the surface soil and placement of the fill material as controlled compacted fill. Compaction of the slab and pavement areas should be to a minimum of 90 percent relative compaction. 6. Tests and Inspection: During grrading tests and observations should be performed by the Soil Engineer or his representative in order to verify that the grading is being performed. in accordance with the project specifications. Field density tests shall be performed in accordance with acceptable ASTM test methods. The minimum acceptable degree of compaction should be 90 percent of the maximum dry density as obtained by the ASTM D1557 -91 test method. Where tests indicate insufficient density, additional compactive effort shall be applied until retests indicate satisfactory compaction. GENERAL The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between the exploratory bore locations and extrapolation of these conditions throughout the proposed building area. Should conditions encountered during grading appear different than those indicated in this report, this office should be notified. This report is considered to be applicable for use by La Quinta Resort & Club and EDSA for the specific site and project described herein. The use of this report by other parties or for other projects is not authorized. The recommendations of this report are contingent upon monitoring of the grading operation by a representative of Sladden Engineering. All recommendations are considered to. be tentative pending our review of the grading operation and additional tests, if indicated. If others are employed to perform any soil tests, this office should be notified prior to such tests in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering. We recommend that a pre -job conference be held on the site prior to the initiation of site grading. The pt-rpose of this meeting will be to assure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed. Sladden Engineering July 24, 2006 -8- Project No. 544 -7026 06 -07 -744 REFERENCES ASCE Journal of Geotechnical Engineering Division, April 1974. Blake, T., 2000, "FRISKSP" for Windows 4.0 — A Computer Program for the Probabilistic Estimation of Seismic Hazards Using Faults as Earthquake Sources, "Computer Services and Software." Boore, Joyner and Fumal (1994) Estimation of Response Spectra and Peak Accelerations from North American Earthquakes, U. S. Geological Survey, Open File Reports 94-127 and 93 -509. Finn, W. E. Liam, (1996) Evaluation of Liquefaction Potential for Different Earthquake Magnitudes and Site Conditions, National Center for Earthquake Engineering Research Committee. Joyner and Boore, (1988) Measurements, Characterization and Prediction of Strong Ground Motion, ASCE Journal of Geotechnical Engineering, Special Publication No. 20. Lee & Albaisa (1974) "Earthquake Induced Settlement in Saturated Sands ". Seed and Idriss (1982) Ground Motions and Soil Liquefaction During Earthquakes, Earthquake Engineering Research Institute Monograph. Seed, Tokimatsu, Harder and Chung, (1985), In of SPT Procedures in Soil Liquefaction Resistance Evaluations, ASCE Journal of Geotechnical Engineering, Volume 111, No. 12, December. Rogers, Thomas H., Geologic Map of California, Santa Ana Map Sheet. Riverside County, 1984, Seismic Safety Element of the Riverside County General Plan Sladden Engineering APPENDIX A Site Plan Bore Logs Sladden Engineering APPENDIX A FIELD EXPLORATION For our field investigation, 3 exploratory bores were excavated on June 29, 2006 using a truck mounted hollow stem auger rig (Mobile 1361) in the approximate Iocations indicated on the site plan included in this appendix. Continuous logs of the materials encountered were prepared on the site by a representative of Sladden Engineering. The bore logs are included in this appendix. Representative undisturbed samples were obtained within our bores by driving a thin - walled steel penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a 140 pound hammer dropping approximately 30 inches (ASTM D1586). The number of blows required to drive the samplers 18 inches was recorded in 6 inch increments and blowcounts are indicated on the bore logs. The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of 2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation spoils and samples were then transported to our.laboratory for further observations and tests. Sladden Engineering tt .. ,AP B -2 - B -3��, r.. o � i 7 A96g `�! 