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HomeMy WebLinkAboutCT 11-04; Quarry Creek - Part 1; Drainage Report; 2015-05-29DRAINAGE REPORT QUARRY CREEK City of Carlsbad, CA May 29, 2015 CT 11-04 Prepared For: Presidio Cornerstone QC, LLC 4365 Executive Dr., Suite 600 San Diego, CA 92121 Prepared By: PROJECT DESIGN CONSULTANTS Planning I Landscape Architecture I Environmental I Engineering I Survey PDC Job No. 2468.20 JUN 3 ^ I i vm E l\l ^ I f \l E L R i G 701 B Street, Suite 800 San Diego, CA 92101 619.235.6471 Tel 619.234.0349 Fax Prepared by: T. Grace Under the supervision of Debby Reec^PE RCE Registration Expires 12/31/16 TABLE OF CONTENTS 1. INTRODUCTION 1 2. PROJECT DESCRIPTION 3 3. EXISTING AND PROPOSED DRAINAGE PATTERNS AND IMPROVEMENTS 3 3.1 Existing Onsite Drainage Pattems 3 3.2 Existing Offsite Drainage Pattems 4 3.3 Proposed Drainage Improvements 5 4. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS 6 4.1 Hydrology Criteria 6 4.2 Hydrologic Methodology 7 4.3 Description of Hydrologic Modeling Software 8 4.4 Hydrology Results 8 4.5 Detention Basins 12 4.6 Water Quality Calculations 13 4.7 Hydromodification Analysis 13 4.8 Basin Routing 13 4.9 Temporary Desiltation Basins 14 5. HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS 14 5.1 Storm Drain 14 5.2 Curb Inlet 15 5.3 Rip Rap 15 6. CONCLUSION 17 FIGURES Figure 1: Project Vicinity Map 2 TABLES Table 1: Hydrology Criteria 7 Table 2: Hydrology Results for Overall Drainage Area #1 (Includes all Northerly Outfalls to Buena Vista Creek) 9 Table 3: Hydrology Results for Overall Drainage Area #2 (Includes all Southerly Outfalls to Buena Vista Creek) 11 Table 4: Hydrology Results for Overall Drainage Area #3 (Outfall to Westerly Finger Canyon) 12 Table 5: Basin Routing Inflow and Outflow Comparison 14 APPENDICES 1 Supporting Documentation (Isopluvial Maps, Runoff Coefficients, FEMA FIRM Panel) 2 Existing Conditions Rational Method Computer Output 3 Proposed Conditions Rational Method Computer Output 4 Detention Basin Routing Analysis 5 Temporary Desiltation Basin Calculations 6 WSPG Results 7 Curb Inlet Sizing Analysis 8 Rip Rap Sizing 9 Impact Basin Calculations 10 Drainage Exhibits A-1, A-2, A-3 - Existing Conditions Hydrology Maps B - Proposed Conditions Hydrology Map C - Temporary Desiltation Basin Map D - Proposed Conditions Storm Drain System Map 1. INTRODUCTION This final drainage report supports the final engineering package submittal for the proposed Quarry Creek project. Generally speaking, the project is located to the southwest of the intersection of Highway 78 (Hwy-78) and College Boulevard. Specifically, the project is bound by Haymar Drive to the north, open space to the west, residential uses as a part of the Calavera Hills community to the south, and adjacent commercial property within the City of Oceanside to the east. The property is bisected by Buena Vista Creek, which enters the eastem portion of the site at El Salto Falls, then flows in a westerly direction through the middle of the site. The site historically contained a quarry and associated operations and was operated by Hanson Aggregates Pacific Southwest, Inc. (Hanson). The City of Carlsbad approved the reclamation of the site per the South Coast Materials Quarry Project per Drawing 470-5A (SUP 07-03, SWMP 11-03). The reclamation project included the regrading of the site to a usable condition compatible with future land uses. The reclamation work also included enlargement of the creek channel to accommodate the 100-year flow and the constmction of a series of drop structures in order to flatten the longitudinal creek slope to minimize and control erosive flow velocities. The approved Drainage Study for the South Coast Materials Quarry Project was prepared by Chang Consultants and is dated May 26, 2011. Since the post-reclamation project conditions are the pre-project conditions for the proposed Quarry Creek project, the Chang report was used as a reference in developing the hydrologic models prepared for this report. The total project site consists of 155.36 acres of gross project area plus additional area of grading for offsite improvements. The proposed graded disturbance area for the project is approximately 73.5 acres. Figure 1 shows the vicinity map for the project. P:\2468.20\Engr\Reports\DRAIN-FE\2468DR-FE.doc NO SCALE Figure 1: Project Vicinity Map The purpose of this report is to determine hydrologic and hydraulic impacts, if any, to the existing City of Carlsbad storm drain facilities or natural drainage, and provide peak 100-year discharge values for existing and proposed conditions. The drainage analyses presented herein reflect a final engineering level-of-effort, which include peak 100-year storm event hydrologic and hydraulic analyses using relative street and lot grades. The scope of the drainage analysis included in this report is limited to onsite areas and the associated offsite runon areas. Hydraulic analyses for detention, inlets, pipe inverts and HGL's are provided with as part of this study. For the drainage analysis of the Buena Vista Creek channel, refer to the May 26, 2011 South Coast Materials Quarry Project Drainage Study prepared by Chang Consultants. The proposed project does not include modifications to the channel, but does include a proposed bridge that spans the channel. Chang Consultants processed an update to the original floodplain analysis, refer to FEMA CLOMR Case No. 14-09- 245 8R. P:\2468.20\Engr\Reports\DRAIN-FE\2468DR-FE.doc The Project will meet State NPDES constmction and municipal stormwater permit requirements. The project proposes several bioretention basins to comply with stormwater quality and hydromodification requirements. For a detailed discussion of the project's stormwater quality BMPs and hydromodification management approach, refer to the Stormwater Management Plan prepared by Project Design Consultants (PDC). For the Southem Califomia Coastal Water Research Project (SCCWRP) channel screening report for the project, refer to the SCCWRP report prepared by Chang Consultants and submitted under a separate cover. The SCCWRP report documents the channel erosivity analysis, which was used to document the low flow threshold to be used for design of the proposed hydromodification management facilities. The final post-constmction BMP design is provided under separate cover by PDC. 2. PROJECT DESCRIPTION The Quarry Creek land use plan provides a land use distribution that reflects a balance of open space, residential, and public use land uses. The developable pads will include medium-high to high residential uses (Lots 1 through 5). Additional proposed lots include a community facility site near the southeast comer of the site (Lot 7), a park-and-ride facility adjacent to Haymar Drive near the northerly site perimeter (Lot 6), and multiple park and trail facilities. In addition, the project proposes to preserve a significant amount of open space area. A new bridge will be constmcted across the Buena Vista Creek channel connecting the northerly pads to the southerly pads. 3. EXISTING AND PROPOSED DRAINAGE PATTERNS AND IMPROVEMENTS The following sections provide descriptions of the existing and proposed drainage pattems and improvements for the Project. 3.1 Existing Onsite Drainage Patterns Existing onsite drainage areas include areas that are part of the reclamation plan and other areas farther to the west of the reclamation site that are currently undeveloped. For the areas that are not a part of the reclamation plan, existing drainage pattems are dictated by steep slopes and P:\2468.20\Engr\Reports\DRAP^-FE\2468DR-FE.doc heavily vegetated natural channels and natural drainage conveyances. Construction of the Hanson Quarry reclamation plan per Drawing 470-5A has been completed. The post-reclamation condition was analyzed as the pre-project conditions for the Quarry Creek project. The overall existing condition drainage area was set equal to the overall proposed drainage area in order to provide a basis for comparison. Because of this, there are minor differences between Chang's post-project hydrology models and this project's pre-project hydrology models. Under existing conditions, runoff from the onsite reclaimed area generally sheet flows towards the creek. Swales and ditches collect the runoff and direct the overland flow into various temporary desilting basins. There are two basins on the north side of the creek and one basin on the south side of the creek per Drawing 470-5A. The runoff collected in each basin is collected in a large-diameter culvert that outlets into the creek within the riprap drop stmctures. Each of the culverts and their respective energy dissipation outfalls were designed to accommodate ultimate condition land uses and flow rates per Chang's reclamation drainage report. 3.2 Existing Offsite Drainage Patterns The pre-project drainage pattems include a significant amount of offsite mnon from areas both to the north and to the south of the project site. The offsite drainage area to the north includes area within the City of Oceanside. This drainage area collects in a storm drain system that drains imdemeath Hwy-78 and connects into an onsite storm drain pipe (Line 1 per Drawing 470-5A) that runs north to south through the site but does not commingle with onsite mnoff. The pipe discharges to Buena Vista Creek via an outfall separate from the other onsite storm drain systems. The southerly offsite mnon drainage areas include runoff from the steep hillsides to the south and southeast of the proposed building pads. The hillside runoff is collected in a vast system of brow ditches with multiple outlet points. Portions of the residential development located to the south of the project contribute runon onto the site. There are two main tributary channels within the site that are located to the west of the reclamation area. The drainage channel immediately to the west of the reclamation project runs P;\2468.20\Engr\Reports\DRArN-FE\2468DR-FE.doc south to north and confluences with the Buena Vista Creek channel within the project site limits. The other drainage channel conveys a significant amount of offsite drainage in a northwesterly direction through the site and eventually this channel confluences with Buena Vista Creek approximately 1,300 feet beyond the project site boundary. The runoff from the recently constmcted commercial development (Quarry Creek Shopping Center) within the City of Oceanside immediately to the east of the project discharges into an onsite storm drain pipe that runs in a northwesterly direction through the site but does not commingle with onsite water (Line 2 per Drawing 470-5A). Note that the drainage area to the pipe is not delineated in this report or in Chang's reclamation drainage report, but the 100-year flow rate from this outfall was obtained from O'Day Consultants. Refer to Exhibits A-1, A-2, and A-3 for the existing conditions hydrology map for onsite and offsite drainage areas. 3.3 Proposed Drainage Improvements The proposed drainage pattems and drainage improvements have been designed to mimic existing drainage pattems and to utilize the storm drain outfalls built per Drawing 470-5A. In addition, two additional storm drain outfalls (Lines A and B) will be constructed with this project. The proposed project includes a storm drain system consisting of inlets, pipes, roof drains, and water quality features. The project proposes to constmct a public backbone storm drain system to accommodate the drainage from the streets and the proposed lots. The backbone storm drain system will provide storm drain stubs to serve the proposed developable lots. The storm drain within the streets will be public but the storm drain pipes within the creek and within the private lots will be private. In order to minimize the amount of offsite area commingling with onsite runoff, a separate storm drain pipe for offsite mnoff was required for some areas of the site plan. This was done for reasons related to hydromodification management and water quality treatment. Bioretention basins are located near the outlet points where needed in order to satisfy hydromodification management and water quality treatment for onsite flows. The proposed site plan proposes a total of seven basins. The proposed basins are located downstream of the proposed development. Each basin was designed to accommodate an emergency overland release. Therefore, if for any reason the outlet stmcture of a basin becomes clogged, the excess water would flow across open P;\2468.20\Engr\Repotts\DRAIN-FE\2468DR-FE.doc space areas and would not inundate any of the developed areas. The width of flow out of the basin in an emergency situation would be large enough to keep velocities low in order to protect open space areas from excess erosion due to the emergency overland release. Refer to Exhibit B for the proposed conditions hydrology map. 4. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS This section of the report summarizes the drainage criteria that were used in the hydrologic analysis and key elements of the methodology. Also included is a description of the computer model used in the computations. 4.1 Hydrology Criteria The drainage basins were delineated using available topography and the preliminary proposed grading layout for the project. Table 1 summarizes the key hydrology assumptions and criteria used for the hydrologic modeling. The runoff coefficient for each sub-area in the model was determined by estimating the percent imperviousness of the sub-area and selecting a corresponding mnoff coefficient per Table 3-1 of the County of San Diego Hydrology Manual. Since detailed site plans are not available yet for the developable pads, a conservative estimate for the imperviousness ratio was used in the model. Note that the NRCS soil maps indicate a variety of soil types through the project site, but Hydrologic Soil Group D was used for the analysis for all areas in order to be conservative and to also remain consistent with Chang's previous drainage study. P:\2468.20\Engr\Reports\DRAIN-FE\2468DR-FE.doc Table 1: Hydrology Criteria Existing and Proposed Hydrology: 100-year storm frequency. The 100-year, 6- and 24-hour precipitation values are 2.9 and 5.1 inches, respectively. Soil Type: Hydrologic Soil Group D Land Use / Runoff Coefficients: Based on criteria presented in the 2003 Countv of San Dieeo Hvdrologv Manual. Rainfall intensity: Based on intensity duration frequency relationships presented in the 2003 Countv of San Dieeo Hvdrologv Manual. 4.2 Hydrologic Metfaiodology The Modified Rational Method was used to determine the 100-year peak discharge flows for the design of the storm drain improvements. The existing topography and the proposed grading plan were used to delineate the individual drainage areas for each System. The project drainage areas were split into seven systems representing different outfall areas of concem. For the proposed condition, System 100 represents the offsite area conveyed through the project in the separate storm drain within Lots 1 and 2. System 200 generally includes a portion of Haymar Drive, Lot 1, a portion of Lot 2, the future City of Oceanside park area, and the surrounding slopes. System 300 generally includes the drainage from a portion of Haymar Drive, Lot 2, and a portion of El Salto Fall Street (including the bridge mnoff). System 400 includes a large portion of the southerly offsite runon plus the pad runoff from Lots 3 and 7. System 500 includes the drainage area draining to the new storm drain outfall (Line B) to the south of Lot 10. The drainage area for System 500 includes Lot 10 and a portion of Lot 4. System 600 includes the offsite runon to the site from the south. This drainage will be piped through the site to discharge to a new outfall to be constmcted in the Buena Vista Creek channel. System 700 generally includes the drainage from Marron Road, Lots 8 and 9, and most of Lot 4. System 600 and 700 both discharge into proposed storm drain Line A. The goal of the Project hydrology analysis was to: • Determine existing and design peak 100-year flows for the sizing of the onsite storm P:\2468.20\Engr\Reports\DRAIN-FE\2468DR-FE.doc drain system gutters, curb inlets, catch basins and underground storm drain system that convey flow to the discharge locations. From an analytical perspective, the Project hydrology was prepared using relative lot and street grades. • Verify that the Project does not adversely impact the existing City storm drain improvements or natural drainage. A comparative analysis was performed between the existing peak 100-year discharge and project peak 100-year discharge at various locations. • Verify that the proposed basins will contain sufficient volume for the hydromodification and water quality requirements. 4.3 Description of Hydrologic Modeling Software The Modified Rational Method was used to determine the 100-year storm flow for the design of the storm system. The Civil Design Software (CivilD) Rational Method Program was used to perform the hydrologic calculations. The CivilD Modified Rational Method Hydrology Program is a computer-aided design program where the user develops a node link model of the watershed. Developing independent node link models for each interior watershed and linking these sub-models together at confluence points creates the node link model. The intensity-duration-frequency relationships are applied to each of the drainage areas in the model to get the peak flow rates at each point of interest. 4.4 Hydrology Results The results of the Rational Method hydrology modeling is provided in Appendices 2 and 3 and the resuhs are summarized in this section. The results will be discussed in terms of three overall discharge areas. The first overall discharge area represents the combined northerly discharges to the Buena Vista Creek channel, the second represents the combined southerly discharges to the Buena Vista Creek channel, and the third represents the combined discharges to the westerly canyon located to the south of Lot 5. The grading of the proposed project was designed to mimic existing condition drainage areas for each overall drainage area in order to minimize diversions of area from one area to another. The results for each area are discussed separately below. P:\2468.20\EngI^Reports\DRAIN-FE\2468DR-FE.doc Table 2 summarizes the hydrology results for the project outfalls for the first overall drainage area for existing and proposed conditions and compares them to the ultimate condition design flows per Chang's reclamation drainage report. Table 2: Hydrology Results for Overall Drainage Area M (Include all Northerly Outfalls to Buena Vista Creek) OUTFALL EXISTING CONDITION PROPOSED CONDITION PREVIOUS AS-BUILT DESIGN (ULTIMATE CONDITION ASSUMED IN RECLAMATION REPORT) Storni Drain Name Name of System QIOO (cfs) Contrib. Area (acres) Name of System QIOO (cfs) Contrib. Area (acres) Name of System Ultimate QIOO (cfs) Contrib. Area (acres) SD Line 1 per DWG470- 5A Portion of System 100, 200, 300 209.9 71.4 System 100 210.0 71.4 System 100 216.2 72.4 SD Line 4 per DWG470- 5A Portion of System 100, 200, 300 36.4 16.5 System 200 55.1 13.7 System 200 82.8 16.2 SD Line 3 per DWG470- 5A Portion of System 100, 200, 300 17.3 10.8 System 300 56.1 13.8 System 300 32.5 8.2 (Confluence) Sum= 257.8 98.7 Sum= 321.4 99.0 Sum= 331.6 96.8 Note that peak flows increase over existing conditions, but the combined post-project flows are less than the ultimate condition design flows per Chang's reclamation drainage report of 331.6 cfs. The 100-year post-project flow rates for Lines 1 and 4 (per Drav^ng 470-5A) are less than the ultimate condition design flow assumed in Chang's reclamation drainage study. Therefore, there is no capacity concem or velocity dissipation concem with these outlets, due to the fact that the post-project condition will discharge less flow to the outiets than the design flow rate per the previous reclamation project. However, for Line 3, the post-project flow is greater than the as- built design flow rate. This is due to an increase in drainage area to the outfall compared with the condition asstmied in the reclamation study. For this outfall, additional hydraulic calculations are provided in this report to show that the pipe conveyance capacity and the energy P:\2468.20\Ellgl^Repotts\DRAIN-FE\2468DR-FE.doc dissipation ofthe outfall (as installed) will not be exceeded in the post-project condition. Refer to the discussion in Section 5 of this report. Each of the outfalls can accommodate tiie post-project 100-year flow rates, since the outfalls were designed to accommodate ultimate condition flow rates and each of the culverts at the channel outiets were sized large enough for maximum flexibility for future development. In addition, the channel widening and drop stmctures per Drawing 470-5A were designed for an ultimate condition design flow rate within the creek of 10,800 cfs. Therefore, no detention for 100-year flows is warranted for the Overall Drainage Area #1. Bioretention basins are provided for Systems 200 and 300 for water quality and hydromodification management purposes. These basins will freat the mnoff from the onsite areas and further protect downsfream water bodies. Table 3 svmimarizes the hydrology results for the project outfalls for the Overall Drainage Area #2 for existing and proposed conditions and compares them to the ultimate condition design flows per Chang's reclamation drainage report. The second overall drainage area consists of Systems 400, 600, and 700. Note that Storm Drain Line 2 per Drawing 470-5A also discharges to the southerly side ofthe creek. Since no changes are proposed to the pipe's fributary drainage area for the project, this pipe is not included in the comparison; however, the flow rate per the previous O'Day report for the adjacent shopping center is included in Table 3 for reference. P:\2468.20\Engi\Repoits\DRAIN-FE\2468DR-FE.doc 10 Table 3: Hydrology Results for Overall Drainage Area #2 (Includes all Southerly Outfalls to Buena Vista Creek) OUTFALL EXISTING CONDITION PROPOSED CONDITION PREVIOUS AS-BUILT DESIGN (ULTIMATE CONDITION ASSUMED IN RECLAMATION REPORT) Storm Drain Name Name of System QIOO (cfs) Contrib. Area (acres) Name of System QIOO (cfs) Contrib. Area (acres) Name of System Ultimate QIOO (cfs) Contrib. Area (acres) SD Line 5 per DWG470- 5A System 400 85.2 55.6 System 400 65.0 39.4 System 700 117.4 56.8 New Line A System 600 196.4 89.3 System 600 207.2 80.7 N/A N/A N/A New Line A ---System 700 83.0 24.6 N/A N/A N/A Total= Sum= 281.6 144.9 Sum= 354.9 144.7 Sum= 331.6 96.8 Other: SD Line 2 per DWG 470-5A N/A 160.0 -N/A 160.0 -N/A 160.0 - Under proposed conditions. System 400 will connect into a 60-inch RCP per Drawing 470-5A and Systems 600 and 700 will drain to a new proposed creek outfall. The post-project flow rate to the System 400 outfall (Line 5 per Drawing 470-5A) decreases over existing conditions and is also less than the as-buih design flow rate. Although the overall peak flow to Overall Drainage Area #2 increases over existing conditions, detention for 100-year flows is not warranted. Since the drop stmctures and chaimel widening were designed based on an ultimate condition design flow rate within the creek, a minor increase in flows to the storm drain outlets from the proposed project will not affect the capacity of the downstream chaimel. The increase does not have an adverse impact to existing structures. Multiple bioretention basins for water quality treatment and hydromodification management are provided for treatment of the onsite areas. Table 4 summarizes the hydrology results for the project outfalls for Overall Drainage Area #3 for existing and proposed conditions. For Overall Drainage Area #3, there is no comparison to P:\2468.20\EngI^Reports\DRAIN-FE\2468DR-FE.doc 11 the reclamation drainage report because a new outfall is proposed instead of connecting to an existing outfall built per the reclamation project. Table 4: Hydrology Results for Overall Drainage Area #3 (Outfall to Westerly Finger Canyon) EXISTING CONDITION PROPOSED CONDITION Name of System QIOO (cfs) Contrib. Area (acres) Name of System QIOO (cfs) Contrib. Area (acres) System 500 19.5 11.5 System 500 51.5 11.0 The proposed grading design for Overall Drainage Area #3 preserved the existing drainage area. Although peak flow rates increase over existing conditions, detention for 100-year flows is unwarranted. The likelihood for erosion and other water quality impairments will be controlled through the proposed bioretention basin. 4.5 Detention Basins There are six detention basins proposed for the project site for water quality treatment and hydromodification management. Basins 1, 3-2A, and 3-2B are located on the southem boundary of Lots 1 and 2. Basin 3-3 is located north of Lot 8 and Adobe Springs Road. Basin 4 is located in Lot 9 north of Adobe Springs Road. Basin 5 is located in Lot 10 south of Marron Road. Refer to Exhibit D for the location of the basins. The preliminary design for each basin includes additional depth for freeboard. All ofthe basins are set much higher than the water surface elevation of the downstream creek, so there is no concem of high backwater effects. The building pads are set much higher than the maximum water surface elevation of the creek, so the pads are protected from flood flows. For the specifics of the creek floodplain analysis, refer to the supplemental floodplain report by Chang Consultants. The resuhs from the flood study indicate that the bridge will cause a small increase in 100-year water surface elevations. The maximum rise in the 100-year water surface elevations between these locations due to the bridge is 0.2 feet. Since the chaimel has several feet of freeboard, this small rise is acceptable. P:\2468.20\EngrVReports\DRAIN-FE\2468DR-FE.doc 12 4.6 Water Quality Calculations The water quality calculations are included, under separate cover, in the Storm Water Management Plan (SWMP) prepared by Project Design Consultants (PDC). The bioretention basins will be combined hydromodification/bioretention basins. 4.7 Hydromodification Analysis The bioretention basins also address hydromodification requirements, since both bioretention basins and hydromodification basins produce similar alterations to the flow regime for the smaller, more frequent storm events. The stated purpose of the final hydromodification requirements is "...to manage increases in rimoff discharge rates and durations from all Priority Development Projects, where such increased rates and durations are likely to cause increased erosion of channel beds and banks, sediment pollutant generation, or other impacts to beneficial uses and sfream habitat due to increased erosive force" (County Final HMP, page ES-1). Flow duration control is the most common form of hydromodification management. The majority of all onsite water will be treated with bioretention/hydromodification basins, which will detain the smaller, more frequent events and therefore will mitigate the post-development onsite flows. Refer to the SWMP for detailed calculations. 4.8 Basin Routing From tiie Rational Method results for Systems 200, 300, 400, 500, and 700, the proposed condition peak inflow hydrographs were generated with Rick Engineering Rational Method Hydrograph Generator. This program develops a synthetic hydrograph per the 2003 County Hydrology Manual using the results of the Rational Method output. The inflow hydrograph for each system was then entered into Haestad Method's PondPack software and the detention routing was performed with the design of the detention basin and the proposed outlet stmcture. The 100-year hydrograph was routed through the basin to demonsfrate that the post-development peak flow rate will be less than the pre-development peak flow rate and that the detention facility will not overtop during the 100-year peak event. The riser for each basin was designed to ensure that riser size, rim elevation, and orifice placement worked in conjunction to properly mitigate P:\2468.20\Engr\Reports\DRAIN-FE\2468DR-FE.doc 13 the increase flow rate. The hydrograph routing calculations are included in Appendix 4. Table 5 provides a summary of the basin routing results. Table 5: Basin Routing Inflow and Outflow Comparison System Detention Basin Inflow QIOO (cfs) Outflow QIOO (cfs) 200 1 55.1 4.0 300 3-2a 34.4 14.1 300 3-2b 25.3 11.5 400 3-3 26.8 3.6 700 4 82.7 8.6 500 5 43.6 8.2 4.9 Temporary Desiltation Basins A total of five temporary desiltation basins are proposed within the Lots 3, 4, and 8 for the mass graded condition imtil the build out of these lots. The temporary desiltation basin outlet and capacity were designed according to the City of Carlsbad's Supplemental Standard Drawing No. DS-3. Refer to Exhibit C for the locations of the desiltation basins. Calculations are included in Appendix 5. 5. HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS Hydraulic calculations to size the storm drain facilities for the project followed the procedures as outlined in the San Diego County Hydraulic Design Manual, dated Febmary 2014. The Bentiey FlowMaster and the County of Los Angeles Water Surface Pressure Gradient (WSPGW) programs were used to assist in the analyses 5.1 Storm Drain The County of Los Angeles Water Surface Pressure Gradient (WSPGW) program was used to perform the hydraulic analyses for the proposed storm drain improvements. The WSPGW P:\2468.20\Engr\Reports\DRAIN-FE\2468DR-FE.doc 14 program computes and plots uniform and non-uniform steady flow water surface profiles in open channels or closed conduits with irregular or regular sections. The flow in a system may altemate between supercritical, subcritical, or pressure flow in any sequence. The program uses basic mathematical and hydraulic principles to calculate data such as cross-sectional area, wetted perimeter, normal depth, critical depth, pressure, and momentum. Model input includes storm drain facility geometry, invert elevations, pipe lengths, confluence angles, and downstream/upstream boundary conditions, i.e., initial water surface elevations. The 100-year HGL analysis is located in Appendix 6. Exhibit D indicates the location and name of each proposed storm drain line. All HGLs are below the finished surface and satisfy the County's one-foot freeboard requirement. 5.2 Curb Inlet Using the Rational Method results, the FlowMaster program was used to determine the flow depth and velocity within sfreet sections at curb inlet locations. The flow depth upsfream of the curb inlet is required to determine the curb inlet opening length. The Bentley FlowMaster program was used for analyzing street sections using equations from the Federal Highway Administration (FHWA) Hydraulic Engineering Circular No. 12 and Circular No. 22 methodologies. The FlowMaster results are located in the Appendix 7. Curb inlets were sized based on continuous grade or in sag locations. For both scenarios, the curb inlets were sized for the design storm event using the formulas within the San Diego County Drainage Design Manual. Detailed calculations are located in the Appendix 7. 5.3 Rip Rap Energy dissipation calculations were performed at the project outfalls to show that the outlets provide adequate energy dissipation for the post-project flows. Refer to the calculations provided in Appendices 8 and 9. For the five existing outfalls built per Drawing 470-5A, the existing riprap pads include grouted Vi ton riprap for the initial riprap pad length and ungrouted Vl ton riprap within the last five feet. For the proposed creek outfalls, per this project. Drawings 484-5 and 484-5A plan sets are referenced. The summary below explains the results for each outfall. P:\2468.20\Engt\Reports\DRAIN-FE\2468DR-FE.doc 15 • Line 1 per Drawing 470-5A: A hydraulic model of the outfall is included in Appendix 8. Since the proposed condition flow is less than the as-built design flow, there are no project impacts with regards to increased velocities or quantities of flows. • Line 2 per Drawing 470-5A: The project will not change the tributary area to this outfall. Therefore, the outfall condition in the post-project condition is the same as the as-built condition. A copy of the WSPG model from the reclamation report is included in Appendix 8. • Line 3 per Drawing 470-5A: Since the detained proposed condition flow from Basins 3-2a and 3-2b is less than the as-built design flow, there are no project impacts with regards to increased velocities or quantities of flows. • Line 4 per Drawing 470-5A: A hydraulic model of the outfall is included in Appendix 8. Since the proposed condition flow is less than the as-built design flow, there are no project impacts with regards to increased velocities or quantities of flows. • Line 5 per Drawing 470-5A: A hydraulic model of the outfall is included in Appendix 8. Since the proposed condition flow is less than the as-built design flow, there are no project impacts with regards to increased velocities or quantities of flows. • Line A per Drawing 484-5: A hydraulic model ofthe outfall is included in Appendix 8. An impact basin per SDRSD D-41 for energy dissipation is proposed. The energy loss through the unit is calculated according to the HEC-14 methodology. See calculations in Appendix 9. The velocity at the outlet of the box is computed and then the riprap class is sized per the velocity table on Regional Standard Drawing D-40. • Line B per Drawing 484-5A: A hydraulic model of the outfall is included in Appendix 8. Since the pipe is very steep, the pipe exit velocity is greater than 20 feet per second. Therefore, an impact basin per SDRSD D-41 for energy dissipation is proposed. The energy loss through the imit is calculated according to the HEC-14 methodology. See calculations in Appendix 9. The velocity at the outlet of the box is computed and then the riprap class is sized per the velocity table on Regional Standard Drawing D-40. • Line G per Drawing 484-5: A hydraulic model of the outfall is included in Appendix 8. The use of velocity rings within the outlet pipe per APWA Standard Plan Drawing 383-1 for intemal energy dissipation is proposed. The energy loss through the imit is calculated P:\2468.20\Engr\Reports\DRAIN-FE\2468DR-FE.doc 16 according to the HEC-14 methodology. See calculations in Appendix 9. The velocity at the outlet of the box is computed and then the riprap class is sized per the velocity table on Regional Standard Drawing D-40. 