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HomeMy WebLinkAboutTract Map 33891 Hydrology / Hydraulics Report Oct. 2006Prepared for.- Pacific or.Pacific Century Group 1920 Main Street, Suite 800 Irvine, CA. 92614 Report Prepared By. 1 C4Q Hydrology/Hydraulics Report SILVER OAK �ENTAi '-T-RA&T 338_ 9� City of Temecula County of Riverside, California Revision History Date Comment 10-06 15 submit W0F9755 Clairemont Mesa Blvd. Suite 100 San Diego, CA. 92124 e 858.614.5000 telephone CONSULTING 858.614.5001 fax Engineer of Work/ Contact Person: James Haughey, P.E. Sean McCarty, P.E. RBF JN 25-102051 TABLE OF CONTENTS SECTION1 - INTRODUCTION...............................................................................................................1 1.1 Background.............................................................................................1 1.2 Objective.................................................................................................1 1.3 Previous Studies.....................................................................................2 SECTION 2 - HYDROLOGIC DATA........................................................................................................2 2.1 Hydrologic Analysis and Methodology.....................................................2 2.1.1 Rational Method...................................................................................................2 2.2 PROPOSED CONDITION HYDROLOGY...............................................3 SECTION 3 - WATER QUALITY SUMMARY..........................................................................................4 3.1 Non -Structural and Structural BMPs.......................................................4 3.2 Best Management Practices (BMP) Sizing Criteria.................................5 SECTION 4 - HYDRAULIC ANALYSIS....................................................................................................6 4.1 Catchbasin Sizing....................................................................................6 4.2 Street Hydraulics.....................................................................................7 4.3 Local Stormdrain Hydraulics...................................................................7 SECTION 5 - CONCLUSIONS.................................................................................................................7 SECTION 6 - REFERENCES..................................................................................................................8 A B D E F TECHNICAL APPENDICES Rational Method — Proposed Condition 10 -Year Rational Method — Proposed Condition 100 -Year Street Capacity Calculations using Flowmaster v6.1 Catch basin Sizing and Street Hydrualic Calculations using Flowmaster v6.1 Stormdrain hydraulic calculations using Flowmaster v6.1 Water Quality Hydrodynamic Separator Sizing Calculations LIST OF FIGURES Figure -1: Vicinity Map Figure -2: Soils Map- Proposed Conditions Figure -3: Hydrology Map- Proposed Conditions Figure -4: Water Quality Exhibit IL_ I [1 SECTION 1 - INTRODUCTION 1.1 BACKGROUND The proposed project, tract 33891/Silver Oak, is located in the County of Riverside within the corporate boundary of the City of Temecula. The project site is located at the Northwest corner of the intersection of Dartolo and Margarita Roads. See Figure 1 for location details. The project consists of approximately 7.5 acres of residential uses. The proposed Silver Oak project is located within Santa Margarita Watershed and discharges indirectly into Temecula Creek. Since the site discharges to a regional facility, no on-site flood attenuation will be provided to mitigate proposed condition storm flows to less than existing condition. Approximately 1.5 miles downstream of the project site, Temecula Creek confluences with Murrieta Creek and becomes the Santa Margarita River, which eventually discharges into the Pacific Ocean. 1.2 OBJECTIVE The primary objective of this report is to provide the technical documentation forthe design and improvements plans for the proposed storm drain facilities and include the following: 1. Identify the required storm drain facilities for the tract improvements based upon the grading plans, and delineate the drainage area tributary to each proposed drainage inlet/concentration point. 2. Based on drainage patterns, ground slope, land use, soil type, and using the County of Riverside Rational Method, perform a hydrologic analysis to provide the design flowrate used to size the proposed storm drain facilities. This analysis covers the proposed condition hydrology. 3. Perform hydraulic analysis on the proposed storm drain facilities for the tract improvement. 4. Adhere to the Riverside County Flood Control and Water Conservation District's (RCFCD&WCD) hydrologic criteria that 10 -year storm flow and 100 -year storm flow be contained within the curb and street right-of-way, respectively. 5. Provide water quality treatment of the surface runoff per Regional Water Quality Control Board criteria. 6. Appropriately size the storm drain facilities by identifying the HGL using Flowmaster v6.1. 7. Appropriately size all catch basin inlets to control street flooding. 8. Provide street capacity calculations at all catchbasins. All assessments and technical analysis in this report are in compliance with the local drainage policies and requirements, and the California Environmental Quality Act (CEQA) of 1970, as amended. Silver Oak, Temecula, Riverside County, Hydology/Hydraulics Report I I7 u I 1 I 1.3 PREVIOUS STUDIES No previous studies are included in this analysis. SECTION 2 - HYDROLOGIC DATA 2.1 HYDROLOGIC ANALYSIS AND METHODOLOGY Hydrologic calculations to evaluate surface runoff associated with the 10 -year, and 100 - year hypothetical design storm frequencies from the project watershed were performed using the rational method based upon the relative size of the watershed. The rational method is a surface hydrology procedure, which allows evaluation of the peak discharge generated from a watershed area. This method only evaluates peak discharge and does not analyze runoff volumes or the time variation of runoff. The watershed subbasin boundaries within the project site were delineated utilizing topographic mapping of the area for the proposed grading plan to determine the development drainage patterns. Hydrologic parameters used in this analysis such as rainfall and soil classification areas presented in Riverside County Hydrology Manual, dated April 1978, were identified. A hydrology analysis was performed to evaluate the anticipated runoff generated from the proposed residential development. The hydrology analysis of the proposed development included determining a storm drain collection system, which corresponds to the development drainage patterns. The drainage areas and subarea boundaries within the study area were delineated based on the proposed grading plan. The proposed storm drain facility was designed to not exceed the current capacities of the existing drainage facilities at the downstream project boundary. 2.1.1 Rational Method The hydrologic calculations to determine the 10- and 100 -year ultimate design discharges were performed using the County of Riverside Rational Method from the RCFC&WCD Hydrology Manual dated April 1978. The Rational Method is an empirical computation procedure fordeveloping a peak runoff rate (discharge) for watersheds less than 300 acres and storms of a given recurrence interval. This procedure is the most common method for small area urban drainage design since the peak discharge is generally the only required parameter for hydraulic design of drainage facilities. The Rational Method equation is based on the assumption that the peak flowrate is directly proportional to the drainage area, rainfall intensity, and a loss coefficient related to land use and soil type. Flows are computed based on the formula Q=CIA, where: Q = Discharge in Cubic Feet Per Second; C = Runoff Coefficient, based on Land Use and Hydrologic Soils Group; Silver Oak, Temecula, Riverside Hydology/Hydraulics Report 2 I = Rainfall Intensity, Inches/Hour; ' A = Area, Acres. The peak discharge from a drainage area using the rational method occurs at a critical time ' when the entire drainage area is contributing runoff known as the "time of concentration" for the watershed area. The design discharges were computed by generating a hydrologic "link -node" model, which divides the analysis area into drainage subareas, each tributary to ' a concentration point or hydrologic "node" point determined by proposed conditions. The hydrology analysis was performed for the developed condition 10-, and 100 -year hydrology. The results of the watershed analysis for the proposed development generated the resulting peak discharges at the downstream project boundary. ' The following assumptions/guidelines were applied under the Rational Method. ' 1. The Rational Method hydrology includes the effects of infiltration caused by soil surface characteristics. Soils maps from Riverside County Flood Control and Water Conservation District Hydrology Manual indicate the Soil Type "C" ' is representative of the project location. The Manual utilizes the Soil Conservation Service (SCS) soil classification system, which classifies soils into four (4) hydrologic groups (HSG): A through D, where "D" is the least pervious, providing greatest storm runoff. The soils maps (Plate C-1.61 Pechanga) from the Manual and the project site are shown on Figure 2, Hydrologic Soils Group Map. 2. The infiltration rate is also affected by the type of vegetation or ground cover and percentage of impervious surfaces. The runoff coefficients used were based on the proposed residential layout for multi -family residential. "Condo" and "Apartment' were used to represent the project with 84% of the site being impervious. ' 3. Rainfall data used was taken from the above Manual for the "Murrieta - Temecula and Rancho California" areas. ' 4. The initial area is generally less than 10 acres and flow path lengths are less than 1,000 feet, per RCFC&WCD analysis procedure. 2.2 PROPOSED CONDITION HYDROLOGY ' The developed land use conditions associated with the proposed project will modify the hydrologic characteristics of the watershed by; 1. Increasing the amount of impervious area. Silver Oak, Temecula, Riverside County, CA Hydology/Hydraulics Report 3 2. Increasing the hydraulic efficiency of the drainage conveyance system ' from natural drainage courses to improved underground storm drain systems. 3. Reducing the time to peak flow. 1 I [I 1 4. Increasing the peak discharges. A hydrologic analysis was prepared for the project watershed reflecting the proposed project. The peak runoff flowrate at particular concentration points (nodes) throughout the watershed is provided for the 10 -year and 100 -year storm events. Appendix A and B contain the 10 -year and 100 -year hydrologic analysis which are summarized in the following table below. Node Q10 (Cfs) 0100 (Cfs) 1 4.16 6.13 2 6.55 9.66 3 4.46 6.58 4 11.01 16.24 5 13.64 20.13 6 7.00 14.03 SECTION 3 - WATER QUALITY SUMMARY The water quality program consists of both non-structural and structural Best Management Practices (BMPs). The non-structural BMPs consist of: 1. Public Education 2. Common Area Maintenance Practices. The proposed structural BMPs include water quality bio-swales along with a hydrodynamic separator. 