9B8^ H9udB660 �� l Lj 9a •mr L ;�•� v j'^ -Qg6a W " a—" i ir-•i =I 1,-�-i r--zi 17- ` �-- NORTH ® Approximate Bore Hole Locations Site Plan and Approximate Bore Hole Locations La Quinta Resort and Club Signature Pool Complex Avenida Obregon La Quinta, California _ Prolect Number: 544 -7026 Date: 08 -04 -2006 Signature Pool La Quinta Resort and Club, La Qpinta Date: 6/29/2006 Bore No. 1 Job Number: 544 -7026 c o 0 N 0 3 y E 0 0 o q V2 U Gq Description , emarl�s 0 ''iii -�'?i Turf 3 to 4 Inches iCkq'C r w..r Silty Sand: Fine Grained iii nom'° - 5/6/8 Clay CL 93 23 88 ow Plasticity/Brown 5 5/8/9 Clay CL 92 27 93 Low Plasticity/Brown 10 '? ' s€ 2/4/4 Silty Sand: Fine Grained SM 7 39 onplastic/Greyish Brown P Y �q - 5 15 5/8/12 Silty Sand: Fine to Medium Grained SM 105 5 17 onplastic/Grey 20 <` " °'_` 4/5/6 Silty Sand: Fine Grained with Sandy Silt Interbedded SM 7 56 onplastic/Grey & Light Town 25 5/9/13 Clay CL 105 12 92 ow Plasticity/Brown 30 5/4/7 Clay CL 1'8 91 Low Plasticity/Grey & Light - Brown - California Split -spoon Sample otal Depth = 30 Feet 35 I Groundwater not encountered - Unrecovered Sample Bedrock not encountered Penetration Test Sample Standard 40 - Note: The stratification lines represent the approximate _ boundaries between the soil types; the transition may be 45 gradual. _ 50 f Signature Pool La Quinta Resort and Club, La Quinta Date: 6/29/2006 Bore Ala. 2 Job Number: 544 -7026 I f o 0 4 _ o 3 Q v� T U o CQ Description � Remarks 0 Native Soil - Sandy Silt onplastic/Brown/Moist 5 - Silt onplasticBrown/Moist 10 - Sand: Fine Grained with Silt Interbedded Light Brown/Moist 15 - Silty Sand: Fine Grained onplastic(Light Brown/_ - Moist 20 25 - Sandy Silt Nonplastic/Brown/Moist 30 Clayey Silt Nonplastic/Brown/Moist 3S 4 Sandy Silt onplastic/Brown/Moist 30 _ Note: The stratification lines the approximate Clayey Silt represent 5 (Nonplastic/Brown/Moist) boundaries between the soil types; the transition may be c gradual. 1 Total depth = 51 Fit 1 Groundwater not encountered Bedrock not encountered Signature Poop La Quinta resort and Club, La Quinta Date: 6/29/2006 Bore No. 3 Job Number: 544 -7326 U 0 0 �a. y 0 %�+ C) L U �q Description 7= �° y Remarks 0 Turf 3 to 4 Inches Silty Sand: Fine Grained 14/16/17 Silty Clay CL 105 10 83 Low Plasticity/Light Brown 5 5n18 Clay CL 81 19 89 Low Plasticity/Light Brown 10 "` 'w" 3/4/4 Silty Sand: Fine Grained with Sandy Silt Interbedded SM 8 52 onplastic/Greyish Brown 1.5 `s" ywr ?� 6/11/16 Silty Sand: Fine to Medium Grained SM 96 3 23 onplastic/Grey - 20 3/3/5 Clay CL 28 94 w Plasticity/Light Brown 25 3/7/14 Clay CL 84 32 98 Low Plasticity/Greenish - rown & Orange 30 518111 Sandy Silt ML 12 78 onplastic/LightBrown 35 6/8/11 Clay CL 87 30 98 ow Plasticity/Multicolored IO 4/6/8 Sandy Silt ML 10 77 onplastic/Light Brown 5 = 8/17/35 Sand: Fine Grained SP 114 3 6 ey 14,114/11 Silty Sand: Fine Grained SM ( 3 1 7 Nonplastic/Multicolored Sand: Fine to Coarse Grained with Gravel Silty Sand: Fine Grained ist Brown/ )te: The stratification lines )resent the approximate undaries between the soil )es; the transition may be Depth = 60 Feet idwater not encountered ,ck not encountered APPENDIX B Laboratory Tests Laboratory Test Results SIadden Engineering APPENDIX B LABORATORY TESTS Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and tests. Laboratory tests were generally performed in two phases. The first phase consisted of tests to determine the compaction of the existing natural soil and the general engineering classifications of the soil underlying the site. These tests were performed to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of tests. The second phase consisted of soil mechanics tests. These tests include consolidation, shear strength and expansion tests that were performed to provide a means to develop specific design recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTS Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured to determine its unit weight. A small portion of each sample was then subjected to tests to determine its moisture content. This was used to determine the dry density of the soil in its natural condition_ The results of this test are shown on the Bore Logs. Maximum Density- Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations_ This test was performed in accordance with the ASTM Standard D1557 791, Test Method A. The results of this test are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil to determine the existing relative compaction to the soil. This is shown on the Bore Logs, and is useful in estimating the strength and compressibility of the soil. Classification Tests: Soil samples were selected for classification tests. These tests consist of mechanical grain size analyses and Atterberg Limits determinations. These provide information for developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this test are very useful for detecting variations in the soil and for selecting samples for further tests. SOIL MECHANIC'S TESTS Direct Shear Tests: One