6. CONCLUSION This drainage report has been prepared in support of the final design of the storm drain improvements for the Quarry Creek Project. The purpose of this report is to provide peak discharges for use in designing the storm drain system for the project and to verify that the proposed peak flow rates do not cause downstream impacts. Each of the outfalls can accommodate the post-project 100-year flow rates, since the outfalls were designed to accommodate ultimate condition flow rates and each of the culverts at the channel outlets were sized large enough for maximum flexibility for future development. Based on the results presented herein, the proposed drainage facilities have been designed appropriately. P:\2468.20\Engr\Reports\DRAIN-FE\2468DR-FE.doc 17 APPENDIX 1 Supporting Documentation (Isopluvial Maps, Runoff Coefficients, FEMA FIRM Panel) 6 Dsunty 33-W Riverside County Si fa K in 3T3tT County of San Diego Hydrology Manual Rainfail Liopluvittls 1 WJ Year Rsinfatl Even* - 6 Honrs ^GIS SanGIS wui^ Kunm. Mr Iin nna TK-fv^ uuin vwtiwn • 3 0 3 Miles K'SO" — Riverside Gounty 3S>3C ! w b County of San Diego Hydrology Manual lUtinJiill Isopluvials 100 Year Rninfall Event - 24 Honrs S0§ SaHGIS 3 Of 3 Mlh» San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements %IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Mediimi Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Conmiercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited L) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General L) General Industrial 95 0.87 0.87 0.87 0.87 •Hie values associated wifli 0% impervious may be used for direct calculation ofthe runoflf coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain imdisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 -art« Hr^rdir^ at i-8UU-biy-bb2U. MAP SCALE 1" = 500' 0 250 500 750 1,000 FEET PANEL 0766G FIRM FLOOD INSURANCE RATE MAP SAN DIEGO COUNTY, CALIFORNIA AND INCORPORATED AREAS PANEL 766 OF 2375 (SEE MAP INDEX FOR FIRM PANEL UVYOUT) CARLSBAD. CITY OF OCEANSIDE. CITY OF VISTA. CITY OF NUMBER PANEL SUFFIX 06O2BS 0768 G 060294 0766 G 060297 0766 G Notk« to User Tha t4jp Number thcwm bel^ shouU be used wtwn placing map orders; Ihe Community Numtier shewn atove should t>e used on insurance applicalions for lie subject communXy. MAP NUMBER 06073C0766G MAP REVISED MAY 16, 2012 Federal Emergency Management .\gcncy This Is an official copy of a portion ofthe above referenced flood map. It vras extracted using F-MIT On-Llne. This map does not reflect changes or amendments which may have tieen made subsequent to the date on the title block. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store atvAvw.msc.fema.gov APPENDIX 2 Existing Conditions Rational Method Computer Output ' '*' .sEpl#i12ffl2014 •' ?-«ed>y23ffi0l'4 1 44 03 PM PM*^?' San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2994 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2803 hydrology manual Rational Hydrology Study Date: 97/23/14 2468 QUARRY CREEK EXISTING CONDITIONS SYSTEM lee, 200, & 300 FILE: S123E100 ********* Hydrology Study Control Information ********** Program License Serial Number 4049 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.900 24 hour precipitation(inches) = 5.100 P6/P24 = 55.9% San Diego hydrology manual 'C values used •!•+++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.808 •*** INITIAL AREA EVALUATION *•** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.088 Decimal fraction soil group D = 1.888 [INDUSTRIAL area type ] (Limited Industrial ) Impervious value, Ai = 8.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = ie0.000(Ft.) Highest elevation = 385.700(Ft.) Lowest elevation = 384.800(Ft.) Elevation difference = 0.90e(Ft.) Slope = 0.900 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 0.90 %, in a development type of Limited Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.61 minutes TC = [1.8*(l.l-C)*distance(Ft.)''.5)/(X slope*(l/3)] TC = [1.8*(l.l-8.85e0)*( 68.888''.5)/( 0.900'>(l/3)]= 3.61 Calculated TC of 3.610 minutes is less than 5 minutes. P:\2468.201ngrtReportslDRAIN^BHYDRO Page 1 of 27 Printed::i 2/2/2014 S123E100.out Modified 7/23/2014-144 03 PM PM resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 108.8 year storm Effective runoff coefficient used for area {Q=KCIA) is C » 8.858 Subarea runoff = 1.494(CFS) Total initial stream area = 8.23e(Ac.) Process from Point/Station 101.000 to Point/Station 101.100 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 384.888(Ft.) Downstream point elevation = 368.880(Ft.) Channel length thru subarea = 107.000(Ft.) Channel base width = ie.000(Ft.) Slope or 'Z' of left channel bank = 10.008 Slope or 'Z' of right channel bank = 18.880 Estimated mean flow rate at midpoint of channel = 1.494(CFS) Manning's 'N' = 0.035 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.494(CFS) Depth of flow = 0.058(Ft.), Average velocity = 2.433(Ft/s) Channel flow top width = 11.161(Ft.) Flow Velocity = 2.43(Ft/s) Travel time = 0.73 min. Time of concentration = 4.34 min. Critical depth = 0.086(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 8.858 Sub-Area C Value = 8.828 Rainfall intensity = 7.641(In/Hr) for a 188.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.196 Subarea runoff = 0.000(CFS) for 0.8e8(Ac.) Total runoff = 1.494(CFS) Total area = 0.230(Ac.) Depth of flow = 0.058(Ft.), Average velocity = 2.433(Ft/s) Critical depth = 0.086(Ft.) Process from Point/Station 101.100 to Point/Station 182.880 ***• STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 368.0ee(Ft.) End of street segment elevation = 340.8e8(Ft.) Length of street segment = 910.000(Ft.) Height of curb above gutter flowllne = 6.8(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break • 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.820 Slope from grade break to crown (v/hz) = 0.020 P:\2468.20EngrtReportsl£«AIN-FBHYDRO Page 2 of 27 IifitiS?'f2/2i26l4- S'l23El"00;out{:^- ''»:03'PMPM 8.8188 8.8188 TC = 7.34 min. = 8.800 = 8.888 = 8.880 = 1.880 ] Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 8.828 Gutter width = 1.580(Ft.) Gutter hike from flowllne = 1.500(In.) Manning's N in gutter = 8.8150 Manning's N from gutter to grade break = Manning's N from grade break to crown = Estimated mean flow rate at midpoint of street = 21.676(CFS) Depth of flow = 0.506(Ft.), Average velocity = 5.054(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.28(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.535(Ft.) Flow velocity = 5.05(Ft/s) Travel time = 3.08 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 8.858 Sub-Area C Value = 8.828 Rainfall intensity = 5.963(In/Hr) for a 180.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.821 CA = 7.010 Subarea runoff = 40.382(CFS) for 8.318(Ac.) Total runoff = 41.796(CFS) Total area = 8.548(Ac.) Street flow at end of street = 41.796(CFS) Half street flow at end of street = 41.796(CFS) Depth of flow = 0.615(Ft.), Average velocity = 5.969(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 5.75(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 340.000(Ft.) Downstream point/station elevation - 320.000(Ft.) Pipe length = 345.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 41.796(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 41.796(CFS) Normal flow depth in pipe = 15.75(In.) Flow top width inside pipe = 22.80(In.) Critical depth could not be calculated. Pipe flow velocity = 19.11(Ft/s) Travel time through pipe = 0.30 min. Time of concentration (TC) - 7.65 min. P;\2468.20\EngrtReports\DRAIN-FBHYDRO Page 3 of 27 S123E100.out Pnnted 12/2/2014 Modified 7/23/2014 1 44.03 PM PM. Process from Point/Station 182.888 to Point/Station **** SUBAREA FLOW ADDITION *•*• 183.888 Decimal fraction soil group A = 8.888 Decimal fraction soil group B = 8.888 Decimal fraction soil group C = 8.008 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Al = 0.858 Sub-Area C Value = 0.820 Time of concentration = 7.65 min. Rainfall intensity = 5.818(In/Hr) for a 188.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.821 CA = 18.331 Subarea runoff = 18.227(CFS) for 4.e5e(Ac.) Total runoff = 68.823(CFS) Total area = 12.598(Ac.) Process from Point/Station 183.008 to Point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME •••• Upstream point elevation » 320.000(Ft.) Downstream point elevation = 298.00e(Ft.) Channel length thru subarea = 265.000(Ft.) Channel base width = 19.088(Ft.) Slope or 'Z' of left channel bank » 3.008 Slope or 'Z' of right channel bank = 3.008 Estimated mean flow rate at midpoint of channel - 62.489(CFS) Manning's 'N' = 8.868 Maximum depth of channel = 1.008(Ft.) Flow(q) thru subarea = 62.489(CFS) Depth of flow = 8.873(Ft.), Average velocity - 5.676(Ft/s) Channel flow top width = 15.235(Ft.) Flow Velocity = 5.68(Ft/s) Travel time = 8.78 min. Time of concentration = 8.42 min. Critical depth = e.969(Ft.) Adding area flow to channel Decimal fraction soil group A = 8.888 Decimal fraction soil group B = 8.800 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 8.888 Sub-Area C Value = 8.358 Rainfall intensity = 5.458(In/Hr) for a 180.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.698 CA = 11.888 Subarea runoff = 4.863(CFS) for 4.450(Ac.) Total runoff = 64.886(CFS) Total area = 17.040(Ac.) Depth of flow = 0.891(Ft.), Average velocity = 5.745(Ft/s) Critical depth • 0.984(Ft.) P:\2468.20\EngrtReports\DRAIN-FBHYDRO Page4of27 ritedJ2/2/2i)lii: 'iS'123B100.oiit . .' ++++++++++++++++++ Process from Point/Station 104.888 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) •*** Upstream point/station elevation = 298.000(Ft.) Downstream point/station elevation = 296.000(Ft.) Pipe length - 95.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 64.886(CFS) Nearest computed pipe diameter = 33.08(ln.) Calculated individual pipe flow = 64.886(CFS) Normal flow depth in pipe = 23.27(In.) Flow top width inside pipe = 30.09(In.) Critical Depth = 30.55(In.) Pipe flow velocity = i4.49(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 8.53 min. Process from Point/Station 104.888 to Point/Station 105.000 *•«* CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 17.040(Ac.) Runoff from this stream = 64.886(CFS) Time of concentration = 8.53 min. Rainfall intensity = 5.413(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++ Process from Point/Station 186.888 to Point/Station 107.888 **** INITIAL AREA EVALUATION **••* Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.888 Decimal fraction soil group C = 8.888 Decimal fraction soil group D = 1.800 [MEDIUM DENSITY RESIDENTIAL (10.9 DU/A or Less ) Impervious value, Ai - 0.450 Sub-Area C Value = 0.600 Initial subarea total flow distance Highest elevation = 334.0e0(Ft.) Lowest elevation = 332.700(Ft.) Elevation difference = 1.308(Ft.) Slope = 1.888 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 65.88 (Ft) for the top area slope value of 1.00 %, in a development type of 18.9 DU/A or Less In Accordance With Table 3-2 Initial Area Tine of Concentration = 7.98 minutes (for slope value of 1.00 %) Rainfall intensity (I) = 5.689(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.600 ] 130.000(Ft.) P:\2468.20Engi«eports\DR/yNfEWDRO Page 5 of 27 S123E100.out Modified 7/23/2014 1 44 03 PM PM Subarea runoff - 1.582(CFS) Total initial stream area = 8.448(Ac.) Process from Point/Station 187.888 to Point/Station 185.800 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *•** Top of Street segment elevation « 332.788(Ft.) End of street segment elevation = 296.8ee(Ft.) Length of street segment - 718.888(Ft.) Height of curb above gutter flowllne = 6.8(In.) Width of half street (curb to crown) = 22.888(Ft.) Distance from crown to crossfall grade break ^ 18.88e(Ft.) Slope from gutter to grade break (v/hz) • 8.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] slde(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.028 Gutter width = 1.500(Ft.) Gutter hike from flowllne ' 1.500(In.) Manning's N in gutter = 0.0158 Manning's N from gutter to grade break = 8.8188 Manning's N from grade break to crown = 8.8188 Estimated mean flow rate at midpoint of street = 6.815(CFS) Depth of flow = 0.319(Ft.), Average velocity - 4.547(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.187(Ft.) Flow velocity = 4.55(Ft/s) Travel time = 2.60 min. TC = 18.58 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C « 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Impervious value, Ai = 8.458 Sub-Area C Value = 0.600 Rainfall intensity = 4.734(In/Hr) for a 108.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.600 CA = 2.208 Subarea runoff = 8.951(CFS) for 3.240(Ac.) Total runoff = 10.453(CFS) Total area = 3.680(Ac.) Street flow at end of street = 10.453(CFS) Half street flow at end of street = 10.453(CFS) Depth of flow = 8.374(Ft.), Average velocity = 5.183(Ft/s) Flow width (from curb towards crown)= 13.948(Ft.) Process from Point/Station 107.000 to Point/Station 105.000 **** C(»JFLUENCE OF MAIN STREAMS •*•• The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.680(Ac.) P:\2468.20\EngrtReportsSDR/MfHi\HYDRO Page 6 of27 -«fiSfeii!;i2QC0M Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: ^"'j'-^^-'^ifled'7C3C0T4 T 440ypW PWT^^.. 18.453(CFS) 18.58 min. 4.734(ln/Hr) Stream No. 1 2 Qmax(l) Qmax(2) Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 64.886 18.453 1.000 1.888 8.875 1.888 8.53 10.58 5.413 4.734 1.000 0.812 888 880 64.886) 18.453) 64.886) 18.453) 73.379 67.203 Total of 2 main streams to confluence: Flow rates before confluence point: 64.886 10.453 Maximum flow rates at confluence using above data: 73.379 67.203 Area of streams before confluence: 17.040 3.680 Results of confluence: Total flow rate = 73.379(CFS) Time of concentration = 8.533 min. Effective stream area after confluence = 20.720(Ac.) n I I I I I I H-+4 !•+++++++++++++ Process from Point/Station 105.000 to Point/Station 108.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 296.000(Ft.) Downstream point/station elevation = 288.880(Ft.) Pipe length = 240.00(Ft.) Manning's N = 8.813 No. of pipes = 1 Required pipe flow - 73.379(CFS) Nearest computed pipe diameter = 38.88(In.) Calculated individual pipe flow = 73.379(CFS) Normal flow depth in pipe = 24.05(In.) Flow top width inside pipe = 23.93(In.) Critical depth could not be calculated. Pipe flow velocity = 17.39(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 8.76 min. ++++++++++++++++ Process from Point/Station 105.000 to Point/Station 108.000 ••** CONFLUENCE OF MAIN STREAMS *»** The following data inside Main Stream is listed: In Main Stream number: 1 P:\2«8.20\Eiigr\Reports\DRAIN-FBHYDRO Page 7 of 27 ^^,j.S123E100.outS-J^; . „ Pnnted 12/2/2014 - Modified 7/23/2014 1 44 03 PM PM stream flow area = 20.720(Ac.) Runoff from this stream = 73.379(CFS) Time of concentration = 8.76 min. Rainfall intensity = 5.321(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station +++++++++++++++++ 189.888 to Point/Station 118.808 •*** INITIAL AREA EVALUATION •**• Decimal fraction soil group A = 0.080 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai ^ 0.400 Sub-Area C Value - 0.570 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 328.700(Ft.) Lowest elevation = 328.000(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 minutes (for slope value of 1.80 %) Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.530(CFS) Total initial stream area = 0.178(Ac.) Process from Point/Station 110.000 to Point/Station 108.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 328.000(Ft.) End of street segment elevation = 288.000(Ft.) Length of street segment = 1110.888(Ft.) Height of curb above gutter flowllne = 6.8(In.) Width of half street (curb to crown) = 22.ee8(Ft.) Distance from crown to crossfall grade break = 18.888(Ft.) Slope from gutter to grade break (v/hz) = 8.828 Slope from grade break to crown (v/hz) = 8.828 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0158 Manning's N from gutter to grade break = 8.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 6.419(CFS) P:\2468.20€ngr\Reports\DRAIN-FBHYDRO Page 8 of 27 -S123E100out Modified 7/23/2014 1 44 03 PM PM i . Depth of flow - 0.342(Ft.), Average velocity > 4.023(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 12.347(Ft.) Flow velocity = 4.02(Ft/s) Travel time « 4.60 min. TC = 13.00 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D • 1.008 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 8.488 Sub-Area C Value « 8.570 Rainfall intensity = 4.126(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C = 0.570 CA " 2.964 Subarea runoff = 11.699(CFS) for 5.838(Ac.) Total runoff = 12.229(CFS) Total area = 5.200(Ac.) Street flow at end of street = 12.229(CFS) Half street flow at end of street = 12.229(CFS) Depth of flow - 0.413(Ft.), Average velocity - 4.693(Ft/s) Flow width (from curb towards crown)= 15.920(Ft.) Process from Point/Station 118.888 to Point/Station •*** CONFLUENCE OF MAIN STREAMS •••* The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.288(Ac.) Runoff from this stream = 12.229(CFS) Time of concentration = 13.88 min. Rainfall intensity = 4.126(In/Hr) Summary of stream data: 188.888 Stream No. 1 2 Qmax(l) Qmax(2) Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 73.379 12.229 1.000 1.000 0.775 1.000 8.76 13.08 1.888 0.674 1.000 1.000 73.379) 12.229) 73.379) 12.229) 5.321 4.126 + + = 81.622 69.126 Total of 2 main streams to confluence: Flow rates before confluence point: 73.379 12.229 Maximum flow rates at confluence using above data: 81.622 69.126 Area of streams before confluence: 20.720 5.200 P:\2468.2()€ngr\Repoits\DR/«N-FBHYDRO Page 9 of 27 - S123E100outiie^ Pnnted 12/2/2014 ' '''-'^ f'7B3/20141:44:03 PM'PM* Results of confluence: Total flow rate = 81.622(CFS) Time of concentration = 8.763 min. Effective stream area after confluence 25.920(Ac.) Process from Point/Station 108.008 to Point/Station 111.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) ***• Upstream point/station elevation = 288.000(Ft.) Downstream point/station elevation = 218.000(Ft.) Pipe length = 305.88(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 81.622(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 81.622(CFS) Normal flow depth in pipe = IS.56(In.) Flow top width inside pipe > 22.92(In.) Critical depth could not be calculated. Pipe flow velocity = 37.90(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 8.90 min. Process from Point/Station 111.000 to Point/Station 112.808 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 218.888(Ft.) Downstream point elevation = 198.8ee(Ft.) Channel length thru subarea = 635.888(Ft.) Channel base width = 5.00e(Ft.) Slope or 'Z' of left channel bank • 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.050 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea = 84.015(CFS) Depth of flow = 1.723(Ft.), Average velocity = Channel flow top width = 11.892(Ft.) Flow Velocity = 5.77(Ft/s) Travel time = 1.83 min. Time of concentration = 10.73 min. Critical depth = 1.641(Ft.) Adding area flow to channel Decimal fraction soil group A = 8.888 Decimal fraction soil group B = 8.888 Decimal fraction soil group C = 8.888 Decimal fraction soil group D = 1.888 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 4.669(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area 84.015 (CFS) 5.774(Ft/s) P:\2468.20\En^eports\DRAIN-FE\HYDRO Page 10 of 27 ^^^^^l2^S!^^il^&^i>' . '' 7/23/20f4"144 03 PM PM (Q=KCIA) is C - 0.662 CA - 18.494 Subarea runoff = 4.732(CFS) for 2.020(Ac.) Total runoff = 86.354(CFS) Total area = 27.940(Ac.) Depth of flow = 1.747(Ft.), Average velocity = 5.818(Ft/s) Critical depth = 1.672(Ft.) ++++++1 I M I I I I I I I I H-++++H-4.+++++4-f+++ Process from Point/Station 111.000 to Point/Station 112.000 ***• CONFLUENCE OF MAIN STREAMS *••• The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.940(Ac.) Runoff from this stream = 86.354(CFS) Time of concentration = 10.73 min. Rainfall intensity = 4.669(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++ Process from Point/Station **** INITIAL AREA EVALUATION **** 113.000 to Point/Station 114.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Al ^ 8.000 Sub-Area C value = 0.350 Initial subarea total flow distance = 115.000(Ft.) Highest elevation = 337.000(Ft.) Lowest elevation = 330.000(Ft.) Elevation difference = 7.000(Ft.) Slope = 6.087 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.09 %, in a development type of Permanent Open Space In Accordance With Table 3-2 Initial Area Time of Concentration = 8.70 minutes (for slope value of 5.00 %) Rainfall intensity (I) = 5.345(In/Hr) for a 108.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.281(CFS) Total initial stream area = 0.150(Ac.) Process fron Point/Station 114.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME •••* 115.000 Upstream point elevation = Downstream point elevation • Channel length thru subarea Channel base width = 330.000(Ft.) 240.000(Ft.) = 420.000(Ft.) 10.000(Ft.) P:\2468.20«ngrtReports\DRAIN-FBHYDRO Page 11 of 27 yOff I^Hii #V>a.«i H>» ^ . J i5;S^iS-iS^I*3f""ted.12ffl2014 S123E100:out?<^ 'Mo&ified 7/23/2ff14 1 44 03 PM PM '-'is Slope or 'Z' of left channel bank • 18.888 Slope or 'Z' of right channel bank = 18.888 Estimated mean flow rate at midpoint of channel = 1.517(CFS) Manning's 'N' = 0.050 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.517(CFS) Depth of flow = 0.066(Ft.), Average velocity = 2.157(Ft/s) Channel flow top width - 11.319(Ft.) Flow Velocity = 2.16(Ft/s) Travel time = 3.25 min. Time of concentration = 11.95 min. Critical depth = 0.087(Ft.) Adding area flow to channel Decimal fraction soil group A « 0.088 Decimal fraction soil group B = 8.800 Decimal fraction soil group C = 0.088 Decimal fraction soil group D = 1.888 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 8.000 Sub-Area C Value =8.358 Rainfall intensity = 4.357(In/Hr) for a 188.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.358 CA = 8.612 Subarea runoff = 2.388(CFS) for 1.688(Ac.) Total runoff = 2.669(CFS) Total area = 1.758(Ac.) Depth of flow = 8.092(Ft.), Average velocity = 2.656(Ft/s) Critical depth = 0.125(Ft.) Process from Point/Station **** STREET FLOW TRAVEL TIME 115.000 to Point/Station SUBAREA FLOW ADDITION •**• 116.000 Top of street segment elevation = 240.000(Ft.) End of street segment elevation = 203.000(Ft.) Length of street segment = 900.888(Ft.) Height of curb above gutter flowline = 6.8(In.) Width of half street (curb to crown) = 22.888(Ft.) Distance from crown to crossfall grade break = 18.88e(Ft.) Slope from gutter to grade break (v/hz) = 8.828 Slope from grade break to crown (v/hz) = 8.820 Street flow is on [1] side(s) of the street Distance fron curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 8.828 Gutter width = 1.588(Ft.) Gutter hike from flowline = 1.5e8(In.) Manning's N in gutter » 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street Depth of flow = 0.468(Ft.), Average velocity Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.661(Ft.) Flow velocity = S.S4(Ft/s) Travel time = 2.71 rain. TC = 14.65 min Adding area flow to street 19.672(CFS) 5.536(Ft/s) P:\2468.201EngrtRepoitsTO\IN-FE\HYDRO Page 12 of 27 .Mti/iiiiiiiSs: Printed:^l2iSSw •Modified 7/23/2014 1 44 03PM PM = 1 M Decimal fraction soil group A = 0.888 Decimal fraction soil group B = 8.888 Decimal fraction soil group C = 8.000 Decimal fraction soil group D = 1.888 [HIGH DENSITY RESIDENTIAL ] (24.8 DU/A or Less ) Impervious value, Ai = 8.650 Sub-Area C Value > 0.718 Rainfall intensity = 3.819(In/Hr) for a 188.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.666 CA = 9.622 Subarea runoff = 34.877(CFS) for 12.698(Ac.) Total runoff = 36.745(CFS) Total area = 14.440(Ac.) Street flow at end of street = 36.745(CFS) Half street flow at end of street = 36.745(CFS) Depth of flow = 0.569(Ft.), Average velocity = 6.356(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.45(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) Process from Point/Station 116.888 to Point/Station 112.888 ***• PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation t= 203.000(Ft.) Downstream point/station elevation = 198.888(Ft.) Pipe length = ie0.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 36.745(CFS) Nearest computed pipe diameter = 24.08(In.) Calculated individual pipe flow = 36.745(CFS) Normal flow depth in pipe = 15.16(In.) Flow top width inside pipe » 23.15(In.) Critical depth could not be calculated. Pipe flow velocity = 17.56(Ft/s) Travel time through pipe = 0.09 rain. Time of concentration (TC) = 14.75 min. ++++++++++++++++ Process from Point/Station 116.000 to Point/Station 112.000 »»»« CONFLUENCE OF MAIN STREAMS •*** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 14.440(Ac.) Runoff from this stream = 36.745(CFS) Time of concentration = 14.75 min. Rainfall intensity = 3.883(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) 86.354 10.73 Rainfall Intensity (In/Hr) 4.669 P:\2468.201Engr\Reports\DR/WN-FEWi'DRO Page 13 of 27 ' -PnnteS'i™? 2 Qmax(l) S123E100out" - '^%le^^^'^ Modified:-7/23/20,l'4:1:Md3 745 14.75 3.803 1.000 * 1.000 « 86.354) + 1.000 * 0.727 * 36.745) + = 113.084 0.814 * 1.000 * 86.354) + 1.000 * 1.000 • 36.745) + = 107.077 (Jraax(2) Total of 2 main streams to confluence: Flow rates before confluence point: 86.354 36.745 Maximum flow rates at confluence using above data: 113.084 107.077 Area of streams before confluence: 27.940 14.448 Results of confluence: Total flow rate = 113.084(CFS) Time of concentration = 10.730 min. Effective stream area after confluence = 42.388(Ac.) Process from Point/Station 112.000 to Point/Station 117.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) •*** Upstream point/station elevation = 198.000(Ft.) Downstream point/station elevation = 189.888(Ft.) Pipe length = 368.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 113.084(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 113.084(CFS) Normal flow depth in pipe = 28.03(In.) Flow top width inside pipe =• 35.07(In.) Critical depth could not be calculated. Pipe flow velocity = 17.72(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 11.07 min. Process from Point/Station 112.008 to Point/Station 117.000 •*** SUBAREA FLOW ADDITION ••*• Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = I.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.718 Time of concentration = 11.07 nin. Rainfall intensity - 4.577(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.673 CA = 36.324 P:\2468.20\EngrtReports\DRAIN-FE\HYDRO Page 14 of 27 -^nw~^*''-L->.'Jife^...,; S123E100:out , [S!*^^ Pnnted ll5B014 *Mdaifieda7/23C014m03PMPM Subarea runoff . 53.155(CFS) for 11.560(Ac.) Total runoff = 166.240(CFS) Total area = 53.940(Ac.) Process from Point/Station 112.008 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 117.888 The following data inside Main Stream is listed: In Main Stream nuinber: 1 Stream flow area = 53.948(Ac.) Runoff from this stream = 166.248(CFS) Time of concentration = 11.87 min. Rainfall intensity = 4.577(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++ Process from Point/Station **** INITIAL AREA EVALUATION **** 118.888 to Point/Station 119.008 ] Decinal fraction soil group A = 0.009 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.099 Decimal fraction soil group D = 1.999 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 80.000(Ft.) Highest elevation = 274.699(Ft.) Lowest elevation = 273.800(Ft.) Elevation difference = 0.88e(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.08 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 minutes (for slope value of 1.00 %) Rainfall Intensity (I) = 5.468(In/Hr) for a 100.8 year storm Effective runoff coefficient used for area ((J=KCIA) is C = 8.578 Subarea runoff = e.592(CFS) Total initial stream area = 9.199(Ac.) Process from Point/Station *••* STREET FLOW TRAVEL TIME ++++++4++++++++++++++++++++++++ 119.000 to Point/Station 120.009 SUBAREA FLOW ADDITION **** Top of street segment elevation = 273.809(Ft.) End of street segment elevation = 181.000(Ft.) Length of street segment = 1290.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 P:\2468.20\EngilReports\DRAIN-FE\HYDRO Page15of27 S123E100out Pnnted 12/2/2014 'Modifi^ V^t)1'41-44 03 PM PM 0.020 0.0180 0.0180 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break Manning's N from grade break to crown = Estimated mean flow rate at midpoint of street = 19.754(CFS) Depth of flow = 0.430(Ft.), Average velocity = 6.849(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.772(Ft.) Flow velocity = 6.85(Ft/s) Travel time = 3.14 min. TC = 11.54 min. Adding area flow to street Decimal fraction soil group A > 0.099 Decimal fraction soil group B = 9.999 Decimal fraction soil group C = 9.990 Decimal fraction soil group D = 1.009 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 9.490 Sub-Area C Value = 9.579 Rainfall intensity • 4.455(In/Hr) for a 199.9 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 9.579 CA = 8.715 Subarea runoff = 38.237(CFS) for 15.100(Ac.) Total runoff = 38.829(CFS) Total area = 15.290(Ac.) Street flow at end of street = 38.829(CFS) Half street flow at end of street - 38.829(CFS) Depth of flow = 0.535(Ft.), Average velocity = 7.855(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.75(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) Process from Point/Station 120.000 to Point/Station 117.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) •*•* Upstream point/station elevation = 181.888(Ft.) Downstream point/station elevation = 177.988(Ft.) Pipe length = 318.88(Ft.) Manning's N = 8.813 No. of pipes - 1 Required pipe flow = 38.829(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 38.829(CFS) Normal flow depth in pipe = 23.25(In.) Flow top width inside pipe = 25.05(In.) Critical Depth = 25.24(In.) Pipe flow velocity = 9.51(Ft/s) Travel time through pipe = 0.54 min. Time of concentration (TC) = 12.08 min. ^++++++++++^ P:\2468.20€ngrtRepoitslDRAIN-FBHYORO Page16of27 S123E100.outd,L Prinled:i12/2/2014'7 ^7S3^?^3iPMPM Process from Point/Station 120.000 to Point/Station 117.000 *•** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 15.290(Ac.) Runoff from this stream = 38.829(CFS) Time of concentration = 12.08 min. Rainfall intensity = 4.325(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 166.240 2 38.829 Qmax(l) = 11.07 12.08 4.577 4.325 Qmax(2) = 1.000 1.000 0.945 1.000 1.008 8.916 1.800 1.000 166.240) 38.829) 166.240) 38.829) 201.809 195.929 Total of 2 main streams to confluence: Flow rates before confluence point: 166.240 38.829 Maximum flow rates at confluence using above data: 201.889 195.929 Area of streams before confluence: 53.948 15.290 Results of confluence: Total flow rate = 201.809(CFS) Time of concentration = 11.068 min. Effective stream area after confluence 69.230(Ac.) Process from Point/Station 117.000 to Point/Station 121.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) *•*• Upstream point/station elevation = 177.900(Ft.) Downstream point/station elevation = 148.000(Ft.) Pipe length = 345.08(Ft.) Manning's N = 8.813 No. of pipes = 1 Required pipe flow = 281.889(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 201.809(CFS) Normal flow depth in pipe = 27.14(In.) Flow top width inside pipe = 35.88(In.) Critical depth could not be calculated. Pipe flow velocity = 32.77(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 11.24 min. P:\246820)EngrtRepoifs\DRAIN-FBHYDRO Page 17 of 27 S123E100.out Pnnted 12/2/2014 ' S'^.Mi)5ifilf;7/23/20141:4403 P¥R»^ Process from Point/Station 124.000 to Point/Station 121.000 ••*« SUBAREA FLOW ADDITION •*** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 11.24 min. Rainfall intensity = 4.530(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.654 CA = 45.944 Subarea runoff = 6.335(CFS) for 1.040(Ac.) Total runoff = 208.144(CFS) Total area = 70.270(Ac.) Process from Point/Station 121.000 to Point/Station 121.000 **** SUBAREA FLOW ADDITION •**'• Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.088 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Time of concentration = 11.24 min. Rainfall intensity = 4.530(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.649 CA = 46.322 Subarea runoff •= 1.712(CFS) for 1.080(Ac.) Total runoff = 209.856(CFS) Total area ' 71.350(Ac.) Process from Point/Station 121.000 to Point/Station 122.000 «*«« PIPEFLOW TRAVEL TIME (Program estimated size) •••• Upstream point/station elevation = 148.000(Ft.) Downstream point/station elevation = 125.000(Ft.) Pipe length = 77.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 209.856(CF5) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 209.856(CFS) Normal flow depth in pipe = 23.02(In.) Flow top width inside pipe = 25.36(In.) Critical depth could not be calculated. Pipe flow velocity = 51.90(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 11.27 min. P:\2468.20€ngrtReports\DRAIN-FBHYDRO Page 18 of 27 'S123E100out ' Modified 7/23/2014>^144 03 PM PM Process from Point/Station 122.000 to Point/Station 123.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 125.000(Ft.) Downstream point/station elevation = 85.000(Ft.) Pipe length = 815.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 209.856(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 209.856(CFS) Normal flow depth in pipe = 32.39(In.) Flow top width Inside pipe = 35.28(In.) Critical depth could not be calculated. Pipe flow velocity = 26.34(Ft/s) Travel time through pipe - 0.52 min. Time of concentration (TC) = 11.78 min. Process from Point/Station 122.000 to Point/Station 123.000 **•* CONFLUENCE OF MAIN STREAMS *•** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 71.350(Ac.) Runoff from this stream = 209.856(CFS) Time of concentration = 11.78 min. Rainfall intensity = 4.395(In/Hr) Program is now starting with Main Stream No. 2 •t"H-++++++++-H"t-+-H-++++-H-l I I I I I I I I I I I 1++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 281.888 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 8.888 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.999 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 9.959 Sub-Area C Value = 0.870 Initial subarea total flow distance = 62.000(Ft.) Highest elevation = 181.200(Ft.) Lowest elevation = 180.500(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.129 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maximun overland flow distance is 60.00 (Ft) for the top area slope value of 1.13 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.08 minutes TC = [1.8*(l.l-C)*distance(Ft.)'