3.1 NON-STRUCTURAL AND STRUCTURAL BMPs Maintenance will include both Integrated Pest Management and Integrated Vegetation Management to minimize impacts to urban runoff water quality. Also, irrigation will be minimized to the maximum extent practicable. The method of irrigation control reduces the amount of water used for irrigation and minimizes the potential for overspray and nuisance runoff. Additional maintenance pollution prevention practices include monthly street sweeping, catch basin signage, and routine trash pick-up. Silver Oak, Temecula, Riverside County, CA Hydology/Hydraulics Report 4 I I A hydrodynamic separator is proposed as structural BMP for the project site. The separator will be installed at ultimate project discharge location. The separator will be a flow through system with only the water quality volume being treated. The water quality volume to be treated based on Regional Water Quality Control Board sizing criteria, are 1.31 cfs. The water quality calculations are included in Technical Appendix F, with,tributary areas shown on Figure 4. A hydrodynamic separator provides medium removal efficiency for 5 of the 7 pollutants expected to be generated from a residential site. The removal efficiency of a basin for bacteria/viruses and pesticides, the two remaining pollutants, is unknown. Calculations for the Hydrodynamic Separator and supporting documents are found in Technical Appendix F. 3.2 BEST MANAGEMENT PRACTICES (BMP) SIZING CRITERIA The San Diego Regional Water Quality Control Board (SDRWQCB) for the portion of Riverside County within the San Diego Region has established numeric sizing criteria for post -construction best management practices (BMPs) for new development and significant redevelopment under Order No. R9-2004-001. The proposed numeric sizing criteria is intended to reduce adverse impacts to San Diego regional waters caused by new sources of urban pollution and increased volumes of storm water and non -storm water flows resulting from new development and significant redevelopment. The numeric sizing criteria requirement to be included in the tentative waste discharge requirements for San Diego municipal storm water dischargers will read as follows: Post -construction BMPs for a project shall be designed as follows: 1. Volume -based BMPs shall be designed to mitigate (infiltrate, filter, or treat) either: The volume of runoff produced from a 24-hour 85`h percentile storm rainfall depth, as determined from the local historical rainfall record (0.6 inch approximate average for the Riverside County area); or The volume of runoff produced by the 85`h percentile 24-hour runoff event, determined as the maximized capture storm water volume for the area, from the formula recommended in Urban Runoff Qualitv Management, WEF Manual of Practice No. 23/ASCE manual of Practice No. 87, (1998); or iii. The volume of annual runoff based on unit basin storage volume, to achieve 90% or more volume treatment by the method recommended in California Stormwater Best Management Practices Handbook new Development and Redevelopment (2003); or Oak, Temecula, Riverside County, CA Hydology/Hydraulics Report 5 7 L; iv. The volume of runoff, as determined from the local historical rainfall 1 record, that achieves approximately the same reduction in pollutant loads and flows as achieved by mitigation of the 85`h percentile 24- hour runoff event. 2. Flow based BMPs shall be designed to mitigate (infiltrate, filter, or treat) either: i. The maximum flow rate of runoff produced from a rainfall intensity of, 0.2 inch of rainfall per hour, for each hour of a storm event; or ii. The maximum flow rate of runoff produced by the 85th percentile hourly rainfall intensity (for each hour of a storm event), as ' determined from the local historical rainfall record, multiplied by a factor of two; or iii. The maximum flow rate of runoff for each hour of a storm event, as determined from the local historical rainfall record, that achieves approximately the same reduction in pollutant loads and flows as ' achieved by mitigation of the 85`h percentile hourly rainfall intensity multiplied by a factor of two. ' The Co -permittees may develop, as part of the SUSMP, any equivalent method for calculating the volume or flow, which must be mitigated (i.e., any equivalent method for calculating numberic sizing criteria) by post -construction treatment control BMPs. Such equivalent sizing criteria may be authorized by the SDRWQCB for use in place of the above criteria. In the absence of development and subsequent authorization of such equivalent numeric sizing criteria, the above numeric sizing criteria requirement shall be implemented. SECTION 4 - HYDRAULIC ANALYSIS 4.1 CATCHBASIN SIZING The design discharges tributary to each proposed catch basin were taken from the results of the Rational Method Hydrology calculation. The proposed catch basins have ' been designed to intercept the 10 -year and 100 -year flows for on -grade and sump conditions, respectively. Both, interception (on -grade) and local sump inlets are proposed to be used to intercept drainage from the street improvements. Since the interception capacity of the on -grade catch basin is a function of the gutter depth of street flow, the street flow calculations are included along with the catch basin sizing calculations. rThe street flow hydraulics and catch basin sizing calculations were conducted using the computer program Flowmaster v6.1 P. The program approximates curb inlet capacities based on The Army Core of Engineers HEC -22 manual for flow -by and sump type basins. The supporting calculations are included in Appendix D. Silver Oak, Temecula, Riverside County, CA Hydology/Hydraulics Report 6 C 1 4.2 STREET HYDRAULICS The majority of the flows will be conveyed in interior streets with 12 foot half widths and 31 foot R -O -W. The R -O -W in this project is considered to be from back of sidewalk to back of sidewalk. All interior streets are utilizing modified 4 -inch rolled curbs and have a traditional ' cross slope of 2.0 percent. In the 10 -year and 100 -year condition for the development, the street crown is lower than the Right of Way. The street capacities, as measured to the top of curb and within the R -O -W, based on RCFC & WCD's hydrologic criteria, are 1 I� 11 D summarized in Table 1.0. All supporting cross-sections are included in Technical Appendix C. 4.3 LOCAL STORM DRAIN HYDRAULICS The hydraulic analysis and design of the local storm drain system associated with the project was performed using the calculated 100 -year flow rates using the normal depth calculation of the Manning's formula for friction loss between sections in a reach. The results of the pipe calculations are included in the technical appendix "E". The following assumptions/guidelines were applied for the use of the Manning Pipe Calculator: 1. Manning's "n" value of 0.010 for PVC & 0.013 for RCP. 2. Storm drain pipe lengths and elevations were taken from the proposed storm drain improvements. 3. The design discharges used in the hydraulic analysis for the storm drain were generated in the 100 -year hydrologic analysis included in Technical Appendix B. SECTION 5 - CONCLUSIONS 1. The methodology used in this report is in compliance with the Riverside County Flood Control and Water Conservation District's criteria. Silver Oak, Temecula, Riverside County, CA Hydology/Hydraulics Report 7' Table No. 1.0 — Su mary of Street Capacity Section Slope (%) Q10 Water Surface cfs Elev. in.) Q100 cfs Water Surface Elev. in. A -A 0.6 4.79 3.24 707 3.60 B -B 0.5 2.99 2.88 4.24 3.24 C -C 1.0 5.68 3.24 8.38 3.60 D -D 5.6 2.11 1.92 3.11 2.16 4.3 LOCAL STORM DRAIN HYDRAULICS The hydraulic analysis and design of the local storm drain system associated with the project was performed using the calculated 100 -year flow rates using the normal depth calculation of the Manning's formula for friction loss between sections in a reach. The results of the pipe calculations are included in the technical appendix "E". The following assumptions/guidelines were applied for the use of the Manning Pipe Calculator: 1. Manning's "n" value of 0.010 for PVC & 0.013 for RCP. 2. Storm drain pipe lengths and elevations were taken from the proposed storm drain improvements. 3. The design discharges used in the hydraulic analysis for the storm drain were generated in the 100 -year hydrologic analysis included in Technical Appendix B. SECTION 5 - CONCLUSIONS 1. The methodology used in this report is in compliance with the Riverside County Flood Control and Water Conservation District's criteria. Silver Oak, Temecula, Riverside County, CA Hydology/Hydraulics Report 7' 2. This report accompanies the rough grading plans and storm drain improvement plans. SECTION 6 - REFERENCES 1. Riverside Flood Control District and Water Conservation District (RCFC&WCD) Hydrology Manual, 1978. 2. Haestad Methods. FlowMaster Software v 6.1 Silver Oak, Temecula, Riverside County, CA Hydology/Hydraulics Report 8 I� I U I 1 F, 1 I 1 1 I I I I I I L Technical Appendix A 10 -Year Rational Method Calculation Coefficient of Runoff Soil Group = C (see Hydrologic Soils Group Map for Pechanga, Figure 2) Pervious Cover: Residential Landscaping in good condition C = 69 (see Plate D-5.5) % Area = 16% Impervious Cover: Condo & Apartments C=90 % Area = 84% C = (69)(0.16) + (90)(0.84) C=87 Note: Basin 6 is'/4 Acre residential C=69 Time of Concentration Time of Concentration Calculations were made by using Plate D-3 (attached) to give the following table: Basin Length of Watercourse ft Change in Elevation ft Time of Concentration min 1 500 2.5 10.5 2 456 2.0 10.5 3 205 4.0 5.6 4 265 0.8 9.0 5 170 2.0 5.9 6 500 10.0 10.0 I I IIntensity ' The Intensity Calculation was made using the Murrieta — Temecula & Rancho California Standard Intensity -Duration Curve Data, page 4 of Plate D-4.1 (attached), to yield the following table: I I I I I Basin Time of Concentration min 10 -Year Intensity in/hr 1 10.5 2.300 2 10.5 2.300 3 5.6 3.252 4 9.0 2.500 5 5.9 3.153 6 10.0 2.360 IDischarge I I I I I I U I Peak Discharge calculations were made using the Rational Method equation (Q = CIA) to give the following table: Basin Area (Acres) 10 -Year Intensity in/hr cs) ( s) 1 2.23 2.300 4.46 2 2.08 2.300 4.16 3 0.93 3.252 2.63 4 1.10 2.500 2.39 5 0.46 3.153 1.26 6 5.07 2.360 8.26 I 1 I 1 Fj J 1 F I LJ CI I I I I n 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 65 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 56 t9,, 75 (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) RCF C & W C D RUNOFF INDEX NUMBERS HYDROLOGY NIANUAL FOR PERVIOUS AREA PLATE 0-5.5 0 of 2) RUNOFF INDEX NUMBERS OF I Cover Type (3) (Quality of Soil Group Cover (2) A B C D AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded (Alfalfa, sweetclover, timothy, etc.) Orchards, Deciduous (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen (Citrus, avocados, etc.) Pasture, Dryland (Annual grasses) Pasture, Irrigated (Legumes and perennial grass) Row Crops (Field crops - tomatoes, sugar beets, etc.) Small Grain (Wheat, oats, barley, etc.) Vineyard Poor 66 73 82 86 Good 58 177 185 72 81 189 85 Good See Note 4 79 Poor 57 73 82 86 Fair 44 65 77 82 Good 33 58 72 79 Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Poor 58 74 83 87 Fair 44 65 77 82 Good 33 58 72 79 Poor 72 81 88 91 Good 67 78 85 89 Poor 65 76 84 88 Good 63 75 63 87 See Note 4 Notes: 1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions: Poor -Heavily grazed or regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair -Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C-2 for a detailed description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C-2. 5. Reference Bibliography item 17. R C F C a W C D RUNOFF INDEX NUMBERS rJYDROLOGY J�/JANUAL FOR PERVIOUS AREA PLATE D-5.5(2 of 2 ) dH= LSA /c �-- /0.5 MSN. PLATE D-3 TC' LIMITATIONS'. L 100 I. Maximum length =1000' TC 1000 90 2. Maximum area = 10 Acres 5- -900 80 c 800 70 > H 0 500 6 u Y 0-400 300 Q of 700 60 5 ° 200 7 C O 0 N E e0 E 600 n 50 o 0 B 2 0 d 0 50 w w 40 d a', v 0 E °' " 30 c w 20 9 d 0 00 (0u >v O U C 10-1 T 6 0 c 400 w 30 _ AI ll) Undeveloped 0 II Good Cover 12— m 350 25 Undeveloped c 1.0 0 ° Fair Cover .6 ro w o 300 E v = .5 Undeveloped ;3 Zl 0 15 m 9 Poor Cover 0_` .2 16 ° 17 Single Family 50 17 E 250 (I/4 Acre) w 18 16 t `0 15 Commerci 0 19 ~ o 'z 14 (p v 20 a` 200 c 13 c J v 12 o c U _ 25- 0 KEY 150 E 9 L -H Tc -K -Tc a i e 30 EXAMPLE: E 7 (1) L=550', H =5.0, K=Single Family(1/4Ac.) 35 F Development , Tc = 12.6 min. 6 (2) L=550, H =5.0', K=Commercial 100 Development , Tc = 9.7 min 40 5 4 Reference: Bibliography item No. 35. R C FC a W C D TIME OF CONCENTRATION HY,DPOLOGY lJMANUAL FOR INITIAL SUBAREA dH= LSA /c �-- /0.5 MSN. PLATE D-3 1 ' Tc' LIMITATIONS: L 100 I. Maximum length = 1000' Tc 1000 90 2, Maximum area = 10 Acres 5- -900 80 a ' > H 800 70 v 500 6 Y y 400 Q o0 300 700 60 c c 200 7 c N E "Ec 100 v E 600 0 50 0 0 0 60 8— 0 50 > E a w 30> 500 = 20 9 0 � 0 n o c y /) v v ' c v 35 _= g' d 8 10 E 3 6LL w K Ai �1� I I = 400 w 30 undeve 12 Good Cover w in m 350 � 25 Undeveloped c 1.0 Fair Cover 0 :6 ° o E 5 300 Undeveloped:s 15 9 over Poor C 0 co 2 l2 16 0 250 t^` j7 Single Family d 17 E (1/4 Acre) 50_ 16 " 18--s L o IS Commerci 0 19-- .2 a '0 14 (P v 20 ~ !. d 200 c 13 o J ° d 12 w o 25- 0 5 ° KEY v 150 E 9 L -H Tc -K -Tc' 0 ~ 8 30 EXAMPLE: E t= 7 (1)L=550', H=5.0,K=Single Family(1/4Ac.) 35 Development , Tc = 12.6 min. 6 100 (2) L=550', H =5.0', K= Commercial 40 Development , Tc = 9.7 min 5 4 Reference: Bibliography item No. 35. R C FC 8 W C D TIME OF CONCENTRATION HYDP,OI_OGY I\iIANUAL FOR INITIAL SUBAREA L=4/56 Zo PLATE D-3 AH= ' % /os/V (Ns)N-2 1-4 RCFC & WCD HYDROLOGY l\/JANUAL '_ S •6 pr�.v. Reference: Bibliography item No. 35. PLATE D-3 L 1000 TC' 100 90 LIMITATIONS: I. Maximum length =1000' 2. Maximum area = 10 Acres TC 5- -900 80 a 70 H 6 800 0 500 400 a 700 60 c o` 300 E > 200 0 7 d 0 N E '�H�� aCi 600 0 50 80 0 0 E w o° d m 0 �v 500 0 il) o c y 6 u?. o 35 $ ;E m w n ;° K Ai d400 LL 0 30UndevelopedGood Cover 350 25 0 Undeo ed �_Plr Cover 300 E Undeveloped9 0 Poor Cover 00 ~ j7 Single Family 50 17 E 250 (1/4 Acre) m 18 16 r `o_ �4 Commercial 0 ~ o (Pav U 20 a` 200 13 0 o J 12 �� c 25 ° ° KEY v 150 E 9 L—H Tc—K—Tc a E 30 e EXAMPLE; E 7 (1) L=550', H =5.0, K=Single Family(1/4Ac.) 35 Development , Tc = 12.6 min. 1100 6 (2) L =550', H =5.0', K = Commercial 40 Development , Tc = 9 7 min 5 1-4 RCFC & WCD HYDROLOGY l\/JANUAL '_ S •6 pr�.v. Reference: Bibliography item No. 35. PLATE D-3 L 1000 900 800 700 .We 500 `m w 400 m 350 0 300 C 0[250 WE 150 Iola] TC' I00 90 80 70 M `c d EE 50 0 6 35 0 N 0 30 0 25 c fi F 17 16 0 15 14 13 v 12 c v 11 w 0 E 9 i= 13 7 6 5 LIMITATIONS: I. Maximum length= 1000' 2. Maximum area = 10 Acres a 0 H d 400 o 0 300 > 200 E c 0 0. ^l E 100 o` 80 0 0 50 a` m = 40 Eo v 30 Om 0 v o c 20 il) d w g 10 a 0 3 e 6 K Ai Undeveloped Good Cover 0 2 w Undeveloped0 ,� 1. Fair Cover _ a 1-4 RCFC 81, WCD HYDP,OLOGY 1\/JANUAL .2 Single (1/4 Tc 5-1 r g 14 15- 16—.5 516 5 17 E 18 ` 19 H 20 C 0 0 c 25 0 KEY ° L—H —Tc —K—Tc' w 0 30 EXAMPLE: E i— (1)L=550', H =5.0, K = Single Family(1/4Ac.) 35 Development , Tc = 12.6 min. (2) L =550', H =5.0', K = Commercial 40 Development , Tc = 9.7 min. Reference: Bibliography item No. 35. dH= 6.9 PLATE D-5 Tc > `j. C) /;1 100- j?E}5 /A-) t--4 Reference; Bibliography item No. 35. R C FC a W C D TIME OF CONCENTR HYDP,OLOGY 1\/)ANUAL I 1, 1 ., 4_ /;70' 4N= 7.0' PLATE D-3 L 1000 Tc' 100 90 LIMITATIONS: I. Maximum length =1000' 2. Maximum area = 10 Acres 5- Tc -900 80 a 70 H 6 800 500 V ° 00 No' 0- 60 300 700 S > 200 7 c y o ° 1 0 N E 0 c E 600 0 50 ° 0 0 50 40 E 30 w ami 0 CL ° = 20 9 0 500 (I) d v d OT 35 & d e 10 E m w 3 6 li - w K Ai II = - 4000 30 (I Undeveloped 0 12 c Good Cover 2 w-350 1? 