bulk sample was selected for Direct Shear Tests. This test measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Tests were performed using recompacted specimens that were saturated prior to tests. Tests were performed using a strain controlled apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Tests: One bulk sample was selected for Expansion tests. Expansion tests were performed in accordance with the UBC Standard 18 -2. This test consists of remolding 4 -inch diameter by 1 -inch thick specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water_ The linear expansion is then measured until complete. Consolidation Tests: Four relatively undisturbed samples were selected for consolidation tests. For this tests one- inch thick test specimens are subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at Path load increment was recorded prior to placement of each subsequent load. The specimens were saturated at the 575 psf or 720 psf load increment. Sladden Eng- neering- Project Number Project Name: Lab ID Number: Sample Location: Description: Maximum Density: Optimum Moisture: 145 140 135 130 w U CL 12` h A 12C A 115 110 105 1004 0 Maximum Density /Optimum Moisture ASTM D698/D1557 544 -7026 L.Q. Pool Bulk 1 @ 0 -3' Sandy Silt 112.5 pef 13% Sieve Size % Retained 3/4" 3/8" #4 0.0 < - -- Zero Air Voids Lines, sg =2.65, 2,70, 2,75 5 10 15 Moisture Content, % July 20, 2006 ASTM D -1557 A Rammer Type: Machine 20 25 Gradation ASTM C117 & C136 Project Number: 544 -7026 i I i Project Name: L.Q. Pool 90 I I I I II I II I I I Sample 1D: B -3 @ 10' Sieve Sieve Percent Size, in Size, mm Passing 1 " 25.4 100.0 3/4" 19.1 100.0 I .1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 100.0 I #30 0.60 99.0 0 #50 0.30 98.0 #100 0.15 81.0 #200 0.074 39.0 July 20, 2006 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm 100 IIII I III I I II i I i 90 I I I I II I II I I I I �I, I I 1 111 I I 60 HIM i 50 �. I I { I 0 4(l � I 30 f i I 20 I 10 I I o II III I I, I� I I I 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm Gradation ASTM Cl 17 & C136 Project Number: 544 -7026 I I II Project Name: L.Q. Pool HH Sample ID: B -1 @ 2' I I illi Sieve Sieve Percent I ' Size, in Size, mm Passing I 111 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 I 9.53 100.0 #4 4.75 1.00.0 98 2.36 100.0 #16 1.18 100.0 #30 0.60 99.0 s0 #50 0.30 98.0 #100 0.15 97.0 I #200 0.074 88.0 July 20, 2006 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm 100 , I I I II I ►ii'I HH I I I I illi I I I I I ' 90 11 I ill I I 'I III IIII'II s0 I I! i if I' I I I, I I !1 II ! I' HIM I I I I 1 1 70 II 111111 1 I 60 ap 50 Cc a, I I III III I I I I a 40 II I 1 1111111 1 Hill i I . HIM I I I HIM I I i ' l I I I I ' Hill i I I 1 111111 30 I 11111 1 1 1 1 11 Ill I I i I I I I I I 1 1 20 ! I ! ! � I i 10 4!1 0 I ! 11, HIM 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm Gradation ASTM C117 & C136 Project Number: 544 -7026 July 20, 2006 Project Namc: L.Q. Pool Sample ID: B -2 @ 5' Sieve Sieve Percent Size, in Size, mm Passing 1 " 25.4 100.0 314" 19.1 100.0 1/211 12.7 100.0 318" 9.53 100.0 #4 4.75 99.0 #8 2.36 97.0 #16 1.18 96.0 #30 0.60 96.0 #50 0.30 95.0 #100 0.15 94.0 #200 0.074 93.0 100 Jill ' 1 1 1,11111 90 III f I ;I I I I I I I I I so f i j I Ilf l I I I I 70 I I I I1 I Will, 60 r a '0 \ 40 � 1 1 HIM I I I IIII I ! III ! I 30 I I _H111 I I I I M 11 I 20 I 1 11111111 I 10 I I I 1 I 0 J-D ITI 171 11 I II 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm Project Number: Project Name: Sample ID: Gradation ASTM C117 & C136 544 -7026 L.Q. Pool Bulk 1 @ 0 -3' Sieve Sieve Percent Size, in Size, mm Passing 1 " 25.4 100.0 3/4" 19.1 100.0 1 /2" 12.7 100.0 9.53 100.0 #4 4.75 97.0 #8 2.36 97.0 #16 1.18 96.0 #30 0.60 95.0 #50 0.30 92.0 #100 0.15 78.0 #200 0.074 54.0 July 20, 2006 100 I I I Hill I 90 I I HIM I I I' I II 80 l e i 1 i I I I 70 I I 1 I 1 Hill I I I I I I I I I I I i I i I I I I I I I i 60 I 1 I ' I 1 1111111 1 Hill 5o I I l a 0 40 I I i I I I I 'Hill I M11 � 30 l H I I , I I 111 1 1 HHH I 10 I H I 1 I o. I I I LI I I I I I 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm Job Number: Job Name: Lab ID: Sample ID: Soil Description Expansion Index ASTM D 4829/UBC 29 -2 544 -7026 L.Q. Pool Sulk i @ 0 -5' Sandy Silt Wt of Soil + Ring: 5 65. 