^.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.8700)*( 60.000*.5)/( 1.130*(l/3)]= 3.08 The initial area total distance of 62.00 (Ft.) entered leaves a P;m2fflEngrtReportslDRAIN-FBHYDRO Page 19 of 27 Printed. 12/2/2014 . '-*«i*S123E100out, remaining distance of 2.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.07 minutes for a distance of 2.00 (Ft.) and a slope of 1.13 % with an elevation difference of 0.02(Ft.) from the end of the top area Tt = [11.9»length(Mi)'^3)/(elevatlon change{Ft.))]*.385 •60(min/hr) 0.075 Minutes Tt=[(11.9*0.00O4'>3)/( 9.92)]".385= 0.07 Total initial area Ti = 3.08 minutes from Figure 3-3 formula plus 0.07 minutes from the Figure 3-4 formula = 3.15 minutes Calculated TC of 3.154 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.332(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 201.000 to Point/Station 202.099 ••»* STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 188.599(Ft.) End of street segment elevation « 111.900(Ft.) Length of street segment = 921.099(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break •= 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] slde(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 4.256(CFS) Depth of flow = 0.274(Ft.), Average velocity = 4.856(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.973(Ft.) Flow velocity = 4.86(Ft/s) Travel time = 3.16 min. TC = 6.31 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (Limited Industrial ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Rainfall intensity = 6.573(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.851 CA = 1.259 Subarea runoff = 7.943(CFS) for 1.438(Ac.) Total runoff = 8.275(CFS) Total area - 1.488(Ac.) P:\2468iO€ngrtReports\DRAIN-FE\HYDRO Page 20 of 27 .S123E100'S!^" Pnnted IZ'Z^OI*. Modified S123E100.out Street flow at end of street = 8.275(CFS) Half street flow at end of street = 8.275(CFS) Depth of flow = 0.331(Ft.), Average velocity = 5.664(Ft/s) Flow width (from curb towards crown)= 11.788(Ft.) 1 I I I I I I I l++++4+++++++++++++++++4-++++4-t++++++4-H-t.+++++++++ Process fron Point/Station 282.800 to Point/Station 283.888 **** IMPROVED CHANNEL TRAVEL TIME ***• Upstream point elevation = 111.888(Ft.) Downstream point elevation = ie5.588(Ft.) Channel length thru subarea = 336.888(Ft.) Channel base width = ie.888(Ft.) Slope or 'Z' of left channel bank = 58.800 Slope or 'Z' of right channel bank = 58.888 Estimated mean flow rate at midpoint of channel = 19.961(CFS) Manning's 'N' = 8.838 Maximum depth of channel = 1.888(Ft.) Flow(q) thru subarea = 19.961(CFS) Depth of flow = 8.336(Ft.), Average velocity = 2.215(Ft/s) Channel flow top width = 43.618(Ft.) Flow Velocity = 2.21(Ft/s) Travel time = 2.53 min. Time of concentration = 8.84 min. Critical depth » 0.313(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 5.290(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.400 CA = 5.970 Subarea runoff = 23.303(CFS) for 13.460(Ac.) Total runoff > 31.578(CFS) Total area = 14.940(Ac.) Depth of flow » 0.413(Ft.), Average velocity = 2.493(Ft/s) Critical depth = 0.391(Ft.) Process from Point/Station 205.000 to Point/Station **** SUBAREA FLOW ADDITION **** 203.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.008 [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less ) Impervious value, Ai = 8.188 Sub-Area C Value = 8.418 Time of concentration = 8.84 min. P:\2468.20\EngrtReports\DRAIN-FE\HYDRO Page 21 of 27 Printed: 12/2/2014 .: y. :'Modified:'7/23/2014 1 44 03 PM PM Rainfall intensity = 5.290(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.400 CA = 6.481 Subarea runoff = 2.277(CFS) for 1.858(Ac.) Total runoff = 33.856(CFS) Total area = 15.998(Ac.) Process from Point/Station 206.000 to Point/Station 203.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.899 Decimal fraction soil group C = 8.888 Decimal fraction soil group D = 1.888 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Al = 8.958 Sub-Area C Value = 0.870 Time of concentration = 8.84 min. Rainfall intensity = 5.290(In/Hr) for a 189.9 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 9.416 CA = 6.879 Subarea runoff = 2.531(CFS) for 0.550(Ac.) Total runoff = 36.387(CFS) Total area = 16.540(Ac.) Process from Point/Station 203.099 to Point/Station 294.999 »*•* PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 99.699(Ft.) Downstream point/station elevation = 86.288(Ft.) Pipe length = 298.99(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.387(CFS) Nearest computed pipe diameter = 24.99(In.) Calculated individual pipe flow = 36.387(CFS) Normal flow depth in pipe = 15.63(In.) Flow top width inside pipe = 22.87(In.) Critical depth could not be calculated. Pipe flow velocity = 16.89(Ft/s) Travel time through pipe = 8.38 min. Time of concentration (TC) = 9.14 min. +++++++++++++++++++ Process from Point/Station 283.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS *••• The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 16.540(Ac.) Runoff from this stream = 36.387(CFS) Time of concentration = 9.14 min. Rainfall intensity = 5.178(In/Hr) Program is now starting with Main Stream No. 3 204.000 P:\2468.20\EngrtReports\DRAIN-FBHYDRO Page 22 of 27 Pnnted'12^U20'14* ^•'^^J:^}l^i^i.7'l23}2Dn*m-Oi PM PM Process from Point/Station 300.009 to Point/Station **** INITIAL AREA EVALUATION **•• 301.000 ] 250.888(Ft.) Decimal fraction soil group A = 8.999 Decimal fraction soil group B = 9.999 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = Highest elevation = 163.000(Ft.) Lowest elevation = 139.000(Ft.) Elevation difference = 24.000(Ft.) Slope = 9.600 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 9.60 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Tine of Concentration = 6.35 minutes TC = [1.8»(l.l-C)»distance(Ft.)'^.5)/(% slope"(l/3)] TC = [1.8*(l.l-0.3500)*( 100.000».5)/( 9.600''(l/3)]» 6.35 The initial area total distance of 250.00 (Ft.) entered leaves a remaining distance of 159.99 (Ft.) Using Figure 3-4, the travel time for this distance is 0.91 minutes for a distance of 150.09 (Ft.) and a slope of 9.60 % with an elevation difference of 14.40(Ft.) from the end of the top area Tt = [11.9»length(Mi)*3)/(elevation change(Ft.))]*.385 •60(min/hr) 0.912 Minutes Tt=[(11.9*0.0284'^3)/{ 14.40)]*.385= 0.91 Total initial area Ti = 6.35 minutes from Figure 3-3 formula plus 9.91 minutes from the Figure 3-4 formula = 7.26 minutes Rainfall intensity (I) = 6.005(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 2.144(CFS) Total initial stream area = 1.020(Ac.) +++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.009 to Point/Station 392.999 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 139.000(Ft.) Downstream point elevation = 111.009(Ft.) Channel length thru subarea = 69.999(Ft.) Channel base width = 19.999(Ft.) Slope or "Z" of left channel bank = 2.999 Slope or 'z' of right channel bank = 2.999 Manning's "N" = 9.945 Maximum depth of channel = 1.900(Ft.) Flow(q) thru subarea = 2.144(CFS) Depth of flow = 8.861(Ft.), Average velocity Channel flow top width = 18.244(Ft.) Flow Velocity = 3.47(Ft/s) 3.466(Ft/s) P:\2468.20\Engr«eports\[)R/yN-FE\HYDRO Page 23 of 27 Pnnted 12/2/2014 S123E1(jb.'iSut>i ...... ..,tH«^^ McffiV7/23/20141-44-03 PM PM Travel time = 8.29 min. Time of concentration = 7.55 min. Critical depth = 0.111(Ft.) Process from Point/Station 302.008 to Point/Station 383.000 *«** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 111.000(Ft.) Downstream point elevation = 103.000(Ft.) Channel length thru subarea = 450.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank « 50.088 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 7.120(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 7.120(CFS) Depth of flow = 0.203(Ft.), Average velocity = 1.739(Ft/s) Channel flow top width = 30.315(Ft.) Flow Velocity = 1.74(Ft/s) Travel time = 4.31 min. Time of concentration = 11.87 min. Critical depth = 0.186(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.088 Decimal fraction soil group B = 8.888 Decimal fraction soil group C = 8.899 Decimal fraction soil group D = 1.988 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 8.888 Sub-Area C Value = 8.358 Rainfall intensity = 4.376(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 2.744 Subarea runoff = 9.863(CFS) for 6.820(Ac.) Total runoff = 12.007(CFS) Total area = 7.840(Ac.) Depth of flow = 0.261(Ft.), Average velocity = 1.999(Ft/s) Critical depth = 0.242(Ft.) Process from Point/Station 303.000 to Point/Station 304.000 **«* PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 93.500(Ft.) Downstream point/station elevation = 71.300(Ft.) Pipe length = 119.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.007(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 12.097(CFS) Normal flow depth in pipe = 7.97(In.) Flow top width inside pipe = 11.34(In.) Critical depth could not be calculated. Pipe flow velocity = 21.66(Ft/s) P:\2468.20\EngrtReports\DRAIN-FBHYDRO Page 24 of 27 "SN** - Pnnted I12C/2014*- Travel time through pipe - Time of concentration (TC) S123E100 out,. < < !• , - • Modified 7/23/2014 1 44 03 PM PM '~' 0.09 min. 11.96 min. +++++-t"»++++++++4-f+++1 IIIIIIIII I+++++++++++++++++++++++++++++++++++++++ Process fron Point/Station 306.000 to Point/Station 304.000 **** SUBAREA FLOW ADDITION ••** Decinal fraction soil group A = 0.099 Decinal fraction soil group B = 9.999 Decinal fraction soil group C = 9.999 Decinal fraction soil group D = 1.999 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value> Ai = 9.999 Sub-Area C Value = 0.350 Time of concentration = 11.96 nin. Rainfall intensity = 4.354(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C = 0.350 CA = 2.873 Subarea runoff = 0.594(CFS) for 0.370(Ac.) Total runoff = 12.511(CFS) Total area = 8.210(Ac.) ++++++++H-+4-I Process from Point/Station ***» SUBAREA FLOW ADDITION **** M-+++++tt+tt 11 I I I I I I I I I I I I I I I I I I I I I 307.000 to Point/Station 304. Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.008 Decimal fraction soil group D • 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Time of concentration » 11.96 min. Rainfall intensity = 4.354(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 3.482 Subarea runoff - 2.652(CFS) for 1.740(Ac.) Total runoff = 15.163(CFS) Total area = 9.950(Ac.) Process from Point/Station 398.900 to Point/Station •»•• SUBAREA FLOW ADDITION **** +++++++++ 304.000 Decimal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 0.009 Decimal fraction soil group D = 1.999 [UNDISTURBED NATURAL TERRAIN (Pernanent Open Space ) Impervious value, Ai = 0.099 Sub-Area C Value = 9.359 Time of concentration = 11.96 min. P:C46820\Engr«epoits\DRA!N-FBHYDRO Page 25 of 27 -"••••'^•'p^nmfflr Modified 7/23/2014 1 44 03:PM PM^ ^^^i Rainfall intensity = 4.354(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 3.661 Subarea runoff = 0.777(CFS) for 0.510(Ac.) Total runoff = 15.940(CFS) Total area = 10.460(Ac.) Process from Point/Station 399.000 to Point/Station **** SUBAREA FLOW ADDITION *•** 394.990 Decinal fraction soil group A = 0.000 Decimal fraction soil group B > 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 11.96 min. Rainfall intensity = 4.354(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.367 CA - 3.974 Subarea runoff = 1.364(CFS) for 0.360(Ac.) Total runoff = 17.303(CFS) Total area = 10.820(Ac.) Process from Point/Station 303.888 to Point/Station •*** CONFLUENCE OF MAIN STREAMS ••** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 18.820(Ac.) Runoff from this stream = 17.303(CFS) Time of concentration = 11.96 min. Rainfall intensity = 4.354(In/Hr) Summary of stream data: 384.888 Stream Flow rate TC Rainfall Intensity No. (CFS) (rain) (In/Hr) 1 289.856 11.78 4.395 2 36.387 9.14 5.178 3 17.383 11.96 4.354 Qmax(l) = 1.888 * 1.000 * 209.856) + 8.849 • 1.099 • 36.387) + 1.800 * 9.985 * 17.303) + = 257.791 Qnax(2) 17.303) + = 1.088 * 9.775 * 209.856) + 1.888 * 1.999 * 36.387) + 1.880 * 9.764 * 17.303) + = 212.353 Qmax(3) 17.303) + = 0.991 * 1.000 * 209.856) -f 0.841 * 1.000 * 36.387) + P:\2468.201ngrtRepoitsDR/\IN-FE\HYDRO Page 26 of 27 „„.-.S123E10d'ESF' Pnn{e(JM2?2/2014i, -^/ji^****" „ ^,<...ModifiedJ/23/2014 1 44 03 PM PM 1.000 * 1.000 • 17.303) + = 255.781 Total of 3 main strearas to confluence: Flow rates before confluence point: 209.856 36.387 17.303 Maximum flow rates at confluence using above data: 257.791 212.353 255.781 Area of streams before confluence: 71.350 16.540 10.820 Results of confluence: Total flow rate = 257.791(CFS) Time of concentration = 11.784 min. Effective stream area after confluence = 98.710(Ac.) End of computations, total study area = 98.710 (Ac.) P:\2468iWEngrtRepoits\DRAIN-FBHYDRO Page 27 of 27 •ra-^, S40oEioo.oiii.^s^'3g^il^.; . 5vr _^^ _ Modified 7/23Cbl41-39 34 PMPIM-. San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Oiego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 97/23/14 2468 QUARRY CREEK EXISTING CONDITIONS SYSTEM 499 FILE: S499E199 ********* Hydrology Study Control Information »«»*•»**** Program License Serial Number 4049 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Hap data precipitation entered: 6 hour, precipitation(inches) = 2.900 24 hour precipitation(inches) = 5.109 P6/P24 = 56.9% San Diego hydrology manual 'C values used ++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **•* INITIAL AREA EVALUATION **** Decimal fraction soil group A => 0.000 Decimal fraction soil group B » 0.099 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Al = 0.400 Sub-Area C Value = 0.579 Initial subarea total flow distance = Highest elevation = 362.000(Ft.) Lowest elevation = 361.000(Ft.) Elevation difference « 1.999(Ft.) Slope = 1.999 % INITIAL AREA TIHE OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.09 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 minutes (for slope value of 1.00 %) Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.579 ] 199.999(Ft.) S400E100.out P:\2468iO\EngrtRepoits\DRAIN-FE*iYDRO Page 1 of32 Pnnted 12/2/2014 Modified 7/23/M14r3*9 34PMPM Subarea runoff = 0.405(CFS) Total initial stream area = 0.130(Ac.) Process from Point/Station 401.000 to Point/Station 402.000 »•*• STREET FLOW TRAVEL TIHE + SUBAREA FLOW ADDITION ***"• Top of Street segment elevation = 361.000(Ft.) End of street segment elevation = 329.000(Ft.) Length of street segment = 815.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] slde(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.929 Gutter width = 1.500(Ft.) Gutter hike from flowline » 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 6.049(CFS) Depth of flow = 0.332(Ft.), Average velocity = 4.099(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.852(Ft.) Flow velocity = 4.10(Ft/s) Travel time = 3.31 min. TC = 11.71 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.888 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (4.3 DU/A or Less ) Impervious value, Ai = 0.300 Sub-Area C Value = 0.520 Rainfall intensity = 4.412(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.521 CA « 2.633 Subarea runoff = 11.218(CFS) for 4.920(Ac.) Total runoff = 11.615(CFS) Total area = 5.050(Ac.) Street flow at end of street = 11.615(CFS) Half street flow at end of street = 11.615(CFS) Depth of flow = 0.402(Ft.), Average velocity - 4.789(Ft/s) Flow width (from curb towards crown)= 15.344(Ft.) Process from Point/Station 402.000 to Point/Station 403.000 ***» PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation - 329.000(Ft.) Downstream point/station elevation = 310.000(Ft.) Pipe length = 185.00(Ft.) Manning's N = 0.013 P:\2468.20\EngrtReportsORAIN-FE\HYDRO Page 2 of 32 No. of pipes = 1 Required pipe flow « 11.615(CFS) Nearest computed pipe diameter = 15.8e(In.) Calculated Individual pipe flow = 11.615(CFS) Normal flow depth in pipe • 8.04(In.) Flow top width inside pipe = 14.96(ln.) Critical depth could not be calculated. Pipe flow velocity = 17.36(Ft/s) Travel time through pipe = 0.18 nin. Time of concentration (TC) = 11.89 rain. Process fron Point/Station 402.000 to Point/Station 403.000 **** SUBAREA FLOW ADDITION **** Deciraal fraction soil group A = 0.000 Decimal fraction soil group B = 0.088 Decimal fraction soil group C > 8.888 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value - 0.350 Time of concentration = 11.89 rain. Rainfall Intensity = 4.370(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.506 CA » 2.884 Subarea runoff = e.637(CFS) for 0.490(Ac.) Total runoff = 12.252(CFS) Total area = 5.540(Ac.) •t-l-f++++++++++4.++++t++44.t l I I I I I I 11 I n.++++++4.44.+4.++++^.+H.+++++++++H.H.H.++4.+ Process from Point/Station 402.888 to Point/Station 483.888 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.548(Ac.) Runoff from this stream = 12.252(CFS) Time of concentration = 11.89 rain. Rainfall intensity = 4.37e(In/Hr) Prograra is now starting with Main Stream No. 2 Process frora Point/Station 484.888 to Point/Station 405.000 **** INITIAL AREA EVALUATION *•** 0.000 0.000 1.000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance 70.000(Ft.) ^ >S40(IE100.o(r Printed: 12/2/2014 Kilodified 7/23/20141<3g 34 PM PM P:\2468.20€ngt«eports\DRAIN^E\HYDRO Page 3 of32 Highest elevation = 330.000(Ft.) Lowest elevation = 329.30e(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.000 X INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 minutes (for slope value of 1.00 %) Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.570 Subarea runoff = 0.343(CFS) Total initial stream area = 0.110(Ac.) Process from Point/Station 405.000 to Point/Station 485.888 **** SUBAREA FLOW ADDITION ••*» Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 9.400 Sub-Area C Value = 0.570 Time of concentration = 8.40 min. Rainfall intensity = 5.468(In/Hr) for a 109.9 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.393 Subarea runoff = 1.808(CFS) for 0.580(Ac.) Total runoff = 2.150(CFS) Total area = 0.699(Ac.) Process from Point/Station 405.000 to Point/Station 406.000 *««* PIPEFLOW TRAVEL TIME (Program estimated size) •••• Upstream point/station elevation = 329.300(Ft.) Downstream point/station elevation = 322.300(Ft.) Pipe length = 400.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 2.159(CFS) Nearest computed pipe diameter = 9.00(ln.) Calculated individual pipe flow = 2.150(CFS) Normal flow depth in pipe = 7.24(In.) Flow top width inside pipe = 7.14(In.) Critical Depth = 7.92(In.) Pipe flow velocity = 5.65(Ft/s) Travel time through pipe = 1.18 min. Time of concentration (TC) = 9.58 min. Process frora Point/Station 405.009 to Point/Station **** CONFLUENCE OF MINOR STREAMS •**•* 406.000 P:B468iO\Eng(\ReportsTOIN-FE\HYDRO Page 4 of 32 S400E100.out Modified 7/23/2014 1 39 34 PM PM.- Along Main Stream nunber: 2 in normal stream number 1 Stream flow area = e.690(Ac.) Runoff from this stream « 2.150(CFS) Time of concentration = 9.58 nin. Rainfall intensity = 5.023(In/Hr) Process from Point/Station 407.099 to Point/Station **** INITIAL AREA EVALUATION **** 408.000 ] Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decinal fraction soil group D = 1.000 [HEDIUH DENSITY RESIDENTIAL (7.3 DU/A or Less ) Inpervious value, Ai = 0.400 Sub-Area C Value = 9.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 325.000(Ft.) Lowest elevation = 324.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The naximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.08 %, in a developnent type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Tine of Concentration = 8.48 ninutes (for slope value of 1.99 %) Rainfall intensity (I) = 5.468(In/Hr) for a 188.8 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 8.579 Subarea runoff = 9.654(CFS) Total initial stream area = 0.210(Ac.) Process fron Point/Station 408.009 to Point/Station ••** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** +++++++++ 499.900 Top of Street segment elevation = 324.000(Ft.) End of street segment elevation = 320.200(Ft.) Length of street segment = 395.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope fron gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.029 Street flow is on [1] slde(s) of the street Distance from curb to property line = 10.009(Ft.) Slope from curb to property line (v/hz) = 9.929 Gutter width - l.599(Ft.) Gutter hike from flowline = 1.508(In.) Manning's N in gutter = 8.8158 Manning's N frora gutter to grade break = 8.8188 Manning's N from grade break to crown - 8.9189 P:\2468.2)Eiig{«epoits\DR/yN-FE\HYDRO Page 5 of32 PnnteS 12Scfl4" S400E100out .Modified 7/23/20'l4)'T39 34 PM PM Estimated mean flow rate at midpoint of street = 5.659(CFS) Depth of flow = 9.499(Ft.), Average velocity = 2.369(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.249(Ft.) Flow velocity - 2.36(Ft/s) Travel time = 2.79 min. TC = 11.19 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C > 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.545(In/Hr) for a 199.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA . 2.326 Subarea runoff = 9.915(CFS) for 3.870(Ac.) Total runoff = 10.569(CFS) Total area = 4.989(Ac.) Street flow at end of street = 19.569(CFS) Half street flow at end of street = 10.569(CFS) Depth of flow = 0.484(Ft.), Average velocity = 2.747(Ft/s) Flow width (from curb towards crown)= 19.431(Ft.) Process from Point/Station 409.000 to Point/Station 496.999 **** PIPEFLOW TRAVEL TIME (Program estimated size) *••* Upstream point/station elevation - 329.290(Ft.) Downstream point/station elevation = 317.309(Ft.) Pipe length = 299.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.569(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.569(CFS) Normal flow depth in pipe = 12.54(In.) Flow top width inside pipe = 20.60(In.) Critical Depth = 14.54(In.) Pipe flow velocity = 7.05(Ft/s) Travel time through pipe = 0.69 rain. Time of concentration (TC) = 11.87 min. +< I I I I I+++++++ I. I-1 M t I I I I 1 + 1.1 I I 11 I I I I I I I I I I I H-.|. .|. .|. .|. .|. .| .f H I I I+++++++++++++ Process from Point/Station 409.000 to Point/Station 406.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.080(Ac.) Runoff from this stream = 10.569(CFS) Time of concentration = 11.87 min. Rainfall intensity = 4.374(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (nin) Rainfall Intensity (In/Hr) P:\2468.2()EngilReports\DRAlN-FBHYDRO Page 6 of 32 1 2 Qmax(l) Pniiti 2.150 10.569 •2/2)^1l£""_' 9.58 11.87 S400E100.oiit Modified. 7/23/2014 1 39 34 PM PM- Qraax(2) = 1.000 1.000 9.871 1.990 1.000 0.807 5. 4. 2.150) + 10.569) + 023 374 000 2.150) 10.569) 10.678 12.441 Total of 2 streams to confluence: Flow rates before confluence point: 2.150 10.569 Maxinun flow rates at confluence using above data: 10.678 12.441 Area of streams before confluence: 0.690 4.080 Results of confluence: Total flow rate = 12.441(CFS) Tine of concentration = 11.874 min. Effective stream area after confluence = 4.770(Ac.) Process fron Point/Station 406.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) •••• Upstreara point/station elevation = 317.308(Ft.) Oownstreara point/station elevation = 388.880(Ft.) Pipe length = 225.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.441(CFS) Nearest coraputed pipe diameter = 15.0e(In.) Calculated individual pipe flow = 12.441(CFS) Normal flow depth in pipe = 9.28(In.) Flow top width inside pipe = 14.61(In.) Critical depth could not be calculated. Pipe flow velocity = 15.77(Ft/s) Travel time through pipe = 0.24 rain. Time of concentration (TC) = 12.ll nin. ++++++++++++++++++ Process from Point/Station 406.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS ***• The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.770(Ac.) Runoff from this stream = 12.441(CFS) Time of concentration = 12.11 min. Rainfall intensity - 4.318(In/Hr) Summary of stream data: 403.000 403.000 Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) P:m201ngrtRepwtsOR/«NfE\HYDRO Page 7 of 32 . " ••"••-jr-Mi^,, .'S400E100.OUt. «Printed:;l2/2/2014 Mcfdified: 7/23^14139:34 PM PM 1 12.252 2 12.441 Qmax(l) = 11.89 12.11 4.370 4.318 Qmax(2) = 1.008 1.099 9.988 1.000 1.009 9.982 999 12.252) 12.441) 12.252) 12.441) 24.467 24.549 Total of 2 main streams to confluence: Flow rates before confluence point: 12.252 12.441 Maximum flow rates at confluence using above data: 24.467 24.549 Area of streams before confluence: 5.549 4.779 Results of confluence: Total flow rate = 24.549(CFS) Time of concentration = 12.112 min. Effective stream area after confluence 19.319(Ac.) 25.133(CFS) Process from Point/Station 493.900 to Point/Station *»»* IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 300.000(Ft.) Downstream point elevation = 259.500(Ft.) Channel length thru subarea = 835.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.018 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 25.133(CFS) Depth of flow = 0.946(Ft.), Average velocity = 11.117(Ft/s) Channel flow top width = 4.282(Ft.) Flow Velocity = 11.12(Ft/s) Travel time = 1.25 min. Time of concentration = 13.36 min. Critical depth = 1.438(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = 1.999 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.053(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 9.592 CA = 6.328 P:\2488^grtReports\DRAIM-FE™)RO +++++++++++ 410.000 ] Page 8 of 32 S400E100.OUt Modified:7/23/20141:39:34 PM PM Subarea runoff = 1.095(CFS) for 2.309(Ac.) Total runoff = 25.645(CFS) Total area = 12.610(Ac.) Depth of flow - 0.954(Ft.), Average velocity = 11.173(Ft/s) Critical depth - 1.453(Ft.) +++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = l2.6l0(Ac.) Runoff from this stream = 25.645(CFS) Time of concentration = 13.36 min. Rainfall intensity = 4.053(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++ Process from Point/Station 411.000 to Point/Station **** INITIAL AREA EVALUATION **•* 410.009 ++++++ 412.000 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.499 Sub-Area C Value = 9.579 Initial subarea total flow distance = 69.9e0(Ft.) Highest elevation = 330.0e0(Ft.) Lowest elevation = 329.400(Ft.) Elevation difference = 0.600(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The raaxlraura overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration - 8.40 minutes (for slope value of 1.00 %) Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.374(CFS) Total initial stream area = 0.120(Ac.) +++++H-l-|.++++++++++++++ttt)"l'tttt I I I I I I 1 + Process from Point/Station 412.000 to Point/Station ***« IMPROVED CHANNEL TRAVEL TIME **** 413.000 Upstream point elevation = 329.400(Ft.) Downstream point elevation = 326.000(Ft.) Channel length thru subarea = 250.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 2.000 P:\2468.20\EngrtReports\DRAI(l-FE\HYDRO Page 9 of 32 S400E100.out Modified lizm}^^^ Slope or "Z" of right channel bank = 2.009 Estinated nean flow rate at midpoint of channel = 1.735(CFS) Manning's 'N' = 9.915 Maximum depth of channel = 1.999(Ft.) Flow(q) thru subarea = 1.735(CFS) Depth of flow = 0.356(Ft.), Average velocity = 4.030(Ft/s) Channel flow top width = 1.922(Ft.) Flow Velocity = 4.03(Ft/s) Travel time = 1.03 rain. Time of concentration = 9.43 min. Critical depth = 0.434(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.099 Deciraal fraction soil group D = 1.999 [HEDIUH DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Irapervlous value, Ai = 9.400 Sub-Area C Value = 9.579 Rainfall intensity = 5.973(In/Hr) for a 190.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.599 Subarea runoff = 2.662(CFS) for 0.930(Ac.) Total runoff = 3.036(CFS) Total area = 1.050(Ac.) Depth of flow = 0.460(Ft.), Average velocity = 4.650(Ft/s) Critical depth = 0.566(Ft.) ++++++++++++++++**+++++++++++++++++++++++!I IH H H H I I I I I I I I I I I I Process from Point/Station 413.000 to Point/Station 414.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 326.000(Ft.) Downstream point/station elevation = 320.500(Ft.) Pipe length = 375.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.036(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.036(CFS) Normal flow depth in pipe = 7.42(In.) Flow top width inside pipe = 11.66(In.) Critical Depth = 8.96(In.) Pipe flow velocity = 5.95(Ft/s) Travel time through pipe = 1.05 min. Time of concentration (TC) = 10.48 min. +•^+^^^-^•^•+^•+++++•^++^-^•^+^~^+^•^•^•^•+^•+++^•*+^•^^*****^+**•^+++++.^*^-^+++++++*+^ Process from Point/Station 413.000 to Point/Station 414.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decinal fraction soil group B = 0.099 Decinal fraction soil group C = 9.999 Decimal fraction soil group D = 1.999 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) P;\2468.20€ngrtRepoitslDRAIN-FE\HYDRO Page 10 of 32 ^ - I *.Pnnted 12 ^.S400Ei'00-out" •-•• • Modified-7/23/2014 1 39 34 PM PM Impervious value, Ai = 9.400 Sub-Area C Value = 0.570 Tine of concentration = 10.48 nin. Rainfall intensity = 4.739(In/Hr) for a lOe.O year storn Effective runoff coefficient used for total area (Q=KCIA) Is C = 0.570 CA = 2.816 Subarea runoff = 10.309(CFS) for 3.890(Ac.) Total runoff = 13.345(CFS) Total area = 4.940(Ac.) +++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 415.000 «*«* PIPEFLOW TRAVEL TIME (Program estiraated size) **** Upstreara point/station elevation = 320.500(Ft.) Downstreara point/station elevation = 316.600(Ft.) Pipe length = 430.00(Ft.) Manning's N » 0.013 No. of pipes • 1 Required pipe flow = 13.345(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated Individual pipe flow • 13.345(CFS) Normal flow depth in pipe = 15.35(In.) Flow top width inside pipe = 18.62(In.) Critical Depth = 16.32(In.) Pipe flow velocity = 7.08(Ft/s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 11.50 min. +++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station *•** SUBAREA FLOW ADDITION **** 415.999 Decimal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.999 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Inpervious value, Ai = 0.400 Sub-Area C Value = 0.570 Tine of concentration = 11.50 rain. Rainfall intensity = 4.466(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 4.212 Subarea runoff = 5.467(CFS) for 2.450(Ac.) Total runoff = 18.812(CFS) Total area = 7.390(Ac.) Process fron Point/Station 415.000 to Point/Station 416.999 **** PIPEFLOW TRAVEL TIME (Program estinated size) Upstream point/station elevation = 316.699(Ft.) Downstream point/station elevation = 396.900(Ft.) Pipe length = 280.00(Ft.) Manning's N = 9.913 No. of pipes = 1 Required pipe flow = 18.812(CFS) Nearest computed pipe diameter = l8.99(ln.) P:a468.20€ngrtRepoits\DRAIN^EWDRO Page 11 of 32 S400E100.out 1'Pnnfed 12/2/2014 l^lodified 7/23/2014139 34 PM PM Calculated individual pipe flow « 18.812(CFS) Normal flow depth in pipe = 13.62(In.) Flow top width inside pipe - 15.45(In.) Critical depth could not be calculated. Pipe flow velocity = 13.l2(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) « 11.85 min. Process from Point/Station 415.000 to Point/Station 416.000 • «*« CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.390(Ac.) Runoff from this stream = 18.812(CFS) Time of concentration = 11.85 min. Rainfall intensity = 4.379(In/Hr) T¥ TTT1 T TTITT I I I I Process from Point/Station 417.000 to Point/Station ***• INITIAL AREA EVALUATION •*** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 9.990 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Al = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 398.000(Ft.) Lowest elevation = 307.000(Ft.) Elevation difference = 1.000(Ft.) Slope - 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 minutes (for slope value of 1.00 %) Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.570 Subarea runoff = 0.467(CFS) Total initial stream area = 0.150(Ac.) Process from Point/Station 418.000 to Point/Station 419.099 ***• STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 397.999(Ft.) End of street segment elevation = 393.990(Ft.) Length of street segment = 280.000(Ft.) Height of curb above gutter flowline = 6.0(In.) P:\246820\Engr\Repoits\DR/yf«BHYDRO Page 12 of 32 ... -rfwi^SiSBiSSSoOEIOOom Pnnted 12/2/2(?l"r*''"''" l^!^ffil!tY39'34'PM PM Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 9.929 Slope fron grade break to crown (v/hz) = 9.929 Street flow is on [1] side(s) of the street Distance fron curb to property line = 10.088(Ft.) Slope from curb to property line (v/hz) = 8.020 Gutter width « 1.588(Ft.) Gutter hike from flowline » 1.5e0(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = Depth of flow " 0.288(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.669(Ft.) Flow velocity - 2.20(Ft/s) 2.214(CFS) 2.201(Ft/s) TC 10.52 min. 0.000 0.000 0.000 1.000 ] Travel time = 2.12 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value « 0.570 Rainfall intensity = 4.729(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C .0.570 CA = 0.821 Subarea runoff = 3.414(CFS) for 1.290(Ac.) Total runoff = 3.882(CFS) Total area = l.440(Ac.) Street flow at end of street = 3.882(CFS) Half street flow at end of street = 3.882(CFS) Depth of flow • 9.338(Ft.), Average velocity = 2.509(Ft/s) Flow width (frora curb towards crown)= 12.149(Ft.) Process from Point/Station 419.000 to Point/Station 416.000 ••«* PIPEFLOW TRAVEL TIME (Program estiraated size) **** Upstream point/station elevation = 303.008(Ft.) Downstream point/station elevation = 3ei.888(Ft.) Pipe length = 200.e0(Ft.) Manning's N - 8.813 No. of pipes = 1 Required pipe flow = 3.882(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.882(CFS) Normal flow depth in pipe = 8.38(In.) Flow top width inside pipe = 14.90(In.) Critical Depth = 9.55(In.) Pipe flow velocity = 5.50(Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC) = 11.13 min. P:\2468.20Ingi«epoits\DR/yN-FE\HYDRO Page 13 of 32 ...Jl. .S400E100oiJt Process frora Point/Station 419.000 to Point/Station 416.000 **** CONFLUENCE OF MINOR STREAMS •••• Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.440(Ac.) Runoff from this stream « 3.882(CFS) Time of concentration = 11.13 min. Rainfall intensity = 4.561(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 18.812 2 3.882 Qraax(l) = 1.000 0.960 Qmax(2) = 1.099 1.000 11.85 11.13 1.080 1.000 0.939 1.000 18.812) 3.882) 18.812) 3.882) 4.379 4.561 + + = 22.539 21.542 Total of 2 streams to confluence: Flow rates before confluence point: 18.812 3.882 Maximum flow rates at confluence using above data: 22.539 21.542 Area of streams before confluence: 7.390 1.440 Results of confluence: Total flow rate = 22.539(CFS) Time of concentration = 11.852 min. Effective stream area after confluence = 8.830(Ac.) ++++++++++++++++ Process from Point/Station 416.000 to Point/Station 420.