25 w Undeveloped c 1.0 0 in ° Fair Co .6 14 o E = v 300 Un eloped 0 21 l 15- 20 or Cover o 2 16 ° 17 Single Family 50 � 17 E 250 t'-18 (1/4 Acre) d 18--.s J I6 ` Commercial 0 19 ~ 14 (Pov u 20 200 13 = o c 12 25- 0 KEY ° 150E g L -H Tc -K -Tc o F 8 0 30— EXAMPLE:E EXAMPLE:-.E 7 (1)L=550', H=5.0,K=Single Family(1/4Ac.) i- 35 Development , Tc = 12.6 min. 6 (2) L=550', H =5.0', K= Commercial 100 40 Development , Tc = 9.7 min 5 t--4 Reference; Bibliography item No. 35. R C FC a W C D TIME OF CONCENTR HYDP,OLOGY 1\/)ANUAL I 1, 1 ., 4_ /;70' 4N= 7.0' PLATE D-3 1-4 Reference: Bibliography item No. 35. R C FC 8 W C D TIME OF CONCENTF rIYDP,OLOGY l\/JANUAL — A ,4_ , PLATE D-3 L 1000 Tc' 100 90 LIMITATIONS: I. Maximum length =1000' 2, Maximum area = 10 Acres TC 5- -900 80 a 70 H 6 800 v 0 0 400 a 60 oN' 0 300 v 700 5 L 200 7-- 0 c 100 v 600 n 50 60 8 a 0 a 0 0 50 y w 40 2 N v 0 E o 30 o c 20 9-0 w � � 35 L g T m w o 3 6 K Ai li 400 0 w 30 Undeveloped 0 Z Good Cover d 12 _c o m 350 = 25 Undeveloped =_ I.0 0 a7 Fair Cover :6 14 ° 300 E v s Undeveloped 3 2� 0 15 u 9 Poor Cover `o- .2 16 ° Single Family d 50_ 17 E 250 IP 17 (1/4 Acre) w 18 16 t o` 15 Commercial 0 19 12 a o 14 (Pav 20 j 200 13 d o J o 12 0 II 5 25- ° 0 KEY ° 150 9 L -H Tc -K -Tc o i 30 8 EXAMPLE: d E 7 (1)L=550', H=5.0,K=Single Family(1/4Ac.) 35 1100 Development , Tc = 12.6 min. 6 (2) L=550, H=5.0', K=Commercial 40 Development , Tc = 9.7 min 5 1-4 Reference: Bibliography item No. 35. R C FC 8 W C D TIME OF CONCENTF rIYDP,OLOGY l\/JANUAL — A ,4_ , PLATE D-3 RAINFALL INTENSITY -INCHES PER HOUR MIR& LOMA MURRIETA 6 RANCHO - TEMECULA CALIFORNIA NORCO PALM SPRINGS PERRIS VALLEY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY MINUTES MINUTES MINUTES MINUTES MINUTES 10 100 l0 100 100 10 100 100 YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR 5 2.84 4.48 5 3.45 5.10 5 2.7T 4.16 5 4.23 6.76 5 2.64 3To 6 2.58 4.07 6 3.12 4.61 6 2.53 3.79 6 3.80 6.08 6 2.41 3..46 7 2.37 3.75 7 2.87 4.24 7 2.34 3.51 7 3.48 5.56 7 2.24 3.21 8 2.21 3.49 8 2.67 3.94 8 2.19 3.29 B 3.22 5.15 8 2.09 3.01 9 2.08 3.28 9 2.50 3.69 9 2.07 3.10 9 3.01 4.81 9 1.90 2.84 10 1.96 3.10 10 2.36 3.48 IO 1.96 2.94 10 2.83 4.52 10 1.88 2.69 11 1.87 2.95 11 2.24 3.30 It 1.87 2.80 11 2.67 4.28 11 1.79 2.57 12 1.78 2.82 12 2.13 3.15 12 1.79 2.68 12 2.54 4.07 12 1.72 2.46 13 1.71 2.70 13 2.04 3.01 13 1.72 2.58 13 2.43 3.88 13 1.65 2.37 14 1.64 2.60 14 1.96 2.89 14 1.66 2.48 14 2.33 3.72 14 1.59 2.29 15 1.58 2.50 15 1.89 2.79 IS 1.60 2.40 15 2.23 3.58 15 1.54 2.21 16 1.53 2.42 16 1.82 2.69 16 1.55 2.32 16 2.15 3.44 16 1.49 2.14 17 1.48 2.34 17 1.76 2.60 17 1.50 2.25 17 2.08 3.32 17 1.45 2.08 1B 1.44 2.27 10 1.11 ?.52 18 1.46 2.19 18 2.01 3.22 18 1.41 2.02 19 1.40 2.21 19 1.66 2.45 19 1.42 2.13 19 1.95 3.12 19 1.37 1.97 20 1.36 2.15 20 1.61 2.38 20 1.39 2.08 20 1.89 3.03 20 1.34 1.92 22 1.29 2.04 22 1.53 2.26 22 1.32 1.98 22 1.79 2.86 22 1.28 1.83 24 1.24 1.95 24 1.46 2.15 24 1.26 1.90 24 1.70 2.72 24 1.22 1.75 26 1.18 1.87 26 1.39 2.06 26 1.22 1.82 26 1.62 2.60 26 1.18 1.69 28 1.14 1.80 28 1.34 1.98 28 1.17 1.76 2B 1.56 2.49 26 1.13 1.63 30 1.10 1.73 30 1.29 1.90 30 1.13 1.70 30 1.49 2.39 30 1.10 1.57 32 1.06 1.67 32 1.24 1.84 32 1.10 1.64 32 1.44 2.30 32 1.06 1.52 34 1.03 1.62 34 1.20 1.70 34 1.06 1.59 34 1.39 2.22 34 1.03 1.48 36 1.00 1.57 36 1.17 1.72 36 1.03 1.55 36 1.34 2.15 36 1.00 1.44 38 .97 1.53 38 1.13 1.67 3B 1.01 1.51 38 1.30 2.09 38 .90 1.40 40 .94 1.49 40 1.10 1.62 40 .98 1.47 40 1.27 2.02 40 .95 1.37 45 .89 1.40 45 1.03 1.52 AS .92 1.39 45 1.18 1.89 45 .90 1.29 50 .84 1.32 50 .97 1.44 50 .B8 1.31 50 1.11 1.78 50 .85 1.22 55 .80 1.26 55 .92 1.36 55 .84 1.25 55 1.05 1.68 55 .81 1.17 60 .76 1.20 60 .BB 1.30 60 .80 1.20 60 1.00 1.60 60 .76 1.12 65 .73 1.15 65 .04 1.24 65 .77 1.15 65 .95 1.53 65 .75 1.08 70 .70 1.11 70 .81 1.19 70 .T4 1.11 70 .91 1.46 70 .72 1.04 75 .68 1.07 TS .78 1.15 75 .72 1.07 75 .88 1.41 75 .70 1.00 80 .65 1.03 BO .75 1.11 80 .69 1.04 00 .85 1.35 80 .66 .97 85 .63 1.00 BS .73 1.07 85 .67 1.01 85 .82 1.31 85 .66 .94 SLOPE _ .530 I SLOPE _ .550 1 SLOPE . .506 I SLOPE s .SBO I SLOPE _ .490 I 1 1 1 G I I I I I I I I I I I I Technical Appendix B 100 -Year Rational Method Calculation Coefficient of Runoff Soil Group = C (see Hydrologic Soils Group Map for Pechanga, Figure 2) Pervious Cover: Residential Landscaping in good condition C = 69 (see Plate D-5.5) % Area = 16% Impervious Cover: Condo & Apartments C=90 % Area = 84% C = (69)(0.16) + (90)(0.84) C=87 Note: Basin 6 is'/4 Acre residential C=69 Time of Concentration Time of Concentration Calculations were made by using Plate D-3 (attached) to give the following table: Basin Length of Watercourse ft Change in Elevation ft Time of Concentration min 1 500 2.5 10.5 2 456 2.0 10.5 3 205 4.0 5.6 4 265 0.8 9.0 5 170 2.0 5.9 6 500 10.0 10.0 11 ' Intensity ' The Intensity Calculation was made using the Murrieta — Temecula & Rancho California Standard Intensity -Duration Curve Data, page 4 of Plate D-4.1 (attached), to yield the following table: 1 I 1 I Basin Time of Concentration min 100 -Year Intensity in/hr 1 10.5 3.390 2 10.5 3.390 3 5.6 4.806 4 9.0 3.690 5 5.9 4.659 6 10.0 3.480 Discharge Peak Discharge calculations were made using the Rational Method equation (Q = CIA) to give the following table: Basin Area (Acres) 100 -Year Intensity in/hr 1 00 (cfs) A-1 2.23 3.390 6.58 A-2 2.08 3.390 6.13 A-3 0.93 4.806 3.89 A-4 1.10 3.690 3.53 A-5 0.46 4.659 1.86 A-6 5.07 3.480 12.17 I I 1 I [l I 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 56 6 97 75 (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) R C F C lk W C D RUNOFF INDEX NUMBERS FOR HYDROLOGY 1\/JANUAL PERVIOUS AREA PLATE D-5.5 0 of 2) RUNOFF INDEX NUMBERS OF HYDROLOGIC S Cover Type (3) Quality ofj Soil Group Cover (2) A B C D AGRICULTURAL COVERS (cont.) - Legumes, Close Seeded (Alfalfa, sweetclover, timothy, etc.) Orchards, Deciduous (Apples, apricots, pears, walnuts, etc.) Orchards, Evergreen (Citrus, avocados, etc.) Pasture, Dryland (Annual grasses) Pasture, Irrigated (Legumes and perennial grass) Row Crops (Field crops - tomatoes, sugar beets, etc.) Small Grain (wheat, oats, barley, etc.) Vineyard Poor 66 73 82 86 Good 58 177 185 72 81 189 85 Good See Note 4 79 Poor 57 73 82 86 Fair 44 65 77 82 Good 33 58 72 79 Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Poor 58 74 83 87 Fair 44 65 77 82 Good 33 58 72 79 Poor 72 81 88 91 Good 67 78 85 89 Poor 65 76 84 88 Good 63 75 83 87 See Note 4 Notes: 1. All runoff index (RI) numbers are for Antecedent Moisture Condition (AMC) II. 2. Quality of cover definitions: Poor -Heavily grazed or regularly burned areas. Less than 50 per- cent of the ground surface is protected by plant cover or brush and tree canopy. Fair -Moderate cover with 50 percent to 75 percent of the ground sur- face protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Plate C-2 for a detailed description of cover types. 4. Use runoff index numbers based on ground cover type. See discussion under "Cover Type Descriptions" on Plate C-2. S. Reference Bibliography item 17. R C F C& W C D RUNOFF INDEX NUMBERS HYDROLOGY NIANUAL FOR PERVIOUS AREA PLATE D-5.5(2 of 2) 1-4 Reference: Bibliography item No. 35. R C FC 8j W C D TIME OF CONCENTR HYDROL DGY J\/JANUAL �^, ,,,,.... ,,, ,,,,I„ PLATE D-3 L 1000 Tc' 100 90 LIMITATIONS: I. Maximum length =1000' 2. Maximum area = 10 Acres 5- TC -900 80 a 70 v H 6 800 � i 500 le 400 Q 60 y c 0 300 7 700 c > 200 7 c c v r`°1 E 'F 100 v 600 u 50 8 w 60 0 0 8 n 0 5040 ° a� E rn 30d 9-0 00 o c a, 20 m d o u8° 10 T E m n ; 6 i w 400 "Ai 0 30 a (I) I I c - Undeveloped 0 12 c Good Cover m 350 1! 25 w UndeveloP ed c 1.0 0 c Fair Cover ;6 ° c 300 E xN Undeveloped :1 21 15 0 E c 290 Poor Cover `0 2 ` 16 °250 H Single Family d 50 17 E 17 _ (1/4 Acre) w IB c 16 t c19 o 14 0 ,� ~ 0 Commerci (P c 20 w 200 13 c o J 12 0 c c0i r- 25 v ° KEY v 150 E 9 L -H Tc -K -Tc' o i 30 8 EXAMPLE: E 7 (1)L=550', H=5.0,K=Single Family(1/4Ac.) i= 35 Development , Tc = 12.6 mina 1100 6 (2) L=550', H =5.0', K= Commercial Development , Tc = 9.7 min 40 5 1-4 Reference: Bibliography item No. 35. R C FC 8j W C D TIME OF CONCENTR HYDROL DGY J\/JANUAL �^, ,,,,.... ,,, ,,,,I„ PLATE D-3 L 1000 900 800 700 Tc' 100 90 80 70 60 600 n 50 0 d > d 500 0 c 400 w-350 0 300 250 J L a d 200 J 150 35 N S 30 N P_' 25 c E c_ 20 19 18 H 17 16 c 15 14 2 13 C v 12 c 8 I 0 E 9 ~ e 7 6 A LIMITATIONS: I. Maximum length =1000' 2. Maximum area = 10 Acres a W o' H U Soo Y. 0-400 a o' o` 300 c > _ 200 c o 0 E ^i E 'E 100 o _ 80 0 0 50 y m 40 E30 0 o v o c c 20 (I) d d m d d 10 e 3 6 K Ai Undev­eft�] Good Cover d Undeveloped 0 ` 1. Fair Cover 6 4 . Undeveloped ,3 Poor Cover 0 0-- .2 t-- 4 RCFC a WCD HYDP,OLOGY 1\/1ANUAL Single (1/4 I Tc 5 � 6- 78 7- 8— 2 9-0 10 .E II u- 12 12 c 15—v m 16—.s c 17 E 18--s 19 20 ~ c O O c 25— t- 5 KEY v L -H Tc -K -Tc o 30 EXAMPLE:E i-- (1)L=550', H =5.0, K = Single Family(1/4Ac.) 35 Development , Tc = 12.6 min. (2) L =550', H =5.0', K = Commercial 40 Development , Tc = 9.7 min Reference: Bibliography item No. 35. PLATE D-3 L 1000 900 800 700 TC' 100 90 80 70 60 600 n 50 0 d > v 500 0 w 400 0-350 o 300 0 c 250 6 150 0 35 d S 30 w 25 �E c 20 19 I Fv 17 16 c 15 0 0 14 13 ° 12 II `o E 9 ~ 8 7 3 LIMITATIONS: I. Maximum length = 1000' 2. Maximum area = 10 Acres a N o H u500 y 400 300 c> o' o` _ 200 E N - c E E 100 o 80 y m 50 40 E30 o v o (If c v 20 i u go e 3 K Ai d (I Undevelof Good C 2 Unde o 1sv Ce Undeveloi l2 Poor Cover0 2 Single Family (1/4 Acre) 50 o d Y L-4 RCFC 811 WCD HYDROLOGY 1\/JANUAL 5,6 Priv. -d (Pov SDSD w w TC 5 --1 6 Q 7 c d E 0 d 9-0 10 E U- 0 7&12 C r o 14 15 u 16 C 17 E 18 ` 19 20 ~ c 0 .o c 25 v 0 KEY v L -H Tc -K -Tc' 30- EXAMPLE:- i— (1) L=550', H =5.0, K=Single Family (1/4 Ac.) 35 Development, Tc = 12.6 min. (2) L=550', H =5.0', K= Commercial 40 Development , Tc = 9.7 min Reference: Bibliography item No. 35. PLATE D-3 1-4 Reference: Bibliography item No. 35. R C FC a W C D TIME OF CONCENTR HYDP,OLOGY !IMANUAL I "I Ate- d-9 " T'> 7.v Ine,✓. PLATE D-3 ?LiC r91 — L 1000 TC' 100 90 LIMITATIONS: I. Maximum length =1000' 2. Maximum area = 10 Acres 5- TC -900 80 a 800 70 v H v 500 6 Y d 400 E 300 Q a 700 60 > 200 7 ` 0 o 0 N E 100 w 600 0 50 0 0 8 0 50 0 w a� d m 40 E e 30 a m 500 0 o c 20 (f� 6 m v 9 35 d 0 _�` $ 10 m w n 3 8 6 K Ai 0 4000 30 Undeveloped 0 Good Cover m 350 25 F Undevelopedc �• 0 Fair Cove :6 14 3 300 E Undeveloped— 0 5 a E c Poor Cover 2—.2 / 19 16 0250 F 17 Single Family 50 d 17 E (I/4 Acre) v 18--s -j16 t `0 14 Commercia 0 I? 