0 Weight of Ring: 179.0 Wt of Wet Soil: 386.0 Percent Moisture: 11% Wet Density, pcf 7/26/2006 117.0 Dry Denstiy, pcf 0.500 105.4 0.510 Saturation: 49.6 Expansion Rack # IDate./Time 7/26/2006 10:00 AM Initial Reading 0.500 Final Reading 0.510 Expansion Index (Final - Initial) x 1000 10 Date: 7/20/2006 Tech: Jake El Sladden Engineering Revised 12/10/02 APPENDIX C 2001 California Building Code with 1997 UBC Seismic Design Criteria FRISKSP Attenuation Plots Madden Enbineer.n- July 24, 2006 -14- Project No. 544 -7026 06-07 -744 2001 CALIFORNIA BUILDING CODE SEISMIC DESIGN INFORMATION The California Code of Regulations, Title 24 (2.001 California Building Code) and 1997 Uniform Building Code, Chapter 16 of this code, contain substantial revisions and additions to earthquake engineering design criteria. Concepts contained in the code that will be relevant to construction of the proposed structures are summarized below Ground shaking is expected to be the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large earthquakes. Major fault zones considered to be most likely to create strong ground shaking at the site are listed below. Fault Zone Approximate Distance From Site Fault Type (1997 U &C) San Andreas 12.3 km A San Jacinto 30.8 km . A Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is So, generally described as stiff or dense soil. The site is located within UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to seismic mitigation for new construction upon adoption of the 1997 code. Sladden engineering Near- Source Near - Source Seismic Seismic .Seismic Acceleration Velocity Coefficient Coefficient Source Factor, N. Factor, N.. Ca C, San Andreas 1.0 1.1 0.44 Na 0.64 N� San Jacinto 1.0 1.0 0.44 Na 0.64 Nv Sladden engineering 1100 1000 WE L-M 700 n-6141 500 400 ON 200 100 I CALIFORNIA FAULT MAP LQ Resort & Club, Signature Pool -100 - -400 -300 -200 -100 0 100 200 300 400 500 600 PROBABILITY OF EXCEEDANCE 100 K11 �. 80 01 0 70 c� 60 sa ° 50 LJ.. 40 CU U 30 N. N U 20 X W 10 C BOORE ET AL. (1997) SOIL (310)1 0 25 yrs 50 yrs �� l r J A A 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (q) PROBABILITY OF EXCEEDANCE 100 a 80 0 0 `f 70 ca 60 ° 50 40 U 30 a� x 20 ui 10 0 CAMP. & B0Z. (1997 Rev.) AL 1 25 yrs 0 0 50 yrs 0 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (q) PROBABILITY OF E.XCEEDANCE W11 J N r, 80 O 70 -� 60 c� ..Q 0 50 0- 'D 40 30 a� a� x 20 w 10 0 SADIGH ET AL. (1997) DEEP -SOIL 1 0 25 yrs 50 yrs J A A 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (cq) PROBABILITY OF EXCEEDANCE AB SON & SILVA (1997) SOIL 1 25 yrs 50 yrs 100 .s 80 0 a 70 -0 60 Cu ° 50 a_ °' U 40 Cu -a 30 Q3 20 x ui 10 x 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (q) 10000 o 1000 goo BOORE ET AL. (1997) SOIL (310)1 0.00 0.25 0.50 0.75. 1.00 1.25 1.50 Acceleration (g) JrUKN PERIOD -.. ACCELERATION 100000 10000 0 A .® 1000 a) 11� SADIGH ET AL. (1.997) DEEP SOIL 1 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (q) -E 1 U1ZN PERIOD N ACCELERATION 100000 10000 Q a� 1000 Q) 100 CAMP. & BOZ. (1997 Rev.) AL 1 0.00 0.25 0.50 0.75 1.00 1.25 1.50 Acceleration (q) URN PERIOD -*. ACCELERATION 100000 W 10000 1000 ,- a� J ABRAI3AMSON & SILVA (1997) SOIL 1 100 0.00 0.25 0.50 0.75 1.00 1 025 1.50 Acceleration (q) �II. - IF�yH'�I I W0Y1 C,A a `V1 j �aMaBS r ,3 4 r ;aP i �CpA _,.: _.,�� Wl � '• -� jet � i�Y B "'- � �.Y �- �_ t,' ' �� F �� "- .�, �, —1 —�Y` � � � - �` :v �•� -a^� „ PPP' -�?'� J \' '+ :. ^ -3 0. yr f < Gb y�. �G R p . yam%- -'!^ •+ �s -�c- .- r. ,d... 3x .el$�� _ `'. AaD .. 4' s ^ � � Rll � � �`_.; ?. �. z. r� _. a -%a ��..� �s5c �'. -�- 4 � - 3'-z,� � "1 �" K.7• � � 7>'t..� -t.�� °•c,� �' 3 �. �- � - r � � t may, r _ -r =;i',r i a -'_ ' .. 0.� 3 AP-a f La Quinta Resort & Spa Signature Pool a 3M D t a-•-' a /.ai .� :�,. `� - •vl y_ _ Y�7 ter .. ar, �- _ i 1 M'aFI'.i' ter �•ri�„ Is �: - � - aD °M ,�» 2 pq . it I� u is ,• GW ^mss ` ,mss =n.�•� ...a• -�� ti L �, - r - � y � L' 7;2% - ..m .. -t?. s� � -> ^•tea ��,��- X- 5 IIl.�J1 � � i 4{`�(�� +�I .o.. �i� �� -� Is � � •t : � w�, -• "`+° S. - - - � � i err -a.>, I�-�s -- 1 Quinta tix ti\ _ 7 Oe -T-1 7- —ini, -,� :I!G,( —,1 sir7,l _ F`n� ...__.,sm::._ -• x RIVERSIDE COUNTY, CALIFORNIA 77 TABLE 12. Soil and water features Absence of an entry indicates the feature is not a concern. See text for descriptions of symbols and -- such -terms -as "brief," and "perched." The symbol < means less than; > means greater than] Hydro- Flooding High water table Bedrock Soil name and logic map symbol group Frequency Duration Months Depth Kind Monthq Depth Hardness Badland: A None - - - - -- -------- - - - - -- ------ - - - - -- BA. -------- - - - - -- ------ - - - - -- >60 ---- - Borrow pits: A None ------ -------- - - - - -- ------ - - - - -- B P. Apparent - - --- Jan- Dec - --- >60 - - - -- Bull Trail: BtE------------- ---- ... - -B -- _None ___ =_ = = =_- -- = -- =- ------ Cao aDn: ----------- - - - - -- A None - - -- -- -------- - -- - -- ------ - - -- -- Cajon Variant: -------- - - - - -- ------------ 6-20 Rippable. CbD----------- - - - - -- A None - - - - -- -------- - - - - -- ------ - - - - -- Carrizo: CCC----------- - - - - -- A Rare- - - - - -- -------- -- - - -- ------ - - - - -- Carsitas- Ft 1n _>6.0_1 -------------- I ------------ 1 >60 1---- - - - - -- > 6 .01 -------------- I ------------ 1 >60 1---- - - - - -- > 6 .01 -------------- I ------------ 1 >60 1---- -- - - -- > 6 .01 -------------- I ------------ I >60 I---- - - - - -- CdC, CdE, ChC, CkB. A None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- >60 ---- - CFB_______________ _ __ A None ------ -------- - - - - -- ------ - - - - -- 2.0 -4.0 Apparent - - --- Jan- Dec - --- >60 - - - -- Carsitas Variant: CmB, CmE ----- - - - - -- C None - - - - -- -------- - - ---- ------ - - - - -- >6.0 -------- - - - - -- ------------ 6-20 Rippable. Chuckawalla: Co B, Co D, CnC, CnE. B None______ ___ ________ ___ ____________ >6.0 -------------- ------------ >60 ;oacbella: CpA, CpB, CsA - - - - -- B None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- >60 ---- - - - - C rA----------------- B None - - - - -- -------------------------- 3.0 -5.0 Apparent - -__- Jan- Dec - - -- >60 -- Fluvaquents: Fd____________ _____ __ D Frequent___ Very long_____ Apr-Sep ---- 0.5 -2.0 Apparent_____ Jan - Dec ---- ?60 -- -------- Fluvents: one- ----------- ------------ pr n - - - - - -- --- Fe_ ___________ _______ A/D Occasional__ Very brief____ Jan - Dec____ >6.0 -------- - - - - -- - ___________ >60 ---- - - -- -- Gilman: Ga B, GbA, GbB, GeA. B Rare- - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------- - - - - -- ------------ GCA, GdA, GfA ------ B None ______ __ ____ ________ __ __________ 3.0 -5.0 Apparent____- Apr-Oct ---- >60 Bard. Gravel pits and dumps: G P. Imperial: IeA------------ - - - - -- D None - - -- -- ----- --- - - - - -- ------ - - - - -- >6.0 --- ----- - - - - -- ------ - - - - -- >60 _ I fA------------------ D None - - - - -- ----- --- - - - - -- ------ - - - - -- 1.0 -3.0 Apparent - - - -- Jan- Dec____ >60 _ ImC 1: Imperial part- - - - - -- D None - -- - -- -------- -- -- -- - ----- - - - - -- >6.0 -------- - - - - -- ------ - - - - -- >60 - --- -- - - -- Gullied land part. Impperial: IoC 1: Imperial part ------- Gullied land D None______ _ _______ ______ _ ___________ 1.5 -5.0 Apparent_____ Jan- Dec____ >60 _ part. Indi o e- -- N --- -------- - - - --- ------ - - - --- >6.0 -------- - - - - -- ---- -- - - -- -- >� -- -------- ----- - - - - -- one- ----------- ------------ pr n - - - - - -- --- Lithic Torripsamments: LR1: Lithic Torripsamments part. D None - - - - -- -------- - - - - -- ------ - - - - -- >6.0 -------- - - -- -- ------ - - - - -- 1 -10 Bard. Rock outcrop part. La Quinta Resort & Spa Signature Pool LIMITATIONS: Tc' L Tc 100 2. Maximum area = 10 Acres 1 1000 90 Q 900 80 800 70 .� 700 60. 500. 300 a� Q ` 600 cL 50 0 ` 0 v o Z 7 v 500 0 100 80 v c »= d " m. 35 8 a N a► E a� 400 0 30 _ 0 w 20 350 25 o � 10 8 10 300 K c. c 2�0 LL Undeveloped o -^ 250 1.8 17 -1 0 16 L o 15 o, 0 200 14 . ' 1.3 1 Fair Cover 12 s c y . v° II 14 0 Undeveloped Poor Cover 0 c 150 E 9 .. . �. 0 �- F 8 Single Family 50 7. 17 E 6 d 100 5 LIMITATIONS: 1. Maximum length =1000' Tc 2. Maximum area = 10 Acres g Q �+ c ° 6 .� Y L) a> 500. 300 Q ` v ` 0 v o 200 7 N o 0. E 'c — _ 100 80 c ° 50 8 E 0 a► E a� 40 30 > (0 w 20 9 0 y o c a 3 10 8 10 >, — K A 6 LL Undeveloped Good Cover 0 2 12 Undeveloped O 1.80 Fair Cover s y . _ 55 14 Undeveloped Poor Cover 0 c 4 z l2� 15— �. 0 �- 16 Single Family 50 i 17 E (1/4 Acre) d 18 ` Commercial 0 19 (Pav 20 o� o o C 25 v KEY L- H Tc --K --Tc' 30 0 EXAMPLE: E (1).L =550% H =5.0, K= Single Fa.mily.(1 /4.Ac.) Development, Tc = 12.6 min. 35 (2) L =550', H =5.0', K = Commercial Development ,.Tc = 9.7 min. 40 t- 4 R C.FC a Wes+ HYDROLOGY 1 \ /IANUAL Reference; Bibliography_ item No. 35. PLATE .D -3 r m v N O ... 11- �C Z/ c� Ej z � r r M M 1 cD RAINFALL PATTERNS IN PERCENT 3.-HOUR STORM .TIME 5 -MIN .10-MIN 15-MIN 30 -MIN' PERIOD PERIOD. PERIOD, 'PERIOD PERIOD 1 1.3 '2.6 3.7 8.5 2 1.3 2.b 4.8' 10.0 3 1.1 3.3 5:1 13.9 4. 4;.5 ..3..3.: 4 1 -7.4 5 1.5 3.3 6.6 29.9 63.8 3.4 T . 20'.3 7 1.5 4.4 .8.♦ ' B 1.8 4.2 9.0 9 1.8 5.3 12.3. 10 1.5 5.1 17.6 11 1. 1.6 "6.4 161. 12 6 5.9 4..2 13 2.2 7.3 14 2.2 e.5 15 2.2 U.1 16 2.0 14. -1 17 2'.6 3.8 18' 2.7 2.4 19 2.4 20 2.7 21 3.3 22 3.1 23 2.9 24 3.0" 25 3.1 26 4.2 27 S.0 28 3.5 29 6.8 . 30 7.3 31 8.2 32' S.9 33 2.0. 34 1.8 35 1.8 36 .6 NOTES: I. 3 and 6 -hour patterns based on. the Indio area thunderstorm of September 24,1939. 2. 24 -hour patterns based on the general storm of March 2 a 3,1938. 6 -HOUR STORM 24 -HOUR STORM. TIME 5 -MIN 30 -MIN 15 -MIN 30 -MIN TIME 5 -MIN TIME 15 -MIN 30 -MIN 60 -MIN TIME 15 -MIN PERIOD PERIOD PERIOD .PER100 PERIOD PERIOD PERIOD PERIOD REP 100 PERIOD PERIOD PERIOD PERIOD 1 .5 l.l. 1.7 3.6 49 1.7 1 .2 .5 1.2 49 2.5 2 .6 1.2 1.9 4.3 50 1..8 2 .3 .7 1.3 50 2.6 3' .6 1.3 2.1 4..8 51 1.9 3 .3 .6 1'.8 „$1 .2.,e 4 -.6 1':4 2.2'' t ;9 'S2 2.0 l .4 .y 2.1 52 2.9 5 .6 1.4 2.4 5.3 53 Z.3 5 .3 .8 2.8 53 3.4 6 .1 1.5 2.4 5.8 54 2.1 6. .3 1'.0 2.9 St 3.4. 