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **•• Upstream point/station elevation = 301.e80(Ft.) Downstream point/station elevation = 289.8e8(Ft.) Pipe length = 45.8e(Ft.) Manning's N = 8.013 No. of pipes = 1 Required pipe flow = 22.539(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 22.539(CFS) Normal flow depth in pipe = 9.04(In.) Flow top width inside pipe = 14.68(In.) Critical depth could not be calculated. Pipe flow velocity = 29.19(Ft/s) Travel time through pipe = 0.03 rain. Time of concentration (TC) = 11.88 min. Process frora Point/Station 416.000 to Point/Station **** SUBAREA FLOW ADDITION **** 420.000 P:\2468iO\EngrtRepoitsBR/yN.FEWDRO Page 14 of 32 Pmea^!nm( S400E100out l^'SS2014,n9 34 P,M PM ] Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 8.888 Decimal fraction soil group D = 1.800 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai • 0.000 Sub-Area C Value ° 0.350 Time of concentration • 11.88 min. Rainfall intensity = 4.373(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.558 CA = 5.205 Subarea runoff = 0.221(CFS) for 0.498(Ac.) Total runoff = 22.768(CFS) Total area = 9.328(Ac.) Process from Point/Station 428.888 to Point/Station 421.800 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 289.000(Ft.) Downstream point/station elevation = 262.000(Ft.) Pipe length = 65.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.760(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 22.760(CFS) Normal flow depth in pipe = 9.75(In.) Flow top width inside pipe = 9.37(In.) Critical depth could not be calculated. Pipe flow velocity - 33.33(Ft/s) Travel time through pipe = 0.03 nin. Tine of concentration (TC) = 11.91 nin. +++++++++++++++++++++ Process fron Point/Station 421.888 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 418.888 Upstrean point elevation = 262.888(Ft.) Downstream point elevation = 259.5ee(Ft.) Channel length thru subarea = 78.888(Ft.) Channel base width « e.588(Ft.) Slope or 'Z' of left channel bank = 2.888 Slope or 'Z' of right channel bank = 2.888 Hanning's 'N' = 8.818 Haximura depth of channel = 3.000(Ft.) Flow(q) thru subarea = 22.760(CFS) Depth of flow = 0.967(Ft.), Average velocity = Channel flow top width = 4.368(Ft.) Flow Velocity = 9.67(Ft/s) Travel time = 0.12 nin. Time of concentration = 12.03 min. Critical depth = 1.398(Ft.) 9.669(Ft/s) I I I I Ini+t+t+t !•+++++++++++++ P:\2468iO\EngrtRepoits\DRAIN-FE\HYDRO Page 15 of 32 ^•1 "Pnnted 12/2/2014 S400E100out " ««>4l fied 7/23720141,139 34(PJ^ Process from Point/Station 421.000 to Point/Station •*** CONFLUENCE OF HAIN STREAMS •*** The following data inside Hain Stream is listed: In Main Stream number: 2 Stream flow area = 9.320(Ac.) Runoff frora this stream = 22.760(CFS) Time of concentration = 12.03 rain. Rainfall intensity = 4.337(In/Hr) Suraraary of streara data: 418.899 Stream No. 1 2 Qnax(l) Flow rate (CFS) TC (nin) Rainfall Intensity (In/Hr) 25.645 22.769 1.888 0.934 13.36 12.03 053 337 Qnax(2) = 1.000 1.000 1.000 1.000 0.900 1.000 25.645) 22.760) 25.645) 22.760) 46.913 45.846 Total of 2 main streams to confluence: Flow rates before confluence point: 25.645 22.760 Maximum flow rates at confluence using above data: 46.913 45.846 Area of streams before confluence: 12.610 9.320 Results of confluence: Total flow rate - 46.913(CFS) Time of concentration =• 13.364 min. Effective stream area after confluence = 21.930(Ac.) Process from Point/Station 410.000 to Point/Station 422.000 *•*• IMPROVED CHANNEL TRAVEL TIME Upstream point elevation = 259.500(Ft.) Downstream point elevation = 212.000(Ft.) Channel length thru subarea = 909.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.018 Maximum depth of channel = 1.08e(Ft.) Flow(q) thru subarea = 46.913(CFS) Depth of flow = 1.173(Ft.), Average velocity = 14.382(Ft/s) llWarning: Water is above left or right bank elevations Channel flow top width = 4.588(Ft.) Flow Velocity = 14.38(Ft/s) Travel time = 1.86 rain. P:\246820\EngrtRepoit8lDR/\IN-FE\HYDRO Page 16 of 32 S400E100ouT' - . • - - - Modified 7/23/2014 1 39 34 PM PM"' Time of concentration = 14.42 min. Critical depth = 1.938(Ft.) ERROR - Channel depth exceeds maximum allowable depth H-H.++++++++++++++++++++++++++++++++++ Process from Point/Station 422.880 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME *•** 423.000 49.247(CFS) Upstrean point elevation = 212.000(Ft.) Downstrean point elevation = 112.000(Ft.) Channel length thru subarea = 240.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 2.089 Slope or 'Z' of right channel bank = 2.800 Estinated nean flow rate at midpoint of channel = Manning's 'N' = 0.018 Maxinun depth of channel = 1.000(Ft.) Flow(q) thru subarea = 49.247(CFS) Depth of flow = 0.798(Ft.), Average velocity = 29.457(Ft/s) Channel flow top width » 3.69l(Ft.) Flow Velocity = 29.46(Ft/s) Travel tine • 0.14 nin. Tine of concentration - 14.56 min. Critical depth = 2.000(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Deciraal fraction soil group B • 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Perraanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 3.835(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 9.491 CA = 13.436 Subarea runoff = 4.614(CFS) for 5.449(Ac.) Total runoff = 51.527(CFS) Total area = 27.370(Ac.) Depth of flow = 0.813(Ft.), Average velocity = 29.793(Ft/s) Critical depth = 2.031(Ft.) ++++++++++++++++++++++++++ Process frora Point/Station 423.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME ***• 450.999 Upstream point elevation = 107.500(Ft.) Downstream point elevation = 103.900(Ft.) Channel length thru subarea = 483.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Manning's 'N' = 0.939 Maximum depth of channel = 1.099(Ft.) Flow(q) thru subarea = 51.527(CFS) Depth of flow =; 1.794(Ft.), Average velocity 4.977(Ft/s) P:\2468,20€ngrtReports\DRAIN-FBHYORO Page 17 of 32 'PfiSieTl •^w^-;;'/!«E(4wMP^Modffi 7/23/2014:139 34>PMlPM*- MWarning: Water is above left or right bank elevations Channel flow top width = 8.000(Ft.) Flow Velocity = 4.98(Ft/s) Travel time = 1.62 min. Time of concentration = 16.18 min. Critical depth = 1.594(Ft.) ERROR - Channel depth exceeds maxinun allowable depth +++++++++++++ Process fron Point/Station 423.000 to Point/Station 450.000 **** CONFLUENCE OF HAIN STREAHS •*** The following data inside Hain Strean is listed: In Main Strean nunber: 1 Strean flow area = 27.370(Ac.) Runoff fron this stream = 51.527(CFS) Tine of concentration = 16.18 min. Rainfall intensity = 3.583(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 424.000 to Point/Station 425.000 ***• INITIAL AREA EVALUATION »*** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.359 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 269.000(Ft.) Lowest elevation = 230.000(Ft.) Elevation difference = 30.000(Ft.) Slope = 50.000 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 50.00 %, in a developnent type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Tine of Concentration = 3.66 ninutes TC = [1.8*(l.l-C)*distance(Ft.)'*.5)/(% slope*(l/3)] TC = [1.8*(l.l-0.3500)'*( 100.000*.5)/( 50.000*(l/3)]= 3.66 Calculated TC of 3.664 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.134(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 425.000 to Point/Station ••«» IMPROVED CHANNEL TRAVEL TIME **** 426.000 P:\2468.201ngrtRepoits\DR/\IN-FE\HYDRO Page 18 of 32 Pnnted 12/2/2014 <E100.obt -Modified- 7/23/2014 1 39 34 PM PM • ) Upstream point elevation = 230.099(Ft.) Downstream point elevation = 216.000(Ft.) Channel length thru subarea = 399.999(Ft. Channel base width = 0.509(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Hanning's 'N' > 0.018 Haxlmum depth of channel = 3.000(Ft.) Flow(q) thru subarea - 0.134(CFS) Depth of flow = 0.076(Ft.), Average velocity Channel flow top width = 9.894(Ft.) Flow Velocity = 2.79(Ft/s) Travel time = 1.85 min. Time of concentration = 5.52 min. Critical depth = 0.111(Ft.) +++++++++++++++++++ Process from Point/Station 426.000 to Point/Station 427.008 •*** IHPROVED CHANNEL TRAVEL TIHE •*** 2.781(Ft/s) Upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width = Slope or 'Z' of left channel 216.888(Ft.) 138.888(Ft.) = 188.000(Ft.) 0.500(Ft.) bank = 2.000 2.218(CFS). Slope or '2' of right channel bank = 2.000 Estinated mean flow rate at nldpoint of channel = Manning's 'N' = 0.018 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea » 2.218(CFS) Depth of flow = 8.198(Ft.), Average velocity = 13.228(Ft/s) Channel flow top width = 1.261(Ft.) Flow Velocity - 13.23(Ft/s) Travel time = 8.24 min. Time of concentration * 5.75 min. Critical depth = 8.488(Ft.) Adding area flow to channel Decimal fraction soil group A = 8.800 Decimal fraction soil group B = 8.888 Decimal fraction soil group C = 8.888 Decimal fraction soil group D = 1.800 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value - 0.350 Rainfall Intensity = 6.980(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.689 Subarea runoff = 4.117(CFS) for 1.698(Ac.) Total runoff = 4.251(CFS) Total area = 1.748(Ac.) Depth of flow = 8.263(Ft.), Average velocity = 15.741(Ft/s) Critical depth = 9.664(Ft.) ] +++++++++++ P:\2468.20\Engi«eportsORAIIWE\HYDRO Page 19 of 32 ^• •^ -{S400E100.oiit Printed: 12CC014- '••'-KiH-M^^^^ ..!:.^ Modified- 7/23/2014 ] 39 34.PM PM 428.999 Process from Point/Station 427.990 to Point/Station •*** IMPROVED CHANNEL TRAVEL TIME *••» Upstream point elevation = 138.000(Ft.) Downstream point elevation = 130.500(Ft.) Channel length thru subarea = 235.000(Ft.) Channel base width = 0.099(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank « 4.000 Manning's 'N' = 0.030 Maxiraura depth of channel = 1.000(Ft.) Flow(q) thru subarea = 4.251(CFS) Depth of flow = 0.541(Ft.), Average velocity = 3.628(Ft/s) Channel flow top width = 4.330(Ft.) Flow Velocity = 3.63(Ft/s) Travel tirae = 1.08 rain. Tirae of concentration = 6.83 rain. Critical depth = 0.586(Ft.) Process from Point/Station 427.000 to Point/Station 428.000 **** CONFLUENCE OF HINOR STREAHS •»•• Along Main Stream nunber: 2 in nornal strean nunber 1 Stream flow area = 1.740(Ac.) Runoff from this streara = 4.251(CFS) Tirae of concentration = 6.83 rain. Rainfall intensity = 6.247(In/Hr) Process frora Point/Station 429.000 to Point/Station **** INITIAL AREA EVALUATION *••** 430.000 ] 90.990(Ft.) Deciraal fraction soil group A = 0.009 Deciraal fraction soil group B = 9.998 Deciraal fraction soil group C = 8.888 Deciraal fraction soil group D = 1.888 [INDUSTRIAL area type (General Industrial ) Irapervlous value, Ai = 8.958 Sub-Area C Value • 8.870 Initial subarea total flow distance = Highest elevation = 151.409(Ft.) Lowest elevation « 159.999(Ft.) Elevation difference = 1.499(Ft.) Slope = 1.556 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 79.90 (Ft) for the top area slope value of 1.56 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.99 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*{l/3)] TC = [1.8*(l.l-0.8700)*( 70.000'^.5)/( 1.556*(l/3)]= 2.99 Calculated TC of 2.989 ninutes is less than 5 ninutes, resetting TC to 5.0 ninutes for rainfall intensity calculations P:\2468.20egr«eports\DRAIN-FBHYDRO Page 20 of 32 "nrtPd 12/2,'20l4 AMllf^-S400E100out-^ , ,<5«?*'^^'M63ifi«r7/23O014139'34PMPVI Rainfall intensity (I) = 7.641(In/Hr) for a 109.9 year stom Effective runoff coefficient used for area (Q=KCIA) is C = 9.879 Subarea runoff = 0.598(CFS) Total initial strean area = 0.090(Ac.) Process from Point/Station 430.000 to Point/Station 451.009 **** IHPROVED CHANNEL TRAVEL TIHE **** Upstream point elevation = 150.000(Ft.) Downstream point elevation = 137.100(Ft.) Channel length thru subarea = 330.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.009 Estimated nean flow rate at midpoint of channel = 3.324(CFS) Hanning's 'N' = 0.018 Haxinun depth of channel « 1.000(Ft.) Flow(q) thru subarea » 3.324(CFS) Depth of flow = 0.096(Ft.), Average velocity = 3.380(Ft/s) Channel flow top width = 10.386(Ft.) Flow Velocity = 3.38(Ft/s) Travel tine = 1.63 min. Time of concentration = 4.62 min. Critical depth = 0.148(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decinal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Inpervious value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity = 7.641(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.792 Subarea runoff = 5.451(CFS) for 0.820(Ac.) Total runoff = 6.949(CFS) Total area = 0.910(Ac.) Depth of flow = 0.138(Ft.), Average velocity = 4.265(Ft/s) Critical depth = 0.223(Ft.) Process fron Point/Station 451.000 to Point/Station ••*• IMPROVED CHANNEL TRAVEL TIME »••• 428.000 Upstrean point elevation = 137.100(Ft.) Downstrean point elevation = 130.509(Ft.) Channel length thru subarea = 379.999(Ft.) Channel base width = 9.999(Ft.) Slope or 'Z' of left channel bank = 4.999 Slope or 'Z' of right channel bank = 4.999 Estinated nean flow rate at nldpoint of channel = Manning's 'N' = 0.030 Haxinun depth of channel = 1.000(Ft.) 8.735(CFS) P:\2468.20BigrtRepoits\DRAIN-FE\HYDRO Page 21 of 32 S400E100out Prim\i2im^^tJ;4rjSi^^ 'ModifieSl7^C0Kf.39i4PMPM jig;; Flow(q) thru subarea - 8.735(CFS) Depth of flow = 0.794(Ft.), Average velocity = 3.461(Ft/s) Channel flow top width = 6.355(Ft.) Flow Velocity = 3.46(Ft/s) Travel time = 1.83 min. Time of concentration = 6.44 min. Critical depth = 0.781(Ft.) Adding area flow to channel Decinal fraction soil group A = 8.800 Decimal fraction soil group B = 8.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.088 Sub-Area C Value = 8.358 Rainfall intensity = 6.489(In/Hr) for a 188.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.488 CA = 1.751 Subarea runoff = 5.311(CFS) for 2.740(Ac.) Total runoff = 11.361(CFS) Total area = 3.658(Ac.) Depth of flow = 0.877(Ft.), Average velocity = 3.696(Ft/s) Critical depth = 0.871(Ft.) Process from Point/Station 451.000 to Point/Station 428.888 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nomal stream nuraber 2 Streara flow area = 3.658(Ac.) Runoff frora this strean = 11.361{CFS) Tirae of concentration = 6.44 min. Rainfall intensity = 6.489(In/Hr) Suraraary of strean data: Strean No. Flow rate (CFS) 1 4.251 2 11.361 Qnax(l) = 1.000 0.963 Qnax(2) = 1.000 1.000 TC (nin) r.83 1.44 1.999 1.999 9.943 1.900 Rainfall Intensity (In/Hr) 247 489 4.251) 11.361) 4.251) 11.361) 15.188 15.369 Total of 2 Streams to confluence: Flow rates before confluence point: 4.251 11.361 Maxinun flow rates at confluence using above data: 15.188 15.369 Area of streams before confluence: 1.740 3.650 Results of confluence: P:\2468.20\Engi\Reports\DRAIN-FBHYDRO Page 22 of 32 DE100.-out . , • -y V'.. '^-'^M^jma)^ 34 PM PMJ?S^^ Total flow rate « 15.369(CFS) Tine of concentration « 6.441 nin. Effective strean area after confluence 5.390(Ac.) Process fron Point/Station 428.000 to Point/Station 431.000 **** IMPROVED CHANNEL TRAVEL TIHE Upstrean point elevation = 131.800(Ft.) Downstream point elevation = 110.200(Ft.) Channel length thru subarea » 135.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank • 2.000 Slope or 'Z' of right channel bank = 2.099 Hanning's 'N' • 0.018 Maximum depth of channel - 1.000(Ft.) Flow(q) thru subarea = 15.369(CFS) Depth of flow = 0.158(Ft.), Average velocity = 9.420(Ft/s) Channel flow top width = 10.633(Ft.) Flow Velocity = 9.42(Ft/s) Travel time = 0.24 min. Time of concentration = 6.68 min. Critical depth « 0.406(Ft.) Process from Point/Station 431.000 to Point/Station •••* IHPROVED CHANNEL TRAVEL TIHE •*•*** 432.000 19.323(CFS) 3.537(Ft/s) Upstream point elevation = 110.200(Ft.) Downstream point elevation - 104.209(Ft.) Channel length thru subarea = 552.000(Ft.) Channel base width « 0.999(Ft.) Slope or 'Z' of left channel bank = 4.990 Slope or 'Z' of right channel bank = 4.900 Estimated mean flow rate at midpoint of channel Manning's 'N' « 0.039 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 19.323(CFS) Depth of flow = 1.169(Ft.), Average velocity = Channel flow top width - 9.349(Ft.) Flow Velocity = 3.54(Ft/s) Travel time = 2.60 rain. Time of concentration • 9.28 min. Critical depth - 1.078(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 9.999 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 9.999 Sub-Area C Value - 9.350 Rainfall intensity = 5.127(In/Hr) for a 199.0 year storm Effective runoff coefficient used for total area P:\246820BigrtRepoits\DR/yN-FE\HYDRO Page 23 of 32 Pnnted'12/2/2014 S400E100.out'> Modified f7/23/2014^139 34 PM PM (Q=KCIA) is C - 0.391 CA - 4.523 Subarea runoff = 7.829(CFS) for 6.180(Ac.) Total runoff = 23.188(CFS) Total area = 11.570(Ac.) Depth of flow = 1.251(Ft.), Average velocity = 3.702(Ft/s) Critical depth « 1.156(Ft.) Process from Point/Station 432.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIHE *••* 458.888 Upstreara point elevation - 184.290(Ft.) Downstreara point elevation = 103.90e(Ft.) Channel length thru subarea = 239.88e(Ft.) Channel base width - 8.e90(Ft.) Slope or 'Z' of left channel bank - 4.099 Slope or 'Z' of right channel bank « 4.000 Hanning's 'N' = 0.030 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea » 23.188(CFS) Depth of flow « 1.446(Ft.), Average velocity - Channel flow top width = 11.571(Ft.) Flow Velocity « 2.77(Ft/s) Travel time = 1.44 min. Time of concentration = 10.72 min. Critical depth = 1.156(Ft.) 2.771(Ft/s) m +++++++++++++++++++++++++++++++++++++++++++++++•• Process from Point/Station 432.000 to Point/Station •*•• CONFLUENCE OF MAIN STREAHS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.570(Ac.) Runoff from this streara - 23.188(CFS) Time of concentration = 19.72 rain. Rainfall intensity . 4.672(In/Hr) Prograra is now starting with Main Stream No. 3 f++4 459.000 +++++H ++++++++++++++++++++H Process frora Point/Station 433.000 to Point/Station *•*» INITIAL AREA EVALUATION •*** 434.000 Deciraal fraction soil group A = 0.999 Deciraal fraction soil group B = 9.999 Deciraal fraction soil group C • 9.999 Deciraal fraction soil group D » 1.990 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 63.000(Ft.) Highest elevation = 196.089(Ft.) Lowest elevation = 166.888(Ft.) Elevation difference = 38.8e8(Ft.) Slope = 47.619 % P:\2468.20BgrtReportsTO/yN-FE\HYDRO Page 24 of 32 Pnnted;12/2/20 100.out '^•"^ • - - Modified .7/23C014»139 34<PM PM .^vii 'I'-.'-'s-'-'il INITIAL AREA TIHE OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 188.88 (Ft) for the top area slope value of 47.62 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.72 minutes TC = [1.8*(l.l-C)*distance(Ft.)''.5)/(% slope'^(l/3)] TC = [1.8*(l.l-8.35e8)*( 188.800'^.5)/( 47.619''(l/3)]= 3.72 Calculated TC of 3.725 ninutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 8.358 Subarea runoff = 8.053(CFS) Total initial stream area = 0.02e(Ac.) Process from Point/Station 434.800 to Point/Station «•** IMPROVED CHANNEL TRAVEL TIHE ***• +++++++++ 435.088 Upstreara point elevation - 166.888(Ft.) Downstream point elevation = 151.880(Ft.) Channel length thru subarea = 269.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 2.008 Slope or 'Z' of right channel bank = 2.888 Manning's 'N' = 8.818 Maximum depth of channel •= 1.000(Ft.) Flow(q) thru subarea = 0.053(CFS) Depth of flow = 0.043(Ft.), Average velocity = Channel flow top width - 9.674(Ft.) Flow velocity = 2.10(Ft/s) Travel time = 2.14 rain. Time of concentration = 5.86 nin. Critical depth = 0.064(Ft.) 2.096(Ft/s) ++++++++++++++4 Process from Point/Station 435.988 to Point/Station *•** IMPROVED CHANNEL TRAVEL TIHE •*** +++++++++ 436.000 Upstrean point elevation = 151.800(Ft.) Downstrean point elevation = 107.099(Ft.) Channel length thru subarea = 119.900(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank » 2.000 Estinated nean flow rate at nldpoint of channel Hanning's 'N' = 8.818 Haxinum depth of channel = 1.888(Ft.) Flow(q) thru subarea - l.e66(CFS) Depth of flow = 0.131(Ft.), Average velocity = Channel flow top width = 1.023(Ft.) Flow Velocity = 10.72(Ft/s) Travel tine = 0.17 min. Time of concentration = 6.03 rain. Critical depth = 0.340(Ft.) 1.066(CFS) 10.717(Ft/s) P:\2468.20£nylReportsTOIN-FE\HYDRO Page 25 of 32 S400E100.out Pnnted 12C/2014 Modified 7/23/2014 1 39 34 PMPM Adding area flow to channel Decimal fraction soil group A = 0.888 Decimal fraction soil group B = 8.880 Decimal fraction soil group C = 0.008 Decimal fraction soil group D = 1.800 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 6.768(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.297 Subarea runoff = 1.960(CFS) for 0.830(Ac.) Total runoff = 2.013(CFS) Total area = 0.850(Ac.) Depth of flow = 0.182(Ft.), Average velocity = 12.797(Ft/s) Critical depth = 0.465(Ft.) Process from Point/Station 436.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIHE ***• 450.089 Upstream point elevation = 186.900(Ft.) Downstream point elevation = 103.900(Ft.) Channel length thru subarea = 210.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 4.088 Slope or 'Z' of right channel bank = 4.000 Manning's "N" = 0.030 Maximum depth of channel = 1.088(Ft.) Flow(q) thru subarea = 2.013(CFS) Depth of flow = 0.508(Ft.), Average velocity Channel flow top width = 4.067(Ft.) Flow Velocity = 1.95(Ft/s) Travel time = 1.80 rain. Tirae of concentration = 7.83 rain. Critical depth = 0.438(Ft.) Process from Point/Station 436.899 to Point/Station »*»* CONFLUENCE OF HAIN STREAHS **** 1.948(Ft/s) 450.000 The following data inside Hain Streara is listed: In Hain Streara nuraber: 3 Stream flow area = 0.850(Ac.) Runoff from this stream = 2.013(CFS) Time of concentration - 7.83 rain. Rainfall intensity = 5.721(In/Hr) Program is now starting with Hain Stream No. 4 +++++++++++++++++ Process from Point/Station 437.000 to Point/Station **** INITIAL AREA EVALUATION **** 438.000 Decimal fraction soil group A = 0.000 P:\2468.20\EngrtReports\DRAIN-FBHYDRO Page 26 of 32 Printed ^TlM^'tfSS^ ^s«xoSabut. tiixirfied' //23/2014 1 39 34 PM PM 0.099 9.999 1.000 ] 98.000(Ft.) Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance Highest elevation = 213.999(Ft.) Lowest elevation = 296.999(Ft.) Elevation difference - 7.999(Ft.) Slope = 7.143 % INITIAL AREA TIHE OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 190.00 (Ft) for the top area slope value of 7.14 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.01 minutes TC = [1.8*(l.l-C)*distance(Ft.)'*.5)/(% slope'*(l/3)] TC = [1.8*(l.l-0.3500)*( 100.000*.5)/( 7.143*(l/3)]. 7.81 Rainfall intensity (I) = 6.145(In/Hr) for a 188.8 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 8.358 Subarea runoff « 8.843(CFS) Total initial streara area = 8.82e(Ac.) Process from Point/Station 438.888 to Point/Station 439.800 **** IMPROVED CHANNEL TRAVEL TIHE »••• Upstream point elevation = 206.000(Ft.) Downstream point elevation = 130.000(Ft.) Channel length thru subarea = 417.000(Ft.) Channel base width = 0.50e(Ft.) Slope or 'Z' of left channel bank = 2.880 Slope or 'Z' of right channel bank = 2.888 Hanning's 'N' = 0.018 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.043(CFS) Depth of flow = 0.027(Ft.), Average velocity = 2.9l7(Ft/s) Channel flow top width = 0.607(Ft.) Flow Velocity = 2.92(Ft/s) Travel tirae = 2.38 min. Time of concentration = 9.39 rain. Critical depth = 0.057(Ft.) ++++++ Process frora Point/Station 439.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 449.999 Upstreara point elevation = Downstreara point elevation • Channel length thru subarea Channel base width Slope or 'Z' of left channel 130.000(Ft.) 110.000(Ft.) 50.000(Ft.) 0.500(Ft.) bank = 2.000 Slope or 'Z' of right channel bank Manning's 'N' = 0.018 2.? P:\2468.20€ngrtReports\DRAIN-FBHYDRO Page 27 of 32 Pnnted: 12/2/2014 S400E100.OUt '" -lifJnL'y'''''''®'' 7/23/2014 1 39 34 PM PM Maximum depth of channel » 1.000(Ft.) Flow(q) thru subarea = 0.043(CFS) Depth of flow = 0.021(Ft.), Average velocity = 3.753(Ft/s) Channel flow top width = 0.585(Ft.) Flow Velocity = 3.75(Ft/s) Travel tirae = 0.22 min. Tirae of concentration = 9.61 min. Critical depth = 0.057(Ft.) Process frora Point/Station 440.000 to Point/Station 441.000 **** IHPROVED CHANNEL TRAVEL TIHE **** Upstream point elevation = 110.000(Ft.) Downstreara point elevation = 106.000(Ft.) Channel length thru subarea = 62.009(Ft.) Channel base width = 9.500(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or '2' of right channel bank = 2.000 Estiraated raean flow rate at raidpolnt of channel = 0.774(CFS) Hanning's 'N' = 0.018 Haxiraura depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.774(CFS) Depth of flow = 0.179(Ft.), Average velocity = 5.046(Ft/s) Channel flow top width = 1.216(Ft.) Flow Velocity = 5.05(Ft/s) Travel tirae = 0.20 min. Time of concentration = 9.82 min. Critical depth = 0.289(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.944(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.287 Subarea runoff = 1.376(CFS) for 0.800(Ac.) Total runoff = 1.419(CFS) Total area - 0.820(Ac.) Depth of flow = 0.243(Ft.), Average velocity = 5.940(Ft/s) Critical depth = 0.395(Ft.) Process from Point/Station 441.000 to Point/Station 450.000 •*•• IHPROVED CHANNEL TRAVEL TIHE **** Upstream point elevation = 107.300(Ft.) Downstreara point elevation = 103.900(Ft.) Channel length thru subarea = 348.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 4.000 P:\2468jMCngrtRepoitsORAIN-FEWO^O Page 28 of 32 '"Pf!fii^)i2/2014 ~VB. V S400E100.out ^^^^^^^ Modified: 7/23/20141'39 34 PM Phi 1.769(Ft/s) Slope or 'Z' of right channel bank = 4.000 Hanning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.419(CFS) Depth of flow = 0.448(Ft.), Average velocity = Channel flow top width = 3.582(Ft.) Flow Velocity = 1.77(Ft/s) Travel time = 3.28 rain. Time of concentration = 13.10 min. Critical depth = 9.379(Ft.) Process from Point/Station 441.000 to Point/Station *••* CONFLUENCE OF HAIN STREAMS ***• The following data inside Main Stream is listed: In Main Stream nuraber: 4 Stream flow area = 0.820(Ac.) Runoff from this streara = 1.419(CFS) Time of concentration = 13.10 rain. Rainfall Intensity = 4.106(In/Hr) Program is now starting with Hain Stream No. 5 +++++++++ 450.009 Process from Point/Station +++++++++++++++++ 442.000 to Point/Station 443.000 **** INITIAL AREA EVALUATION **** ] Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 9.999 Decimal fraction soil group C = 9.999 Decimal fraction soil group D = 1.999 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 9.999 Sub-Area C Value = 8.358 Initial subarea total flow distance = 128.889(Ft.) Highest elevation = 329.000(Ft.) Lowest elevation = 323.000(Ft.) Elevation difference = 6.0O0(Ft.) Slope = 5.000 X INITIAL AREA TIHE OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 100.09 (Ft) for the top area slope value of 5.99 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.89 minutes TC = [1.8*(l.l-C)*distance(Ft.)''.5)/(% slope''(l/3)] TC = [1.8*(l.l-0.3500)*( 100.000".5)/( 5.000^(1/3)]= 7.89 The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 20.99 (Ft.) Using Figure 3-4, the travel tirae for this distance is 9.25 minutes for a distance of 20.00 (Ft.) and a slope of 5.00 % with an elevation difference of 1.00(Ft.) from the end of the top area Tt = [11.9»length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.248 Minutes Tt=[(11.9*0.0038*3)/( 1.00)]".385= 0.25 P:\2468.20\£ngr«eportsOR/UN-FE\HYDRO Page 29 of 32 :;i%JS.- ."••-S «-~ -..I:- • •'«iS400E100.out Prinfed:i12/2«014.-Modified!^ 2014r139 34PM^M Total initial area Ti = 7.89 minutes from Figure 3-3 formula plus 0.25 minutes from the Figure 3-4 formula = 8.14 minutes Rainfall intensity (I) = 5.578(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.234(CFS) Total initial stream area = 9.129(Ac.) Process frora Point/Station 443.000 to Point/Station 444.000 **** IMPROVED CHANNEL TRAVEL TIME *••• Upstreara point elevation = 323.999(Ft.) Downstream point elevation = 199.999(Ft.) Channel length thru subarea = 895.900(Ft.) Channel base width = 10.099(Ft.) Slope or 'Z' of left channel bank = 2.999 Slope or 'Z' of right channel bank = 2.900 Estimated raean flow rate at midpoint of channel Manning's 'N' = 0.018 Haxiraura depth of channel = 1.999(Ft.) Flow(q) thru subarea = 5.872(CFS) Depth of flow = 0.076(Ft.), Average velocity = Channel flow top width = 10.306(Ft.) Flow Velocity = 7.57(Ft/s) Travel time = 1.77 min. Time of concentration = 9.92 min. Critical depth = 0.217(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Perraanent Open Space ) Irapervlous value, Al = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.913(In/Hr) for a 100.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 2.331 Subarea runoff = 11.218(CFS) for 6.540(Ac.) Total runoff = 11.452(CFS) Total area = 6.660(Ac.) Depth of flow = 0.114(Ft.), Average velocity = 9.825(Ft/s) Critical depth = 0.336(Ft.) 5.872(CFS) 7.570(Ft/s) Process from Point/Station 444.000 to Point/Station •*** IMPROVED CHANNEL TRAVEL TIHE **** 450.000 Upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width = Slope or 'Z' of left channel 108.000(Ft.) 103.900(Ft.) = 791.888(Ft.) 0.000(Ft.) bank = 4.000 Slope or 'Z' of right channel bank = Hanning's 'N' = 0.838 4.888 P:\2468.20\EngrtReports\DRAiN-FE\HYDRO Page 30 of 32 S400E100.out Modified^7/23/2014 1 39 34 PM PM • ) Maximum depth of channel = 1.800(Ft. Flow(q) thru subarea = 11.452(CFS) Depth of flow = 1.085(Ft.), Average velocity - 2.446(Ft/s) llWarning: Water is above left or right bank elevations Channel flow top width = 8.008(Ft.) Flow Velocity - 2.45(Ft/s) Travel time = 5.39 nin. Time of concentration = 15.31 min. Critical depth = 8.875(Ft.) ERROR - Channel depth exceeds maximum allowable depth Process fron Point/Station 444.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS *••* The following data inside Main Stream is listed: In Main Streara nunber: 5 Strean flow area = 6.660(Ac.) Runoff fron this stream = 11.452(CFS) Time of concentration = 15.31 min. Rainfall intensity = 3.713(In/Hr) Suraraary of stream data: (•+++++++++ 450.000 Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 51.527 16.18 3.583 2 23.188 10.72 4.672 3 2.013 7.83 5.721 4 1.419 13.10 4.106 5 11.452 15.31 3.713 Qmax(l) = Qraax(2) Qraax(3) = Qmax(4) 1.000 * 1.800 * 51.527) + 0.767 * 1.888 * 23.188) + 0.626 * 1.888 * 2.013) + 0.873 « 1.000 * 1.419) + 0.965 * 1.000 * 11.452) + = 82.859 1.000 * 0.663 * 51.527) + 1.000 * 1.000 * 23.188) + 0.817 * 1.000 * 2.013) + 1.000 * 0.818 * 1.419) + 1.000 * 0.700 * 11.452) + = 68.154 1.088 « 0.484 * 51.527) + 1.888 * 0.731 * 23.188) + 1.888 * 1.000 * 2.013) + 1.888 * 0.598 * 1.419) + 1.888 * 0.512 * 11.452) + = 50.608 1.800 * 0.810 * 51.527) + 0.879 * 1.000 * 23.188) + 0.718 * 1.000 * 2.013) + 1.000 * 1.000 * 1.419) + 1.088 * 0.856 * 11.452) + = 74.759 P:\2468.20\Engi1Reports\DRAIN-FBHYDRO Page 31 of 32 S400E100out>--; Pnnted^J2/2/2014_.^^^^ _^ , _ _Modified 7/23/2014 n9jMP||(IPM____^ Qraax(5) 1.000 * 0.795 • 0.649 * 0.904 * 1.000 • 0.946 * 1.008 * 1.899 • 1.999 * 1.999 * 51.527) + 23.188) + 2.013) + 1.419) + 11.452) + 81.225 Total of 5 raain strearas to confluence: Flow rates before confluence point: 51.527 23.188 2.013 1.419 Haxiraura flow rates at confluence using above data: 11.452 82.859 68.154 50.608 Area of streams before confluence: 27.370 11.570 0.850 Results of confluence: Total flow rate = 82.859(CFS) Time of concentration = 16.177 nin. Effective stream area after confluence 74.759 0.820 81.225 6.660 47.270(Ac.) Process from Point/Station 450.000 to Point/Station 450.009 **** SUBAREA FLOW ADDITION •••• Decimal fraction soil group A = 9.999 Decimal fraction soil group B = 9.999 Decimal fraction soil group C = 9.000 Decimal fraction soil group D = 1.900 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.888 Sub-Area C Value = 0.350 Time of concentration = 16.18 min. Rainfall Intensity = 3.583(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.428 CA • 23.776 Subarea runoff = 2.330(CFS) for 8.290(Ac.) Total runoff = 85.189(CFS) Total area = 55.568(Ac.) End of computations, total study area = 55.568 (Ac.) P:\2468i(«EngrtRepoits\DIWIN™YDRO Page 32 of 32 • ..•.'rPhlfitedlJ^ S500E100.out Modified "'26.'2014S 3743AMZVftll San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2884 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2883 hydrology manual Rational Hydrology Study Date: 87/26/14 2468 QUARRY CREEK EXISTING CONDITIONS SYSTEM 588 FILE: S588E188 ********* Hydrology Study Control Information ********** Program License Serial Nunber 4849 Rational hydrology study storn event year is 188.8 English (in-lb) input data Units used Hap data precipitation entered: 6 hour, precipitation(inches) = 2.988 24 hour precipitation(inches) « 5.180 P6/P24 = 56.9% San Diego hydrology nanual 'C values used Process fron Point/Station 500.000 to Point/Station 510.000 • *** INITIAL AREA EVALUATION •••* Decinal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 88.000(Ft.) Highest elevation = 149.800(Ft.) Lowest elevation = 140.000(Ft.) Elevation difference = 9.800(Ft.) Slope = 11.136 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 199.99 (Ft) for the top area slope value of 11.14 %, in a development type of Perraanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.95 minutes TC = [1.8*(l.l-C)*dlstance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-9.3500)*( 199.999".5)/( 11.136"(l/3)]= 6.95 Rainfall Intensity (I) = 6.769(In/Hr) for a 199.9 year storra P:\2468.20\Engf«eports\DRAIN-FE\HYDRO Page lof 4 SSOOEIOO.'out''-- Pnnted-12^2014 •" ••'l*)dlfied:.7/26/2b"r4'8:37:43AM'J>iM Effective runoff coefficient used for area (Q=KCIA) is C = 9.350 Subarea runoff = 0.710(CFS) Total initial stream area = 0.300(Ac.) * llllll+++++++1111111 Process from Point/Station 510.000 to Point/Station 545.000 ***• IMPROVED CHANNEL TRAVEL TIME ••** Upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width = Slope or 'Z' of left channel 140.000(Ft.) 96.000(Ft.) • 613.000(Ft.) 5.000(Ft.) bank = 3.099 7.956(CFS) 3.594(Ft/s) Slope or 'Z' of right channel bank = 3.900 Estiraated mean flow rate at midpoint of channel Manning's 'N' = 0.050 Maximum depth of channel = 2.099(Ft.) Flow(q) thru subarea = 7.956(CFS) Depth of flow = 9.363(Ft.), Average velocity = Channel flow top width = 7.181(Ft.) Flow velocity = 3.59(Ft/s) Travel time = 2.84 min. Tirae of concentration = 8.89 min. Critical depth = 9.395(Ft.) Adding area flow to channel Decimal fraction soil group A = 9.900 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 5.272(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 2.866 Subarea runoff = 14.403(CFS) for 7.890(Ac.) Total runoff = 15.113(CFS) Total area = 8.190(Ac.) Depth of flow = 0.522(Ft.), Average velocity = 4.413(Ft/s) Critical depth = 0.578(Ft.) ] Process from Point/Station 545.009 to Point/Station 550.000 **«* IMPROVED CHANNEL TRAVEL TIHE •••• Upstream point elevation = 96.000(Ft.) Downstreara point elevation = 86.000(Ft.) Channel length thru subarea = 270.