'o (Pav U 20 d 200 13 g J 12 8 II O 25— w o KEY C 150 E 9 L --H Tc—K—Tc' 0 i 8 30 EXAMPLE: E 1100 7 (1)L=550', H=5.O;K=Single Family(1/4Ac.) F 35 Development , Tc = 12.6 min. 6 (2) L=550', H =5.0', K= Commercial Development , Tc = 9.7 min 40 5 1-4 Reference: Bibliography item No. 35. R C FC a W C D TIME OF CONCENTR HYDP,OLOGY !IMANUAL I "I Ate- d-9 " T'> 7.v Ine,✓. PLATE D-3 ?LiC r91 — L 1000 900 800 700 .t• 500 m m w R •1R m 350 0 300 0E-250 0 0 200, 150 Tc' 100 90 80 70 60 E 50 a 0 w C a 35 n 0 30 w 25 E c20 19 18 F116 17 13 12 II 7 6 w LIMITATIONS: I. Maximum length = 1000' 2. Maximum area = 10 Acres a W o H '— Y m y 400 u o` 300 5> 200 C O o a N E ' 100 o - 80 o `0 50 d d 40 E e a 30 o c w 20 U) g 8 o ; s K Ai 6 Undeveloped 0 Good Cover _ 2 Undeveloped 0 c .8 / Fair Co _ a t-- 4 RCFC a WCD HYDP,OLOGY 1\/IANUAL yUn eloped /y - (1/4 Y or C 0 0 2 over �2 Single Family (1/4 Acre) 50 y -d (Pav d w 0 Tc 5-1 N 7 14-0 15 H d 16 E 17 E 18- 19 8 19 20 0 0 .o c 25 KEY ° L -H -Tc -K-Tc c 30- EXAMPLE: 0 EXAMPLE: E F (1)L=550', H =5.0, K = Single Family(1/4Ac.) 35 Development , Tc = 12.6 min. (2) L=550', H=5.0', K=Commercial 40 Development , Tc = 9.7 rnin. Reference: Bibliography item No. 35. PLATE D-3 ,9AStpa- L 1000 900 800 700 Tc' 100 90 80 70 60 600 Q r 50 5 I-- 4 RCFC a WCD HYJ) POL OGY l\/JANUAI_ ,4_-!5�, LIMITATIONS: I. Maximum length = 1000' � 35 m F N 400 0 30 U 500 m 350 25 > _ 200 c _. E 300 ^i _ 20 c `0 19 '� 0 250 ~ 18 17 E o 16 CL o c 15 d w 14 � o 200 13 J 3 12 K 3 II Undeveloped `o Good Cover 150 „ 9 Undeveloped E 1. Fair Cover ~ 8 7 Undeveloped 0 6 Poor Cover 100 5 I-- 4 RCFC a WCD HYJ) POL OGY l\/JANUAI_ ,4_-!5�, LIMITATIONS: I. Maximum length = 1000' 2. Maximum area = 10 Acres a v H o U 500 v 0-400 300 > _ 200 c O o n '^ ^i E ' 100 c `0 80 y o m 50 40 E o 30 CL o c d 20 d w m 8 3 6 K Ai (I) Undeveloped 0 Good Cover ° 2 Undeveloped 0 1. Fair Cover .6 Undeveloped 0 :1 .3 l2 Poor Cover 02 Single Family 50 > (1/4 Acre) w Commercial 0 (Pav c m a w 0 TC 5-1 14- 15 N 16 E 17 E IB 19 F 20 c 0 .Q `c 25 KEY u° L -H -Tc -K-Tc' o 30 EXAMPLE: E i= (I)L=550', H=5.0,K=Single Family(1/4Ac.) 35 Development , Tc = 12.6 min. (2) L=550', H =5.0', K= Commercial 40 Development , Tc = 9.7 min. Reference: Bibliography item No. 35. PLATE D-3 MIRA LOMA DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 2.84 4.48 6 2.58 4.07 7 2.37 3.75 8 2.21 3.49 9 2.08 3.20 10 1.96 3.10 it 1.87 2.95 12 1.78 2.62 13 1.71 2.70 14 1.64 2.60 IS 1.58 2.50 16 1.53 2.42 17 1.48 2.34 18 1.44 2.27 19 1.40 2.21 20 1.36 2.15 22 1.29 2.04 24 1.24 1.95 26 1.18 1.87 28 1.14 1.80 30 1.10 1.73 32 1.06 1.67 34 1.03 1.62 36 1.00 1.57 38 .97 1.53 40 .94 1.49 45 .89 1.40 50 .84 1.32 55 .80 1.26 60 .76 1.20 65 .73 1.15 70 .70 1.11 75 .68 1.07 80 .65 1.03 85 .63 1.00 SLOPE _ .530 RAINFALL INT MURRIETA - TEMECULA 6 RANCHO CALIFORNIA DURATION FREQUENCY MINUTES 2,34 3.51 B 10 100 9 YEAR YEAR 5 3.45 5.10 6 3.12 4.61 7 2.87 4.24 8 2.67 3.94 9 2.50 3.69 10 2.36 3.48 11 2.24 3.30 12 2.13 3.15 13 2.04 3.01 14 1.96 2.89 15 1.89 2.79 16 1.82 2.69 17 1.76 2.60 l8 1.71 2.52 19 1.66 2.45 20 1.61 2.38 22 1.53 2.26 24 1.46 2.15 26 1.39 2.06 28 1.34 1.98 30 1.29 1.90 32 1.24 1.84 34 1.20 1.78 36 1.17 1.72 38 1.13 1.67 40 1.10 1.62 45 1.03 1.52 50 .97 1.44 55 .92 1.36 60 .88 1.30 65 .84 1.24 70 .81 1.19 75 .78 1.15 80 .75 1.11 85 .73 1.07 SLOPE _ .550 ENSITY-INCHE NORCO DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 2.7T ♦.16 6 2.53 3.79 7 2,34 3.51 B 2.19 3.29 9 2.07 3.10 10 1.96 2.94 11 1.87 2.80 12 1.79 2.68 13 1.72 2.58 14 1.66 2.48 IS 1,60 2.40 16 1.55 2.32 17 1.50 2.25 18 1.46 2.19 19 1.42 2.13 20 1.39 2.08 22 1.32 1.98 24 1.26 1.90 26 1.22 1.82 28 1.17 1.76 3D 1.13 1.70 32 1.10 1.64 34 1.06 1.59 36 1.03 1.55 35 1.01 1.51 40 .98 1.47 45 .92 1.39 50 .88 1,31 55 .84 1.25 60 .80 1.20 65 77 1.15 70 74 1.11 75 .72 1.07 80 .69 1.04 85 .67 1.01 SLOPE • .500 :S PER HOUR PALM SPRINGS I DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 4.23 6.76 6 3.80 6.08 7 3.48 5.56 6 3.22 5.15 9 3.01 4.81 10 2.83 4.52 11 2.67 4.28 12 2.54 4.07 13 2.43 3.88 14 2.33 3.72 15 2.23 3.58 16 2.15 3.44 17 2.08 3.32 18 2.01 3.22 19 1.95 3.12 20 1.89 3.03 22 1.79 2.86 24 1.70 2.72 26 1.62 2.60 28 1.56 2.49 30 1.49 2.39 32 1.44 2.30 34 1.39 2.22 36 1.34 2.15 38 1.30 2.09 40 1.27 2.02 45 1.18 1.89 50 1.11 1.78 55 1.05 1.68 60 1.00 1.60 65 .95 1.53 70 .91 1.46 75 .88 1.41 80 .85 1.35 85 .82 1.31 SLOPE = .580 PERRIS VALLEY DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 2.64 3.78 6 2.41 3.46 7 2.24 3.21 8 2.09 3.01 9 1.98 2.B4 10 1,88 2.69 11 1.79 2.57 12 1.72 2.46 13 1.65 2.37 14 1.59 2.29 15 1.54 2.21 16 1.49 2.14 17 1.45 2.08 18 1.41 2.02 19 1,37 1.97 20 1.34 1.92 22 1,28 1.83 24 1.22 1.75 26 1.18 1.69 28 1.13 1.63 30 1.10 I.57 32 1.06 1.52 34 1.03 1.48 36 1.00 1.44 38 .9B 1.40 40 .95 1.37 45 .90 1.29 50 .85 1.22 55 .81 1.17 60 ,78 1.12 65 .75 1.08 70 ,72 1.04 75 .70 1.00 BO .6B .97 85 .66 .94 SLOPE = .490 I 1 1 L I I 1 I I I 0 0 I I I Technical Appendix C The 100 -Year flood shall be contained within street R/W limits. The 10 -Year flood shall be contained within the Top of curbs. Initiate a storm drain or channel when either condition is exceeded. W Z W J f- 2 W J W � ¢ 3 ¢ a W ¢ w w N Iy I I I TYPICAL T FREE BOARD I � 3 DWELLING UNIT PAD UNDERGROUND STORM DRAIN OPEN CHANNEL NOTES Protection criteria shown are the Districts typical minimum requirments.Special conditions, or other authorities may require stricter controls; ie; for reasons of traffic or pedestrian safety, maintenance problems behind curbs, etc., lower maximum depths of flow in streets may be required.Also see Riv. Co. Ord. No. 460. R C F C 8i .til C D FLOOD PROTECTION HYDROLOGY ]MANUAL CRITERIA PLATE A-2 Cross Section 7 sEE r-I(,uRE '3 FOL L.00'NMoo DF SE�rttotis Cross Section for Irregular Channel ' Project Description ' Worksheet Flow Element Section A -A 10 -Year Storm I Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficiel 0.013 Slope 0 006000 ft/ft ' Water Surface Elev 10 27 ft Elevation Range 100 to 10.33 ' Discharge 4.79 cfs ' 10.35_ ' 10.30---- 10.25 -- — 10.20 10.15 ---- - -- -- - - -- -- P — 10.10 10.05 -- 10.00 V 1+00.00 1+05.00 1+10.00 1+15.00 1+20.00 1+25.00 ' V:20 0L H.1 NTS 1 Protect Engineer: Paul Klein g \silver oak.fm2 RBF Consulting FlowMaster v6.1 (6140] . 07/20/06 02.0336 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 7 sEE r-I(,uRE '3 FOL L.00'NMoo DF SE�rttotis 1 1 1 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet Section A -A 100 -Year Storm Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficiei 0 013 Slope 0.006000 ft/ft Water Surface Elev 10.30 It Elevation Range 1.00 to 10.33 Discharge 7 07 cfs 10.35_ 10.30- 10.25 10.20 10.15- 10.10 10.05 10.00 1+00.00 1+0500 1+10.00 1+15.00 1+20.00 1+25.00 V:20 0L H:1 NTS Project Engineer: Paul Klein gAsilver oak.fm2 RBF Consulting FlowMaster v6.1 [6140) 07/20/06 02.0058 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description 0.013 Worksheet Section B -B 10 -Year Storm / Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficiei 0.013 Slope 0.005000 ft/ft Water Surface Elev 10.24 ft Elevation Range 1.00 to 10.33 Discharge 2.99 cfs 10.35_ 10.30 10.25 10.20 10.15 10.10 10.05 10.00 1+00.00 1+05.00 1+10.00 1+15.00 1+20.00 1+25.00 v:20.0L�l H:1 NTS Protect Engineer: Paul Klein gAsilver oak.fm2 RBF Consulting FlowMaster v6.1 [614o] 07/20/06 02 09.31 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet Section B -B 100 -Year Storm Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficiei 0 013 Slope 0 005000 Wit Water Surface Elev 10.27 ft Elevation Range I.00 to 10 33 Discharge 4.24 cfs 10.35, 10.30 - - - --- - 10.25 10.20 10.15- -- - - --- 10.10 10.05-- 10.00 1+00.00 1+05.00 1+1000 1+15.00 1+20.00 1+25.00 V:20 0L H:1 NTS Project Engineer: Paul Klein g:tsilver oak.fm2 RBF Consulting FlowMaster v6.1 (614o) 07/20/06 02:08'54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description 0.013 Worksheet Section C -C 10 -Year Storm. Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficiei 0.013 Slope 0.010000 ft/fl Water Surface Elev 10 27 It Elevation Range I.00 to 10 33 Discharge 5.68 cfs 10 10 10 10 10 10 10 10._ _ 1+00.00 1+05.00 1+10.00 1+15.00 1+20.00 1+25.00 V.20.0L H:1 NTS Project Engineer. Paul Klein g:\silver oak fm2 RBF Consulting FlowMaster v6.1 [614o] 07/20/06 02:11:08 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet Section C -C 100 -Year Storm Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffaei 0 013 Slope 0.010000 ft/ft Water Surface Elev 10.30 It Elevation Range 1.00 to 10.33 Discharge 8.38 cfs 1035 10.30 10.25 10.20 10.15 10.10 10.05 - 10.00 1+00.00 1+05.00 1+10.00 1+15.00 1+20.00 1+25.00 V:20 0L H1 NTS Project Engineer: Paul Klein glsilver oak fm2 RBF Consulting FlowMaster v6.1 [614o] 07/20/06 02:10:32 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet Section D -D 10 -Year Storm, Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficiel 0.013 Slope 0.056000 fVft Water Surface Elev 10.16 ft Elevation Range I.00 to 10 33 Discharge 2.11 cfs 10.35, 10.30 - -- - - - - - -- .. 10.25 10.20 10.15-- --- ---- - 10.10 10.05 - - - - -- - -- 10.00 1+00.00 1+05.00 1+10.00 1+1500 1+20.00 1+25.00 V:20 0L H:1 NTS Project Engineer: Paul Klein g'\silver oak fm2 RBF Consulting FlowMaster v6 1 (614o] 07/20/06 02:12.32 PM ©Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Cross Section Cross Section for Irregular Channel Project Description Worksheet Section D -D 100 -Year Storm Flow Element Irregular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coeffciel 0.013 Slope 0 056000 ft/ft Water Surface Elev 10 18 ft Elevation Range 1.00 to 10.33 Discharge 3.11 cfs 10.35_ 10.30-- 10.25 10.20 10.15 10.10 10.05--- - 10.00 0.05---- 10.00 1+00.00 1+05.00 1+10 AO 1+15.00 1+20.00 1+25.00 V:2 0.0 HA NTS Project Engineer, Paul Klein g \Silver oak.fm2 RBF Consulting FlowMaster v6.1 [614x] 07/20/06 02:12:01 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Technical Appendix D I I n U ' Inlet Sizing Summary Table F I I 1 11 1 7 Inlet # Inlet Type Inlet Capacity 1 4' Curb Inlet 4.0 cfs 2 4' Curb Inlet 4.0 cfs 3 24" x 24" C.B. on Grade 4.4 cfs 4 24" x 24" C.B. on Grade 3.3 cfs 5 24" x 24' C.B. in Sump 4.2 cfs 6 24" x 24' C.B. in Sump 4.2 cfs 7 4' Curb Inlet 4.0 cfs 8 24" x 24' C.B. in Sump 4.2 cfs 9 24" x 24' C.B. in Sump 4.2 cfs 10 24" x 24' C.B. in Sump 4.2 cfs 11 24" x 24' C.B. in Sump 4.2 cfs 12 Type X Inlet 14.14 cfs 13 24" x 24' C.B. in Sump 4.2 cfs 14 24" x 24' C.B. in Sump 4.2 cfs 15 24" x 24' C.B. in Sump 4.2 cfs 16 24" x 24' C.B. in Sump 4.2 cfs 17 24" x 24' C.B. in Sump 4.2 cfs 18 24" x 24' C.B. in Sump 4.2 cfs 19 24" x 24' C.B. in Sump 4.2 cfs 20 24" x 24' C.B. in Sump 4.2 cfs 21 24" x 24' C.B. in Sump 4.2 cfs 22 24" x 24' C.B. in Sump 4.2 cfs 23 24" x 24' C.B. in Sump 4.2 cfs 24 24" x 24' C.B. in Sump 4.2 cfs 24" x 24" Catch Basin 1Sa Weir Calculation Cw = 3.0 Grate Constant D = 0.5' Height of Curb Cl = 0.50 Clogging P = 8' Perimeter of Grate Pe = (1-CI)P Pe = (1-0.50)(8) Pe=4' Qw = (Cw)(Pe)(D3/2) Qw = (3.0)(4)(0.53/2) Qw = 4.24 cfs Orifice Calculation Co = 0.67 Grate Constant D = 0.5' Height of Curb CI = 0.50 Clogging g = 32.2 ft/s2 Gravitational Constant A = 2.25 ft2 Area of Grate Ae = (1-CI)A Ae = (1-0.50)(2.25) Ae = 1.13 ft2 Qo = (Co)(Ae)(2gD)112 Qo = (0.67)(1.13)((2)(32.2)(0.5))112 Qo = 4.27cfs Qw < Qo use Qw = 4.24 cfs 1 1 1 1 Tvoe X Inlet ISa Weir Calculation Cw = 3.0 Grate Constant D = 1.0' Height of Curb Cl = 0.50 Clogging P = 9.42' Perimeter of Grate Pe = (1-CI)P Pe = (1-0.50)(9.42) Pe = 4.71' Qw = (Cw)(Pe)(D3/21 Qw = (3.0)(4.71)(13//2) Qw = 14.14 cfs Orifice Calculation Co = 0.67 Grate Constant D = 1.0' Height of Curb Cl = 0.50 Clogging g = 32.2 ft/s2 Gravitational Constant A = 7.07 ft2 Area of Grate Ae = (1-CI)A Ae = (1-0.50)(7.07) Ae = 3.53 ft2 Qo = (Co)(Ae)(2gD)V2 Qo = (0.67)(3.53)((2)(32.2)(1.0))12 Qo = 18.98cfs Qw < Qo use Qw = 14.14 cfs Inlet 1 - 4' Curb Inlet (on Grade) Q100 = 1.25 cfs + 0.58 cfs = 1.83 cfs 0.58 cfs is bypass from Inlet 3 Slope = 5.6% Depth of Water (y) = 0.18' from Flow line Depth of Depression (a) = 0.67' Q = Q1oo LT= Required Length of opening Q/LT = 0.7 ( a+y )3/2 1.83/LT = 0.7 ( 0.67+0.18 )3/2 LT=3.3' <4'ok Inlet 2 - 4' Curb Inlet (on Grade) Q100 = 1.86 cfs + 0.17 cfs = 1.88 cfs 0.17 cfs is bypass from Inlet 4 Slope = 5.6% Depth of Water (y) = 0.18' from Flow line Depth of Depression (a) = 0.67' Q = Q1oo LT= Required Length of opening Q/LT = 0.7 ( a+y )3/z 1.88/LT = 0.7 ( 0.67+0.18 )3/2 LT=3.4' <4'ok 1 1 1 1 1 1 1 1 1 Inlet 7 - 4' Curb Inlet (on Grade) Q100 = 2.03 cfs Slope = 0.6% Depth of Water (y) = 0.30' from Flow line Depth of Depression (a) = 0.67' Q = Q1oo LT= Required Length of opening Q/LT = 0.7 ( a+y )312 2.03/LT = 0.7 ( 0.67+0.30 )312 LT = 3.0' < 4' ok Inlet 3 & 4 — 24" x 24" Catch Basin (on Grade) See attached Haestad Methods, Inc worksheets that utilizes the Hec-22 design for grated inlets on grade Worksheet Worksheet for Grate Inlet On Grade Project Description Worksheet INLET Type Grate Inlet On Gi Solve For Efficiency Input Data Discharge 494 cfs Slope 0010000 ft/ft Gutter Width 4.00 It Gutter Cross Slol 0.063500 ft/ft Road Cross Slop 0.020000 ft/ft Mannings Coeffc 0013 Grate Width 200 ft Grate Length 2.00 It Grate Type ) mm (P-1-7/8") Clogging 50.0 % Options Grate Flow Op :lude None Results Efficiency 0.88 Intercepted Flow 436 cfs Bypass Flow 058 cfs Spread 9.46 If Depth 0.36 ft Flow Area t2 fi' Gutter Depressio 2.1 in Total Depression 2.1 in Velocity 397 ft/s Splash Over Velc 5.66 fUs Frontal Flow Fact 1 00 Side Flow Factor 0 01 Grate Flow Ratio 0.88 Active Grate Len! 1 00 ft Project Engineer Paul Klein g \,silver oak.fm2 RBF Consulting FlowMasler v6 1 [614o] 07/21/06 10 01:59 AM © Haestad Methods, Inc 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 1 t 1 1 1 Worksheet Worksheet for Grate Inlet On Grade Project Description Worksheet INLET Type Grate Inlet On Gr Solve For Efficiency Input Data Discharge 344 cfs Slope 0010000 full Gutter Width 4.00 It Gutter Cross Slot 0.063500 ft/ft Road Cross Slop 0.020000 ft/ft Mannings Coeffc 0.013 Grate Width 2.00 ft Grate Length 2.00 ft Grate Type 3 mm (P-1-7/8") Clogging 50.0 Options Grate Flow Op ;Iude None Results Efficiency 095 Intercepted Flow 3.27 cfs Bypass Flow 0.17 cfs Spread 746 ft Depth 0.32 ft Flow Area 0.9 ft' Gutter Depressio 21 in Total Depression 2 1 In Velocity 381 ff/s Splash Over Velc 5.66 fUs Frontal Flow Fact 1.00 Side Flow Factor 0.01 Grate Flow Ratio 0.95 Active Grate Len, 1.00 If Project Engineer: Paul Klein g'\silver oak fn -2 RBF Consulting FlowMaster v6.1 [6140] 07/20/06 03.05 12 PM © Haestad Methods, Inc 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Page 1 of 1 d 0 H I I I I I I I I I Technical Appendix E I ' Node #1 Calculation I I AppE-Model Manning Pipe Calculator Given Input Data: Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 18.0000 in Flowrate ........................ 