7 .7 I.6 2.4 6.8 55 22 7 .3 1.03.8 55 2.3 B .7 1.6 2.5 9.0 56 2.3 B .t 1.1. 4.6 56 2.3 9 .7 -.T 1.6 2.6 11.6. 57 2.4 9 .4 1.3 6.3 57 2.7 10 1.6 2.7 1464 58 2.4 30 .4 1.5 8.2 58 2.6 11 '.7 1.6 2.8 25.1 59 2.5 11 .5 1.3 7.0 59 2.6 12 .8 1.7 7.0 t.t p0Z.612 .5 1.6 T.3. 60 2.5 13 .8 1.7 3.2 61 13 .5 1.8 10.8 61 2.4 1 .6 1.8 3.6 62' 3.6 14 •5 260 11.4 62 2.3 15 .8 1.8 4.3 63 3.9 15 .5 2.1. 10.4 63 1.9 16 .8 1.8' 4.'7 6t ♦.2 16 .6 2.5 B.S '64 1.9 17 .8 2.0 5.4 4.7 17 .6 7.0 1.4 6S .4 188 2.0 6.265 66 6' 18.T 3:3 1.9 66 .4 19 .8 2.1 6.9 1 l:y' 19 .7 3.9 1.3 67 .3 20 .8 2.2 7.5 68 . 20 .8 4.3 1.2 68 .3 21 .8 2.5. 10.6 69 6 21 .6 3.0 1.1 69 .S 22 .8 2.8 14.5 70 .5 22 .7 ♦.0 1.0 70 .5 23 .8 3.0 3.4 23 .8 3.8 .9 71 .5 24 .9 3.2 1.0 72 .2 24 .8 3.5 .8 .72 .4 25B 3.5 25 .9 5.1 73 ,4 26 '.9. 3.9 26 .9 S.7 74 .4 27 .9 4.2 27 1.0 6.8 75 .3 28 .9 4.5 28 1.0 4.6 T6 .2 29.9 4.8 29 1.0 5.3 '77 .3 70 .9 5.1 30 .1.1 5.1 78 .4 31 .9 6.7 .. 31 1.2 4.7 79 .3 32 .9 8.1 32 1.3 3.8 80 .2 .33 1.0 10.3 33. 1.5 .8 .81 .3. . 34 1.0 2.8 - 34 1.5 '.6. 82 .3 35 1.0 1.1 35 1.6 1.0 83 .3 36 1.0 .S 36 1.7 . .9 84 .2 37 1.0 3T 1.9 .8 85 .3 38" 1.1 38 Z. 0. .5 86 .2 39 I.l 39 2.1 .7 87 .3 40 1.1 40 2.2 .s 88 .2 41 l.2 41 1.5 .6 89 .3 42 1.3 42 1.5 .5 90 .2 43 1.4 43 2.0 .S 91 .2 44 1.4 44 2.0 .5 92 .2 45 1.5 49 1.9 .S 93 .2 46 1.5 46 1.9 .4 94 .2 47 1.6 4T 1.7. .4 95 .2 48 1.6 48 1.8 .41 96 12 I. 3 and 6 -hour patterns based on. the Indio area thunderstorm of September 24,1939. 2. 24 -hour patterns based on the general storm of March 2 a 3,1938. RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3) Quality of . Soil Group A B C D Cover (2) NATURAL COVERS - Barren 78 86 91 93 (Rockland, eroded and graded land) Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 32 69 75 56 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) RUNOFF INDEX NUMBERS FOR HYDROLOGY 1\AANUAL PERVIOUS AREA PLATE D -5,5 0 of 2) ACTUAL IMPERVIOUS COVER Recommended Value Land Use (1) Range- Percent For Average Conditions- Percent(2 Natural or Agriculture 0 - 10 0 Single Family Residential: (3) 40,000 S. F. (1 Acre) Lots 10 - 25 20 20,000 S. F. ('� Acre) Lots 30 - 45 40 7,200 - 10,000 S. F. Lots 45 - 55 50 Multiple Family Residential: Condominiums 45 - 70 65 Apartments 65 - 90 80 Mobile Home Park 60 - 85 75 Commercial, Downtown I 80 -100 I 90 Business or Industrial 1 Notes: 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas. 3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above. CFC %WNCD J- JYDRO! JAY 1\11ANUAL IMPERVIOUS COVER FOR DEVELOPED? AREAS PLATE D -5.6 REQUIRED 'VLOAD FOR REINFORCED CONCRETE PIPE LAID PER STD. bWG. 2 - D 177 CASE M BEDDING 1 24 1 30. 1100 1 I I I I I I 1,�50 7 150 .33 133 42 400 1300 X0 1 0 1 1 1 1 1 f 1 I I 1 I I Z . /060 1300 1I 44 5 ItX A I I I "�OQ 48 1 51. 130 1 1800 154 f MOO 00 1400 1 1 1 --42001 I I A I I I 4_/700 I goo ---t) /-TOO. . ..66 -1150 O 7Z 76F 00 tn ---fl2501 1 --1450-- -5 ..,to P 84 87 94 87 1 90 93 1850 /9 1950 I U050 Unrestricted trench width with -Case Z7 biedlng. Cd1=A7ted &r. WI./omito cows z bedding. ~8 Wlt:r greater, than /0"Use 1a) or /bj as shown hri, note Projection Condition'. MOW. Calculated. far &W C017dM407, 7Y#Mfi' -F W&A = O. D. t 20. 0 -Loodi in this lohe used& desi gn and shown on the protect &owing� DATA.' Safety fi:ictar=425 NOTE. This is tobe used'&r average sal conditions. 17crease Load foatorz k8 for, Case Z7j for Cast 1. Mwe sat/ andlysis indicates greater earth load$ Uve load - / H -20, S-/6 trila. 106M. sails hqh7g /ow cohesive YVA.W..exist, use Earth load- 110,P.Cf (hkr5104 formula). D-kods calculateal far Projection Cwdillvn. NOTES.* Where cover is greater than . /0' . and Wexceads 10, use (a), or (b) I b0low. REFERENCES REVISION$ -LOS ANGELES, Co.ui 2-D 177' (a)Case I bedding may be used with the 0*47ds shown an this sheet for valves of 'W'nof exceeding J** following. mAw *ATe DeSCRPTIM F4.000 CONTROL 013 W-15'for.,aps 48 or /ess in 070m..fftr iQls Z. 'e !V LOAD TABLE f 'W'- 22'for p*'72' of Mir - by diameter. 56 r--�w -W DESIGN OF REINFOR, �CONQRU�.PIPI V12? for pipe 96' or 4jS in diameter '.7 SAW I 7.R45.vkjvd where wexceeds the ahojp* values, use' Option Nod as shown on sheof N,;. 2 of this standard. 