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.009 Estimated mean flow rate at midpoint of channel - 15.749(CFS) Manning's 'N' = 0.050 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 15.749(CFS) P:\2468.2(KEngi1ReportS\DRAIN-FE\HYDRO Page 2 of 4 Ennted 12/2/2014' 100 out. . -Modified 7/26/2014 8 37.43AMAM. 3.554(Ft/s) Depth of flow = 0.640(Ft.), Average velocity Channel flow top width - 8.842(Ft.) Flow Velocity = 3.55(Ft/s) Travel tirae = 1.27 min. Tine of concentration = 10.15 nin. Critical depth - 0.594(Ft.) Adding area flow to channel Decinal fraction soil group A Decinal fraction soil group B Decinal fraction soil group C Decinal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Pernanent Open Space ) Inpervious value, Ai = 0.000 Sub-Area C Value - 0.350 Rainfall intensity = 4.838(In/Hr) for a 100.9 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 3.367 Subarea runoff = 1.177(CFS) for l.430(Ac.) Total runoff = 16.290(CFS) Total area = 9.620(Ac.) Depth of flow = 9.652(Ft.), Average velocity = 3.599(Ft/s) Critical depth = 0.609(Ft.) 0.099 9.999 0.000 1.000 ] Process fron Point/Station 540.000 to Point/Station **»* SUBAREA FLOW ADDITION **** 559.990 Deciraal fraction soil group A = 0.999 Decimal fraction soil group B = 9.999 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Irapervlous value, Ai = 0.000 Sub-Area C Value = 0.350 Tine of concentration = 10.15 nin. Rainfall intensity = 4.838(In/Hr) for a 108.8 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 8.358 CA = 3.720 Subarea runoff = 1.710(CFS) for 1.010(Ac.) Total runoff = 18.000(CFS) Total area = 10.630(Ac.) Process fron Point/Station 530.000 to Point/Station **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decinal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Pernanent Open Space ) Impervious value, Ai = 0.008 Sub-Area C Value = 8.358 Tirae of concentration = 18.15 min. +++++++++ 558.880 P;C46820€ngr«eportsBR/«N^YDRO Page 3 of 4 .S500E100.out Modified?'?! i4i^7:«AM'AH Rainfall intensity = 4.838(In/Hr) for a 188.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.358 CA = 4.821 Subarea runoff = 1.456(CFS) for e.868(Ac.) Total runoff = 19.457(CFS) Total area = 11.498(Ac.) End of computations, total study area = 11.498 (Ac.) P:\2468.2l)\EiigrtReports\DRAIiraHYDRO Page 4 of 4 •.=.w:."K:-Pnnted: 12/2/2014 iSeOOEIOOoutt,:; .-. ' Modified 12/2/2014 2 4018 PM PM^ San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 12/02/14 2468 QUARRY CREEK EXISTING CONDITIONS SYSTEM 600 FILE: S600E100 »»»»»**** Hydrology Study Control Information ********** Program License Serial Nuraber 4049 Rational hydrology study storra event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.900 24 hour precipitation(inches) = 5.100 P6/P24 = 56.9% San Diego hydrology manual 'C values used ++++++++++++++++++++++++++++++++++ Process frora Point/Station 600.000 to Point/Station 601.000 •••• INITIAL AREA EVALUATION •*•• Deciraal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.888 Decinal fraction soil group C = 8.888 Decinal fraction soil group D = 1.888 [INDUSTRIAL area type (General Industrial ) Inpervious value, Ai = 8.950 Sub-Area C Value = 0.870 Initial subarea total flow distance Highest elevation = 451.088(Ft.) Lowest elevation = 446.888(Ft.) Elevation difference = 5.888(Ft.) Slope = 5.880 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The naxinun overland flow distance is 98.88 (Ft) for the top area slope value of 5.88 %, in a development type of General Industrial In Accordance With Table 3-2 Initial Area Time of Concentration = 2.38 minutes (for slope value of 5.88 %) Calculated TC of 2.300 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall Intensity calculations ] 100.000(Ft.) P:\2468mgrtReportS\DRAIN-FBHYDRO Page lof 27 SeOOEIOOout Modified 12/2/2014 2 4018 PMPM W Rainfall intensity (I) = 7.641(In/Hr) for a 188.8 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 8.878 Subarea runoff = 2.792(CFS) Total initial streara area = 8.428(Ac.) Process frora Point/Station **** STREET FLOW TRAVEL TIME 681.889 to Point/Station SUBAREA FLOW ADDITION **** 692.999 Top of street segraent elevation = 446.988(Ft.) End of street segraent elevation = 411.ee0(Ft.) Length of street segraent = 625.000(Ft.) Height of curb above gutter flowline = 6.8(In.) Width of half street (curb to crown) = 22.e00(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.028 Slope from grade break to crown (v/hz) = 8.828 Street flow is on [1] side(s) of the street Distance from curb to property line = 18.888(Ft.) Slope from curb to property line (v/hz) - 8.828 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = Depth of flow = 0.386(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 14.557(Ft.) Flow velocity - 5.54(Ft/s) Travel time = 1.88 min. TC = Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 4.18 min. 12.129(CFS) 5.537(Ft/s) Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 8.488 Sub-Area C Value = 0.570 Rainfall intensity = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.597 CA = 2.799 Subarea runoff = 18.597(CFS) for 4.270(Ac.) Total runoff = 21.389(CFS) Total area = 4.690(Ac.) Street flow at end of street = 21.389(CFS) Half street flow at end of street = 21.389(CFS) Depth of flow = 0.458(Ft.), Average velocity = 6.351(Ft/s) Flow width (frora curb towards crown)= 18.157(Ft.) Process from Point/Station 602.000 to Point/Station 603.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) *••* Upstream point/station elevation = 411.000(Ft.) P:\2468iO\EngrtRepoitslDRAIN-FE\HYDRO Page 2 of 27 S600Eloorouti •^•-•>H•s^i^•^H=: • - •:-"::il^ifiSl-12/2&014r40,1ErPMPM Downstream point/station elevation = 350.000(Ft.) Pipe length = 760.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.389(CFS) Nearest coraputed pipe diameter = 18.00(In.) Calculated individual pipe flow = 21.389(CFS) Normal flow depth in pipe = 11.30(In.) Flow top width inside pipe = 17.40(In.) Critical depth could not be calculated. Pipe flow velocity = 18.32(Ft/s) Travel time through pipe = 0.69 min. Time of concentration (TC) = 4.87 min. Process from Point/Station 602.000 to Point/Station • ••• SUBAREA FLOW ADDITION •••• +++++++++++ 603.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.009 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Al = 0.400 Sub-Area C Value = 0.570 Time of concentration = 4.87 min. Rainfall intensity = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C - 0.591 CA = 3.563 Subarea runoff = 5.836(CFS) for 1.340(Ac.) Total runoff = 27.225(CFS) Total area = 6.030(Ac.) +44H.4.++++4.+t+++++n I I I I l + l I I I I H I H I I I I I I Process from Point/Station 602.888 to Point/Station 683.800 **** CONFLUENCE OF MAIN STREAMS •••• The following data inside Main Stream is listed: In Hain Stream number: 1 Stream flow area = 6.030(Ac.) Runoff from this stream = 27.225(CFS) Tirae of concentration = 4.87 min. Rainfall intensity = 7.641(In/Hr) Program is now starting with Main Streara No. 2 ++++++++++++++++++++++++++++ Process frora Point/Station 604.000 to Point/Station 685.888 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 8.999 Decimal fraction soil group B = 9.999 Decimal fraction soil group C = 9.999 Decimal fraction soil group D = 1.999 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Inpervious value, Ai = 9.998 P:\2468.20\EngilRepo(1s\DRAlN-FE\HYDRO Page 3 of27 ^nted''12/2/2014 S600E100.oiit Modified 12/2/2014 2 4018 PMPM. Sub-Area C Value = 8.358 Initial subarea total flow distance = 18e.888(Ft.) Highest elevation = 428.8e9(Ft.) Lowest elevation » 499.999(Ft.) Elevation difference = 29.999(Ft.) Slope = 29.999 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 20.00 %, in a development type of Permanent Open Space In Accordance With Table 3-2 Initial Area Time of Concentration = 6.90 minutes (for slope value of 10.00 %) Rainfall intensity (I) = 6.297(In/Hr) for a 199.0 year storra Effective runoff coefficient used for area (QaKCIA) is C « 9.359 Subarea runoff = 9.435(CFS) Total initial stream area = 9.200(Ac.) Process from Point/Station 605.000 to Point/Station 606.000 *••* IMPROVED CHANNEL TRAVEL TIHE **•* Upstream point elevation = 400.000(Ft.) Downstreara point elevation = 364.000(Ft.) Channel length thru subarea = 320.000(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel Hanning's 'N' = 9.959 Haxiraura depth of channel = 1.999(Ft.) Flow(q) thru subarea = 3.161(CFS) Depth of flow = 9.246(Ft.), Average velocity = Channel flow top width = 4.478(Ft.) Flow Velocity = 3.43(Ft/s) Travel time = 1.55 min. Time of concentration = 8.45 min. Critical depth = 9.293(Ft.) Adding area flow to channel Decimal fraction soil group A = 9.900 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 5.445(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 1.071 Subarea runoff = 5.397(CFS) for 2.860(Ac.) Total runoff = 5.832(CFS) Total area = 3.060(Ac.) Depth of flow = 0.347(Ft.), Average velocity = 4.162(Ft/s) Critical depth = 0.422(Ft.) 3.161(CFS) 3.433(Ft/s) P:\2468.20\EngrtReports\DRAIN-FBHYDRO Page 4 of 27 S600E100.out Printed <l2fl/20l4-:'' - -• • - • f'n - • • }•_ ^ Modified IZ'2/2014 2 4(!'l8 PKTRM 607.000 7.812(CFS) 3.482(Ft/s) Process from Point/Station 696.999 to Point/Station ••*• STREET FLOW TRAVEL TIHE + SUBAREA FLOW ADDITION *••• Top of Street segraent elevation = 357.000(Ft.) End of street segraent elevation = 345.000(Ft.) Length of street segraent = 550.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance fron curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.509(Ft.) Gutter hike from flowline = 1.590(In.) Manning's N in gutter = 9.9159 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = Depth of flow = 0.390(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.738(Ft.) Flow velocity = 3.48(Ft/s) Travel time = 2.63 nin. TC = 11.09 nin. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 9.999 Decimal fraction soil group C = 9.999 Decinal fraction soil group D = 1.999 [UNDISTURBED NATURAL TERRAIN ] (Pernanent Open Space ) Impervious value, Ai = 9.999 Sub-Area C Value = 0.350 Rainfall intensity = 4.572(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q-KCIA) is C = 0.350 CA = 2.128 Subarea runoff = 3.897(CFS) for 3.020(Ac.) Total runoff = 9.729(CFS) Total area = 6.080(Ac.) Street flow at end of street = 9.729(CFS) Half street flow at end of street = 9.729(CFS) Depth of flow = 0.416(Ft.), Average velocity = 3.671(Ft/s) Flow width (fron curb towards crown)= l6.058(Ft.) Process fron Point/Station 607.000 to Point/Station 608.000 **** PIPEFLOW TRAVEL TIHE (Progran estinated size) »**• Upstream point/station elevation = 345.099(Fti) Downstrean point/station elevation = 344.699(Ft.) Pipe length - 49.99(Ft.) Hanning's N = 9.913 No. of pipes = 1 Required pipe flow = 9.729(CFS) Nearest conputed pipe diameter = 18.99(In.) Calculated individual pipe flow - 9.729(CFS) Normal flow depth in pipe = 13.69(In.) Flow top width inside pipe = 15.37(In.) P:\246820\EngrtRepoitsCRAIN-FEWDRO Page 5 of 27 S600E100out ;." -, -PrintedJ2/2iM)14.^*h:_r: Critical Depth = 14.44(In.) Pipe flow velocity = 6.75(Ft/s) Travel tirae through pipe = 9.19 rain. Tirae of concentration (TC) = 11.18 rain. Modified 12/2/201424018 PMPM Process frora Point/Station 607.000 to Point/Station 698.999 **** CONFLUENCE OF MINOR STREAMS •*•• Along Hain Streara nuraber: 2 in norraal streara nuraber 1 Streara flow area = 6.980(Ac.) Runoff from this stream = 9.729(CFS) Time of concentration = 11.18 min. Rainfall intensity = 4.546(In/Hr) ++++++++++++++++++++++++++++ Process from Point/Station 609.000 to Point/Station 610.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 362.000(Ft.) Lowest elevation = 361.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.098 % INITIAL AREA TIHE OF CONCENTRATION CALCULATIONS: The maxiraura overland flow distance is 65.88 (Ft) for the top area slope value of 1.88 %, in a developraent type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Tirae of Concentration = 8.48 ninutes (for slope value of 1.88 %) Rainfall intensity (I) = 5.468(In/Hr) for a 188.8 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 8.578 Subarea runoff = 8.436(CFS) Total Initial stream area = 8.148(Ac.) Process from Point/Station 619.000 to Point/Station 608.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ***•• Top of Street segment elevation = 361.088(Ft.) End of street segment elevation = 358.888(Ft.) Length of street segment = 345.888(Ft.) Height of curb above gutter flowline = 6.8(In.) Width of half street (curb to crown) = 22.888(Ft.) Distance from crown to crossfall grade break - 18.888(Ft.) Slope frora gutter to grade break (v/hz) = 0.020 P:\2468.20Engi«eports\DRAlN-FBHYDRO Page 6 of27 ^"••"Pmlicfl^OM-Modified'12/2/2014^2'4018PM PM SeOOEIOOout Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance fron curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N frora gutter to grade break = 0.0180 Hanning's N frora grade break to crown = 0.0180 Estinated nean flow rate at nldpoint of street = 3.848(CFS) Depth of flow = 0.362(Ft.), Average velocity = 2.072(Ft/s) Streetflow hydraulics at nldpoint of street travel: Halfstreet flow width = 13.364(Ft.) Flow velocity = 2.07(Ft/s) Travel tine = 2.78 nin. TC = 11.18 nin. Adding area flow to street Decimal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HEDIUH DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.548(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.585 Subarea runoff = 6.771(CFS) for 2.640(Ac.) Total runoff = 7.207(CFS) Total area = 2.780(Ac.) Street flow at end of street = 7.207(CFS) Half street flow at end of street = 7.207(CFS) Depth of flow = 0.437(Ft.), Average velocity = 2.409(Ft/s) Flow width (frora curb towards crown)= 17.089(Ft.) +++++++++++++++++++ Process from Point/Station 618.888 to Point/Station 688.888 **** CONFLUENCE OF HINOR STREAHS **** Along Hain Strean number: 2 in nornal strean nunber 2 Strean flow area = Runoff fron this stream Tine of concentration = Rainfall intensity = Sunnary of strean data: 2.788(AC.) 7.287(CFS) 11.18 nin. 4.548(In/Hr) Strean No. 1 2 Qnax(l) Qnax(2) Flow rate (CFS) TC (nin) 9.729 7.287 1.800 • 0.999 * 11.18 11.18 Rainfall Intensity (In/Hr) 4.546 4.548 1.000 •* 1.888 * 9.729) + 7.287) + = 16.932 1.800 * 0.999 * 9.729) + P:\2468.20\EngrtReports\DRAIN^EWrDRO Page 7 of27 ^.-«.«.wpnn(edH2/2/2014' • ~ 1.000 * 1.000 * SeOOEIOOout 7.207) + = Modffied: 12/2/2014 2'40:18-PM PM- 16.928 Total of 2 streams to confluence: Flow rates before confluence point: 9.729 7.207 Maximum flow rates at confluence using above data: 16.932 16.928 Area of streams before confluence: 6.080 2.780 Results of confluence: Total flow rate = 16.932(CFS) Tine of concentration = 11.185 nin. Effective strean area after confluence = 8.860(Ac.) Process from Point/Station 608.000 to Point/Station 603.000 *••• PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 358.000(Ft.) Downstream point/station elevation = 357.000(Ft.) Pipe length = 100.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 16.932(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 16.932(CFS) Normal flow depth in pipe = 15.49(In.) Flow top width inside pipe = 22.96(In.) Critical Depth = 17.79(In.) Pipe flow velocity = 7.90(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 11.49 min. +++++++++++++++++++++++++++++++ Process from Point/Station 608.000 to Point/Station 603.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Streara is listed: In Hain Strean number: 2 Strean flow area = 8.860(Ac.) Runoff fron this stream = 16.932(CFS) Tirae of concentration = 11.40 rain. Rainfall intensity = 4.491(In/Hr) Summary of stream data: Stream No. 1 2 Qraax(l) Flow rate (CFS) TC (rain) Qmax(2) = 27.225 16.932 1.000 1.000 4.87 11.40 Rainfall Intensity (In/Hr) 7.641 4.491 1.000 0.428 27.225) + 16.932) + = 0.588 • 1.008 * 27.225) + 1.688 • 1.888 • 16.932) + 34.464 32.935 P:\2468.20\EngrtRepoitsTOAIfH:EWDRO Page 8 of 27 'prinied-12/2/261^^''''^ .SeOOEIOOout-- - , : Modified-12/2/2014 2 4018 P.M.PMv=< Total of 2 main streams to confluence: Flow rates before confluence point: 27.225 16.932 Haxinum flow rates at confluence using above data: 34.464 32.935 Area of streans before confluence: 6.838 8.860 Results of confluence: Total flow rate = 34.464(CFS) Tine of concentration = 4.873 nin. Effective strean area after confluence = 14.890(Ac.) Process fron Point/Station 603.000 to Point/Station 611.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 350.888(Ft.) Downstreara point/station elevation = 348.888(Ft.) Pipe length = 278.88(Ft.) Manning's N = 8.813 No. of pipes = 1 Required pipe flow = 34.464(CFS) Nearest coraputed pipe diameter = 24.88(In.) Calculated individual pipe flow = 34.464(CFS) Normal flow depth in pipe = 16.13(In.) Flow top width inside pipe = 22.54(In.) Critical depth could not be calculated. Pipe flow velocity = 15.37(Ft/s) Travel tirae through pipe = 0.29 rain. Tirae of concentration (TC) = 5.17 rain. I.+++++++++++++++++ Process fron Point/Station 693.999 to Point/Station **»» SUBAREA FLOW ADDITION •*** 9.999 611.999 Decinal fraction soil group A Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decinal fraction soil group D = 1.000 [HEDIUH DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Inpervious value, Ai = 0.400 Sub-Area C Value = 0.570 Tine of concentration = 5.17 min. Rainfall intensity = 7.482(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.494 CA = 7.931 Subarea runoff = 24.878(CFS) for 1.150(Ac.) Total runoff = 59.342(CFS) Total area = 16.040(Ac.) Process from Point/Station 611.000 to Point/Station **** PIPEFLOW TRAVEL TIHE (Program estimated size) *»** 612.000 P:\2468.20\EngrtReports\DRAIN-FBHYDRO Page9of27 ^.ai^t'&A/iiim^'-t.^^ S600E100.out Modified 12/2/2014-240 18-PMPM Upstream point/station elevation = 340.000(Ft.) Downstream point/station elevation = 260.000(Ft.) Pipe length = 200.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 59.342(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 59.342(CFS) Normal flow depth in pipe = 13.27(In.) Flow top width inside pipe = 15.85(In.) Critical depth could not be calculated. Pipe flow velocity - 42.50(Ft/s) Travel time through pipe = 9.08 min. Time of concentration (TC) = 5.24 min. +++++++++++++ 612.000 Process from Point/Station 611.000 to Point/Station •••• CONFLUENCE OF MAIN STREAMS •••• The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 16.040(Ac.) Runoff from this stream = 59.342(CFS) Time of concentration = 5.24 min. Rainfall intensity - 7.410(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 613.000 to Point/Station 614.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 347.000(Ft.) Lowest elevation - 340.000(Ft.) Elevation difference = 7.000(Ft.) Slope = 7.000 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.00 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Tirae of Concentration = 6.00 minutes (for slope value of 5.00 %) Rainfall Intensity (I) = 6.793(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C » 0.570 Subarea runoff = 0.310(CFS) Total initial stream area = 0.080(Ac.) P:\2468.20EngrtReports\DRAIN-FBHYDRO Page 10 of 27 Mn[r2/2/2014i240-18-PM>PM Process from Point/Station 614.099 to Point/Station 615.999 **** STREET FLOW TRAVEL TIHE + SUBAREA FLOW ADDITION •••• Top of Street segment elevation = 34O.000(Ft.) End of street segraent elevation = 302.000(Ft.) Length of street segraent = 865.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Hanning's N in gutter = 0.0150 Hanning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = Depth of flow = 0.320(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.262(Ft.) Flow velocity = 4.21(Ft/s) Travel time « 3.43 min. TC = 9.43 nin. Adding area flow to street Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HEDIUH DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall Intensity = 5.076(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C - 0.579 CA = 2.172 Subarea runoff = 19.714(CFS) for 3.730(Ac.) Total runoff = 11.024(CFS) Total area = 3.810(Ac.) Street flow at end of street = 11.024(CFS) Half street flow at end of street = 11.024(CFS) Depth of flow = 0.389(Ft.), Average velocity = 4.935(Ft/s) Flow width (from curb towards crown)= 14.706(Ft.) 5.638(CFS) 4.208(Ft/s) t++H-+4-+++++++++++++l H I I I t I I H 14- Process fron Point/Station 615.009 to Point/Station 612.999 •*•* PIPEFLOW TRAVEL TIHE (Progran estinated size) **** Upstrean point/station elevation = 392.999(Ft.) Downstrean point/station elevation = 269.999(Ft.) Pipe length = 219.99(Ft.) Manning's N = 9.913 No. of pipes =1 Required pipe flow = 11.924(CFS) Nearest conputed pipe diameter = 12.90(In.) Calculated individual pipe flow = H.924(CFS) Nornal flow depth in pipe = 7.34(in.) P:\2468.20\Engi«eports\DRAIN-FBHYDRO Page 11 of 27 SeOOEIOOout •.,lft6(ilfila'T22/2014 2:40:18 PM PM. Flow top width inside pipe = 11.79(In.) Critical depth could not be calculated. Pipe flow velocity = 21.89(Ft/s) Travel tine through pipe = 9.16 nin. Tine of concentration (TC) = 9.59 nin. Process fron Point/Station 615.999 to Point/Station 612.999 **** CONFLUENCE OF MAIN STREAHS The following data inside Hain Strean is listed: In Hain Strean number: 2 Streara flow area = 3.810(Ac.) Runoff frora this streara = 11.024(CFS) Tirae of concentration = 9.59 rain. Rainfall intensity = 5.021(In/Hr) Suraraary of streara data: Stream No. 1 2 Qraax(l) Qraax(2) Flow rate (CFS) 59.342 11.024 1.000 1.000 9.678 1.999 TC (min) Rainfall Intensity (In/Hr) .24 .59 1.000 0.547 1.999 1.990 .410 .021 59.342) 11.024) 59.342) 11.024) 65.373 51.239 Total of 2 main streams to confluence: Flow rates before confluence point: 59.342 11.024 Haxiraura flow rates at confluence using above data: 65.373 51.239 Area of streams before confluence: 16.040 3.810 Results of confluence: Total flow rate = 65.373(CFS) Time of concentration = 5.244 mirt. Effective stream area after confluence = 19.850(Ac.) 4-I-+++++++++4.+4.++4.4-++++4-I-4.+ f*tlftfl-t + t + Process from Point/Station 612.000 to Point/Station *••* IMPROVED CHANNEL TRAVEL TIME **** 616.000 Upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width = Slope or 'Z' of left channel 260.099(Ft.) 173.999(Ft.) = 625.9ee(Ft.) 3.888(Ft.) bank = 2.889 Slope or 'Z' of right channel bank = 2.888 P:\2468.201Engr\RepoitslDR/\IN-FE\HYDRO Page 12 of 27 , Pnntaf'li 'seooEiooout Modified 12/2/20142 4018-PM>eMa$..- 77.285(CFS) Estimated raean flow rate at midpoint of channel = Hanning's 'N' = 8.858 Haxiraura depth of channel = 5.000(Ft.) Flow(q) thru subarea = 77.205(CFS) Depth of flow = 1.355(Ft.), Average velocity = 9.980(Ft/s) Channel flow top width = 8.419(Ft.) Flow Velocity = 9.98(Ft/S) Travel tirae = 1.04 min. Tirae of concentration = 6.29 rain. Critical depth = 1.859(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Perraanent Open Space ) Irapervlous value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 6.591(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C - 0.457 CA = 13.498 Subarea runoff = 23.593(CFS) for 9.708(Ac.) Total runoff = 88.966(CFS) Total area = 29.558(Ac.) Depth of flow = 1.453(Ft.), Average velocity = 18.364(Ft/s) Critical depth = 2.eee(Ft.) Process frora Point/Station 612.888 to Point/Station 616.888 »**• CONFLUENCE OF HAIN STREAMS *••* The following data inside Main Streara is listed: In Hain Strean nunber: 1 Strean flow area = 29.55e(Ac.) Runoff fron this strean = 88.966(CFS) Tine of concentration = 6.29 min. Rainfall intensity = 6.591(In/Hr) Progran is now starting with Main Strean No. 2 Process fron Point/Station +111111++++++11111111 617.888 to Point/Station 618.888 **** INITIAL AREA EVALUATION *•** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decinal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = Highest elevation = 345.009(Ft.) Lowest elevation = 344.999(Ft.) Elevation difference = 1.000(Ft.) Slope = 109.000(Ft.) 1.090 % P:\2468i0ingilReports\DRAIN-FE\HYDRO Page 13 of 27 '•{i,,tS600E100.out Modified.-.12/2/2014 24018 PM PM INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a developnent type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 minutes (for slope value of 1.80 %) Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.717(CFS) Total initial strean area = 0.230(Ac.) Process fron Point/Station ***• STREET FLOW TRAVEL TIME +++++++++++++++ 618.000 to Point/Station 619.000 SUBAREA FLOW ADDITION **** Top of Street segment elevation = 344.000(Ft.) End of street segment elevation = 334.000(Ft.) Length of street segment = 510.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 8.327(CFS) Depth of flow = 0.404(Ft.), Average velocity = 3.396(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.430(Ft.) Flow velocity = 3.40(Ft/s) TC Travel time - 2.50 min. TC = 10.90 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.621(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA • 3.437 Subarea runoff = 15.167(CFS) for 5.800(Ac.) Total runoff = 15.883(CFS) Total area = 6.030(Ac.) Street flow at end of street = 15.883(CFS) Half street flow at end of street = 15.883(CFS) Depth of flow = 0.491(Ft.), Average velocity = 3.972(Ft/s) Flow width (from curb towards crown)= 19.819(Ft.) P:\2468.20Cngi«eportsmiN-FE\HYDRO Page 14 of 27 Printe'dM2C/2014 SeOOEIOOoiif- vfjo- ^^.•^"<.'^M^^fiecl'71 'n^TlS.RM PM 616.000 +++++++++++++++ Process from Point/Station 619.009 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) •*•**•* Upstream point/station elevation = 334.999(Ft.) Downstream point/station elevation = 199.990(Ft.) Pipe length = 610.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.883(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 15.883(CFS) Nornal flow depth in pipe = 9.05(In.) Flow top width inside pipe = 19.34(In.) Critical depth could not be calculated. Pipe flow velocity = 25.99(Ft/s) Travel tine through pipe - 0.41 nin. Tine of concentration (TC) = 11.31 nin. Process fron Point/Station 619.000 to Point/Station 616.999 •*•* CONFLUENCE OF HAIN STREAHS **** The following data inside Main Strean is listed: In Hain Stream number: 2 Streara flow area = 6.030(Ac.) Runoff frora this strean - 15.883(CFS) Tine of concentration = 11.31 nin. Rainfall intensity = 4.513(In/Hr) Prograra is now starting with Main Streara No. 3 +++++++++++++++++ Process frora Point/Station 620.999 to Point/Station 621.099 »*** INITIAL AREA EVALUATION ••*• ] 199.999(Ft.) Deciraal fraction soil group A = 9.999 Deciraal fraction soil group B = 9.999 Deciraal fraction soil group C = 9.999 Deciraal fraction soil group D = 1.999 [HEDIUH DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = Highest elevation = 307.000(Ft.) Lowest elevation = 306.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % INITIAL AREA TIHE OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 ninutes (for slope value of 1.99 %) Rainfall intensity (I) = 5.468(In/Hr) for a 190.0 year storn P:\246B.201ngrtReportsCRAIN-FEWrDRO Page 15 of 27 "nrted 12?50^4M-'V-" .- S600E100.out -nwk ' Umei 12^2014 2 4018 PM PM-'.^ Effective runoff coefficient used for area (Q=KCIA) is C Subarea runoff = 0.499(CFS) Total initial stream area = 0.160(Ac.) 0.579 Process frora Point/Station **** STREET FLOW TRAVEL TIHE 621.999 to Point/Station SUBAREA FLOW ADDITION ***• 622.999 Top of Street segment elevation = 396.999(Ft.) End of street segment elevation = 285.999(Ft.) Length of street segment = 685.999(Ft.) Height of curb above gutter flowline = 6.9(In.) Width of half street (curb to crown) = 22.990(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) « 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line « 10.000(Ft.) Slope from curb to property line (v/hz) = 0.029 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 8.8158 Manning's N from gutter to grade break = 8.8188 Manning's N from grade break to crown = 8.8188 Estimated mean flow rate at midpoint of street = Depth of flow = 0.373(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 13.907(Ft.) Flow velocity = 3.98(Ft/s) 7.991(CFS) 3.985(Ft/s) TC = 11.27 min. Travel time = 2.87 min. Adding area flow to street Decimal fraction soil group A = 0.889 Decimal fraction soil group B = 9.999 Decimal fraction soil group C = 0.988 Decimal fraction soil group D = 1.809 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.525(In/Hr) for a 188.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 3.409 Subarea runoff = 14.925(CFS) for 5.820(Ac.) Total runoff = 15.423(CFS) Total area = 5.980(Ac.) Street flow at end of street = 15.423(CFS) Half street flow at end of street = 15.423(CFS) Depth of flow = 0.455(Ft.), Average velocity = 4.670(Ft/s) Flow width (from curb towards crown)- 17.977(Ft.) Process from Point/Station 622.000 to Point/Station 622.100 **** PIPEFLOW TRAVEL TIME (Program estiraated size) •**•• Upstream point/station elevation = 285.000(Ft.) Downstream point/station elevation = 252.000(Ft.) P:12468.20£ngrtReports\DRAIN-FE\HYDRO Page 16 of 27 :;"~S600E100:oiH!««v Modified 12/2/2014 2 4018PM PM''*'"'"?'^* Pipe length = 255.09(Ft.) Manning's N = 9.913 No. of pipes = 1 Required pipe flow = 15.423{CFS) Nearest computed pipe diameter = 15.90(In.) Calculated individual pipe flow = 15.423(CFS) Norraal flow depth in pipe = 8.93(In.) Flow top width inside pipe = 14.72(In.) Critical depth could not be calculated. Pipe flow velocity = 20.25(Ft/s) Travel time through pipe = 0.21 rain. Tirae of concentration (TC) = 11.47 rain. +++++++++++++++++++ Process fron Point/Station 622.000 to Point/Station 622.100 **•* SUBAREA FLOW ADDITION •••• Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Time of concentration = 11.47 min. Rainfall intensity = 4.471(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 5.022 Subarea runoff = 7.030(CFS) for 2.830(Ac.) Total runoff = 22.453(CFS) Total area » 8.810(Ac.) ++++++ Process from Point/Station 622.100 to Point/Station 616.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) »*** Upstream point/station elevation = 252.000(Ft.) Downstream point/station elevation = 203.000(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.453(CFS) Nearest coraputed pipe diameter = 15.0O(In.) Calculated individual pipe flow = 22.453(CFS) Normal flow depth in pipe = 8.45(In.) Flow top width inside pipe = 14.88(In.) Critical depth could not be calculated. Pipe flow velocity = 31.55(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 11.55 min. Process from Point/Station 622.100 to Point/Station 616.999 **** CONFLUENCE OF MAIN STREAMS *•** The following data inside Main Streara is listed: In Hain Stream number: 3 Streara flow area = 8.819(Ac.) P:\2468.20€ngrtReportsmiN-FEWDRO Page 17 of 27 Pnnted .12C/2014!5; Runoff from this stream = Time of concentration = Rainfall intensity = S600E100.out- .1*1 * 2-4018 PMPM 22.453(CFS) 11.55 min. 4.451(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 88.966 6.29 6.591 2 15.883 11.31 4.513 3 22.453 11.55 4.451 Qraax(l) = 1.000 * 1.000 • 88.966) + 1.009 * 0.556 * 15.883) + 1.000 • 0.544 » 22.453) + = 110.014 Qraax(2) = 0.685 • 1.000 * 88.966) + 1.000 * 1.000 * 15.883) + 1.000 * 0.979 * 22.453) + = 98.782 Qraax(3) = 0.675 • 1.000 » 88.966) + 0.986 * 1.000 * 15.883) + 1.000 * 1.000 * 22.453) + -98.205 Total of 3 main streans to confluence: Flow rates before confluence point: 88.966 15.883 22.453 Haxinum flow rates at confluence using above data: 110.914 98.782 98.295 Area of streans before confluence: 29.559 6.030 8.810 Results of confluence: Total flow rate = 110.014(CFS) Tine of concentration = 6.287 min. Effective strean area after confluence 44.390(Ac.) Process fron Point/Station 616.000 to Point/Station 623.999 **** IMPROVED CHANNEL TRAVEL TIHE *•** Upstrean point elevation = 173.999(Ft.) Downstrean point elevation = 149.000(Ft.) Channel length thru subarea = 460.009(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 4.088 Slope or 'Z' of right channel bank = 4.688 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.050 Maxinun depth of channel = 5.000(Ft.) Flow(q) thru subarea = 125.248(CFS) Depth of flow = 1.607(Ft.), Average velocity = Channel flow top width = 17.859(Ft.) Flow Velocity = 6.82(Ft/s) 125.248(CFS) 6.817(Ft/s) P:\2468.20EngrtReports\DRAIN-FE\HYDRO Page 18 of 27 Pnnted "l'2^T4 ,J£ji§g00E100oiit 2/2/201'4<24018THPM Travel tine = 1.12 nin. Time of concentration = 7.41 nin. Critical depth = 1.750(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decinal fraction soil group D = 1.800 [UNDISTURBED NATURAL TERRAIN ] (Pernanent Open Space ) Impervious value, Ai = 0i000 Sub-Area C Value = 0.350 Rainfall intensity = 5.927(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 6.486 CA = 23.714 Subarea runoff = 36.546(CFS) for 5.020(Ac.) Total runoff = 140.560(CFS) Total area = 49.410(Ac.) Depth of flow = 1.697(Ft.), Average velocity = 7.027(Ft/s) Critical depth = 1.859(Ft.) Process fron Point/Station 616.000 to Point/Station 623.000 **•* CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Strean number: 1 Streara flow area > 49.410(Ac.) Runoff fron this streara = 140.560(CFS) Tirae of concentration = 7.41 rain. Rainfall intensity = 5.927(In/Hr) Progran is now starting with Hain Strean No. 2 Process fron Point/Station 624.000 to Point/Station 625.008 **** INITIAL AREA EVALUATION ***• Decinal fraction soil group A = 8.888 Decinal fraction soil group B = 8.888 Decinal fraction soil group C = 8.888 Decinal fraction soil group D = 1.888 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Inpervious value, Ai = 8.488 Sub-Area C Value = 8.578 Initial subarea total flow distance = Highest elevation = 249.666(Ft.) Lowest elevation = 246.ee8(Ft.) Elevation difference = 3.88e(Ft.) Slope = 2.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The naximum overland flow distance is 95.00 (Ft) for the top area slope value of 2.50 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 7.00 minutes (for slope value of 3.00 %) ] 120.000(Ft.) P:\2468.20\EngrtReport8\DRAIN-FBHYDRO Page 19 of 27 -Printed: 12/2/2014 ."jS600E100.out;. -,. . . '*'^'*SSiKi'2^ 12/2/2014 2"M"t8.5M^|... -.IK Rainfall intensity (I) = 6.150(In/Hr) for a 100.0 year storn Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.841(CFS) Total initial streara area = 0.240(Ac.) Process frora Point/Station **** STREET FLOW TRAVEL TIHE 625.000 to Point/Station SUBAREA FLOW ADDITION **** 626.000 Top Of Street segnent elevation = 246.088(Ft.) End of street segnent elevation = 248.500(Ft.) Length of street segnent = 345.