6.1300 cfs Slope ........................... 0.0050 ft/ft Manning's n ..................... 0.0100 Computed Results: Depth ........................... 10.4126 in Area ............................ 1.7671 ft2 wetted Area ..................... 1.0594 ft2 wetted Perimeter ................ 31.1113 in Perimeter ....................... 56.5487 in velocity ........................ 5.7862 fps Hydraulic Radius ................ 4.9036 in Percent Full .................... 57.8478 % Full flow Flowrate .............. 9.6560 cfs Full flow velocity .............. 5.4642 fps Critical Information critical depth .................. 11.5755 in Critical slope .................. 0.0036 ft/ft critical velocity ............... 5.0850 fps critical area ................... 1.2055 ft2 critical Perimeter .............. 33.4252 in critical hydraulic radius ....... 5.1935 in critical top width .............. 18.0000 in Specific energy ................. 1.3877 ft Minimum energy .................. 1.4469 ft Froude number ................... 1.2145 Flow condition .................. Supercritical Page 1 L 1 7J Page 1 Node #2 Calculation AppE-Node2 ' Manning Pipe calculator Given Input Data: Circular 'Shape............................................... Solving for Depth of Flow Diameter ........................ Flowrate ........................ 18.0000 in 9.6600 cfs slope ........................... 0.0050 ft/ft manning's n .. 0.0100 computed Results: ' Depth ........................... Area ............................ 14.7602 in 1.7671 ft2 wetted Area ..................... 1.5509 ft2 ' wetted Perimeter ................ Perimeter ....................... velocity ........................ 40.7757 in 56.5487 in 6.2288 fps Hydraulic Radius ................ Percent Full ...:................ 5.4769 in 82.0009 % ' Full flow Flowrate .. Full flow velocity .............. 9.6560 cfs 5.4642 fps critical Information ' critical depth .................. critical slope .................. 14.9912 in 0.0041 ft/ft Critical velocity ............... 5.9174 fps ' Critical area ................... Critical perimeter .............. critical hydraulic radius critical top width .............. specific energy ................. 1.6325 ft2 40.2568 in 5.8394 in 18.0000 in 1.8031 ft ' Minimum energy .................. Froude number ................... 1.8739 ft 1.1205 Flow condition .................. Supercritical 1 7J Page 1 'Node #3 Calculation Appe-Node3 Manning Pipe Calculator Given input Data: Shape ........................... circular Solving for ..................... Depth of Flow Diameter ........................ Flowrate ........................ slope ........................... 18.0000 in 6.5800 cfs 0.0050 ft/ft ' Manning's n ..................... 0.0100 Computed Results: ' Depth ........................... Area ........................... 10.9009 in 1.7671 ft2 wetted Area ..................... 1.1194 ft2 wetted Perimeter ................ Perimeter ....................... velocity ........................ 32.1051 in 56.5487 in 5.8781 fps Hydraulic Radius ................ Percent Full .................... 5.0209 in 60.5608 % Full flow Flowrate . 9.6560 cfs ' Full flow velocity ............. 5.4642 fps Critical Information ' Critical depth ... critical slope .................. 12.0418 in 0.0037 ft/ft Critical velocity ............... 5.2065 fps critical area ................... 1.2638 ft2 ' Critical perimeter .............. critical hydraulic radius Critical top width .............. Specific energy ................. 34.3580 in 5.2968 in 18.0000 in 1.4445 ft Minimum energy .................. Froude number 1.5052 ft 1.2012 Flow condition .................. Supercritical Page 1 I I 0 Page 1 AppE-Node4 Node #4 Calculation ' Manning Pipe Calculator Given Input Data: Shape ........................ circular ' Solving for Depth of Flow Diameter ........................ Flowrate ........................ 24.0000 in 16.2400 cfs Slope ........................... 0.0050 ft/ft manning's n ..................... 0.0100 computed Results: Depth ........................... Area ............................ 15.9569 in 3.1416 ft2 Wetted Area ..................... 2.2181 ft2 ' Wetted Perimeter ................ Perimeter ....................... velocity ........................ 45.7638 in 75.3982 in 7.3215 fps Hydraulic Radius ................• Percent Full .................... 6.9795 in 66.4870 ' Full flow Flowrate . Full flow velocity ............. 20.7954 cfs 6.6194 fps critical information ' Critical depth .................. Critical slope .................. 17.8175 in 0.0035 ft/ft Critical velocity ............... 6.3927 fps ' Critical area ................... Critical perimeter .............. Critical hydraulic radius critical top width .............. Specific energy ................. 2.5404 ft2 49.3341 in 7.4150 in 24.0000 in 2.1586 ft Minimum energy .................. Froude number 2.2272 ft 1.2319 Flow condition .................. Supercritical I I 0 Page 1 I 1 Node #$ Calculation AppE-Node5 1 Manning Pipe Calculator Given Input Data: Shape ........................... Circular 1 Solving for ..................... Depth of Flow Diameter ........................ Flowrate ........................ slope ........................... 24.0000 in 20.1300 cfs 0.0100 ft/ft 1 Manning's n ..................... 0.0130 computed Results: 1 Depth ........................... Area .. 17.6323 in 3.1416 ft2 wetted Area ..................... 2.4738 ft2 1 wetted Perimeter ................ Perimeter ... velocity .. .............•....8.1373 49.4247 in 75.3982 in fps Hydraulic Radius ................ Percent Full .................... 7.2075 in 73.4679 % Full flow Flowrate . 22.6224 cfs 1 Full flow velocity ............. 7.2009 fps Critical Information 1 Critical depth .. Critical slope .................. 20.1634 in 0.0064 ft/ft critical velocity ............... 6.8671 fps 1 critical area ................... critical perimeter .............. critical hydraulic radius Critical top width .............. Specific energy ................. 2.9314 ft2 54.0260 in 7.8132 in 24.0000 in 2.4887 ft 1 Minimum energy .................. Froude number 2.5204 ft 1.3086 Flow condition .................. Supercritical 1 1 1 I 1 1 CI Page 1 I I L I 1 computed Results: AppE-Node6 Node #6 Calculation Depth ........................... Manning Pipe Calculator Given Input Data: 3.1416 Shape ........................... Circular Solving for ..................... Depth of Flow Diameter ........................ 24.0000 in Flowrate ........................ 14.0300 cfs slope ........................... 0.0120 ft/ft Manning's n ..................... 0.0130 computed Results: Critical Information Depth ........................... 12.9275 in Area ........................... 3.1416 ft2 Wetted Area ..................... 1.7252 ft2 Wetted Perimeter ................ 39.5560 in Perimeter ....................... 75.3982 in velocity ........................ 8.1322 fps Hydraulic Radius ................ 6.2805 in Percent Full .................... 53.8648 % Full flow Flowrate .............. 24.7816 cfs Full flow velocity .............. 7.8882 fps Page 1 Critical Information Critical depth .................. 16.4013 in Critical slope .................. 0.0057 ft/ft Critical velocity ............... 6.0885 fps Critical area ................... 2.3043 ft2 Critical perimeter .............. 46.5016 in critical hydraulic radius ....... 7.1358 in Critical top width .............. 24.0000 in specific energy ................. 2.1050 ft Minimum energy .................. 2.0502 ft Froude number ................... 1.5438 Flow condition ................... Supercritical Page 1 I 12" PVC PIPE CALCULATION AppE-12PVC ' Manning Pipe Calculator Given Input Data: shape ........................... circular solving for ..................... Flowrate ' Diameter Depth ........................... slope ........................... 12.0000 in 12.0000 in 0.0040 ft/ft Manning's n ..................... 0.0090 Computed Results: Flowrate ........................ 3.2548 cfs Area........ 0.7854 ft2 ' Wetted Area ...................•. 0.7854 ft2 Wetted Perimeter ................ 37.6991 in Perimeter ....................... velocity ........................ 37.6991 in 4.1441 fps Hydraulic Radius Percent Full .................... 3.0000 in 100.0000 Full flow Flowrate .............. 3.2548 cfs Full flow velocity .............. 4.1441 fps Critical information Critical depth .................. Critical slope .... Critical velocity .............. 11.7314 in 0.0043 ft/ft 5.2917 fps Critical area ................... 0.8703 ft2 ' Critical perimeter .............. Critical hydraulic radius ....... critical top width specific energy ................. 30.3124 in 4.1345 in 12.0000 in 1.4136 ft ' Minimum energy .................. Froude number .. Flow condition ................. 1.4664 ft 0.9626 subcritical "For all 12" PVC pipes the smallest slope is 0.0040. The above calculation yields a full flow capacity of 3.25 cfs which will convey at least 1/2 of Basin's 1-4 Q(100) flows and all of Basin 5's Q(100); which is adequate based on the redundancy of 12" lines in Basins 1-4" ' Page 1 I I I I I I I I I 1] I I I I I Cl I Technical Appendix F Water Quality Calculation Flow based BMPs shall be designed to mitigate (infiltrate, filter or treat) the maximum flow rate of runoff produced from a rainfall intensity of 0.2 inches of rainfall per hour for each hour of the storm event. C = 0.87 1 = 0.2 in/hr A = 6.88 acres Q=CIA Q = (0.87)(0.2)(6.88) Q = 1.2 cfs Use CDS Model PMSU10_25 with Capacity of 1.6 cfs or approved equal. I 1 I LJ Figure 1 11 I I I I I I I I I 1 I I I J 1 VICINITY MAP NOT TO SCALE ate.... aurtuavr Asn. t . Io snu ocoo, r.��roruu sxne uxe CONS LTING ..m F4X esa W. •...�� I Figure 2 1 I 1 I I I I I I I I 1 I I I I Ll I 1 I I 1 I 1 I I I 1 Figure 3 1] fl I I I I I I I 1 I I I I I Figure 4 4 INLET F (5EE NOTE5 5 6 MANHOLE STORMFILTER - PLAN VIEW 1 CONCRETE GRADE RING 30"0 FRAME AND COVER (5T0) (SEE NOTE 4) UTLET 55 AG) STEP (TY') INLET PIPE HDPE OUTLET (SEE NOTES 5 4 G) R15ER WITH SCUM BAFFLE 4'-G" MIN (SEE NOTE 7) 5TORMPILTEP CARTRIDGE (TYP) (5EE NOTE 2) BALIA5T (SEE NOTE 8) HEIGHT e I� �JWIDTHUNDERDP,AIN 5EE DETAIL 2/2 MANIFOLD MANHOLE STORMFILTER - SECTION VIEW A 1 THE STGP.MWATER MANAGEMENT 5m:mFdt,0 U 5 PATENT No 5,322,629, No 5,707,527, No 6,02] e39 No 6,649,048, No 5,624,576, AhD OT�7ER U 5 AND FOREIGN 02006 CONTECH Stormwater Solutions =ATENT5 PENDING A�VTt'AIJ® PRECAST 48" MANHOLE STORMFILTER DRAWING i Ulum"I 1 STORMWATER PLAN AND SECTION VIEWS SOLUTIONSe STANDARD DETAIL trz contechstom ter.wm DATE 09126105 SCALE NONE I FILE NAME. MHSF348PC-DTL jDRAWN.MM ICHECKEDARG 11 I I U I I LA n 1,I GENERAL NOTES 1) 5TORMFILTER BY CONTECH 5TORII SOLUTIONS, PORTLAND, OR (800) 548-4GG7; SCARBOROUGH, ME (877) 907-8G7G; ELKRIDGE, MD (8GG) 740-3318. 2) FILTER CARTRIDGE(5) TO BE 51 PHON-ACTUATEDAND SELF-CLEANING 5TANDAKD DETAIL 5HOA15 MAXIMUM NUMBER OF CARTRIDGES ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON 517E PLANS OR IN DATA TABLE BELOW 3) PRECAST MANHOLE STRUCTURE TO BE CONSTRUCTED IN ACCORDANCE WITH A5TM 0478. DETAIL REFLECTS DESIGN INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE SHOWN ON PRODUCTION SHOP DRAWING 4) 5TRUCTUP,E AND ACCESS COVERS TO MEET AA5HTO H-20 LOAD RATING. 