8-57 rakim JAW 4 (00se. Option No -2 on Oest Nh2. to By SU"UITTED [,ka -1,'D MGM 12-54 1 sweet I Page 2 of 2 Brent, Thanks for this information. I provided to your office the soils report (dated August 18, 1997 sent to your attention on May 1) that was created by Sladden Engineering for the adjacent parcel. The team discussed relying on this report to make assumptions for design purposes and then make design adjustments based on the new report to come. Would you size the drywell based on the information contained in the report and provide us with the information? Let me know if you have any questions regarding the soils report. Thanks, ANNE GUILLEBEAUX ASSOCIATE 1520 A. CLOVERFIELD BOULEVARD, SANTA MONICA, CALIFORNIA 90404 USA TEL: 310.315.1066 FAX: 310.315.0916 acuillebeauxQedsaplanxom www.edsaplan.com By using the embedded electronic file(s) contained herewith, the recipient assumes all risks associated with their use and, to the fullest extent permitted by law, to hold harmless and indemnify EDSA and EDSA's professional associates and consultants from and against all claims, liabilities, losses, and expenses including attorney fees, arising out of or resulting therefrom. - - - -- Original Message---- - From: Brent Safley Sent: Wednesday, May 31, 2006 10:07 AM To: Anne Guillebeaux Subject: Laquinta Backwash Anne, The total volume of backwash p staggered during the week so th know the soil characteristics in c Brent Safley, P.E. Project Manager EDSACIoward 2696 N. University Ave, Suite 290 Provo, Utah 84604 tel: (801) 375 -1223 fax: (801) 377 -3118 email: bsafley @edsacloward.com web: ww-Ar.edsacloward.com to s all pools. The backwash can be ild be 8,000 gallons. We need to By using the embedded electronic files) contained herewith, the recipient assumes all risks associated with their use and, to the fullest extent permitted by law, to hold harmless and indemnfy EDSACIoward and EDSACloward's professional associates and consultants from and against all claims, liabilities, losses, and expenses including attorney fees, arising out of or resulting therefrom. 7/10/2006 Page 1 of 4 Barrett Bruchhauser From: Brent Safley [bsafley @edsacloward.com) Sent: Tuesday, July 11, 2006 8:50 AM To: bbruchhauser @mdsconsulting.net; CBERGH @MDSCONSULTING.NET; Anne Guillebeaux Subject: RE: Laquinta Backwash Barrett The following is a breakdown of the backwash volumes and durations. This information can also be interpreted from our schematic drawings W3.10 to W3.80. We have 8 systems, each system is backwashed once a week. The larger systems are backwashed on separate days of the week while the smaller systems are backwashed the same day. The backwash duration is 5 minutes per filter vessel. The systems are as follows: Formal Pool: 2 filter vessels, backwash rate 403 gpm Backwash volume 4,030 gallons, 10 min duration - v Spa Pool: 2 filter vessels, backwash rate. 103 gpm e=' Backwash volume 1,030 gallons, 10 min duration Waterwall: 1 filter vessel, backwash rate 30 gpm Backwash volume 150 gallons, 5 min duration .i ;... Wave Pool: 3 filter vessels, backwash rate 526 gpm Backwash volume 7,890,gallons, 15 min duration' -?3' Lazy River: 3 filter vessels, backwash rate 526 gpm Backwash volume 7,890 gallons, 15 min duration < ^ x Splash Down: 2 filter vessels, backwash rate 301 gpm Backwash volume 3,010 gallons, 10 min duration �. Children's Pool: 2 filter vessels, backwash rate 74 gpm Backwash volume 740 gallons, 10 min duration Interactive Pool: 1 filter vessel, backwash rate 74 gpm Backwash volume 370 gallons, 5 min duration ' The 8,000 gallon per day backwash would occur over a 15 minute time period and would occur twice a week — once for the wave pool and once for the lazy river. Each of the systems can be programmed to backwash on a specific day of the week and at a specific time during the day. If you have any other questions please let me know. Brent Safley, P.E. Project Manager EDSACloward 2696 N. University Ave, Suite 290 Provo, Utah 84604 - tel: (801) 375 -1223 fax: (801) 377 -3118 email: bsafley @edsacloward.com web: www.edsacloward.com By using the embedded electronic fzle(s) contained herewith, the recipient assumes all risks associated with their use and, to 7/11/2006 Tab 7 Appendix C Drainage Area Maps Exhibit 1: Pre - Existing Overall Hydrology Map Exhibit Z: Pre - Existing Onsite Hydrology Map Exhibit Post Development Hydrology Map Signature Pool Site Layout Drainage Areas Storm Drainage System La Quinta Resort and Spa Signature Pool �1111111111 � N, ',",It_,, 1,61t�') ; 11 j 1 - , -1-4- O'l, ��' 11 I � "-�i � I I',' I ,_ � 1:� -'*",-,',l 'V E N-1-D A 7 � , 11 - Al_1yw11N_,,�%;t,4t"` --- , - IJN_itv�� -, �-�,,,l � , � i I � i ii,�, ,,� "I . - , , "i ; I I I : i 11 " � - """ "., - , � - --t, , � x - ,� ji �; ., 'l:, l -�- ,, , 1, ,..11 Z,N! ,,, __9 �Il__11_ - - - ,-.,- "li-, "i, - ' __,___ I i '4N - - i,,�,,)S__ �,,�,.:� _ i � � I I I , , , I - - , - " " ��Iinlllllrll' I �i i Vt i , , , �, lt'. � "", ; , il- ,,,, _,�,>4 , - ,_ - - , , "it'l r - � � l z " ,," , 9, - - - -, - " ,'�, 1 " , � ,,i , -1 I 11- �i�, I , ,= _-� ; 'vw "' f , l: , - I 'l - 11 I " ` ;",,&-�- --, � - " � I , . 