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.0e8(Ft.) Distance fron crown to crossfall grade break = 18.88e(Ft.) Slope fron gutter to grade break (v/hz) = 8.828 Slope fron grade break to crown (v/hz) = 6.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowllne = 1.500(In.) Manning's N in gutter = 6.6150 Manning's N from gutter to grade break = 6.6186 Manning's N from grade break to crown = 8.8188 Estimated mean flow rate at midpoint of street = 4.941(CFS) Depth of flow = 0.357(Ft.), Average velocity = 2.770(Ft/s) Streetflow hydraulics at nldpoint of street travel: Halfstreet flow width = 13.087(Ft.) Flow velocity = 2.77(Ft/s) Travel time = 2.68 nin. TC = 9.88 nin. Adding area flow to street Decimal fraction soil group A = 6.888 Decimal fraction soil group B = 6.666 Deciraal fraction soil group C = 8.888 Deciraal fraction soil group D = 1.888 [HEDIUH DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Irapervlous value, Ai = 8.466 Sub-Area C Value = 8.578 Rainfall intensity = 5.282(In/Hr) for a 188.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.578 CA = 1.727 Subarea runoff = 8.142(CFS) for 2.79e(Ac.) Total runoff = 8.984(CFS) Total area = 3.838(Ac.) Street flow at end of street = 8.984(CFS) Half street flow at end of street = 8.984(CFS) Depth of flow = 8.426(Ft.), Average velocity = 3.197(Ft/s) Flow width (from curb towards crown)= 16.548(Ft.) Process from Point/Station 626.888 to Point/Station 627.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) •••* Upstream point/station elevation = 240.500(Ft.) P:\2468.20\EngrtRepoits\DRAIN-FE\HYDRO Page 20 of 27 S600E100.out ^rs^Rnnted^iaggoU' - * -'"";'Vi*xJifi«r'i2/2Soif?WpMPM Downstream point/station elevation = 203.000(Ft.) Pipe length = 350.00(Ft.) Manning's N = 0.013 No. of pipes =1 Required pipe flow = 8.984(CFS) Nearest conputed pipe diameter = 12.00(In.) Calculated individual pipe flow = 8.984(CFS) Normal flow depth in pipe = 7.90(In.) Flow top width inside pipe = 11.38(In.) Critical depth could not be calculated. Pipe flow velocity = 16.38(Ft/s) Travel time through pipe » 6.36 nin. Tine of concentration (TC) = 9.43 nin. Process fron Point/Station 626.800 to Point/Station ***• SUBAREA FLOW ADDITION ••*• 627.888 Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 0.099 Decinal fraction soil group D • 1.988 [HEDIUH DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Inpervious value, Ai = 6.488 Sub-Area C Value = 8.578 Tine of concentration » 9.43 nin. Rainfall intensity = 5.874(In/Hr) for a 188.8 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 4.948 Subarea runoff = 16.121(CFS) for 5.650(Ac.) Total runoff = 25.104(CFS) Total area = 8.680(Ac.) < 11111111111 Process fron Point/Station 627.000 to Point/Station 623.000 »»** PIPEFLOW TRAVEL TIME (Program estinated size) **** Upstrean point/station elevation = 263.688(Ft.) Downstrean point/station elevation = 149.86e(Ft.) Pipe length = 275.ee(Ft.) Manning's N = 8.813 No. of pipes = 1 Required pipe flow = 25.184(CFS) Nearest conputed pipe dianeter = 15.e0(In.) Calculated individual pipe flow = 25.164(CFS) Nornal flow depth in pipe = 18.98(In.) Flow top width Inside pipe = 13.37(In.) Critical depth could not be calculated. Pipe flow velocity = 26.31(Ft/s) Travel tine through pipe = 6.17 nin. Tine of concentration (TC) = 9.61 nin. ++++++++++++++++++++ Process fron Point/Station 627.888 to Point/Station **•* CONFLUENCE OF HAIN STREAHS **** 623.888 The following data inside Main Strean is listed: In Main Strean number: 2 P:(2468.201ngr\ReportslDRAIN-FE\HYDRO Page 21 of 27 Printed:"12/2/2014.-. «.-•., »-,.,S»a...=..i*J;„i • S600E100.6iJt 'Modifiedr.12/2/2014-: stream flow area = 8.68e(Ac.) Runoff from this stream = 25.184(CFS) Time of concentration = 9.61 nin. Rainfall intensity » 5.814(In/Hr) Progran is now starting with Main Stream No. 3 +++++1 I I I I I I I I I I I I I I I I I I I I II I I I I I I I I I I I I I I I M ++^^++++++++++ Process from Point/Station 628.800 to Point/Station 629.000 •*•* INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 105.000(Ft.) Highest elevation = 208.000(Ft.) Lowest elevation = 206.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 1.905 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The raaxlraura overland flow distance is 80.00 (Ft) for the top area slope value of 1.91 %, in a developraent type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Tirae of Concentration « 7.40 rainutes (for slope value of 2.00 %) Rainfall intensity (I) = 5.934(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.913(CFS) Total initial stream area = 0.270(Ac.) Process from Point/Station 629.000 to Point/Station 630.000 ***• STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION •••* Top of Street segraent elevation = 206.000(Ft.) End of street segment elevation = 178.000(Ft.) Length of street segment = 730.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.026 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated nean flow rate at midpoint of street 7.435(CFS) P:\2468.20fngrtReports(DRAINfflHYDRO Page 22 of 27 Pnnted {12/2/2014. • S600El00:o'ut«--«;v;%?3S3^<: ****'*l«bTiifil Depth of flow - 0.354(Ft.), Average velocity = 4.266(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.930(Ft.) Flow velocity = 4.27(Ft/s) Travel time = 2.85 min. TC = 10.25 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HEDIUH DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.576 Rainfall intensity - 4.888(In/Hr) for a 188.8 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 8.578 CA = 2.898 Subarea runoff = 12.982(CFS) for 4.880(Ac.) Total runoff = 13.896(CFS) Total area = 5.070(Ac.) Street flow at end of street = 13.896(CFS) Half street flow at end of street = 13.896(CFS) Depth of flow = 0.426(Ft.), Average velocity = 4.956(Ft/s) Flow width (from curb towards crown)= 16.530(Ft.) ++-H-H-+++'H-+-H-l-H-1 I I I I I I I I I I I I I H.+++++<.+tt+++t++4-4.+4.+++++4.+++++4-+++++H-+ Process from Point/Station 630.^ to Point/Station 623.888 **** PIPEFLOW TRAVEL TIHE (Progran estinated size) *•*• Upstrean point/station elevation = 178.666(Ft.) Downstrean point/station elevation = 149.8e0(Ft.) Pipe length = 300.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.896(CFS) Nearest conputed pipe dianeter = 15.00(In.) Calculated individual pipe flow = 13.896(CFS) Nornal flow depth in pipe < 9.18(In.) Flow top width inside pipe = 14.62(In.) Critical depth could not be calculated. Pipe flow velocity = 17.66(Ft/s) Travel tirae through pipe = 0.28 rain. Tirae of concentration (TC) = 10.54 nin. Process fron Point/Station 630.000 to Point/Station 623.008 ***• CONFLUENCE OF MAIN STREAMS **** The following data inside Main Strean is listed: In Main Strean number: 3 Stream flow area = 5.878(Ac.) Runoff fron this strean = 13.896(CFS) Tine of concentration = 18.54 min. Rainfall intensity = 4.725(In/Hr) Suraraary of streara data: Strean No. Flow rate (CFS) TC (nin) Rainfall Intensity (In/Hr) P:\2468.20€ngrtReports\DRAIN-FEV1YDRO Page 23 of 27 S600E100out Pnnted \2l2mA"^^.^ ' . .r -'J'iiiMiijiliijpsisssi^ Modified:'l2/2/20f4'2:40:18 PM^PM 1 2 3 Qmax(l) Qmax(2) = Qmax(3) = 146.560 7.41 5.927 25.104 9.61 5.014 13.896 10.54 4.725 1.000 * 1.000 * 140.568) + 1.000 « 0.772 * 25.104) + 1.000 * 0.704 * 13.896) + = 0.846 * 1.000 * 140.560) + 1.000 * 1.000 * 25.104) + 1.000 * 0.912 * 13.896) + = 0.797 « 1.000 * 140.560) + 0.942 * 1.000 * 25.104) + 1.000 * 1.000 * 13.896) + = 169.706 156.686 149.586 Total of 3 main streams to confluence: Flow rates before confluence point: 140.560 25.104 13.896 Maximum flow rates at confluence using above data: 169.706 156.686 149.586 Area of streams before confluence: 49.410 8.680 5.070 Results of confluence: Total flow rate = 169.706(CFS) Time of concentration = 7.412 min. Effective stream area after confluence 63.160(Ac.) 4-1 I I I I I I I +1 I I I I I I ++++++ Process from Point/Station 623.000 to Point/Station 631.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **•* Upstream point/station elevation = 149.000(Ft.) Downstream point/station elevation = 126.000(Ft.) Pipe length = 440.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 169.706(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 169.706(CFS) Normal flow depth in pipe = 28.88(In.) Flow top width inside pipe = 34.20(In.) Critical depth could not be calculated. Pipe flow velocity = 25.75(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 7.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process frora Point/Station 623.000 to Point/Station 631.000 • ••* SUBAREA FLOW ADDITION ***• Decimal fraction soil group A = 8.099 Decimal fraction soil group B = 0.000 P:\2468.20SngrtRepoits\DRAIN-FE\HYDRO Page 24 of 27 Ifnnfed: 12/2/25^'.;..-S600E100.out Modified. 12^2014 2 4018 PM?M Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.099 Sub-Area C Value = 9.359 Time of concentration = 7.79 min. Rainfall intensity = 5.785(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q»KCIA) is C = 0.492 CA = 32.703 Subarea runoff = 19.477(CFS) for 3.290(Ac.) Total runoff = 189.184(CFS) Total area = 66.450(Ac.) Process frora Point/Station 631.000 to Point/Station 632.000 ***» IMPROVED CHANNEL TRAVEL TIME *••* Upstreara point elevation = 126.000(Ft.) Downstreara point elevation = 91.000(Ft.) Channel length thru subarea = 1155.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.999 Estinated raean flow rate at midpoint of channel = 189.299(CFS) Hanning's 'N' = 0.045 Haxiraura depth of channel = 5.000(Ft.) Flow(q) thru subarea = 189.209(CFS) Depth of flow - 2.257(Ft.), Average velocity = 7.120(Ft/s) Channel flow top width = 18.544(Ft.) Flow Velocity = 7.12(Ft/s) Travel tirae = 2.70 min. Tirae of concentration = 10.40 min. Critical depth = 2.313(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q - 186.593(CFS) therefore the upstream flow rate of Q = 189.184(CFS) is being used Rainfall intensity = 4.764(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.461 CA = 39.167 Subarea runoff = 0.000(CFS) for 18.470(Ac.) Total runoff = 189.184(CFS) Total area = 84.920(Ac.) Depth of flow = 2.257(Ft.), Average velocity = 7.120(Ft/s) Critical depth = 2.313(Ft.) +++++++H-H-+-H-H.+++++++++1 I I I I I I I H m H-+VH-H-+'t-t-H-H-l-++ Process from Point/Station 631.000 to Point/Station 632.000 P:\246820€ngrtReportsOR/yN-FBHYDRO Page 25 of 27 S600E100.W««^-;'^' -' Printed: 12/2/2014 ***• CONFLUENCE OF HINOR STREAHS •**• .ModHied 12/2/2014-2:40-18PMPM - Along Hain Stream nunber: 1 in nornal strean nunber 1 Strean flow area = 84.920(Ac.) Runoff fron this stream = 189.184(CFS) Tine of concentration = 10.40 nin. Rainfall intensity = 4.764(In/Hr) I-++++++++++++++++++++++++1 Process fron Point/Station 640.000 to Point/Station 642.088 **** INITIAL AREA EVALUATION •*** Decinal fraction soil group A = 8.800 Decinal fraction soil group B = 8.800 Decinal fraction soil group C = 0.008 Decimal fraction soil group D = 1.868 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 8.888 Sub-Area C Value = 8.356 Initial subarea total flow distance = 111.888(Ft.) Highest elevation = 138.000(Ft.) Lowest elevation = 116.000(Ft.) Elevation difference = 22.000(Ft.) Slope = 19.820 % INITIAL AREA TIHE OF CONCENTRATION CALCULATIONS: The maxiraura overland flow distance is 100.00 (Ft) for the top area slope value of 19.81 %, In a development type of Pernanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.99 ninutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.3500)*( 100.000".5)/( 19.810"(l/3)]= 4.99 The initial area total distance of 111.00 (Ft.) entered leaves a remaining distance of 11.00 (Ft.) Using Figure 3-4, the travel tine for this distance is 0.09 ninutes for a distance of 11.00 (Ft.) and a slope of 19.81 % with an elevation difference of 2.18(Ft.) from the end of the top area Tt = [11.9*length(Hi)"3)/(elevation change(Ft.))]".385 *68(nin/hr) 8.892 Hinutes Tt=[(11.9*0.0021"3)/( 2.18)]".385= 0.69 Total initial area Ti = 4.99 minutes from Figure 3-3 formula plus 8.89 ninutes from the Figure 3-4 formula = 5.08 minutes Rainfall intensity (I) = 7.561(In/Hr) for a 100.0 year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 11.486(CFS) Total initial streara area = 4.340(Ac.) Process frora Point/Station 642.000 to Point/Station 632.000 **** CONFLUENCE OF HINOR STREAHS **** Along Hain Streara nuraber: 1 in norraal stream nunber 2 Streara flow area = 4.340(Ac.) Runoff frora this streara = 11.486(CFS) Tirae of concentration = 5.08 min. P:1246820£ngr\RepoitslDRAIN-FE\HYDRO Page 26 Of 27 Pnnted 12/2/2014 Rainfall Intensity = Suraraary of strean data: SeOOEIOOout Modified 12/2/2014 2 40'l8Pm'''*-' 7.561(In/Hr) Strean No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) Qnax(l) = Qnax(2) 189.184 11.486 10.40 5.08 1.000 0.630 1.000 1.000 1.000 1.666 0.489 1.000 4.764 7.561 189.184) 11.486) 189.184) 11.486) 196.420 103.926 Total of 2 streams to confluence: Flow rates before confluence point: 189.184 11.486 Haxinun flow rates at confluence using above data: 196.420 103.920 Area of streams before confluence: 84.920 4.340 Results of confluence: Total flow rate = 196.420(CFS) Tirae of concentration = 10.400 min. Effective stream area after confluence = 89.260(Ac.) +++++++++++++++++++++ Process frora Point/Station •••• SUBAREA FLOW ADDITION ***» 632.000 to Point/Station 632.666 Deciraal fraction soil group A = 8.888 Deciraal fraction soil group B = 8.600 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Perraanent Open Space ) Impervious value, Al = 0.000 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 193.830(CFS) therefore the upstream flow rate of Q = 196.420(CFS) is being used Tine of concentration = 10.40 min. Rainfall intensity = 4.764(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.456 CA = 46.686 Subarea runoff = 0.000(CFS) for 0.608(Ac.) Total runoff = 196.420(CFS) Total area = 89.268(Ac.) End of computations, total study area = 89.268 (Ac.) P:\2468iO€ngrtReports\DRAIN-FBHYDRO Page 27 of 27 APPENDIX 3 Proposed Conditions Rational Method Computer Output S^' - - SIOOPIM'olit'i' PnntedT™8l4-':«lii*»wt-.-#- ' Modified 2/23Q0lfl IS'oe PMPM?' San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2884 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2883 hydrology manual Rational Hydrology Study Date: 82/23/12 2468 QUARRY CREEK PROPOSED CONDITIONS SYSTEH 100 FILE: S108Piee ********* Hydrology Study Control Information ********** Program License Serial Nuraber 4849 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipltatlon(inches) » 2.988 24 hour precipitation(inches) = 5.186 P6/P24 = 56.9% San Diego hydrology manual 'C values used ++++++++++++++++++++++++++++++++++ Process frora Point/Station 188.880 to Point/Station 181.888 *••» INITIAL AREA EVALUATION *••• Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (Limited Industrial ) Impervious value, Al = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance Highest elevation = 385.700(Ft.) Lowest elevation = 384.800(Ft.) Elevation difference - 0.900(Ft.) Slope = 0.900 % INITIAL AREA TIHE OF CONCENTRATION CALCULATIONS: The maxiraura overland flow distance is 60.00 (Ft) for the top area slope value of 0.90 %, in a development type of Limited Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration - 3.61 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(X slope"(l/3)] TC = [1.8*(l.l-0.8500)*( 60.000".5)/( 0.900*(l/3)]= 3.61 Calculated TC of 3.610 minutes Is less than 5 minutes. ] 100.069(Ft.) P:\2468.20\Engi«eports\DR/yN^E\HYDRO Page lof 19 Pnnted 12/2/2014 "Modified 2/23/20121 1506 PM PM resetting TC to 5.9 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C - 0.850 Subarea runoff = 1.494(CFS) Total initial stream area • 0.230(Ac.) Process from Point/Station 101.000 to Point/Station 101.100 ••*• IMPROVED CHANNEL TRAVEL TIME ***• Upstream point elevation « 384.800(Ft.) Downstream point elevation « 368.000(Ft.) Channel length thru subarea = 107.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank « 10.000 Slope or 'Z' of right channel bank = 10.000 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.035 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.494(CFS) Depth of flow = 0.058(Ft.), Average velocity = Channel flow top width = 11.161(Ft.) Flow Velocity = 2.43(Ft/s) Travel time = 0.73 min. Time of concentration = 4.34 rain. Critical depth = 0.086(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B « 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D • 1.088 [COMHERCIAL area type ] (General Commercial ) Impervious value, Ai = 8.858 Sub-Area C Value = 8.826 Rainfall intensity = 7.641(In/Hr) for a 189.9 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 9.859 CA = 9.196 Subarea runoff = 9.8e6(CFS) for e.900(Ac.) Total runoff - 1.494(CFS) Total area = 0.230(Ac.) Depth of flow = 0.058(Ft.), Average velocity = 2.433(Ft/s) Critical depth = 0.086(Ft.) 1.494(CFS) 2.433(Ft/s) Process frora Point/Station 101.100 to Point/Station 192.999 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION *•** Top of Street segnent elevation = 368.999(Ft.) End of street segment elevation = 349.999(Ft.) Length of street segment = 919.900(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance fron crown to crossfall grade break • 18.999(Ft.) Slope fron gutter to grade break (v/hz) = 9.929 Slope fron grade break to crown (v/hz) = 9.929 P:\2468.201ngrtRepoitslDRAIN-FE\HYDRO Page 2 of 19 , - Pnnted 12^/2014?" 0.-out rp.M.PM 7.34 nin. 1 Street flow is on [1] side(s) of the street Distance fron curb to property line » 19.000(Ft.) Slope fron curb to property line (v/hz) = 0.020 Gutter width . 1.500(Ft.) Gutter hike fron flowline = 1.500(In.) Manning's N in gutter = 0.0150 Hanning's N from gutter to grade break = 0.0180 Hanning's N from grade break to crown = 0.0180 Estinated nean flow rate at nldpoint of street - 21.676(CFS) Depth of flow = 0.506(Ft.), Average velocity = 5.054(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.28(Ft.) Streetflow hydraulics at nidpoint of street travel: Halfstreet flow width - 20.535(Ft.) Flow velocity = 5.95(Ft/s) Travel time = 3.99 min. TC = Adding area flow to street Decinal fraction soil group A - 9.000 Decinal fraction soil group B > 0.000 Decinal fraction soil group C - 0.000 Decinal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Inpervious value, Ai • 0.859 Sub-Area C Value = 0.820 Rainfall intensity = 5.963(In/Hr) for a 109.9 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 9.821 CA = 7.010 Subarea runoff = 40.302(CFS) for 8.310(Ac.) Total runoff - 41.796(CFS) Total area = 8.540(Ac.) Street flow at end of street . 41.796(CFS) Half street flow at end of street = 41.796(CFS) Depth of flow • 0.61S(Ft.), Average velocity • 5.969(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 5.75(Ft.) Flow width (fron curb towards crown)= 22.000(Ft.) ++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 »*** PIPEFLOW TRAVEL TIME (Program estimated size) •*** Upstream point/station elevation = 340.000(Ft.) Downstream point/station elevation = 320.000(Ft.) Pipe length = 345.00(Ft.) Hanning's N - 0.013 No. of pipes = 1 Required pipe flow « 41.796(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 41.796(CFS) Normal flow depth in pipe = 15.75(In.) Flow top width inside pipe = 22.80(In.) Critical depth could not be calculated. Pipe flow velocity = 19.11(Ft/s) Travel time through pipe = 0.30 rain. Tirae of concentration (TC) = 7.65 min. P.\2468.20£ngrtReportsraAIN-FEWDRO Page 3 of 19 SlOOPIOOout M^ifie(jM3/20121 15 06 PM PM ++++++t++++++++++t++-l-»++++-l--l-+-t-t--t-f+++++++4-t+++l llllll Process from Point/Station 102.000 to Point/Station 193.999 «»«• SUBAREA FLOW ADDITION *»*• Decimal fraction soil group A = 9.900 Decimal fraction soil group B > 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D • 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value - 0.820 Time of concentration = 7.65 min. Rainfall intensity = 5.810(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.821 CA = 10.331 Subarea runoff = 18.227(CFS) for 4.050(Ac.) Total runoff = 60.023(CFS) Total area = 12.590(Ac.) Process from Point/Station 103.000 to Point/Station 194.999 •*** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation » 329.999(Ft.) Downstream point elevation = 298.999(Ft.) Channel length thru subarea = 265.000(Ft.) Channel base width • 18.e99(Ft.) Slope or 'Z' of left channel bank = 3.999 Slope or 'Z' of right channel bank = 3.999 Estimated mean flow rate at midpoint of channel « 62.489(CFS) Hanning's 'N' - 8.868 Haxinun depth of channel = 1.688(Ft.) Flow(q) thru subarea - 62.489(CFS) Depth of flow = 8.873(Ft.), Average velocity = 5.676(Ft/s) Channel flow top width = 15.235(Ft.) Flow Velocity = 5.68(Ft/s) Travel tine = 8.78 nin. Tine of concentration = 8.42 nin. Critical depth = 9.969(Ft.) Adding area flow to channel Decinal fraction soil group A = 9.888 Decinal fraction soil group B = 8.888 Decinal fraction soil group C = 8.888 Decinal fraction soil group D = 1.888 [UNDISTURBED NATURAL TERRAIN ] (Pernanent Open Space ) Inpervious value, Ai » 0.066 Sub-Area C Value • 0.350 Rainfall intensity = 5.458(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.698 CA » 11.888 Subarea runoff = 4.863(CFS) for 4.450(Ac.) Total runoff = 64.886(CFS) Total area = 17.040(Ac.) Depth of flow = 0.891(Ft.), Average velocity = 5.745(Ft/s) Critical depth = 0.984(Ft.) P:\2468.20\EngrtReports\DRAIN-FE\HYDRO Page4of19 -^gjPnnled 12^2014 .-^j;:^ Modified 2/23/20121 15 06-PM'PM Process fron Point/Station 194.999 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIHE (Progran estinated size) *••• Upstrean point/station elevation • 298.000(Ft.) Downstream point/station elevation - 296.000(Ft.) Pipe length = 95.99(Ft.) Hanning's N = 9.913 No. of pipes - 1 Required pipe flow = 64.886(CFS) Nearest computed pipe dianeter = 33.99(In.) Calculated individual pipe flow = 64.886(CFS) Nornal flow depth in pipe = 23.27(In.) Flow top width inside pipe = 30.09(In.) Critical Depth = 30.55(In.) Pipe flow velocity = 14.49(Ft/s) Travel time through pipe = 0.11 nin. Tine of concentration (TC) = 8.53 nin. +++•+++++++++++++ Process fron Point/Station 104.000 to Point/Station *•** CONFLUENCE OF HAIN STREAHS •••» 105.000 The following data inside Hain Stream is listed: In Hain Stream number: 1 Strean flow area - 17.040(Ac.) Runoff from this strean = 64.886(CFS) Time of concentration = 8.53 nin. Rainfall intensity = 5.413(In/Hr) Progran is now starting with Hain Strean No. 2 Process fron Point/Station 106.000 to Point/Station *»** INITIAL AREA EVALUATION *••* 107.000 Decinal fraction soil group A = 0.000 Decinal fraction soil group B - 0.000 Decinal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HEDIUH DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Impervious value, Ai = 0.450 Sub-Area C Value = 0.600 Initial subarea total flow distance = 139.999(Ft.) Highest elevation = 334.999(Ft.) Lowest elevation - 332.799(Ft.) Elevation difference = 1.399(Ft.) Slope = 1.900 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The naxinun overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a developnent type of 10.9 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 7.90 ninutes (for slope value of 1.00 %) Rainfall intensity (I) = 5.689(In/Hr) for a 100.0 year storn Effective runoff coefficient used for area (Q=KCIA) is C » 0.600 P:\2468.20«flgt\ReportsHRAIN-FE\HYDRO Page 5 of 19 Pnnfed 12/2/2014' .S100P100.out' Modified''2/2l^121:15:06 PM^M^ Subarea runoff • 1.502(CFS) Total initial strean area = 0.440(Ac.) ++++++++++++++++++ Process fron Point/Station 107.000 to Point/Station 105.999 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segnent elevation = 332.709(Ft.) End of street segment elevation = 296.900(Ft.) Length of street segment = 710.000(Ft.) Height of curb above gutter flowline = 6.9(In.) Width of half street (curb to crown) - 22.000(Ft.) Distance from crown to crossfall grade break • l8.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] slde(s) of the street Distance from curb to property line • 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.9159 Manning's N from gutter to grade break = 9.9189 Manning's N from grade break to crown = 9.9189 Estimated mean flow rate at midpoint of street - 6.915(CFS) Depth of flow - 0.319(Ft.), Average velocity - 4.547(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.187(Ft.) Flow velocity = 4.55(Ft/s) Travel time = 2.60 rain. TC = 10.50 nin. Adding area flow to street Decinal fraction soil group A » 0.000 Decimal fraction soil group B « 0.000 Decinal fraction soil group C = 0.099 Decinal fraction soil group D = 1.000 [HEDIUH DENSITY RESIDENTIAL ] (10.9 DU/A or Less ) Inpervious value, Ai = 0.450 Sub-Area C Value = 0.600 Rainfall intensity = 4.734(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.609 CA = 2.298 Subarea runoff = 8.951(CFS) for 3.249(Ac.) Total runoff = 19.453(CFS) Total area = 3.689(Ac.) Street flow at end of street = 10.453(CFS) Half street flow at end of street = 10.453(CFS) Depth of flow = 0.374(Ft.), Average velocity - 5.183(Ft/s) Flow width (fron curb towards crown)= 13.948(Ft.) Process fron Point/Station 107.009 to Point/Station 195.999 ••** CONFLUENCE OF HAIN STREAHS **** The following data inside Main Strean is listed: In Main Strean nunber: 2 Streara flow area = 3.689(Ac.) P:\2468.20\EngrtReport5\DR/yN-FEIHYDRO Page6of19 3f!?¥?»Pnnted»j52^ I jfiiii. ^iS^Ha^^'^"^^^ '2/23/2012.1-15-06 PM PM Runoff fron this strean - 19.453(CFS) Tine of concentration = 19.50 nin. Rainfall intensity = 4.734(In/Hr) Sunnary of strean data: Strean No. 1 2 Qmax(l) Qmax(2) Flow rate (CFS) 64.886 10.453 1.000 1.000 0.875 1.000 TC (nin) 8.53 10.50 Rainfall intensity (In/Hr) 5.413 4.734 1.000 0.812 .000 ,999 64.886) + 19.453) + = 64.886) + 19.453) + = 73.379 67.293 Total of 2 naln streans to confluence: Flow rates before confluence point: 64.886 19.453 Maximun flow rates at confluence using above data: 73.379 67.203 Area of streans before confluence: 17.040 3.680 Results of confluence: Total flow rate = 73.379(CFS) Tine of concentration = 8.533 nin. Effective strean area after confluence 20.720(Ac.) Process fron Point/Station 195.990 to Point/Station **** PIPEFLOW TRAVEL TIME (Progran estimated size) •••* 108.000 Upstreara point/station elevation « 296.09e(Ft.) Downstreara point/station elevation = 288.e89(Ft.) Pipe length = 249.99(Ft.) Hanning's N - 8.813 No. of pipes = 1 Required pipe flow = 73.379(CFS) Nearest coraputed pipe diaraeter = 3e.88(In.) Calculated individual pipe flow = 73.379(CFS) Norraal flow depth in pipe = 24.65(In.) Flow top width inside pipe » 23.93(In.) Critical depth could not be calculated. Pipe flow velocity = 17.39(Ft/s) Travel time through pipe = 8.23 rain. Time of concentration (TC) = 8.76 rain. Process frora Point/Station 185.666 to Point/Station **** CONFLUENCE OF MAIN STREAMS *••• t++++++++ 168.680 The following data Inside Main Streara is listed: In Hain Streara nunber: 1 P:\246850\EngrtReports\DRAIN-FBHYDRO Page 7 of 19 SlOOPIOOout Pnnted" 12/2/2014 Modifi«J.'223«0121"1506='MPM strean flow area = 20.720(Ac.) Runoff from this stream • 73.379(CFS) Time of concentration = 8.76 rain. Rainfall intensity - 5.321(In/Hr) Program is now starting with Main Streara No. +++++++++++++++ Process frora Point/Station **** INITIAL AREA EVALUATION *•*• 109.088 to Point/Station 110.000 ] 70.000(Ft.) Decimal fraction soil group A = 0.000 Decimal fraction soil group B • 0.008 Deciraal fraction soil group C - 0.000 Deciraal fraction soil group D = 1.088 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Irapervlous value, Ai « 8.488 Sub-Area C Value = 8.576 Initial subarea total flow distance = Highest elevation = 328.766(Ft.) Lowest elevation = 328.888(Ft.) Elevation difference = 8.7e0(Ft.) Slope = 1.999 X INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 65.99 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 minutes (for slope value of 1.09 %) Rainfall intensity (I) » 5.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C - 0.570 Subarea runoff = 0.530(CFS) Total initial stream area » 0.170(Ac.) Process from Point/Station **** STREET FLOW TRAVEL TIME 110.000 to Point/Station SUBAREA FLOW ADDITION *••• 108.009 Top of Street segment elevation = 328.000(Ft.) End of street segment elevation = 288.000(Ft.) Length of street segment • 1110.000(Ft.) Height of curb above gutter flowllne = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance frora crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope frora grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance frora curb to property line = 10.000(Ft.) Slope frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike frora flowline « 1.500(In.) Manning's N in gutter = 0.0150 Manning's N frora gutter to grade break Manning's N frora grade break to crown = 0.0180 0.0180 Estimated mean flow rate at midpoint of street = 6.419(CFS) P\2488.20\Engr«eports\DRAIN-FEWDRO Page 8 of 19 rPi^e? ^12!rai4 SlOOPIOOoiJt' IKS' Modifled'2^3/2012Tl5 06 PM PM Depth of flow = 0.342(Ft.), Average velocity = 4.923(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.347(Ft.) Flow velocity = 4.02(Ft/s) Travel time = 4.60 min. TC = 13.00 min. Adding area flow to street Decimal fraction soil group A » 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.009 Decimal fraction soil group D = 1.900 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.126(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C - 0.570 CA = 2.964 Subarea runoff = 11.699(CFS) for 5.939(Ac.) Total runoff = 12.229(CFS) Total area = 5.290(Ac.) Street flow at end of street = 12.229(CFS) Half street flow at end of street = 12.229(CFS) Depth of flow = 0.413(Ft.), Average velocity = 4.693(Ft/s) Flow width (from curb towards crown)= 15.920(Ft.) I-++++++++++4 Process from Point/Station 110.000 to Point/Station **•* CONFLUENCE OF MAIN STREAHS ***• ++++++++ 108. The following data inside Hain Stream is listed: In Hain Stream nuraber: 2 Stream flow area - 5.200(Ac.) Runoff from this stream = 12.229(CFS) Time of concentration = 13.09 min. Rainfall intensity • 4.126(In/Hr) Summary of stream data: Stream No. 1 2 Qmax(l) Qmax(2) Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 73.379 12.229 1.900 1.990 9.775 1.999 8.76 13.99 1.990 0.674 000 000 73.379) 12.229) 73.379) 12.229) 5.321 4.126 + + = 81.622 69.126 Total of 2 main strearas to confluence: Flow rates before confluence point: 73.379 12.229 Haxinun flow rates at confluence using above data: 81.622 69.126 Area of streans before confluence: 20.720 5.200 -.J-*;'"r--^*''Pnfited-l2/2«014i.- P:\2468.20\EngrtReports\DRAIN-FE\HYDRO Page 9 of 19 S100P,100.out- ^-r ^Smr^^'^>^ -f|{iSSified''2/23/2012T 1506 PiTPMhl" Results of confluence: Total flow rate = 81.622(CFS) Tirae of concentration = 8.763 rain. Effective strean area after confluence = 25.920(Ac.) Process fron Point/Station 108.000 to Point/Station **** PIPEFLOW TRAVEL TIHE (Progran estinated size) •••* 111.000 Upstream point/station elevation = 288.999(Ft.) Downstream point/station elevation = 218.900(Ft.) Pipe length = 305.00(Ft.) Hanning's N = 0.013 No. of pipes « 1 Required pipe flow « 81.622(CFS) Nearest computed pipe diaraeter « 24.00(In.) Calculated individual pipe flow = 81.622(CFS) Norraal flow depth in pipe = 15.56(In.) Flow top width inside pipe = 22.92(In.) Critical depth could not be calculated. Pipe flow velocity « 37.90(Ft/s) Travel tirae through pipe = 9.13 nin. Tine of concentration (TC) = 8.99 nin. Process fron Point/Station 111.000 to Point/Station •*** IHPROVED CHANNEL TRAVEL TIHE **** 112.000 84.015(CFS) 5.774(Ft/s) Upstrean point elevation • 218.000(Ft.) Downstrean point elevation = l98.000(Ft.) Channel length thru subarea = 635.000(Ft.) Channel base width = 5.00e(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estinated nean flow rate at midpoint of channel = Hanning's 'N' = 0.050 Haxinun depth of channel = 5.000(Ft.) Flow(q) thru subarea - 84.015(CFS) Depth of flow = 1.723(Ft.), Average velocity = Channel flow top width = 11.892(Ft.) Flow Velocity = 5.77(Ft/s) Travel tine = 1.83 min. Tine of concentration = 10.73 min. Critical depth = 1.641(Ft.) Adding area flow to channel Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 9.900 Decinal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL (24.9 DU/A or Less ) Inpervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity = 4.669(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area ] P:\2468.20\EngrtReports\DRAINfBHYDRO Page 10 of 19 ^4 "**ynnteds!2Ml4 ^'•SlOOPIOCout^ rpfflTM (Q-KCIA) is C = 0.662 CA = 18.494 Subarea runoff = 4.732(CFS) for 2.020(Ac.) Total runoff » 86.354(CFS) Total area - 27.940(Ac.) Depth of flow = 1.747(Ft.), Average velocity = 5.818(Ft/s) Critical depth = 1.672(Ft.) H.++++++ t-H~H Process fron Point/Station 111.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAHS **** The following data inside Hain Strean is listed: In Hain Strean nunber: 1 Strean flow area » 27.949(Ac.) Runoff fron this stream = 86.354(CFS) Tine of concentration » 19.73 min. Rainfall intensity - 4.669(In/Hr) Prograra is now starting with Hain Strean No. 2 Process fron Point/Station 113.999 to Point/Station **•* INITIAL AREA EVALUATION ••** *•++++++++ 114.999 Deciraal fraction soil group A = 0.000 Deciraal fraction soil group B - 0.999 Decimal fraction soil group C = 9.998 Deciraal fraction soil group D = 1.800 [UNDISTURBED NATURAL TERRAIN ] (Perraanent Open Space ) Impervious value, Ai = 0.008 Sub-Area C Value = 8.356 Initial subarea total flow distance = 115.800(Ft.) Highest elevation » 337.000(Ft.) Lowest elevation = 330.088(Ft.) Elevation difference = 7.000(FtO Slope - 6.087 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The naxinun overland flow distance is 100.08 (Ft) for the top area slope value of 6.89 X, in a developnent type of Pernanent Open Space In Accordance With Table 3-2 Initial Area Tine of Concentration = 8.78 ninutes (for slope value of 5.00 X) Rainfall intensity (I) = 5.345(In/Hr) for a 108.8 year storn Effective runoff coefficient used for area (Q-KCIA) is C = 8.358 Subarea runoff = 0.281(CFS) Total initial stream area = 0.lS0(Ac.) +++++++++++++++++++++ Process from Point/Station 114.000 to Point/Station »*** IMPROVED CHANNEL TRAVEL TIHE *••** 115.000 Upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width = 330.009(Ft.) 240.000(Ft.) - 420.099(Ft.) 18.e66(Ft.) P:\2468.20«ngrtReports\DRAIN-FBHYDRO 11 of 19 Pnnted 12/2/2014 'SioOPlOO'out Mo '3001211'506WPM*T Slope or 'Z' of left channel bank = 16.880 Slope or 'Z' of right channel bank « 10.088 Estimated raean flow rate at midpoint of channel = 1.517(CFS) Manning's 'N' = 8.858 Haximura depth of channel = 1.8ee(Ft.) Flow(q) thru subarea = 1.517(CFS) Depth of flow = 6.666(Ft.), Average velocity = 2.157(Ft/s) Channel flow top width = 11.319(Ft.) Flow Velocity = 2.16(Ft/s) Travel tirae = 3.25 rain. Tirae of concentration = 11.95 min. Critical depth = 8.087(Ft.) Adding area flow to channel Decimal fraction soil group A « 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decinal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Inpervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.357(In/Hr) for a 100.6 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 6.350 CA = 6.612 Subarea runoff = 2.388(CFS) for 1.688(Ac. Total runoff = 2.669(CFS) Total area = Depth of flow = 8.892(Ft.), Average velocity Critical depth = 8.125(Ft.) .) 