5) STORMFILTER REQUIRES 2 3 FEET OF DROP FROM INLET TO OUTLET. IF LE55 DROP 5 AVAILABLE, CONTACT CONTECH 5TOPMWATER SOLUTIONS MINIMUM ANGLE BETWEEN INLET AND OUTLET 15 45° G) INLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR PRECAST MANHOLE 5TORMFILTER EQUIPPED WITH A DUAL DIAMETER HDPE OUTLET STUB AND SAND COLLAR EIGHT INCH DIAMETER OUTLET SECTION MAY BE SEPARATED FROM OUTLET STUB AT MOLDED -IN CUT LINE TO ACCOMMODATE A 12 INCH OUT[ ET PIPE CONNECTION TO DOWNSTREAM PIPING TO BE MADE U51NG A FLEXIBLE COUPLING OR ECCENTRIC REDUCER, A5 REQUIRED COUPLING BY RERNCO OR EQUAL AND PROVIDED BY CONTRACTOR 7) PROVIDE MINIMUM CLEAKA14CE FOR MAINTENANCE ACCESS. IF A SHALLOWER SYSTEM 15 REOUIRED, CONTACT CONTECH 5TORNIWATER SOLUTIONS FOR OTHER OPTIONS 8) ANTI -FLOTATION BALLAST TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR, IF REQUIRED BALLAST TO BE SET AROUND THE PERIMETER OF THE STRUCTURE 9) ALL 5TORMFILTER5 REQUIRE REGULAR MAINTENANCE. REFER TO OPP RATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATI ON 30"0 FRAME AND COVER (STD) MANHOLE STORMFILTER - TOP VIEW 2 OUTLET SAND COLLAR RISER 12"0 OUTLET STUB d MOLDED -IN CUT LINE 8"O OUTLET STUB OUTLET PIPE (BY CON TRACTOR) COUPLING (BY CONTRACTOR) (SEE NOTE G) BALLAST GROUT (SEE NOTE 8) (BY CONTP.ACTCR) MANHOLE STORMFILTER - OUTLET DETAIL %21 2 ®2006 CONTECH Stornmater Solutions THE 5TOPUWATER MANAGEMENT 5coo""IN"o U 5 PATENT No 5,722,429, No 5.707.527, No. G,027.G39 No G, 649,046, No, 5,C24,57G, AND OT.IER U 5. AND FOREIGN PATENT5 PENDING Aa\�Uvlr^ o PRECAST 48" MANHOLE STORMFILTER STORMINATER TOP AND SECTION VIEWS, NOTES AND DATA 2 SOLUTIONS_ STANDARD DETAIL conmcftetonnwetecmm DATE 09126105 1 SCALE, NONE I FILE NAMEMHSF348PC-0TL DPAWN:MM CHECKED ARG 11 StormwaterDMG Operation and Maintenance AWIIEB,fon,ary The Stormwater Management StormFilter° Vault, Cast -In -Place, and Linear Units Important. These guidelines should be used as a part of your site stormwater management plan. IDescription I I n I I I The Stormwater Management StormFilter® (StormFilter) is a passive, flow-through, stormwater filtration system. The system is comprised of one or more vaults that house rechargeable, media -filled, filter cartridges. The StormFilter works by passing stormwater through the media -filled cartridges, which trap particulates and adsorb materials such as dissolved metals and hydrocarbons. Once filtered through the media, the treated stormwater is directed to a collection pipe or discharged into an open channel drainage way. The StormFilter is offered in multiple configurations, including vault, linear, catch basin, manhole, and cast -in-place The vault, linear, manhole, and catch basin models utilize pre -manufactured units to ease the design and installation processes. The cast -in-place units are customized for larger flows and may be either covered or uncovered underground units. Purpose The StormFilter is a passive, flow-through, stormwater filtration system designed to improve the quality of stormwater runoff from the urban environment before it enters receiving waterways. It is intended to function as a Best Management Practice (BMP) to meet federal, state, and local requirements for treating runoff in compliance with the Clean Water Act. Through independent third party studies, it has been demonstrated that the StormFilter is highly effective for treatment of first flush flows and for treatment of flow -paced flows during the latter part of a storm. In general, the StormFilter's efficiency is highest when pollutant concentrations are highest. The primary non -point source pollutants targeted for removal by the StormFilter are: suspended solids (TSS), oil and grease, soluble metals, nutrients, organics, and trash and debris. Sizing The StormFilter is sized to treat the peak flow of a water quality design storm. The peak flow is determined from calculations based on the contributing watershed hydrology and from a design storm magnitude set by the local stormwater management agency. The particular size of a StormFilter unit is determined by the number of filter cartridges (see Figure 1) required to treat this peak flow. The flow rate through each filter cartridge is adjustable, allowing control over the amount of contact time between the influent and the filter media. The maximum flow rate through each cartridge can be adjusted to between 5 and 15 gpm using a calibrated restrictor disc at the base of each filter cartridge. Adjustments to the cartridge flow rate will affect the number of cartridges required to treat the peak flow. Basic Function The StormFilter is designed to siphon stormwater runoff through a filter cartridge containing media. A variety of filter media is available and can be customized for each site to target and remove the desired levels of sediments, dissolved phosphorus, dissolved metals, organics, and oil and grease. In many cases, a combination of media is recommended to maximize the www storrnwater360.corn Toll-free 800 548 4667 1 of 9 1 02005 Stormwater360 Vault, CIP and Linear Stornri Operation and Maintenance Guidelines I effectiveness of the stormwater pollutant removal. 1 I I I Figure 1. The StormFilter Cartridge Priming System Function When stormwater in the StormFilter unit enters a StormFilter cartridge, it percolates horizontally through the cartridge's filter media and collects in the center tube of the cartridge, where the float in the cartridge is in a closed (downward) position. Water continues to pass through the filter media and into the cartridge's center tube. The air in the cartridge is displaced by the water and purged from beneath the filter hood through the one-way check valve located in the cap. Once the center tube is filled with water (approximately 18 inches deep), there is enough buoyant force on the float to open the float valve and allow the treated water in the center tube to flow into the under -drain manifold. This causes the check valve to close, initiating a siphon that draws polluted water throughout the full surface area and volume of the filter. Thus, the entire filter cartridge is used to filter water throughout the duration of the storm, regardless of the water surface elevation in the unit. This siphon continues until the water surface elevation drops to the elevation of the hood's scrubbing regulators. The cartridges are connected to the under - drain manifold with a plastic connector Since some media used is potentially buoyant, a threaded connector affixed to the under -drain manifold (with glue or other adhesive) is necessary to ensure that the cartridge isn't lifted out of place. For the heavier compost media, a slip connector is used. The StormFilter is also equipped with flow spreaders that trap floating debris and surface films, even during overflow conditions. Depending on individual site characteristics, some systems are equipped with high and/or base flow bypasses. High flow bypasses are installed when the calculated peak storm event generates a flow that overcomes the overflow capacity of the system. This is especially important for precast systems. Base flow bypasses are sometimes installed to bypass continuous inflows caused by ground water seepage, which usually do not require treatment. All StormFilter units are designed with an overflow. The overflow operates when the inflow rate is greater than the treatment capacity of the filter cartridges. www.stormwater360.com Toll-free: 800.548.4667 2 of 9 1 02005 Slormwater360 Vault, CIP and Linear StormFilter Operation and Maintenance Guidelines ' amLpx. „.wae JJ F 1{Y. 4: f_ 1 I I I Figure 1. The StormFilter Cartridge Priming System Function When stormwater in the StormFilter unit enters a StormFilter cartridge, it percolates horizontally through the cartridge's filter media and collects in the center tube of the cartridge, where the float in the cartridge is in a closed (downward) position. Water continues to pass through the filter media and into the cartridge's center tube. The air in the cartridge is displaced by the water and purged from beneath the filter hood through the one-way check valve located in the cap. Once the center tube is filled with water (approximately 18 inches deep), there is enough buoyant force on the float to open the float valve and allow the treated water in the center tube to flow into the under -drain manifold. This causes the check valve to close, initiating a siphon that draws polluted water throughout the full surface area and volume of the filter. Thus, the entire filter cartridge is used to filter water throughout the duration of the storm, regardless of the water surface elevation in the unit. This siphon continues until the water surface elevation drops to the elevation of the hood's scrubbing regulators. The cartridges are connected to the under - drain manifold with a plastic connector Since some media used is potentially buoyant, a threaded connector affixed to the under -drain manifold (with glue or other adhesive) is necessary to ensure that the cartridge isn't lifted out of place. For the heavier compost media, a slip connector is used. The StormFilter is also equipped with flow spreaders that trap floating debris and surface films, even during overflow conditions. Depending on individual site characteristics, some systems are equipped with high and/or base flow bypasses. High flow bypasses are installed when the calculated peak storm event generates a flow that overcomes the overflow capacity of the system. This is especially important for precast systems. Base flow bypasses are sometimes installed to bypass continuous inflows caused by ground water seepage, which usually do not require treatment. All StormFilter units are designed with an overflow. The overflow operates when the inflow rate is greater than the treatment capacity of the filter cartridges. www.stormwater360.com Toll-free: 800.548.4667 2 of 9 1 02005 Slormwater360 Vault, CIP and Linear StormFilter Operation and Maintenance Guidelines I ' Maintenance Guidelines The primary purpose of the StormFilter is to filter out and prevent pollutants from ' entering our waterways. Like any effective filtration system, periodically these pollutants must be removed to restore the ' StormFilter to its full efficiency and effectiveness. ' Maintenance requirements and frequency are dependent on the pollutant load characteristics of each site. ' Maintenance activities may be required in the event of a chemical spill or due to excessive sediment loading from site erosion or extreme storms. It is also good practice to inspect the system after severe storm events. ' Types of Maintenance Presently, procedures have been developed for two levels of maintenance: • Inspection/minor maintenance • Major maintenance. ' Inspection/minor maintenance activities are combined since minor maintenance does not require special equipment and typically ' little or no materials are in need of disposal. Inspection/minor maintenance typically ' involves: • Inspection of the vault Itself • Removal of vegetation and ' trash and debris. ' Major maintenance typically includes: • Cartridge replacement • Sediment removal ' Important: Applicable safety (OSHA) and disposal regulations should be followed during all maintenance activities. Maintenance Activity Timing Two scheduled inspections/maintenance activities should take place during the year. First, an inspection/minor maintenance activity should be done. During the minor maintenance activity (routine inspection, debris removal), the need for major maintenance should be determined and, if disposal during major maintenance will be required, samples of the sediments and media should be obtained. Second, if required, a major maintenance activity (replacement of the filter cartridges and associated sediment removal) should be performed. In addition to these two scheduled activities, it is important to check the condition of the StormFilter unit after major storms for damage caused by high flows and for high sediment accumulation that may be caused by localized erosion in the drainage area. It may be necessary to adjust the maintenance activity schedule depending on the actual operating conditions encountered by the system. In general, minor maintenance activities will occur late in the rainy season, and major maintenance will occur in late summer to early fall when flows into the system are not likely to be present. Maintenance Activity Frequency The primary factor controlling timing of maintenance for the StormFilter is sedimentation. Iwww.stormwater360.conn Toll-free: 800.548.4667 3 of 9 02005 Stormwater360 Vault, CIP and Linear StormFilter Operation and Maintenance Guidelines 0 I 1 C A properly functioning system will remove solids from water by trapping particulates in the porous structure of the filter media. The flow through the system will naturally decrease as more and more solids are trapped. Eventually the flow through the system will be low enough to require replacement of the cartridges. It may be possible to extend the usable span of the cartridges by removing sediment from upstream trapping devices on an as -needed basis in order to prevent material from being re -suspended and discharged to the system. Site conditions greatly influence maintenance requirements. StormFilter units located in areas with erosion or active construction should be inspected and maintained more often than those in fully stabilized areas. The maintenance frequency may be adjusted as additional monitoring information becomes available during the inspection program. Areas that develop known problems should be inspected more frequently than areas that demonstrate no problems, particularly after large storms. Ultimately, inspection and maintenance activities should be scheduled based on the historic records and characteristics of an individual StormFilter system. It is recommended that the maintenance agency develop a database to properly manage StormFilter maintenance programs. Prior to the development of the maintenance database, the following maintenance frequencies should be followed: Inspection/minor maintenance • One time per year • After Major Storms Major maintenance One time per year In the event of a chemical spill Frequencies should be updated as required. The recommended initial frequency for inspection/minor maintenance is two times per year for precast units. StormFilter units should be inspected after all major storms. Sediment removal and cartridge replacement on an annual basis is recommended until further knowledge is gained about a particular system. Once an understanding of site characteristics has been established, maintenance may not be needed for one to two years, but inspection is warranted. Maintenance Methods Inspection/Minor Maintenance The primary goal of a maintenance inspection is to assess the condition of the cartridges relative to the level of sediment loading. It may be desirable to conduct this inspection during a storm to observe the relative flow through the filter cartridges. If the submerged cartridges are severely plugged, large amounts of sediments will be present and very little flow will be discharged from the drainage pipes If this is the case, it is likely that the cartridges need to be replaced. Warning: In the case of a spill, the worker should abort maintenance activities until the proper guidance is obtained. Notify the local hazard control agency and Stormwater360. immediately. To conduct an inspection and/or minor maintenance: Important: Maintenance must be performed by a utility worker familiar with StormFilter units. If applicable, set up safety equipment to protect pedestrians from fall hazards due to open vault doors or when work is being done near walkways or roadways. Visually inspect the external condition of the unit and take notes concerning defects/problems. www.storrnwater360 corn Toll-free 800.548 4667 4 of 9 02005 Stormwale/360 Vault, CIP and Linear StonnFdter Operation and Maintenance Guidelines IIA I 1 IJ 1 1 H 1 1 1 1 I 0 1 1 3. Open the doors to the vault and allow the system to air out for 5-10 minutes. 4. Without entering the vault, inspect the inside of the unit, including components. 5. Take notes about the external and internal condition of the vault. Be sure to record the level of sediment build-up on the floor of the vault, In the forebay, and on top of the cartridges. If flow is occurring, note the level of water and estimate the flow rate per drainage pipe. Record all observations. 6. Remove large loose debris and trash using a pole with a grapple or net on the end. 7. Close and fasten the door. 8. Remove safety equipment. 9. Make notes about the local drainage area relative to ongoing construction, erosion problems, or high loading of other materials to the system. 10. Finally, review the condition reports from the previous minor and major maintenance visits, and schedule cartridge replacement if needed. Major Maintenance Depending on the configuration of the particular system, a worker may be required to enter the vault to perform some tasks. Important: If vault entry is required, OSHA rules for confined space entry must be followed. Filter cartridge replacement should occur during dry weather. It may be necessary to plug the filter inlet pipe if base flows exist. Standing water present in the vault should be regarded as polluted and should be contained during this operation by temporarily capping the manifold connectors. Replacement cartridges will be delivered to the site. Information concerning how to obtain the replacement cartridges is available from Stormwater360. Warning: In the case of a spill, the worker should abort maintenance activities until the proper guidance is obtained. Notify the local hazard control agency and Stormwater360 immediately. To conduct cartridge replacement and sediment removal maintenance: 1. If applicable, set up safety equipment to protect pedestrians from fall hazards due to open vault doors or when work is being done near walkways or roadways. 2. Visually inspect the external condition of the unit and take notes concerning defects/problems. 3. Open the doors to the vault and allow the system to air out for 5-10 minutes. 4. Without entering the vault, give the inside of the unit, including components, a general condition inspection. 5. Make notes about the external and internal condition of the vault. Give particular attention to recording the level of sediment build-up on the floor of the vault, in the forebay, and on top of the internal components. 6. Remove large loose debris and trash using a pole with a grapple or net on the end. 7. Using a boom, crane, or other device (dolly and ramp), offload the replacement cartridges (up to 150 Ibs. each) and set aside. 8. Remove used cartridges from the vault using one of the following methods: Important: This activity will require that workers enter the vault to remove the cartridges from the drainage system. www stormwater360.com Toll-free 800 548 4667 5 of 9 '02005 Storrn a er360 Vault, CIP and Linear StormFilter Operation and Maintenance Guidelines I 1 Method 1 ' a. Using an appropriate sling, attach the cable from the boom, crane, or tripod to the cartridge being removed. Contact SMI for 1 specifications on appropriate attachment devices. 1 LJ I 1 1 1 1 1 1 1 I 11 This activity will require that workers enter the vault to remove the cartridges from the drainage system and place them under the vault opening for lifting. Important: Note that cartridges containing media other than the leaf media require unscrewing from their threaded connectors. Take care not to damage the manifold connectors. This connector should remain installed in the manifold and capped if necessary. b. Remove the used cartridges (250 lbs. each) from the vault. Important: Care must be used to avoid damaging the cartridges during removal and installation. The cost of repairing components damaged during maintenance will be the responsibility of the owner unless Stormwater360 performs the maintenance activities and damage is not related to discharges to the system. c. Set the used cartridge aside or load onto the hauling truck. d. Continue steps a through c until all cartridges have been removed. Method 2: a. Unscrew the cartridge cap. b. Remove the cartridge hood. c. Tip the cartridge on its side. Important: Note that cartridges containing media other than the leaf media require unscrewing from their threaded connectors. Take care not to damage the manifold connectors. This connector should remain installed in the manifold and capped if necessary. d. Empty the cartridge onto the vault floor. e. Set the empty, used cartridge aside or load onto the hauling truck. f. Continue steps a through a until all cartridges have been removed. 9. Remove deposited sediment from the floor of the vault and, if large amounts are present, from the forebay. This can usually be accomplished by shoveling the sediment into containers, which, once full, are lifted mechanically from the vault and placed onto the hauling truck. If Method 2 in Step 8 is used to empty the cartridges, or in cases of extreme sediment loading, a vactor truck may be required. 10.Once the sediments are removed, assess the condition of the vault and the condition of the manifold and connectors. The connectors are short sections of 2 -inch schedule 40 PVC, or threaded schedule 80 PVC that should protrude above the floor of the vault. a. If required, apply a light coating of FDA approved silicon grease to the outside of the exposed portion of the connectors. This ensures a watertight connection between the cartridge and the drainage pipe. b. Replace any damaged connectors www stormwater360.com Toll-free 800 548.4667 6 of 9 '02005 Stormwater360 Vault, CIP and Linear StormFtller Operation and Maintenance Guidelines I I I I I I LJ I I I I I I I I I I I 11. Using the boom, crane, or tripod, lower and install the new cartridges. Once again, take care not to damage connections. 12. Close and fasten the door. 13. Remove safety equipment. 14. Make notes about the local drainage area relative to ongoing construction, erosion problems, or high loadings of other materials to the system. 15. Finally, dispose of the residual materials in accordance with applicable regulations. Make arrangements to return the used cartridges to Stormwater360. Related Maintenance Activities (Performed on an as -needed basis) StormFilter units are often just one of many components in a more comprehensive stormwater drainage and treatment system. The entire system may include catch basins, detention vaults, sedimentation vaults and manholes, detention/retention ponds, swales, artificial wetlands, and other miscellaneous components. In order for maintenance of the StormFilter to be successful, it is imperative that all other components be properly maintained. The maintenance/repair of upstream facilities should be carried out prior to StormFilter maintenance activities. In addition to considering upstream facilities, it is also important to correct any problems identified in the drainage area. Drainage area concerns may include: erosion problems, heavy oil and grease loading, and discharges of inappropriate materials. Material Disposal The accumulated sediment found in stormwater treatment and conveyance systems must be handled and disposed of in a manner that will not allow the material to affect surface or ground water. It is possible for sediments to contain measurable concentrations of heavy metals and organic chemicals (such as pesticides and petroleum products). Areas with the greatest potential for high pollutant loading include industrial areas and heavily traveled roads. Sediments and water must be disposed of in accordance with all applicable waste disposal regulations. It is not appropriate to discharge untreated materials back to the stormwater drainage system. Part of arranging for maintenance to occur should include coordination of disposal of solids (landfill coordination) and liquids (municipal vacuum truck decant facility, local wastewater treatment plant, on-site treatment and discharge). Owners should contact the local public works department and inquire about how the department disposes of their street waste residuals. Stormwater360 will determine disposal methods or reuse of the media contained in the cartridges. If the material has been contaminated with any unusual substance, the cost of special handling and disposal will responsibility of the owner. w stornnwater360 com Toll-free: 800 548.4667 '02005 Stormwater3e0 Vault, CIP and Linear StormFilter Operation and Maintenance Guidelines be the 7 of l I Date: Personnel: Location: System Type: Vault Cast -In -Place Linear System Observations Media Months in Service: Oil and Grease in Forebay: Yes No Sediment Depth in Forebay: Sediment Depth on Vault Floor: Structural Damaqe: System Size: Estimated Flow from Drainage Pipes (if available): Cartridges Submerged: Yes No How Deep: StormFilter Minor Maintenance Activities (check off if done and give description) Trash and Debris Removal: Minor Structural Repairs: Drainage Area Report Excessive Oil and Grease Loading: Yes No Source: Sediment Accumulation on Pavement: Yes No Source: Erosion of Landscaped Areas: Yes No Source: Items Needing Further Work: Other Comments: Review the condition reports from the previous minor and major maintenance visits. www sto"water360 corn Toll-free. 800 548.4667 02005 Stormwater360 Vault, CIP and Linear StormFilter Operation and Maintenance Guidelines 8 of Date: Personnel: Location: System Type: Vault Cast -In -Place Linear List Safety Procedures and Equipment Used: _ System Size: System Observations Media Months in Service: Oil and Grease in Forebay: Yes No Sediment Depth in Forebay: Sediment Depth on Vault Floor: Structural Damage: Drainage Area Report Excessive Oil and Grease Loading: Yes No Source: Sediment Accumulation on Pavement: Yes No Source: Erosion of Landscaped Areas: Yes No Source: StormFilter Cartridge Replacement Maintenance Activities Remove Trash and Debris: Yes No Details: Replace Cartridges: Yes No Details: Sediment Removed: Yes No Details: Quantity of Sediment Removed (estimate?): Minor Structural Repairs: Yes No Details: Residuals (debris, sediment) Disposal Methods: Notes: www.storrrwater360 corn Toll-free: 800.548.4667 ®2005 Slonnwater360 Vault, CIP and Linear StormFilter Operation and Maintenance Guidelines 9of9 I I i I J 1 I FloGard® +Plus FIoG3rd+Plus Filter n -[WI 7 A multipurpose catch basin insert designed to capture sediment, debris, trash & oils/grease from low (first flush) flows. A (dual) high-flow bypass allows flows to bypass the device while retaining sediment and larger floatables (debris & trash) AND allows sustained maximum design flows under extreme weather conditions. ' FloGardo +Plus inserts are available in sizes to fit most industry -standard drainage inlets (...flat grated, combination, curb and round inlets). FloGardo +Plus catch basin inserts are recommended for areas subject to silt and debris as well as low to moderate levels ' of petroleum hydrocarbon (oils and grease). Examples of such areas are vehicle parking lots, aircraft ramps, truck and bus storage yards, corporation yards, subdivision streets and public streets. I I CIanA�ra Pilfer Fahric Prnn>riiae' Property Test Method Units Value Mass/Unit Area ASTM D 5261 /m (oz/yd 190(5.6) Grab Tensile Strength ASTM D 4632 N Ibs 890 200 Grab Tensile Elongation ASTM D 4632 % 10 Tear Strength ASTM D 4533 N Ibs 330 75 Puncture Strength ASTM 04833 N Ibs 440 100 Burst Strength ASTM D 3786 kPa(psi) 3097 450 PermittivityASTM D 4991 sec 214 Flow Rate ASTM D 4491 I/min/m al/min/ft 5907 (145) Apparent Opening Size ASTM D 4751 mm U.S. Sieve 0.425 40 Ultraviolet Stability ASTM D 4355 % 90 'also avanable wltn custom raoncs ano srainless steel screens Questions? Contact Kristar at (800) 579-8819. 