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I I'll-i-, I 4 'itt, �� - , z - _K, �� DRAINAGE BASIN BOUNDAHY , , " � , , i _i_1 If- 71"'., "i � it , , 1, -1 ,�,, � _ z;l� li,n�-- , , -----� , " " , -, _,", �Ix , - V-1-1fil � � � � _,_ -_ -- , l - � - __ - - , , �,�,---_, -, , - i ., , , , , , , , , , , , , , , , , , , , , _,,c , -, � �__ �_ , , "I - -, , , Z,, _,l � � � � __., t� _ _�� , ,'o - l , , - �� 7i� �, 11. _�___,____,____ , �,�, t� - " , -, , , ,__,, , -, - ___ __ - , - F, ,- , -, . __ '' l ,, .1 - " , , " � . ,& - !._�,_ � � �n-,_ _',',� �� , , � __ - ,�, " L , - - ", , ", ', '.'j I _-,�A -, , ,` ,� - ,� R ___ �l;, . 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" ,\", 4iil"� �-F,Rl,f,� "l, ..... ... ----- - -- � , "' 11__'_-_11, , "" " __, ,,�@ �, " tt- 1 � I _. w- -- " """,, �. -.1--il"', ,."", - __,"'." ", � I ;�,, , -"'- 11111�11 �, - �,�,,�i�,,, - -,, - l ,_=;�-,'-_ -�, I'll, i-1. - li __,___, --- 1111- I - - .-,.,:--,,, -, - -�-,, , "�,�,',�,,��'_,, ,, , -04 , - ,--�_�_t,�-,-,,, -, " " 11,5, _4 - ..-. s____,_-".'_ ____ 11- 1111-11-111-, , '' _", -, ,--z,,z4��'ll'I.I��-�'�,�'"ill-I'll�,.�--I -�,4-�-,�-�,,,,-,,�,,�,�,,-,---, _:� - ,,t,l,7,�,, �i` ,:, i,�,, - � __ � , r P ll'-w'; ,,,� �;,_"" FLOW DIRECTION 11-1-1.1--l'- _11-1-1.11,-, -l- , � * , l, f - , " mv, - I � I _`, � 1 , �', I -1 ... 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FiAll ........ . .... 4 2" 0 1ka T�, 4 J -r-2, 11"o c= STA. 16+40 (E)%% 60"c= �4! 1 Nw:o F :J BEGIN 30 4=1 4 "0 STORM DRAIN Qloo=24.6 cfs "2 STA. 10+00 PROPOSED 60"0 0.06 AC SF V=1.2 fps 4p::� 23 LINE I iA, Ti Ail A= 16.5 AC AIR i J i Tc=14.4 MIN. WM 60 0 131 h N E L Qioo=29.0 cfs it it V= 1.5 fps AS, S 2 4" 0 Lp=323 A=19.1 AC .5 P Wili 7E i A Tc=14.4 MIN. L= 180' 1 X C q! i 24)) 0 0 30!-:; 1 20; 240 I N A"i F T STA. 15+10 Lp= 1 E�� m M 7, i A -y A S F1 i 0.72 A C g clv STA. 14+20 401 �Aq -T� . ......... A SCALE: 1 60' X: 'V1 -3 J- 31 L NO Z 777= R K! gv� .4 b T"11- C Z a JIL % 1, 4 --1, i U it -51 N K E X1 STI 1410 C- RO'S S G U`-ftE0 R A, X \1X X� A,� 1 ISP . .. ... 0:& C J, 60"0 -7 6 .. ..... . . . . .... . V=3.7 fps -i"A ll, Qloo=47.3 cfs A v` A=52.8 AC Agi X\ Tc 17.38 MIN. A, OWNER/DEVELOPER: "j, 'i ... ... .. .. � ma. CNL DESERT RESORTS, L.P. % AND RETENTION BASIN N, 450 SOUTH ORANGE AVENUE .......... WS100=ELEV. 40.50 A, 0. ORLANDO, FL 32801 BOTTOM 37.0 0 HIM T M PH: (407) 650-1532 m q w a ME 4 FAX: (407) 650-1085 R CONTACT: DAVID URBAN, VICE PRESIDENT OF PLANNING AND DESIGN NNE. DRAINAGE AREA TABLE DA # AREA (AC) 0.91 0.84 0.45 0.65 E 0.35 F 0.28 @ 0.34 POOLS 0.29 A VH% 111 411 .12:!�4 2 4_ 2; am" 1�1 v'i NE 1 . ..... I . ......... . RM9 7:3m C! PROPOSED SITE DRAINAGE EXHIBIT=3 8 Ne .214; rag. W-6 �1-n HYDROLOGY MAP :PN SIGNATURE SPA Q U I N T A RESORT & SPA CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA FM , ... j . 1:\41 3 1 2\HYDR0\EXH1B1T-3.dwg 10/04/06 Oil 1E OWN? ;-m W.-Mal 0 CONSULTANT: N! r! "a" T". SN".. ug. U.Wmta 13 "A M 0 R 8 E 78-900 Avenue 47 C A E L L A T L A N H D S Suite 208 D 0 K I C H La Quinta, CA 92253 C 0 N S U L T I N G Voice: 760 771-4013 ma. iv 01X WF R . .00 m S C H U L T Z 1 FAX: 760-77 -4073 A VH% 111 411 .12:!�4 2 4_ 2; am" 1�1 v'i NE 1 . ..... I . ......... . RM9 7:3m C! PROPOSED SITE DRAINAGE EXHIBIT=3 8 Ne .214; rag. W-6 �1-n HYDROLOGY MAP :PN SIGNATURE SPA Q U I N T A RESORT & SPA CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA FM , ... j . 1:\41 3 1 2\HYDR0\EXH1B1T-3.dwg 10/04/06 Oil 1E OWN? ;-m W.-Mal 0 RETENTION BASIN LONGEST FLOWLINI AH= 55.6 - 37.0 =1 1 BOTTOM 37.0 WS 100 40.5 DRAINAGE AREA TABLE DA AC USE 1 4.70 MF 2 3.10 MF 3 4.45 MF 4 4.26 MF 5 13.05 - -MF 6 0.61 LS 7 13.44 MF 8 6.16 MF 9 3.46 MF 10 3.97 MF 11 4.10 SIGNATURE POOL SITE (C) 12 8.52 GC 13 2.64 GC 14 5.89 MF TOTAL 81.81 HDROLOGY FILES: HYD 100 LAND USE /IMPERVIOUS COVER MF = CONDOMINIUMS PER RCF &WCD HYDROLOGY MANUAL PLATE D -5.6 IMPERVIOUS COVER ® 56% G tmu l TVDIC Q - -- --- DRAINAGE BASIN BOUNDARY WATERSHED 0.75 N =ACRES USE (51.5) FG ELEV. 341 k 1 40 iOTH. AVENUE r ".41: `3: RESORT & CLUB OWNER/DEVELOPER: CNL DESERT RESORTS, L.P. 450 SOUTH ORANGE AVENUE ORLANDO, FL 32801 PH: -(407) 650 -1532 LO FAX: (407) 650 -1085 lqT LO CONTACT: DAVID URBAN, VICE PRESIDENT OF PLANNING AND DESIGN 00 N CONSULTANT: M O R S E 78 -900 Avenue 47 . Suite 208, D 0 K I C H La Quinta, CA 92253 • Voice: 760 - 771 -4013 S C H U L T Z FAX: 760 -771 -4073 PLANNERS ENGINEERS SURVEYORS O Z a a 0a 0 Ito W 0 100 200 400 Q Z 0 U) Z SCALE: 1"=200' J 0- EXHIBIT -1 z W 0 _j EXISTING RETENBASIN. TION HYDROLOGY MAP > W LA QUINTA RESORT & SPA ° Z. A} - SIGNATURE POOL x �W CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA W a f 1s \41312 \HYDR0\EXHI8IT —l.dwg 10/04/06