1.758(Ac.) 2.656(Ft/s) Process from Point/Station •*** STREET FLOW TRAVEL TIHE 115.000 to Point/Station SUBAREA FLOW ADDITION **** 116.088 Top of street segment elevation = 240.000(Ft.) End of street segment elevation = 203.000(Ft.) Length of street segment - 900.000(Ft.) Height of curb above gutter flowline - 6.8(In.) Width of half street (curb to crown) = 22.e88(Ft.) Distance from crown to crossfall grade break = l8.e00(Ft.) Slope frora gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike fron flowline = 1.500(In.) Hanning's N in gutter = 0.0150 Hanning's N fron gutter to grade break = 0.0180 Manning's N fron grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = Depth of flow = 0.468(Ft.), Average velocity « Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 18.661(Ft.) Flow velocity = 5.54(Ft/s) Travel tine = 2.71 nin. TC = 14.65 nin. Adding area flow to street 19.672(CFS) 5.536(Ft/s) P:\2468.20B)gr«eports\DR/\lig-FBHYDRO Page 12 of 19 ••'••"-•*Printed:12CC014 * & -•^ItMSified 2/2360121 15 06 I'M PH Decimal fraction soil group A = 0.088 Decimal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D = 1.008 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area C Value = 0.710 Rainfall intensity - 3.819(In/Hr) for a 100.6 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.666 CA = 9.622 Subarea runoff = 34.077(CFS) for 12.690(Ac.) Total runoff = 36.745(CFS) Total area = 14.440(Ac.) Street flow at end of street = 36.745(CFS) Half street flow at end of street = 36.745(CFS) Depth of flow = 0.569(Ft.), Average velocity = 6.356(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.45(Ft.) Flow width (frora curb towards crown)= 22.000(Ft.) +++++++++++++++++++4 Process frora Point/Station 116.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Prograra estiraated size) **** +++++++++ 112.000 Upstreara point/station elevation • 203.000(Ft.) Downstrean point/station elevation = 198.000(Ft.) Pipe length = 100.06(Ft.) Hanning's N = 8.813 No. of pipes = 1 Required pipe flow = 36.745(CFS) Nearest conputed pipe dianeter = 24.8e(In.) Calculated Individual pipe flow = 36.745(CFS) Nornal flow depth in pipe = 15.16(In.) Flow top width inside pipe = 23.15(In.) Critical depth could not be calculated. Pipe flow velocity = 17.56(Ft/s) Travel tine through pipe = 8.89 nin. Tine of concentration (TC) = 14.75 nin. Process fron Point/Station 116.880 to Point/Station **** CONFLUENCE OF MAIN STREAMS ***• 112.000 The following data inside Main Strean is listed: In Hain Strean number: 2 Strean flow area = 14.440(Ac.) Runoff fron this strean « 36.745(CFS) Tine of concentration = 14.75 min. Rainfall Intensity = 3.803(In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 86.354 10.73 Rainfall Intensity (In/Hr) 4.669 Pnnted "12/2/2014 S100P100.but!^'|(iJk^*'J:^"'' - • - ^ it.- " - ''Modified 2C3/20121 1506PMPM^*'^ P:\2468.20\Engi«epoi1s\DRAIN-FE\HYDRO Page 13 of 19 745 14.75 3.883 1.000 * 1.000 * 86.354) + 1.000 * 0.727 * 36.745) + = 113.884 0.814 * 1.000 * 86.354) + 1.000 * 1.666 * 36.745) + = 187.877 2 Qmax(l) Qmax(2) Total of 2 main streams to confluence: Flow rates before confluence point: 86.354 36.745 Haxlmum flow rates at confluence using above data: 113.084 107.077 Area of streams before confluence: 27.940 14.440 Results of confluence: Total flow rate - 113.084(CFS) Time of concentration = 10.730 min. Effective stream area after confluence = 42.380(Ac.) Process frora Point/Station 112.086 to Point/Station *••• PIPEFLOW TRAVEL TIHE (Program estiraated size) **** +++++ 117. Upstream point/station elevation = 198.888(Ft.) Downstreara point/station elevation = 189.888(Ft.) Pipe length = 36e.88(Ft.) Hanning's N - 8.813 No. of pipes = 1 Required pipe flow = 113.884(CFS) Nearest coraputed pipe diameter = 39.e8(In.) Calculated individual pipe flow = 113.084(CFS) Norraal flow depth in pipe = 28.03(In.) Flow top width Inside pipe = 35.07(In.) Critical depth could not be calculated. Pipe flow velocity = 17.72(Ft/s) Travel tirae through pipe = 0.34 min. Time of concentration (TC) = 11.87 min. *•++++ Process from Point/Station 112.800 to Point/Station **** SUBAREA FLOW ADDITION ••** ++++++++++++^ 117.000 Deciraal fraction soil group A = 0.060 Decimal fraction soil group B » 8.866 Deciraal fraction soil group C = 8.888 Decimal fraction soil group D - 1.888 [HIGH DENSITY RESIDENTIAL ] (24.8 DU/A or Less ) Impervious value, Ai = 8.656 Sub-Area C Value = 6.718 Tine of concentration = 11.87 min. Rainfall intensity = 4.577(In/Hr) for a 188.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.673 CA = 36.324 P:\2468iO\EngrtRepo(tslDRAIN-FE\HY[)RO Page 14 of 19 1..;^ • ^ * »*M . .HUMP -w • » r I. ^ * S100W0p?uU' ^ "•'i' fj.airS^r"' ' 'Modifie'd 2/23/20121 1506 I'MT'W' ^S; , Subarea runoff = 53.155(CFS) for 11.560(Ac.) Total runoff = 166.240(CFS) Total area = 53.946(Ac.) Process fron Point/Station 112.886 to Point/Station •••• CONFLUENCE OF MAIN STREAMS ***• +++++++++ 117.866 The following data inside Main Strean is listed: In Main Strean nunber: 1 Strean flow area = 53.940(Ac.) Runoff fron this strean = 166.240(CFS) Tine of concentration = 11.07 nin. Rainfall intensity = 4.577(In/Hr) Progran is now starting with Hain Strean No. 2 Process fron Point/Station 118.000 to Point/Station •*•• INITIAL AREA EVALUATION ••** 119.000 Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 80.000(Ft.) Highest elevation = 274.600(Ft.) Lowest elevation = 273.800(Ft.) Elevation difference = 0.806(Ft.) Slope = 1.889 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The naxinun overland flow distance is 65.80 (Ft) for the top area slope value of 1.00 %, in a developnent type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 minutes (for slope value of 1.00 %) Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.592(CFS) Total initial stream area = 0.190(Ac.) Process frora Point/Station 119.000 to Point/Station *••* STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ++++++++++ 120.000 Top of street segment elevation = 273.800(Ft.) End of street segraent elevation = 181.000(Ft.) Length of street segment = 1290.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.006(Ft.) Distance frora crown to crossfall grade break = 18.666(Ft.) Slope frora gutter to grade break (v/hz) - 0.020 P:\2468.20\EngrtReports\DRAIN-FE\HYDRO Page 15 of 19 Pnnted I\2lp201ii^^-^^^^^^ .S100l>100rouHHgk^'i.>r)H"'' ^Jw^ified 2/23Q0121:15:06 PM PM . 0.0180 8.6180 11.54 min. 19.754(CFS) 6.849(Ft/s) Slope from grade break to crown (v/hz) = 8.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope frora curb to property line (v/hz) • 0.020 Gutter width = 1.500(Ft.) Gutter hike frora flowline - 1.508(In.) Manning's N in gutter = 6.8158 Manning's N frora gutter to grade break •• Hanning's N from grade break to crown = Estimated mean flow rate at midpoint of street « Depth of flow • 8.438(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 16.772(Ft.) Flow velocity = 6.85(Ft/s) Travel tirae = 3.14 min. TC = Adding area flow to street Decimal fraction soil group A = 0.666 Decinal fraction soil group B = 8.888 Decinal fraction soil group C = 8.888 Decinal fraction soil group D « 1.888 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Inpervious value, Ai = 8.466 Sub-Area C Value = 8.576 Rainfall intensity = 4.455(In/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 8.715 Subarea runoff = 38.237(CFS) for 15.188(Ac.) Total runoff = 38.829(CFS) Total area = 15.298(Ac.) Street flow at end of street = 38.829(CFS) Half street flow at end of street = 38.829(CFS) Depth of flow - 8.535(Ft.), Average velocity = 7.855(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property Flow width (from curb towards crown)= 22.e00(Ft.) ] 100.0 year storn 1.75(Ft.) f+++ +++++++ +++++++++++++++++++++++ Process fron Point/Station 120.000 to Point/Station 117.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) •••• Upstrean point/station elevation « 181.000(Ft.) Downstrean point/station elevation = 177.900(Ft.) Pipe length = 310.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = 38.829(CFS) Nearest conputed pipe diameter = 30.00(In.) Calculated individual pipe flow = 38.829(CFS) Normal flow depth in pipe = 23.25(In.) Flow top width inside pipe = 25.85(In.) Critical Depth = 25.24(In.) Pipe flow velocity = 9.51(Ft/s) Travel time through pipe = 8.54 min. Tine of concentration (TC) = 12.08 min. P:\2468.20\EngrtReports\DR/MN-FBHYDRO ^, -,*/i|^iiiW»Sioopioo.oou.. - • •***Phnted,'12^014- ' •• \i.i-wniiisattllJfSlilf^ S100P100.out Process fron Point/Station 120.000 to Point/Station **** CONFLUENCE OF HAIN STREAHS **** The following data inside Hain Strean is listed: In Hain Stream number: 2 Strean flow area = 15.290(Ac.) Runoff from this streara = 38.829(CFS) Tine of concentration = 12.08 min. Rainfall intensity = 4.325(In/Hr) Sunnary of strean data: 117.000 Strean Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 166.240 38.829 11.07 12.08 4.577 4.325 Qmax(l) Qmax(2) 1.888 * 1.666 » 6.945 * 1.000 * 1.666 • 8.916 • 1.000 • 1.886 * 166.240) + 38.829) + 166.240) + 38.829) + 201.809 195.929 Total of 2 main strearas to confluence: Flow rates before confluence point: 166.240 38.829 Maxinun flow rates at confluence using above data: 201.809 195.929 Area of streams before confluence: 53.940 15.290 Results of confluence: Total flow rate = 201.809(CFS) Time of concentration • 11.068 rain. Effective stream area after confluence 69.230(AC.) ++++++++++++++++ Process frora Point/Station 117.000 to Point/Station 121.000 **** PIPEFLOW TRAVEL TIME (Progran estinated size) *•** Upstrean point/station elevation = 177.900(Ft.) Downstrean point/station elevation = 148.000(Ft.) Pipe length = 345.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 201.809(CFS) Nearest conputed pipe dianeter = 39.00(In.) Calculated individual pipe flow = 201.809(CFS) Nornal flow depth in pipe = 27.14(In.) Flow top width inside pipe = 35.88(In.) Critical depth could not be calculated. Pipe flow velocity = 32.77(Ft/s) Travel tine through pipe = 0.18 nin. Tine of concentration (TC) = 11.24 min. dm* r •••^1 Jl. 1" ftPnntedM2/2/2014 iModified!;2S3/2012.1:iSI06 PM' .mGi^Akln^ P:C468iO£ngrtRepoitsORAIN-FEHYDRO Page 17 of 19 Process fron Point/Station 124.000 to Point/Station •*** SUBAREA FLOW ADDITION **** 121.000 Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Inpervious value, Ai = 0.950 Sub-Area C Value - 0.870 Time of concentration = 11.24 min. Rainfall intensity = 4.530(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.654 CA = 45.944 Subarea runoff = 6.335(CFS) for 1.040(Ac.) Total runoff = 208.144(CFS) Total area = 76.276(Ac.) Process from Point/Station 121.888 to Point/Station **** SUBAREA FLOW ADDITION ***• 121.000 Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decinal fraction soil group D = 1.688 [UNDISTURBED NATURAL TERRAIN ] (Pernanent Open Space ) Impervious value, Ai = 8.000 Sub-Area C Value « 0.350 Time of concentration = 11.24 min. Rainfall intensity = 4.530(In/Hr) for a 188.0 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.649 CA - 46.354 Subarea runoff = 1.855(CFS) for 1.170(Ac.) Total runoff = 209.999(CFS) Total area = 71.440(Ac.) Process fron Point/Station 121.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (Progran estinated size) •••• Upstrean point/station elevation = 148.000(Ft.) Downstrean point/station elevation = 125.000(Ft.) Pipe length = 77.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow = 209.999(CFS) Nearest coraputed pipe diaraeter • 30.00(In.) Calculated individual pipe flow = 209.999(CFS) Norraal flow depth in pipe = 23.06(In.) Flow top width inside pipe = 25.30(In.) Critical depth could not be calculated. Pipe flow velocity = 51.91(Ft/s) Travel tine through pipe = 0.02 nin. Tine of concentration (TC) = 11.27 nin. P:C468mgrtRepoits\DRAIN-FE\HYDRO Page 18 of 19 iS.-.,-..-^••••::PiinW^22014i^ - » • . .'-'^ r.lllodifie3:^C3)ia)??'l!l5-06>MPM Process fron Point/Station 122.000 to Point/Station 123.000 *..• PIPEFLOW TRAVEL TIME (Progran estinated size) Upstreara point/station elevation • 125.000(Ft.) Downstreara point/station elevation • 85.000(Ft.) Pipe length - 815.00(Ft.) Manning's N » 0.013 No. of pipes » 1 Required pipe flow « 209.999(CFS) Nearest conputed pipe diaraeter = 42.06(In.) Calculated individual pipe flow • 209.999(CFS) Norraal flow depth in pipe = 32.44(In.) Flow top width inside pipe = 35.22(In.) Critical depth could not be calculated. Pipe flow velocity = 26.35(Ft/s) Travel tirae through pipe = 0.52 nin. Time of concentration (TC) = 11.78 min. End of computations, total study area = 71.440 (Ac.) P:\2468.20l£ngrtRepoits\DRAIN-FBHYDRO Page 19 of 19 ' '"*MoSifi«f 3fl2/2015 5 ffi^ RM PM' San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7. Rational method hydrology progran based on San Diego County Flood Control Division 2883 hydrology manual Rational Hydrology Study Date: 03/12/15 2468 QUARRY CREEK PROPOSED CONDITIONS SYSTEH 208 FILE: S200P100 ********* Hydrology Study Control Infornation ********** Program License Serial Nuraber 4049 Rational hydrology study storra event year is 100.0 English (in-lb) input data Units used Hap data precipitation entered: 6 hour, precipltation(inches) = 2.900 24 hour precipitation(inches) = 5.100 P6/P24 = 56.9% San Diego hydrology manual 'C values used +++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 212.068 *•** INITIAL AREA EVALUATION *•** Deciraal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 6.000 Decimal fraction soil group D = 1.088 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Inpervious value, Al = 8.880 Sub-Area C Value = 0.350 Initial subarea total flow distance « 70.000(Ft.) Highest elevation = 178.868(Ft.) Lowest elevation = 118.388(Ft.) Elevation difference = 59.788(Ft.) Slope = 85.286 % Top of Initial Area Slope adjusted by User to 38.886 % INITIAL AREA TIHE OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 188.68 (Ft) for the top area slope value of 38.00 X, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Tine of Concentration = 4.34 ninutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(X slope"(l/3)] TC = [1.8*(1.1-0.3S00)»( 100.000".5)/( 30.000"(l/3)]= 4.34 P:\2468.20tngr«epoits\DRAIN-FBHYDRO Page lof 10 I^k,3fl6ffi015 S200P100.oun*T*»ri:, "' _ ^, Modified J/12C0T PMPU'-- Calculated TC of 4.345 ninutes is less than 5 ninutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.350 Subarea runoff = 8.241(CFS) Total Initial strean area = e.89e(Ac.) Process fron Point/Station 212.668 to Point/Station **** IMPROVED CHANNEL TRAVEL TIHE ***• H-H-H-H-++++ 238.888 1.725(CFS) Covered channel Upstrean point elevation - 118.380(Ft.) Downstream point elevation - 115.686(Ft.) Channel length thru subarea = 367.000(Ft.) Channel base width = l.ll0(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estiraated mean flow rate at midpoint of channel = Hanning's 'N' • 0.065 Haxinum depth of channel « 8.iee(Ft.) Flow(q) thru subarea = 1.725(CFS) Depth of flow = 8.886(Ft.), Average velocity - 3.715(Ft/s) Channel flow top width = 9.700(Ft.) Flow Velocity = 3.71(Ft/s) Travel time = 1.65 min. Tine of concentration = 5.99 nin. Critical depth = 0.136(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.088 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less ) Impervious value, Ai > 0.108 Sub-Area C Value - 8.418 Rainfall intensity = 6.799(In/Hr) for a 186.8 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 8.485 CA = 8.487 Subarea runoff = 3.068(CFS) for 1.110(Ac.) Total runoff = 3.309(CFS) Total area - 1.200(Ac.) Critical depth = 0.161(Ft.) ] ++++++ !•+++++ I-++++++++++++++++++++++++++++++++ Process frora Point/Station 220.086 to Point/Station 230.000 •*** SUBAREA FLOW ADDITION **** Deciraal fraction soil group A = 0.088 Deciraal fraction soil group B = 0.000 Decinal fraction soil group C = 6.688 Deciraal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Perraanent Open Space ) Irapervlous value, Al > 0.000 P:l2468.20\EngrtReports\DR/yNfElHY[)RO Page2of10 Sub-Area C Value = 0.350 Tine of concentration = 5.99 nin. Rainfall intensity = 6.799(In/Hr) for a 186.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.376 CA = 8.970 Subarea runoff = 3.284(CFS) for 1.380(Ac.) Total runoff = 6.593(CFS) Total area = 2.580(Ac.) +>-H-l-f+++++++++++++++++++4-f++++++++++ Process fron Point/Station 230.000 to Point/Station 240.000 *•»» IHPROVED CHANNEL TRAVEL TIHE **** Upstrean point elevation = 115.000(Ft.) Downstream point elevation = 114.000(Ft.) Channel length thru subarea « 100.000(Ft.) Channel base width » 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank • 50.000 Manning's 'N' =0.018 Maxinun depth of channel = 1.000(Ft.) Flow(q) thru subarea = 6.593(CFS) Depth of flow = 0.208(Ft.), Average velocity = 2.055(Ft/s) Channel flow top width = 25.817(Ft.) Flow Velocity - 2.06(Ft/s) Travel tine = 0.81 min. Tine of concentration = 6.80 nin. Critical depth = 0.211(Ft.) Process fron Point/Station 236.880 to Point/Station 248.886 ***• CONFLUENCE OF MINOR STREAMS **** Along Hain Strean number: 1 in nonnal streara nuraber 1 Strean flow area = 2.588(Ac.) Runoff from this strean - 6.593(CFS) Tine of concentration = 6.88 min. Rainfall intensity = 6.265(In/Hr) +++++++++++++++++++++++++++ Process from Point/Station 216.888 to Point/Station **** INITIAL AREA EVALUATION **** 218.888 Decinal fraction soil group A = 6.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 [UNDISTURBED NATURAL TERRAIN (Pernanent Open Space ) Inpervious value, Ai = 0.008 Sub-Area C Value = 8.358 Initial subarea total flow distance = Highest elevation • 16e.ee0(Ft.) Lowest elevation = 133.000(Ft.) Elevation difference » 33.000(Ft.) Slope 106.000(Ft.) 31.132 X P:\2468.20£ngrtReports\DRAIMfBHYDRO Page 3 of 10 S200g|00.out.;j*-- •^.'C ^ 'M^ifie31Jl§SoT5 5 02 53PIMPM' Top of Initial Area Slope adjusted by User to 30.000 % Bottom of Initial Area Slope adjusted by User to 30.000 X INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maxiraura overland flow distance is 108.80 (Ft) for the top area slope value of 38.00 X, in a developraent type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Tine of Concentration = 4.34 minutes TC = [1.8«{l.l-C)»distance(Ft.)".5)/(X slope"(l/3)] TC = [1.8*(l.l-0.3500)*( 100.000".5)/( 30.866"(l/3)]. 4.34 The initial area total distance of 186.80 (Ft.) entered leaves a remaining distance of 6.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.05 ninutes for a distance of 6.00 (Ft.) and a slope of 30.00 % with an elevation difference of 1.80(Ft.) fron the end of the top area Tt = [11.9*length(Hi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.049 Hinutes Tt=[(11.9»0.0011"3)/( 1.80)]".385= 0.05 Total initial area Ti = 4.34 ninutes from Figure 3-3 formula plus 0.05 minutes from the Figure 3-4 formula = 4.39 minutes Calculated TC of 4.394 ninutes is less than 5 ninutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storn Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.241(CFS) Total initial strean area = 0.090(Ac.) I-++++++++++++++++++1-H Process fron Point/Station 218.660 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 240.000 0.869(CFS) 6.410(Ft/S) Upstrean point elevation = 133.000(Ft.) Downstrean point elevation - 114.000(Ft.) Channel length thru subarea = 309.000(Ft.) Channel base width = O.500(Ft.) Slope or 'Z' of left channel bank = 6.758 Slope or 'Z' of right channel bank = 6.758 Estinated nean flow rate at nldpoint of channel Hanning's 'N' = 6.815 Haxinun depth of channel = 1.800(Ft.) Flow(q) thru subarea = 0.869{CFS) Depth of flow = 0.207(Ft.), Average velocity - Channel flow top width = 0.810(Ft.) Flow Velocity = 6.41(Ft/s) Travel time = 0.80 nin. Tine of concentration = 5.20 nin. Critical depth = 0.375(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decinal fraction soil group C = 8.608 Decinal fraction soil group D = 1.888 [UNDISTURBED NATURAL TERRAIN (Pernanent Open Space ) Inpervious value, Ai • 6.000 Sub-Area C Value - 0.350 ] P:\2468.20\EngrtReportsttlRAIN-FBHYDRO Page 4 of 10 3/12/2015 5 02 53 PMPM •^j«9ai6iinied>i8gp;5^^ Rainfall intensity = 7.452(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q=KCIA) is C - 0.358 CA = 8.196 Subarea runoff = 1.22e(CFS) for 8.476(Ac.) Total runoff = 1.461(CFS) Total area = 8.568(Ac.) Depth of flow = 0.279(Ft.), Average velocity = 7.393(Ft/s) Critical depth = 0.500(Ft.) Process fron Point/Station 239.000 to Point/Station ***• SUBAREA FLOW ADDITION *••• +++++++++ 240.068 Decinal fraction soil group A = 6.888 Decimal fraction soil group B = 0.000 Decinal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Inpervious value, Ai = 0.000 Sub-Area C Value = 0.350 Tine of concentration = 5.20 nin. Rainfall intensity • 7.452(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q-KCIA) is C = 0.359 CA = 0.231 Subarea runoff = 0.261(CFS) for 0.100(Ac.) Total runoff = 1.721(CFS) Total area = 0.660(Ac.) Process fron Point/Station 239.000 to Point/Station ••*• CONFLUENCE OF MINOR STREAHS ***•• 240.000 Along Hain Strean number: 1 in nornal strean number 2 Strean flow area - 0.660(Ac.) Runoff fron this strean - 1.721(CFS) Time of concentration = 5.29 rain. Rainfall intensity = 7.452(In/Hr) Summary of streara data: Stream No. 1 2 Qnax(l) Qmax(2) Flow rate (CFS) .593 .721 1.999 9.841 1.999 1.000 TC (nin) 1.80 .20 1.000 1.099 0.764 1.000 Rainfall Intensity (In/Hr) 6.265 7.452 6.593) 1.721) 6.593) 1.721) 8.949 6.759 Total of 2 streans to confluence: Flow rates before confluence point: 6.593 1.721 Haxlmum flow rates at confluence using above data: P;\2468imEngr)ReportsTOAIN-FE\HYDRO Page 5 of 10 6.759 .Pnaied 12/2015 502 53 PMPM 8.040 Area of strearas before confluence: 2.580 0.660 Results of confluence: Total flow rate - 8.949(CFS) Time of concentration - 6.802 min. Effective stream area after confluence = 3.240(Ac.) 1-++++++++++++++++4-H-H Process fron Point/Station 240.000 to Point/Station **•• IMPROVED CHANNEL TRAVEL TIME •*** 290.088 11.973(CFS) Covered channel Upstreara point elevation = 188.88e(Ft.) Downstrean point elevation - ie7.e00(Ft.) Channel length thru subarea = 150.000(Ft.) Channel base width = 5.780(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.666 Estinated nean flow rate at nidpoint of channel Manning's 'N' = 0.005 Maximum depth of channel = 0.100(Ft.) Flow(q) thru subarea = 11.973(CFS) Pressure flow condition in covered channel: Wetted perimeter = 31.56(Ft.) Flow area = 1.08(Sq.Ft) Hydraulic grade line required at box Inlet = 102185.452(Ft.) Friction loss = 102186.452(Ft.) Minor Friction loss = 0.006(Ft.) Flow Velocity = ll.ll(Ft/s) Travel tine = 8.23 nin. Tine of concentration = 7.03 nin. Adding area flow to channel 0.800 0.000 K-Factor 0.000 Decinal fraction soil group A Decinal fraction soil group B Decinal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [COHHERCIAL area type ] (General Coraraercial ) Impervious value, Ai - 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 6.135(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.526 CA • 2.663 Subarea runoff = 7.928(CFS) for 1.716(Ac.) Total runoff = 15.967(CFS) Total area = 4.958(Ac.) f++++ I-+++++++ ^+++^•+++++++^ Process fron Point/Station 296.688 to Point/Station 266.888 **** PIPEFLOW TRAVEL TIME (Progran estinated size) **** Upstream point/station elevation = ie7.e00(Ft.) Downstream point/station elevation = 166.8e8(Ft.) Pipe length = 4e.00(Ft.) Manning's N - 8.813 No. of pipes - 1 Required pipe flow = 15.967(CFS) Nearest coraputed pipe diaraeter = 18.88(In.) P:\2468,20tngr«eportsORAIN-FE\HYDRO Page 6 of 10 ^•ILB.W ' ",S200P100out ^Pnnted 3iTO20l!ygt^^ ^^1^',-^'*'Modified 3/12/2015 5 02 SSMPfT": Calculated Individual pipe flow = 15.967(CFS) Norraal flow depth in pipe = 14.16{In.) Flow top width inside pipe = 14.75(In.) Critical Depth = 17.89(In.) Pipe flow velocity = 16.78(Ft/s) Travel time through pipe = 6.66 min. Time of concentration (TC) = 7.69 min. +t+++++++++++++HH-l-H-++++++4.4-<-H-tt4-<-<.t+4.<.+4.4.+++++ I I I I I I H- Process frora Point/Station 268.866 to Point/Station **•* IMPROVED CHANNEL TRAVEL TIME ***• 268.666 •) Upstream point elevation « 166.e6e(Ft.) Downstream point elevation = 165.e66(Ft.) Channel length thru subarea = 98.000(Ft. Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Manning's 'N' = 0.030 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 15.967(CFS) Depth of flow = 0.371(Ft.), Average velocity = Channel flow top width = 42.679(Ft.) Flow Velocity = 1.83(Ft/s) Travel tine = 0.82 min. Tine of concentration = 7.91 nin. Critical depth = 0.316(Ft.) 1.829(Ft/s) Process from Point/Station 208.688 to Point/Station 268.888 **** CONFLUENCE OF MINOR STREAMS •*** Along Main Streara nuraber: 1 in normal strean nunber 1 Stream flow area - 4.958(Ac.) Runoff from this strean = 15.967(CFS) Tine of concentration = 7.91 min. Rainfall intensity = 5.684(In/Hr) Process fron Point/Station 211.800 to Point/Station **** INITIAL AREA EVALUATION **** Decinal fraction soil group A = 8.688 Decinal fraction soil group B = 8.888 Decinal fraction soil group C = 8.000 Decinal fraction soil group D = 1.000 [COMHERCIAL area type ] (General Connercial ) Inpervious value, Ai = 0.856 Sub-Area C Value = 0.820 Initial subarea total flow distance = 90.000(Ft.) Highest elevation = 124.000(Ft.) Lowest elevation = 118.000(Ft.) Elevation difference = 6.000(Ft.) Slope = 6.667 % 4-11111111 ++* 209.000 P;\2468.20\EngrtRepoitslDR/yi>H^BHYDRO Page 7 of 10 - 'aapi^. Pnnted 3/16/2015 ''S2OOP1O0LBQI _l*3dified ^12/2015 5 02 53 PM PM^ INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The naxiraura overland flow distance is 90.00 (Ft) for the top area slope value of 6.66 X, in a developraent type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.54 rainutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope"(l/3)] TC = [1.8*(l.l-0.8200)*( 90.000".5)/( 6.660"(l/3)]= 2.54 Calculated TC of 2.541 ninutes is less than 5 ninutes, resetting TC to 5.0 ninutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 108.8 year storn Effective runoff coefficient used for area (Q=KCIA) is C = 8.828 Subarea runoff = 8.752(CFS) Total initial stream area = 0.120(Ac.) !•+++++ +++++++++•H"t"H"H-+++ llllll +*+++•!•*++++ llllll Process fron Point/Station 209.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **••* 208.000 18.386(CFS) 2.520(Ft/s) Upstrean point elevation = 118.000(Ft.) Downstrean point elevation = 112.000(Ft.) Channel length thru subarea = 700.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.800 Estinated nean flow rate at nidpoint of channel = Manning's 'N' = 0.018 Maximum depth of channel = 1.000(Ft.) Flcw(q) thru subarea = 18.386(CFS) Depth of flow = 0.335(Ft.), Average velocity = Channel flow top width = 38.524(Ft.) Flow Velocity = 2.52(Ft/s) Travel time = 4.63 rain. Time of concentration = 7.17 min. Critical depth = 0.340(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.080 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall Intensity = 6.855(In/Hr) for a 100.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 5.937 Subarea runoff = 35.198(CFS) for 7.120(Ac.) Total runoff = 35.949(CFS) Total area = 7.240(Ac.) Depth of flow = 0.443(Ft.), Average velocity = 2.985(Ft/s) Critical depth = 0.457(Ft.) +++++++++++++++++++++++++++ Process from Point/Station •**• SUBAREA FLOW ADDITION **»* 212.000 to Point/Station 208.000 P:\2468.20EngrtRepOrts\DRAIN-FBHYDRO Page 8 of 10 Pnnted. 3/16C0"H S200P100.out Modified 3/12/2015 5 02 53*PMPM< Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.066 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Time of concentration = 7.17 rain. Rainfall intensity = 6.055(In/Hr) for a 100.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.749 CA = 6.560 Subarea runoff = 3.774(CFS) for 1.528(Ac.) Total runoff = 39.723(CFS) Total area = 8.760(Ac.) Process from Point/Station •*•* CONFLUENCE OF MINOR STREAMS 208.000 to Point/Station 208.000 Along Main Stream number: 1 in normal stream number 2 Streara flow area = 8.760(Ac.) Runoff frora this streara = 39.723(CFS) Time of concentration = 7.17 min. Rainfall intensity = 6.055(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qnax(l) 15.967 39.723 7.91 7.17 Qmax(2) = 1.000 0.939 1.000 1.000 15.967) 39.723) 5.684 6.055 + + = 1.000 0.907 15.967) + 1.000 * 1.000 * 39.723) + 53.255 54.199 Total of 2 streams to confluence: Flow rates before confluence point: 15.967 39.723 Maxinun flow rates at confluence using above data: 53.255 54.199 Area of streams before confluence: 4.950 8.760 Results of confluence: Total flow rate = 54.199(CFS) Time of concentration = 7.171 min. Effective streara area after confluence = 13.710(Ac.) Process from Point/Station 208.000 to Point/Station **** PIPEFLOW TRAVEL TIHE (Program estimated size) **»* 204.000 P:\2468.20\EngrtRepoits\DR/«N-FE\HYDRO Page 9 of 10 Hi. S200P100out Pr 16i'201£ 3/12/20155 02 53PMPM « Upstreara point/station elevation = 99.000(Ft.) Downstreara point/station elevation = 86.200(Ft.) Pipe length = 120.8e(Ft.) Manning's N = 8.813 No. of pipes = 1 Required pipe flow = 54.199(CFS) Nearest conputed pipe diaraeter = 24.e6(In.) Calculated individual pipe flow = 54.199(CFS) Norraal flow depth in pipe = 15.28(In.) Flow top width inside pipe = 23.69{In.) Critical depth could not be calculated. Pipe flow velocity = 25.70(Ft/s) Travel tirae through pipe = 0.08 min. Time of concentration (TC) = 7.25 nin. +++++++++++++++++++++++++ Process fron Point/Station *•** SUBAREA FLOW ADDITION **** 204.000 to Point/Station 204.000 ] Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.080 Decinal fraction soil group C = 8.886 Decinal fraction soil group D = 1.866 [LOW DENSITY RESIDENTIAL (1.8 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 6.418 Tine of concentration = 7.25 nin. Rainfall intensity = 6.813(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.668 CA = 9.163 Subarea runoff = 0.900(CFS) for 0.888(Ac.) Total runoff - 55.899(CFS) Total area = 13.7ie(Ac.) End of computations, total study area = 13.710 (Ac.) P:\2468.20\EngrtRepoilsORAIN-FBHYDRO 10 of 10 "-..--•--•-^*"" •S3dOP100.oiift«(i35i«gS^ Printed 5/l4/2(rfg'* • . ModifieT«14/20WSP2l*PM"PM -Pniii^?5/t4il20l"5; San Diego County Rational Hydrology Progran CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational nethod hydrology program based on San Oiego County Flood Control Division 2683 hydrology manual Rational Hydrology Study Date: 85/14/15 2468 QUARRY CREEK SYSTEH 388 PROPOSED CONDITION FILE: S386P166 ********* Hydrology Study Control Infornation »***»»*•** Program License Serial Number 4049 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Hap data precipitation entered: 6 hour, precipitation(inches) = 2.988 24 hour precipitation(inches) = 5.188 P6/P24 = 56.9% San Diego hydrology nanual 'C values used +++++++++++++++++++++++++ Process fron Point/Station 324.000 to Point/Station 322.000 **** INITIAL AREA EVALUATION *•*» ] 62.000(Ft.) Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = Highest elevation = 181.200(Ft.) Lowest elevation = 186.588(Ft.) Elevation difference = 8.788(Ft.) Slope = 1.129 X INITIAL AREA TIHE OF CONCENTRATION CALCUUTIONS: The naximum overland flow distance is 68.88 (Ft) for the top area slope value of 1.13 X, in a developnent type of General Industrial In Accordance With Figure 3-3 Initial Area Tine of Concentration = 3.88 ninutes TC = [1.8»(l.l-C)*distance(Ft.)".5)/(X slope"(l/3)] TC = [1.8*(l.l-0.8700)*( 60.000".5)/( 1.129"(l/3)]= 3.08 The initial area total distance of 62.00 (Ft.) entered leaves a r "1 -, Modified 5/14/2015 3 54 21 PM PM P;\2468.20\Engi\Reports\DRAIN-FBHYDRO Page 1 of 14 renaining distance of 2.00 (Ft.) Using Figure 3-4, the travel tine for this distance is 0.07 minutes for a distance of 2.00 (Ft.) and a slope of 1.13 % with an elevation difference of 0.02(Ft.) frora the end of the top area Tt = [11.9*length(Ml)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.075 Minutes Tt=[(11.9*0.0004"3)/( 0.02)]".385= 0.07 Total initial area Ti = 3.08 rainutes frora Figure 3-3 formula plus 0.07 minutes from the Figure 3-4 formula = 3.15 rainutes Calculated TC of 3.155 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.332(CFS) Total initial stream area = 0.050(Ac.) I-+++++++++++4 Process from Point/Station **** STREET FLOW TRAVEL TIHE 322.000 to Point/Station SUBAREA FLOW ADDITION **** 320.000 Top of Street segment elevation = 180.500(Ft.) End of street segment elevation = 150.000(Ft.) Length of street segment = 746.000(Ft.) Height of curb above gutter flowline = 6.8(In.) Width of half street (curb to crown) = 22.888(Ft.) Distance from crown to crossfall grade break = 18.88e(Ft.) Slope from gutter to grade break (v/hz) = 8.828 Slope from grade break to crown (v/hz) = 8.626 Street flow is on [1] side(s) of the street Distance from curb to property line = 18.888(Ft.) Slope frora curb to property line (v/hz) = 8.820 Gutter width = 1.500(Ft.) Gutter hike frora flowllne = 1.500(In.) Hanning's N in gutter = 0.0150 Hanning's N frora gutter to grade break = 0.0180 Hanning's N from grade break to crown • 0.0180 Estiraated raean flow rate at raidpolnt of street = 2.087(CFS) Depth of flow = 0.246(Ft.), Average velocity = 3.266(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.534(Ft.) Flow velocity = 3.27(Ft/s) Travel time = 3.81 nin. TC = 6.96 nin. Adding area flow to street Decinal fraction soil group A - 0.099 Decinal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = l.OOO [INDUSTRIAL area type ] (General Industrial ) Irapervlous value, Ai = 9.959 Sub-Area C Value = 0.870 Rainfall intensity = 6.172(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 9.635 Subarea runoff = 3.588(CFS) for 9.689(Ac.) Total runoff = 3.920(CFS) Total area = 0.730(Ac.) P:\2468.20€ngi\Reports\DRAIN-FE\HYDRO Page 2 of 14 . .jfr*'*^*-* S300P100 Q^^ja^^iMiiifcM^tffciiim u « pnnfgd.sti4^2or5f!