03105 a FloGard&Plus Filter installed SPECIFIER CHART Model No. Inlet Width (In)' Solids Storage Capacity (CU ft) Filtered Flow cfs) Total Bypass Cap. cfs FGP-24CI 24 0.9 0.8 5.6 FGP-3001 30 1.1 1.0 6.7 FGP-36CI 36 1.4 1.2 7.9 FGP-42CI 42 1.6 1.4 8.8 FGP-48CI 48 1.9 1.5 9.9 FGP-S.00I 60 2.3 1 1.8 11.6 FGP6.0Cl 72 2.8 22 13.8 FGP-7.00I 84 3.2 25 15.9 FGP-11001 96 3.7 2.9 18.0 FGP-10.00I 120 4.6 3.5 21,9 FGP-12.00I 144 5.6 4.2 26.2 FGP-14.0CI 168 6.5 4.9 30.1 FGP-16.00I 192 7.5 5.6 34,4 FGP-18.0CI216 8.3 6.2 382 FGP-21.00I 252 9.7 7.2 44.3 FGP-28.0Ci 1 336 1 13.0 9.5 58.6 -Dimensions shown are approximate -- submit exact measurements when ordering NOTES: 1. Storage capacity reflects BOX of madmum solids collepbn prior to impeding filtering bypass 2. Flnered flow rate Includes a safety factor of 2. A RoGard&Plus(titch Basin Filer Inserts are available In the standard sizes (see above) or In custom sizes. Call for details on custom size Inserts. 4. Available with recessed mount package Including fiberglass tray allowing mainte v rce accass from manhole. 5. RoGard&Plus filler inserts should be used in conjunction whh a regular maintenance program. Refer to manufacturer's nacanmended maintenance guidelines. US PATENT FLOGARD® +PLUS CATCH BASIN FILTER INSERT (Curb Mount) CURBINLET KnStar Enterpnses, Inc., Santa Rosa, CA (800) 579-8819 OW05 RoGardT"+Plus Flt installed SPECIFIER CHART Model No. Inlet ID in x in Grate OD' (in x in) Solids Storage Capacity cu tt Filtered Flow CIS) Total Bypass CaD.lets) FGP-12F 12 x 12 12 x 14 0.3 0.4 2.8 FGP-1530F 15 x 30 15 x 35 2.3 1.6 6.9 FGP-16F 16 x 16 16 x 19 0.8 0.7 4.7 FGP-1624F 16 x 24 16 x 26 1.5 1.2 5.0 FGP-18F 18x18 18x20 0.8 0.7 4.7 FGP-1820F 16 x 19 18 x 21 2.1 1.4 5.9 FGP-1824F 16 x 22 18 x 24 1.5 1.2 5.0 FGP-1836F 18 x 36 18 x 40 2.3 1.6 6.9 FGP-2024F 18 x 22 20 x 24 1.2 1.0 5.9 FGP-21 F 22 x 22 22 x 24 2.2 1.5 6.1 FGP-2142F 21 x40 24 x 40 4.3 2.4 9.1 FGP-2148F 19 x 46 22 x 48 4.7 2.6 9.8 FGP-24F 24 x 24 24 x 27 2.2 1.5 6.1 FGP-243OF 24 x 30 26 x 30 2.8 1.8 7.0 FGR2436F 24 x 36 24 x 40 3.4 2.0 8.0 FGP-2448F 24 x 48 26 x 48 4.4 2.4 9.3 FGP-28F 28 x 28 32 x 32 2.2 1.5 6.3 FGP-284OF 24 x 36 28 x 40 4.2 2.3 8.7 FGP-30F 30 x 30 30 x 34 3.6 2.0 8.1 FGP-36F 36 x 36 36 x 40 4.6 2.4 9.1 FGP3648F 36 x 48 40 x 48 6.8 3.2 11.5 FGP-48F 48 x 48 48 x 54 9.5 3.9 13.2 FGP.EJ51009 20 x 20 1 23 x 23 0.8 0.7 4.7 FGP-EJ7020 16 x 21 18 x23 0.8 0.7 4.7 FGP-EJ7040 16 x 20 19 x 22 0.8 0.7 4.7 'Dimensions shovm are approximate -- submit exact measurements when ordering NOTES: 1. storage capacity reflects 80% of maximum solids selection pdur to impeding Ntering bypass_ 2 Filtered Bax rate includes a safety factor oft g. ROGard& Plus Catch Bazin Rlter inserts are available In the standard sixes (see above) or In custom sixes. Call for detalls on custom sire Inserts 4. RoCwd&Plus lifter Inserts should be used In conjunction With a regular melnlenance program Refer to manufacturers recommended maintenance guidelines. Steel Grate Cast Iron Crate FLaGARDs +PLUS CATCH BASIN FILTER INSERT (Frame Mount) FLAT GRATED INLET KnStar Enterprises, Inc , Santa Rosa, CA (800) 579-8819 11/04 Flo-Gard+Plus Filter installed SPECIFIER CHART Model No Inlet ID in dia.' Grate OD (in dia.)' Solids Storage Capacity (cuK Filtered Flow cis Total Bypass Cap. ds FGP-RF15F 15 18 0.3 0.4 2.8 FGP-RF18F 18 20 0.3 0.4 2.8 FGP-RF20F 22 24 0.8 0.7 4.7 FGP-RF24F 24 26 0.8 0.7 4.7 FGP-RF36F 36 39 2.2 1.5 6.1 'Dimensions shown are approximate -- NOTES: NOTES: 1. Storage opacity Mlecls 8040 maximum solids collection prior to impeding ghering bypass 2 Filtered flow rate includes safety facto of 2 3. FloGardai Catch Basin Fila inserts are available In Ne standard sizes (see oboes) or in mstam sirs Call for dstalls on autom sba Insects. 4. FloGwd&Pius fitter inserts should be used in conjur on with a regular malnlenw program Refer to .nufagver's recommended maintenance guideli e US PATENT when ordenng FLaGARN +PLUS CATCH BASIN FILTER INSERT (Frame Mount) FLAT GRATED INLET KnStar Enterprises, Inc., Santa Rosa, CA (800) 579-8819 1 SPECIFIER CHART Model No. Inlet ID min (in x in)' Grate OD (in x in)' Solids Storage Capacity (cu ft) Filtered Flow (cfs) Total Bypass Cap. (cfs) FGP-1836FGO 24 x 36 18x40 2.3 1.6 6.7 FGP-2436FGO 36 x 36 24x40 3.4 20 8.0 FGP48FGO 48 x 48 18 x 52 9.5 3.5 13.2 'Dimensions shown are approximate -- submit exact measurements when ordering NOTES: 1. Storage capadly reflects W% of maximum wilds colkdion prior to Inpeding filtering bypass. 2 Filtered Ilow rate includes a salety factor of 2. 3. FleGardH«Plus Catch Basin Filler Insects are available In the standard sixes (sea above) or in custom sires Call for details on custom due Inserts 4. FloCard&Plus Inter Inserts should be used In conjunction with a regular orentemnce program Refer to manuladurer's recommended maintenance guidelines. US PATENT FLOGARD4b +PLUS CATCH BASIN FILTER INSERT (Wall Mount) COMBINATION INLET KnStar Enterprises, Inc, Santa Rosa, CA (800) 579-8819 1 1 1 1 Flo-Gard+Plus Filter installed SPECIFIER CHART Model No. Inlet ID min In It In)' Inlet ID max (in If in)' Solids Storage Capacity cu ft Filtered Flow (cfs) Total Bypass i Cap. (cfs) FGP-1836W 16 x 33 22 x 37 2.3 1.6 6.7 FGP-1836WE 16 x 33 22 If 39 2.3 1.6 6,7 FGP-24W 22 It 22 27 If 27 2.2 1.5 5.9 FGP-28W 26 x 26 28 x 28 2.2 1.5 5.9 FGP-2436W 22 x 33 27 x 37 3.4 2.0 7.7 FGP-2436WE 22 x 37 27 x 39 3A 20 7,7 FGP36W' 32x33 37x42 4.6 1 2.4 8.7 FGP-36WE^ 32 If 37 39 If 42 4.6 2.4 8.7 FGP3648W ' 33 If 44 37 x 54 6.8 3.2 11.5 FGP-36UWE**l 37 If 44 39 x 54 6.8 3.2 11.5 u rnensions snown are approximate — suomt exact measurements omen orcenrg :*2 pieces NOTES: 1. Storage capacity reflects W/o of maximum solids collection prior to impeding filtering bypass. 2 Filtered flax rate indudes a safety fact" o12 3. FloGardH"%us Catch Basin Filler Instant, are available in the standard at= lose at or In custarn sizes, Call for details on custom size insects. 4. FioGardSY%us filler insects should be used in conjunction vnth angular maintelance program fief"lo manufacturers recomnonded mainteronce guidelines. US PATENT FLOGARDa +PLUS CATCH BASIN FILTER INSERT (Wall Mount) COMBINATION INLET KnStar Enterprises, Inc., Santa Rosa, CA (800) 579-8819 11N4 I 1 1 F C GENERAL SPECIFICATIONS FOR MAINTENANCE OF FLO-GARDT"r+PL US CATCH BASIN INSERT FILTERS SCOPE: ��rrcrpn,� Federal, State and Local Clean Water Act regulations and those of insurance carriers require that stormwater filtration systems be maintained and serviced on a recurring basis. The intent of the regulations is to ensure that the systems, on a continuing basis, efficiently remove pollutants from stormwater runoff thereby preventing pollution of the nation's water resources. These Specifications apply to the Flo-Gardr"t +Plus Catch Basin Insert Filter. RECOMMENDED FREQUENCY OF SERVICE: Drainage Protection Systems (DPS) recommends that installed Flo-Gardn"+plus Catch Basin Insert Filters be serviced on a recurring basis. Ultimately, the frequency depends on the amount of runoff, pollutant loading and interference from debris (leaves, vegetation, cans, paper, etc.); however, it is recommended that each installation be serviced a minimum of three times per year, with a change of filter medium once per year. DPS technicians are available to do an on-site evaluation, upon request. RECOMMENDED TIMING OF SERVICE: DPS guidelines for the timing of service are as follows: I. For areas with a definite rainy season: Prior to, during and following the rainy season. 2. For areas subject to year-round rainfall: On a recurring basis (at least three times per year). 3. For areas with winter snow and summer rain: Prior to andjust after the snow season and during the summer rain season. 4. For installed devices not subject to the elements (washracks, parking garages, etc.): On a recurring basis (no less than three times per year). SERVICE PROCEDURES: 1. The service shall commence with collection and removal of sediment and debris (litter, leaves, papers, cans, etc.) and broom sweeping around the drainage inlet. Accumulated materials shall be placed in a DOT approved container for later disposal. 2. The catch basin shall be visually inspected for defects and possible illegal dumping. If illegal dumping has occurred, the proper authorities and property owner representative shall be notified as soon as practicable. 3. The catch basin grate shall be removed and set to one side. Using an industrial vacuum, the collected materials shall be removed from the liner. (Note: DPS uses a truck -mounted vacuum for servicing Flo -Garel °'+plus catch basin inserts.) 4. When all of the collected materials have been removed, the filter medium pouches shall be removed by unsnapping the tether from the D -ring and set to one side. The filter liner, gaskets, stainless steel frame and mounting brackets, etc. shall be inspected for continued serviceability. Minor damage or defects found shall be corrected on -the -spot and a notation made on the Maintenance Record. More extensive deficiencies that affect the efficiency of the filter (torn liner, etc.), if approved by the customer representative, will be corrected and an invoice submitted to the representative along with the Maintenance Record. 5. The filter medium pouches shall be inspected for defects and continued serviceability and replaced as necessary and the pouch tethers re -attached to the liner's D -ring. See below. 6. The grate shall be replaced. I ' EXCHANGE AND DISPOSAL OF EXPOSED FILTER MEDIUM AND COLLECTED DEBRIS The frequency of filter medium pouch exchange will be in accordance with the existing DPS -Customer Maintenance Contract. DPS recommends that the medium be changed at least once per year. During the ' appropriate service, or if so determined by the service technician during a non-scheduled service, the filter medium pouches will be replaced with new pouches and the exposed pouches placed in the DOT approved container, along with the exposed debris. Once the exposed pouches and debris have been placed in the ' container, DPS has possession and must dispose of it in accordance with local, state and federal agency requirements. Note: As the generator, the landowner is ultimately responsible for the proper disposal of the exposed filter medium and debris. Because the materials likely contain petroleum hydrocarbons, heavy metals and other harp fill pollutants, the materials must be treated as of EPA Class 2 Hazardous Waste and properly disposed of. DPS relieves the landowner of the actual disposal task, and provides certification of its completion in accordance with appropriate regulations. DPS also has the capability of servicing all manner of catch basin inserts and catch basins without inserts, underground oil/water separators, stormwater interceptors and other such devices. All DPS personnel are highly qualified technicians and are confined space trained and certified. Call us at t(888) 950-8826 for further information and assistance. 1 1 LI 05/04/04