*" jjjiiiiiir^pffliiinrTn 'r'T street flow at end of street = 3.920(CFS) Half street flow at end of street - 3.920(CFS) Depth of flow - 0.292(Ft.), Average velocity = 3.762(Ft/s) Flow width (fron curb towards crown)= 9.852(Ft.) Process fron Point/Station 320.000 to Point/Station ***• SUBAREA FLOW ADDITION *••* 320.000 ] Decimal fraction soil group A = 0.000 Decinal fraction soil group B = 8.668 Decinal fraction soil group C = 8.000 Decinal fraction soil group D = 1.000 [INDUSTRIAL area type (General Industrial ) Inpervious value, Ai » 0.950 Sub-Area C Value - 8.878 Tine of concentration = 6.96 nin. Rainfall intensity = 6.172(In/Hr) for a 186.8 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 8.870 CA = 8.835 Subarea runoff = 1.235(CFS) for 0.230(Ac.) Total runoff = 5.155(CFS) Total area = 0.960(Ac.) Process from Point/Station 321.000 to Point/Station **** SUBAREA FLOW ADDITION *••* 111111111 n+t 320.000 Decinal fraction soil group A = 0.000 Decinal fraction soil group B - 0.008 Decinal fraction soil group C = 8.688 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Impervious value, Ai = 0.500 Sub-Area C Value = 0.630 Tine of concentration = 6.96 min. Rainfall intensity = 6.172(In/Hr) for a 100.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.776 CA - 1.226 Subarea runoff = 2.411(CFS) for 0.626(Ac.) Total runoff = 7.566(CFS) Total area = 1.58e(Ac.) 111 mn.4-n-H-n.++++H-+++++++t+i III .|.^.^.^.^-^^.^.^.^.^.^.^.^.+^.+4^•^•++^.^•+++^.^.+^. Process frora Point/Station 326.000 to Point/Station 317.000 **** PIPEFLOW TRAVEL TIME (Program estinated size) **** Upstrean point/station elevation » 146.000(Ft.) Downstream point/station elevation = 145.088(Ft.) Pipe length « 37.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.566(CFS) Nearest coraputed pipe dianeter = 15.00(In.) Calculated individual pipe flow = 7.566(CFS) Nornal flow depth in pipe = 9.35(In.) P:\246820EngrtRepoits\DR/\IN-FE\HYDRO Page 3 of 14 -SSOOPIOOout ified 5/14/201535421:PMPM Flow top width inside pipe = 14.54(In.) Critical Depth = 13.11(In.) Pipe flow velocity = 9.40(Ft/s) Travel tine through pipe = 0.07 rain. Tirae of concentration (TC) = 7.03 rain. H.++++++++++++ Process fron Point/Station 317.000 to Point/Station ***• SUBAREA FLOW ADDITION **** H+++++++++ 317.000 Decimal fraction soil group A - 0.000 Deciraal fraction soil group B « 0.000 Deciraal fraction soil group C = 8.800 Deciraal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value « 0.870 Time of concentration = 7.03 min. Rainfall intensity = 6.135(In/Hr) for a 100.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.807 CA = 1.896 Subarea runoff - 4.064(CFS) for 0.770(Ac.) Total runoff = 11.630(CFS) Total area = 2.350(Ac.) ++++++++++++++++++++++++++++4 f+++++4.++++++++4 Process frora Point/Station 313.000 to Point/Station **** SUBAREA FLOW ADDITION •••• ++++4++++ 317.000 ] Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = I.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration - 7.03 min. Rainfall intensity = 6.135(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.813 CA - 2.122 Subarea runoff = 1.388(CFS) for 0.260(Ac.) Total runoff = 13.018(CFS) Total area = 2.610(Ac.) Process from Point/Station **** SUBAREA FLOW ADDITION *•** I I I I I I I I I I I I I ++4-l-+++++4.4.+4.+++++++t+++++ 319.000 to Point/Station 317.000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) 0.000 0.000 = I.e P:\2468,20€ngrtRepoits\DR/yN-FE\HYDRO Page 4 of 14 S300P100.out d::5/i4/2b.15 3 54 2l''PMPM Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Tirae of concentration = 7.03 rain. Rainfall intensity = 6.135(ln/Hr) for a 100.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.756 CA = 2.251 Subarea runoff = 0.794(CFS) for 0.370(Ac.) Total runoff = 13.812(CFS) Total area = 2.980(Ac.) Process from Point/Station 317.000 to Point/Station 310.000 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Upstream point/station elevation = 145.000(Ft.) Downstream point/station elevation = 128.000(Ft.) Pipe length = 720.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.812(CFS) Nearest computed pipe diameter = 18.06(In.) Calculated individual pipe flow = 13.812(CFS) Normal flow depth in pipe = 12.82(In.) Flow top width inside pipe « 16.36(In.) Critical Depth = 16.52(In.) Pipe flow velocity = ie.26(Ft/s) Travel time through pipe = 1.17 min. Tirae of concentration (TC) = 8.28 rain. Process frora Point/Station 316.888 to Point/Station 316.888 **** CONFLUENCE OF MINOR STREAMS **•* Along Main Stream number: 1 in normal stream number 1 Stream fldw area = 2.98e(Ac.) Runoff from this stream = 13.812(CFS) Time of concentration = 8.28 rain. Rainfall intensity = 5.555(In/Hr) Process from Point/Station 388.000 to Point/Station **•• INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.008 Decimal fraction soil group B = 8.800 Decimal fraction soil group C = 8.688 Decimal fraction soil group D = 1.888 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Al = 8.950 Sub-Area C Value = 6.876 Initial subarea total flow distance = 361.e88(Ft.) Highest elevation = 153.200(Ft.) Lowest elevation = 134.000(Ft.) Elevation difference = 19.200(Ft.) Slope = 5.319 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maxiraura overland flow distance is 90.00 (Ft) 310.000 P:\2468.20€ngrtRepoits\DRAIN-FE»M)RO Page 5 of 14 S300P100.out Printed: 5/14/2015 Mddifi'^i4/20i5-3:54:21 PM PM for the top area slope value of 5.32 X, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.25 rainutes TC = [1.8*(l.l-C)*dlstance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-e.8700)*( 90.000".5)/( 5.320"(l/3)]= 2.25 The initial area total distance of 361.00 (Ft.) entered leaves a reraaining distance of 271.00 (Ft.) Using Figure 3-4, the travel tine for this distance is 1.81 ninutes for a distance of 271.00 (Ft.) and a slope of 5.32 % with an elevation difference of 14.42(Ft.) fron the end of the top area Tt = [11.9*length(Hi)"3)/(elevation change(Ft.))]".385 *60(nin/hr) 1.805 Hinutes Tt=[(11.9*0.0513"3)/( 14.42)]".385= 1.81 Total initial area Ti = 2.25 ninutes fron Figure 3-3 formula plus 1.81 minutes fron the Figure 3-4 fornula = 4.05 ninutes Calculated TC of 4.055 ninutes is less than 5 ninutes, resetting TC to 5.0 ninutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storn Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 4.653(CFS) Total initial stream area = 0.700(Ac.) Process from Point/Station 310.000 to Point/Station 310.000 •*** CONFLUENCE OF MINOR STREAMS ••** Along Main Stream number: 1 in normal stream number 2 Streara flow area = 0.700(Ac.) Runoff frora this streara = 4.653(CFS) Tirae of concentration = 4.05 rain. Rainfall intensity = 7.641(In/Hr) Suraraary of strean data: Strean No. 1 2 Qnax(l) Flow rate (CFS) TC (nin) Qmax(2) = 13.812 4.653 1.000 0.727 8.20 4.05 Rainfall Intensity (In/Hr) 5.555 7.641 1.000 • 1.000 * 1.000 1.000 0.495 1.000 13.812) 4- 4.653) 4- = 13.812) + 4.653) 4- = 17.195 11.487 Total of 2 streams to confluence: Flow rates before confluence point: 13.812 4.653 Haxinun flow rates at confluence using above data: 17.195 11.487 Area of streans before confluence: 2.980 0.700 Results of confluence: Total flow rate = 17.195(CFS) P:\2468.20BigrtReports\DRAIN-FBHYDRO Page 6 of 14 • . "• • •"'•JK,--'ai»*.i»i:'>'' Printed^5/14/20?S5^Vij^'' SSOOPIOOout . r<:.Moaified 5/14/2015 3 54 21 PM PM Tine of concentration = 8.196 nin. Effective strean area after confluence 3.680(Ac.) Process from Point/Station 310.000 to Point/Station **** PIPEFLOW TRAVEL TIHE (Program estinated size) **** Upstream point/station elevation = 128.500(Ft.) Downstrean point/station elevation = 128.200(Ft.) Pipe length = 3.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.195(CFS) Nearest conputed pipe dianeter = 15.00(In.) Calculated individual pipe flow = 17.195(CFS) Nornal flow depth in pipe = 16.55(In.) Flow top width inside pipe = 13.71(In.) Critical depth could not be calculated. Pipe flow velocity = 18.66(Ft/s) Travel time through pipe = 8.88 rain. Tine of concentration (TC) = 8.26 nin. 312.880 4-4-4-4-4-4-4-H-4-4-4-4-4-1 I I I I I t 4 4- Process fron Point/Station »*** SUBAREA FLOW ADDITION **** 312.000 to Point/Station 312.000 Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decinal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C value = 0.870 The area added to the existing stream causes a a lower flow rate of Q = 17.191(CFS) therefore the upstream flow rate of Q = 17.195(CFS) is being used Time of concentration = 8.20 min. Rainfall intensity = 5.554(In/Hr) for a 108.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.784 CA = 3.895 Subarea runoff = 8.888(CFS) for 8.278(Ac.) Total runoff = 17.195(CFS) Total area = 3.958(Ac.) Process from Point/Station 312.600 to Point/Station **** PIPEFLOW TRAVEL TIME (Progran estiraated size) **** Upstream point/station elevation = 128.200(Ft.) Downstreara point/station elevation = ll0.000(Ft.) Pipe length = 313.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.195(CFS) Nearest coraputed pipe dianeter = 18.00(In.) Calculated individual pipe flow = 17.195(CFS) Nornal flow depth in pipe = I0.88(ln.) Flow top width inside pipe = 17.61(In.) P:\2468.2WEngrtReports\DRAIN-FE\HYDRO +4-4-4-f4-l-m. 311.000 Page 7 of 14 S300P100.oiit Printed: 5/14/2015, "r-:.'rw-:- .Modified 5/14/201535421 PM'PM"* Critical depth could not be calculated. Pipe flow velocity = 15.41(Ft/s) Travel tine through pipe = 0.34 nin. Tine of concentration (TC) = 8.54 nin. Process fron Point/Station **** SUBAREA FLOW ADDITION **** 4-4-»4.4.4.4.444.4t4.4-4.4-4.4.4.4-4. 385.000 to Point/Station 311.000 Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decinal fraction soil group D = 1.088 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Time of concentration = 8.54 min. Rainfall intensity = 5.411(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.726 CA = 3.391 Subarea runoff = 1.150(CFS) for 0.728(Ac.) Total runoff = 18.346(CFS) Total area = 4.670(Ac.) Process fron Point/Station 311.000 to Point/Station 314.000 **** PIPEFLOW TRAVEL TIHE (Progran estinated size) •*•• Upstrean point/station elevation = 110.000(Ft.) Downstream point/station elevation = 98.000(Ft.) Pipe length = 436.0e(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.346(CFS) Nearest conputed pipe dianeter = 21.00(In.) Calculated individual pipe flow = 18.346(CFS) Nornal flow depth in pipe = 12.91(In.) Flow top width inside pipe = 20.44(In.) Critical Depth = 18.65(In.) Pipe flow velocity - 11.82(Ft/s) Travel time through pipe = 0.62 rain. Tine of concentration (TC) = 9.15 min. Process fron Point/Station 306.000 to Point/Station **** SUBAREA FLOW ADDITION •*** Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.999 Decinal fraction soil group C = 0.999 Decinal fraction soil group D = 1.900 [INDUSTRIAL area type ] (General Industrial ) Inpervious value, Ai = 9.959 Sub-Area C Value = 9.879 Tine of concentration = 9.15 nin. 314.000 P:\246820CngrtRepoits\DR/yN^E\HYDRO Page 8 of 14 J-Tiv:-.-: •-•PrinteU"! "ssdopiooout *• - Modified 5/14/2015 3 54 21 PM PM' Rainfall intensity • 5.174(In/Hr) for a 100.9 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.747 CA = 4.069 Subarea runoff = 2.706(CFS) for 0.780(Ac.) Total runoff = 21.052(CFS) Total area = 5.459(Ac.) 4-4.4.4.4-4-4.4.4.4.4.4-4-4-4-4-4-4. Process fron Point/Station »*** SUBAREA FLOW ADDITION **** 397.990 to Point/Station 314.999 Decinal fraction soil group A = 9.999 Decinal fraction soil group B = 9.999 Decimal fraction soil group C = 9.999 Decimal fraction soil group D = 1.999 [LOW DENSITY RESIDENTIAL ] (1.9 DU/A or Less ) Inpervious value, Ai = 9.199 Sub-Area C Value = 9.410 Tine of concentration = 9.15 nin. Rainfall intensity = 5.174(In/Hr) for a lOO.O year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.738 CA = 4.131 Subarea runoff = 0.318(CFS) for 0.150(Ac.) Total runoff = 21.370(CFS) Total area = 5.600(Ac.) 4-1 I I I I 14- Process from Point/Station 314.000 to Point/Station 315.000 **** PIPEFLOW TRAVEL TIME (Program estinated size) •••* Upstream point/station elevation = 98.000(Ft.) Downstream point/station elevation = 97.500(Ft.) Pipe length = 33.09(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.370(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated Individual pipe flow = 21.370(CFS) Nornal flow depth in pipe = 15.75(In.) Flow top width inside pipe = 22.80(In.) Critical Depth = 19.86(In.) Pipe flow velocity = 9.77(Ft/s) Travel time through pipe = 0.06 nin. Time of concentration (TC) = 9.21 min. Process from Point/Station 309.000 to Point/Station *•*• SUBAREA FLOW ADDITION **** 4-1 I I I 14- 315.000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 9.959 Sub-Area C Value = 9.879 9.999 9.999 9.999 1.999 P;\2468.20€ngrtRepoits\DRAIN-FBHYDRO Page 9 of 14 'Printed:B/14/2015 S300P100.out ..di.i^i^^'-'"'*^^^. Modified' 5/14)2015 3 54 21 PM PM" Time of concentration = 9.21 rain. Rainfall intensity = 5.153(In/Hr) for a 199.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.755 CA = 4.888 Subarea runoff = 3.816(CFS) for 0.870(Ac.) Total runoff - 25.186(CFS) Total area = 6.470(Ac.) Process from Point/Station 315.000 to Point/Station 303.500 *»** PIPEFLOW TRAVEL TIHE (Program estinated size) **** Upstream point/station elevation = 97.500(Ft.) Downstream point/station elevation = 97.000(Ft.) Pipe length = 21.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.186(CFS) Nearest computed pipe diameter = 24.99(In.) Calculated individual pipe flow = 25.186(CFS) Normal flow depth in pipe = 15.99(In.) Flow top width inside pipe = 23.19(In.) Critical Depth = 21.21(In.) Pipe flow velocity = 12.10(Ft/s) Travel tirae through pipe = 0.03 rain. Time of concentration (TC) = 9.24 rain. Process fron Point/Station 303.500 to Point/Station 303.500 **** SUBAREA FLOW ADDITION **** Deciraal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Decimal fraction soil group C = O.OOO Decimal fraction soil group D = 1.000 [COHHERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 9.24 nin. Rainfall Intensity = 5.143(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.771 CA = 6.634 Subarea runoff = 8.931(CFS) for 2.130(Ac.) Total runoff = 34.117(CFS) Total area = 8.600(Ac.) Process from Point/Station 363.588 to Point/Station **** CONFLUENCE OF HAIN STREAHS **** The following data inside Hain Streara is listed: In Hain Streara nuraber: 1 Streara flow area = 8.600(Ac.) Runoff frora this streara = 34.117(CFS) Tine of concentration = 9.24 nin. Rainfall intensity = 5.143(In/Hr) Program is now starting with Main Stream No. 2 383.588 P:\2468.20\Engr«^eports\DR/yN-FE\HYra^O Page 10 of 14 Printed 5imm::^T' S300Pioo.out. • . -Modified 5/14/201535421 PM PM- 4.4-I-I-I.4.4.4.4.H-++4.4.4.4-4.4.4-4.4.4-4-4-4-4-1 I I I I I I I I I I I I I I I I 14-4-H-I-4-4-4-4-4. Process from Point/Station 388.880 to Point/Station 301.986 ***• INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.099 Decinal fraction soil group B = 0.088 Decinal fraction soil group C = 8.000 Decimal fraction soil group D = 1.008 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 6.858 Sub-Area C Value = 6.828 Initial subarea total flow distance = 80.000(Ft.) Highest elevation = 120.000(Ft.) Lowest elevation = H3.508(Ft.) Elevation difference = 6.50e(Ft.) Slope = 8.125 % INITIAL AREA TIHE OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.13 %, in a development type of General Coraraercial In Accordance With Figure 3-3 Initial Area Tine of Concentration = 2.51 rainutes TC = [1.8»(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.8200)*( 100.000".5)/( 8.125"(l/3)]= 2.51 Calculated TC of 2.507 ninutes is less than 5 ninutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a lOO.O year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.504(CFS) Total initial strean area = 0.240(Ac.) Process from Point/Station 301.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIHE **** Upstream point elevation = 113.500(Ft.) Downstream point elevation = ll0.8e8(Ft.) Channel length thru subarea = 548.88e(Ft.) Channel base width = 5.66e(Ft.) Slope or 'Z' of left channel bank = 58.888 Slope or 'Z' of right channel bank = 58.888 Estimated nean flow rate at midpoint of channel Hanning's 'N' =8.818 Haxlmum depth of channel = 1.888(Ft.) Flow(q) thru subarea = 12.747(CFS) Depth of flow = 0.305(Ft.), Average velocity = Channel flow top width = 35.455(Ft.) Flow Velocity = 2.07(Ft/s) Travel tirae = 4.35 min. Time of concentration = 6.86 min. critical depth = 0.287(Ft.) Adding area flow to channel Deciraal fraction soil group A = 6.888 Deciraal fraction soil group B = 8.000 303.000 12.747(CFS) 2.069(Ft/s) S300P100.oiit Printed:.S/14/2015: Mddified:.5/14Q0153S421 PM PM Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 [COHHERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.856 Sub-Area C Value =8.828 Rainfall intensity = 6.233(In/Hr) for a 188.6 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 6.828 CA = 3.838 Subarea runoff = 22.416{CFS) for 4.448(Ac.) Total runoff = 23.919(CFS) Total area = 4.688(Ac.) Depth of flow = 6.397(Ft.), Average velocity - 2.426(Ft/s) Critical depth = 8.381(Ft.) Process fron Point/Station 363.668 to Point/Station 363.888 ***• SUBAREA FLOW ADDITION **** Decinal fraction soil group A = 8.888 Decinal fraction soil group B = 6.006 Decinal fraction soil group C = 0.000 Decinal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Inpervious value, Al = 0.100 Sub-Area C Value = 0.410 Tine of concentration = 6.86 nin. Rainfall intensity = 6.233(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.779 CA = 4.051 Subarea runoff = 1.329(CFS) for 0.520(Ac.) Total runoff = 25.248(CFS) Total area = 5.200(Ac.) Process frora Point/Station 303.000 to Point/Station 303.008 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 6.688 Decinal fraction soil group D = 1.888 [LOW DENSITY RESIDENTIAL ] (1.8 DU/A or Less ) Impervious value, Ai = 8.188 Sub-Area C Value = 8.418 Time of concentration = 6.86 rain. Rainfall intensity = 6.233(In/Hr) for a 166.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.779 CA = 4.051 Subarea runoff = 8.88e(CFS) for e.e00(Ac.) Total runoff = 25.248(CFS) Total area = 5.200(Ac.) Process from Point/StatiOn |.4-t.4.4.4-f4.1 14 4 1 I I I I I I I I I'I llllll 303.000 to Point/Station 303.500 P:\2468.20€ngrtReportsORAIN-FE\HYDRO Page 11 of 14 P;\2468.20£ngi1ReportsI)RAIN-FBHYDRO Page 12 of 14 SSOOPIOOout ^.««MKMennied 5/14/2015 ' Modified 5/14/2015 3 54 21.PMPM **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstrean point/station elevation = 100.000(Ft.) Downstrean point/station elevation = 97.000(Ft.) Pipe length = 388.8e(Ft.) Hanning's N = 8.813 No. of pipes = 1 Required pipe flow = 25.248(CFS) Nearest computed pipe diameter = 27.86(In.) Calculated individual pipe flow = 25.248(CFS) Normal flow depth in pipe = 18.52(In.) Flow top width inside pipe = 25.87(In.) Critical Depth = 21.67(In.) Pipe flow velocity = 8.68(Ft/s) Travel tine through pipe = 8.58 nin. Tine of concentration (TC) = 7.43 min. Process fron Point/Station 383.508 to Point/Station 383.566 **** CONFLUENCE OF MAIN STREAHS **** The following data inside Hain Stream is listed: In Main Strean number: 2 Strean flow area = 5.288(Ac.) Runoff fron this strean = 25.248(CFS) Tine of concentration = 7.43 nin. Rainfall intensity = 5.917(In/Hr) Sunnary of strean data: Strean Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 34.117 9.24 5.143 2 25.248 7.43 5.917 Qnax(l) = Qmax(2) = 1.666 * 1.666 * 34.117) 4- 6.869 * 1.666 * 25.248) 4- = 56.862 1.888 * 8.885 » 34.117) 4- 1.990 * 1.088 * 25.248) + = 52.698 Total of 2 raain streans to confluence: Flow rates before confluence point: 34.117 25.248 Maximum flow rates at confluence using above data: 56.862 52.698 Area of streams before confluence: 8.688 5.288 Results of confluence: Total flow rate = 56.862(CFS) Time of concentration = 9.237 min. Effective strean area after confluence = 13.800(Ac.) End of computations, total study area = 13.800 (Ac.) P:a468iO€ngrtReports\DRAIN-FBHYDRO Page 13 of 14 S400P100.out , .Pnnted 3/9/2015 'Modified''3/9/?015 10 37 43 AM AM No. of pipes = 1 Required pipe flow = 11.615(CFS) Nearest conputed pipe dianeter = 15.e8(In.) Calculated individual pipe flow = 11.615(CFS) Nomal flow depth in pipe = 8.64(In.) Flow top width inside pipe = 14.96(In.) Critical depth could not be calculated. Pipe flow velocity = 17.36(Ft/s) Travel tine through pipe = 6.18 nin. Tine of concentration (TC) = 11.89 nin. Process fron Point/Station 482.668 to Point/Station 483.886 **** SUBAREA FLOW ADDITION **»• Decinal fraction soil group A » 8.888 Decinal fraction soil group B = 8.866 Decinal fraction soil group C = 8.888 Decinal fraction soil group D = 1.888 [UNDISTURBED NATURAL TERRAIN ] (Pernanent Open Space ) Inpervious value, Ai = 8.888 Sub-Area C Value = 8.350 Time of concentration = 11.89 min. Rainfall intensity = 4.370(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.566 CA = 2.864 Subarea runoff = 8.637(CFS) for 6.496(Ac.) Total runoff = 12.252(CFS) Total area = 5.546(Ac.) I H I I I I I I 14.4-4.4.4.4^-4-4-1-4-4-4-4-4-4-f 4-I-4-I-1 I I I 14- Process from Point/Station 482.888 to Point/Station 483.688 *•** CONFLUENCE OF MAIN STREAHS •••* The following data inside Hain Strean is listed: In Hain Strean nunber: 1 Strean flow area = 5.540(Ac.) Runoff fron this strean = 12.252(CFS) Tine of concentration = 11.89 nin. Rainfall intensity = 4.370(In/Hr) Prograra is now starting with Main Streara No. 2 Process frora Point/Station 404.000 to Point/Station 405.000 **** INITIAL AREA EVALUATION **** Deciraal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Irapervlous value, Al = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 70.000(Ft.) P:\2468.20\EngrtRepoits\PRAIN-FBHYDRO Page 3 of 28 Pnnted: 3/9/2015 >• •S400P100.out Modified:'3/9/2015 10 37 43 AM AM : :»}HKii>»iii^i enautm Highest elevation = 330.000(Ft.) Lowest elevation = 329.30e(Ft.) Elevation difference = 6.700(Ft.) Slope = 1.000 X INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 X, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 minutes (for slope value of 1.00 %) Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.343(CFS) Total initial stream area = 0.110(Ac.) Process from Point/Station 405.000 to Point/Station 405.000 »*** SUBAREA FLOW ADDITION ••** Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 6.488 Sub-Area C Value = 8.578 Time of concentration = 8.48 min. Rainfall intensity = 5.468(In/Hr) for a 168.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.393 Subarea runoff = 1.808(CFS) for 0.588(Ac.) Total runoff = 2.158(CFS) Total area = 8.69e(Ac.) Process from Point/Station 485.000 to Point/Station 486.888 **** PIPEFLOW TRAVEL TIME (Prograra estiraated size) •*** Upstreara point/station elevation = 329.388(Ft.) Downstreara point/station elevation = 322.386(Ft.) Pipe length = 488.66(Ft.) Hanning's N = 6.613 No. of pipes = 1 Required pipe flow = 2.156(CFS) Nearest computed pipe diaraeter = 9.66(ln.) Calculated individual pipe flow = 2.158(CFS) Normal flow depth in pipe = 7.24(In.) Flow top width inside pipe = 7.14(In.) Critical Depth = 7.92(In.) Pipe flow velocity = 5.65(Ft/s) Travel time through pipe = 1.18 min. Time of concentration (TC) = 9.58 min. Process from Point/Station 485.000 to Point/Station **** CONFLUENCE OF HINOR STREAMS **** 466.666 P:\2468J2fl\EngrtRepoits\DRAINfEWDRO Page 4 of 28 ••'Piin :015.. S400PiOO:out • •"fjiWjfJiS^'Jri;' Modlfied,;3/9/201510'37 43AMAM Along Main Streara nunber: 2 in norraal stream number 1 Stream flow area = 8.69e(Ac.) Runoff frora this stream = 2.15e(CFS) Time of concentration = 9.58 min. Rainfall intensity = 5.023(In/Hr) Process frora Point/Station 407.000 to Point/Station **** INITIAL AREA EVALUATION •••• 408.000 Decimal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decinal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Inpervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 325.000(Ft.) Lowest elevation = 324.000(Ft.) Elevation difference = 1.008(Ft.) Slope = 1.880 X INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The naxinun overland flow distance is 65.88 (Ft) for the top area slope value of 1.88 X, in a developnent type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.48 ninutes (for slope value of 1.88 %) Rainfall intensity (I) = 5.468(In/Hr) for a 188.6 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 8.570 Subarea runoff = 0.654(CFS) Total initial stream area = 0.210(Ac.) Process fron Point/Station 408.000 to Point/Station 409.000 ••»• STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION *•** Top of Street segment elevation = 324.000(Ft.) End of street segnent elevation = 320.200(Ft.) Length of street segnent = 395.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance fron crown to crossfall grade break - 18.000(Ft.) Slope fron gutter to grade break (v/hz) = 0.020 Slope fron grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance fron curb to property line = 10.000(Ft.) Slope fron curb to property line (v/hz) = 0.020 Gutter width - 1.500(Ft.) Gutter hike fron flowline = 1.599(In.) Manning's N in gutter = 9.9159 Manning's N fron gutter to grade break - 9.9180 Manning's N fron grade break to crown = 0.0180 P:12468.20\Engr«eports\DRAIN-FE\HYDRO Page 5 of 28 •"sr^'.Tw**!^?^'*-.- —"i'^-*S400P100.out Pnnied:3«/20i5 -• T '-Modified 3/9/2015J03743AMAM Estinated nean flow rate at nidpoint of street = 5.650(CFS) Depth of flow = 0.400(Ft.), Average velocity = 2.36e{Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.248(Ft.) Flow velocity = 2.36(Ft/s) Travel tine = 2.79 nin. TC = 11.19 rain. Adding area flow to street Decimal fraction soil group A = 8.688 Decimal fraction soil group B » 6.668 ] Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.545(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 2.326 Subarea runoff = 9.915(CFS) for 3.870(Ac.) Total runoff = 10.569(CFS) Total area = 4.080(Ac.) Street flow at end of street = 16.569(CFS) Half street flow at end of street = 18.569(CFS) Depth of flow = 8.484(Ft.), Average velocity = 2.747(Ft/s) Flow width (fron curb towards crown)= 19.431(Ft.) Process from Point/Station 469.666 to Point/Station 466.888 **** PIPEFLOW TRAVEL TIME (Prograra estiraated size) •*** Upstreara point/station elevation = 328.280(Ft.) Downstreara point/station elevation = 317.300(Ft.) Pipe length = 290.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.569(CFS) Nearest coraputed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.569(CFS) Normal flow depth in pipe = 12.54(In.) Flow top width inside pipe = 20.60(In.) Critical Depth = 14.54(In.) Pipe flow velocity = 7.05(Ft/s) Travel time through pipe = 0.69 min. Time of concentration (TC) = 11.87 min. I-4-4-4-4.4-4-4-4-4-4.4-4-4-4. I-4-4-4-+ 4.+4-4-4-4-4-4-4-4-4-4-4-4-4.4-4-4-4-4.4.4-4-4 Process from Point/Station 409.000 to Point/Station *••* CONFLUENCE OF HINOR STREAMS •••• 4++ 486.666 Along Main Streara nuraber: 2 in normal stream number 2 Strean flow area = 4.888(Ac.) Runoff fron this stream = ie.569(CFS) Tine of concentration = 11.87 nin. Rainfall intensity = 4.374(In/Hr) Sunnary of strean data: Strean No. Flow rate (CFS) TC (nin) Rainfall Intensity (In/Hr) P:\2468.20€ngriReportsTOIN-FDHYDRO Page 6 of 28 S400P100out J. -.^Printed 3/9/201E •v«MMoaifiSdt3/9C015103743AMAM 1 2.158 2 16.569 Qnax(l) = 1.666 1.888 9.58 11.87 5.823 4.374 Qnax(2) = 8.871 1.000 1.000 6.887 1.000 1.000 2.156) 18.569) 2.156) 18.569) 10.678 12.441 Total of 2 streams to confluence: Flow rates before confluence point: 2.150 18.569 Maxinun flow rates at confluence using above data: 18.678 12.441 Area of streams before confluence: 0.690 4.080 Results of confluence: Total flow rate = 12.441(CFS) Tine of concentration = 11.874 min. Effective stream area after confluence = 4.770(Ac.) 4-4.4.4-4-4-4-4-4-1 I I I I I I I 14- Process fron Point/Station 406.000 to Point/Station **** PIPEFLOW TRAVEL TIHE (Progran estinated size) **** Upstrean point/station elevation = 317.300(Ft.) Downstrean point/station elevation = 300.000(Ft.) Pipe length = 225.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.441(CFS) Nearest conputed pipe dianeter = 15.00(In.) Calculated individual pipe flow = 12.441(CFS) Nornal flow depth in pipe = 9.20(In.) Flow top width inside pipe = 14.61(In.) Critical depth could not be calculated. Pipe flow velocity = 15.77(Ft/s) Travel tine through pipe = 0.24 nin. Tine of concentration (TC) = 12.11 nin. 4-4-t4 11 I |. |.44-t.4.4-4-4.4.4.4.4.4.4.4-4-4-4-4-4-4-4-4-4-4-4-l-4-4-4-4-4.4.4-4-4-4. Process from Point/Station 406.000 to Point/Station •*** CONFLUENCE OF HAIN STREAHS **•* The following data inside Main Strean is listed: In Hain Strean nunber: 2 Stream flow area = 4.770(Ac.) Runoff fron this stream = 12.441(CFS) Time of concentration = 12.11 min. Rainfall intensity = 4.318(In/Hr) Sunmary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 403.000 403.088 P:\2468.2fl€ngrtRepoits\DRAIN-FE\HYDRO Page 7 of 28 S400P100out Pnnted-3/9/2015 -• Modified 3/9/201510 37 43 AM AM 1 12.252 2 12.441 Qmax(l) = 11.89 12.11 4.378 4.318 Qraax(2) = 1.888 1.886 8.988 1.888 1.888 8.982 1.888 1.868 12.252) 12.441) 12.252) 12.441) 24.467 24.549 Total of 2 raain streams to confluence: Flow rates before confluence point: 12.252 12.441 Haximura flow rates at confluence using above data: 24.467 24.549 Area of strearas before confluence: 5.548 4.778 Results of confluence: Total flow rate = 24.549(CFS) Tirae of concentration = 12.112 min. Effective stream area after confluence = 18.310(Ac.) 25.133(CFS) 11.117(Ft/s) 4.4.4.4-4-4.4-4-4-4-4-4.4.4.4-f4.4.4-4-4-4-4-4.4-4-4-4-4.4.4.4.4.4-4-4-4.4-4-4.4-4.4-4-4-4-4-4-4-4-4-4.4-4.t^^ I I I I I I I I III I Process frora Point/Station 403.888 to Point/Station 418.886 **** IHPROVED CHANNEL TRAVEL TIHE ***• Upstreara point elevation = 38e.000(Ft.) Downstreara point elevation = 259.500(Ft.) Channel length thru subarea = 835.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estiraated raean flow rate at midpoint of channel Hanning's 'N' = 0.018 Maxiraura depth of channel = 1.000(Ft.) Flow(q) thru subarea = 25.133(CFS) Depth of flow = 0.946(Ft.), Average velocity = Channel flow top width = 4.282(Ft.) Flow Velocity = 11.12(Ft/s) Travel tirae = 1.25 min. Tirae of concentration = 13.36 rain. Critical depth = 1.438(Ft.) Adding area flow to channel Decinal fraction soil group A = 0.000 Deciraal fraction soil group B = 0.000 Deciraal fraction soil group C = 8.888 Deciraal fraction soil group D = 1.866 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.053(In/Hr) for a 100.0 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 0.502 CA = 6.328 P:\2468.20€ngrtRepoits\DR/\IN-FE\HYDRO Page 8 of 28 S400P100.out Modified, 3/9/2015 10 37 43 AM AM Subarea runoff = 1.095(CFS) for 2.300(Ac.) Total runoff = 25.645(CFS) Total area = 12.610(Ac.) Depth of flow = 0.954(Ft.), Average velocity = 11.173(Ft/s) Critical depth = 1.453(Ft.) 4-4-4-4-4-4-4-4-4-1 I I I t I 114- Process fron Point/Station 403.000 to Point/Station 410.000 **•• CONFLUENCE OF HAIN STREAMS **** The following data inside Hain Strean is listed: In Main Stream number: 1 Strean flow area = 12.610(Ac.) Runoff from this strean - 25.645(CFS) Time of concentration = 13.36 min. Rainfall intensity • 4.053(In/Hr) Program is now starting with Main Stream No. 2 4.4'4.4.4.4.4.4.4-4-4-4.4.4.4.4.++4.4.4.4-4-4-4-4- Process fron Point/Station 411.000 to Point/Station 412.000 »»»» INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 8.880 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 330.000(Ft.) Lowest elevation = 329.400(Ft.) Elevation difference = 0.600(Ft.) Slope = 1.000 X INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maxinun overland flow distance is 65.88 (Ft) for the top area slope value of 1.88 X, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Tine of Concentration = 8.40 ninutes (for slope value of 1.00 X) Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storn Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 6.374(CFS) Total initial stream area = e.l28(Ac.) Process from Point/Station 412.000 to Point/Station 413.000 .*** IMPROVED CHANNEL TRAVEL TIME •••* Upstream point elevation = 329.400(Ft.) Downstream point elevation = 326.000(Ft.) Channel length thru subarea = 250.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 2.000 P:m2fflEngr\Repoits\DR/yN-FE\HYDRO Page 9 of 28 Pnnted 3/9/2015 . luiodified:3/9/2015 10 37 43AMAM Slope or 'Z' of right channel bank = 2.088 Estiraated mean flow rate at midpoint of channel = 1.735 (CFS) Manning's 'N' = 6.615 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.735(CFS) Depth of flow = 0.356(Ft.), Average velocity = 4.030(Ft/s) Channel flow top width = 1.922(Ft.) Flow Velocity = 4.93(Ft/s) Travel time = 1.03 min. Time of concentration = 9.43 min. Critical depth = 0.434(Ft.) Adding area flow to channel Decimal fraction soil group A » 9.900 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 9.579 Rainfall intensity = 5.973(In/Hr) for a 190.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.599 Subarea runoff = 2.662(CFS) for 0.930(Ac.) Total runoff = 3.036(CFS) Total area = 1.059(Ac.) Depth of flow = 9.469(Ft.), Average velocity = 4.659(Ft/s) Critical depth = 9.566(Ft.) TTTT^n' f T iTTTTTTiiTT Process from Point/Station 413.890 to Point/Station 414.098 **»* PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 326.999(Ft.) Downstream point/station elevation = 329.599(Ft.) Pipe length = 375.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.036(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.036(CFS) Normal flow depth in pipe = 7.42(In.) Flow top width inside pipe = 11.66(In.) Critical Depth = 8.96(In.) Pipe flow velocity = 5.95(Ft/s) Travel time through pipe = 1.05 nin. Time of concentration (TC) = 10.48 nin. Process from Point/Station 413.000 to Point/Station ••** SUBAREA FLOW ADDITION **** 414.999 Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) P:\2468.20Engi«eports\DRAIN-FE\HYDRO Page 10 of 28 1. ' ^Bi* • Printed'^3/9/2015 • * ,S400P100out til-Modified 3/9/2015'10 37 43AMAM Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Tirae of concentration = 10.48 rain. Rainfall Intensity = 4.739(In/Hr) for a lOO.O year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 9.579 CA = 2.816 Subarea runoff = 19.389(CFS) for 3.890(Ac.) Total runoff = 13.345(CFS) Total area = 4.94e(Ac.) 1.4-4.4-4.4-4-4-4-4-+ Process from Point/Station 414.888 to Point/Station 415.888 **** PIPEFLOW TRAVEL TIME (Program estinated size) **** Upstrean point/station elevation = 328.560(Ft.) Downstrean point/station elevation = 316.600(Ft.) Pipe length = 430.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.345(CFS) Nearest conputed pipe diameter = 21.00(In.) Calculated individual pipe flow = 13.345(CFS) Normal flow depth in pipe = 15.35(In.) Flow top width inside pipe = 18.62(In.) Critical Depth = 16.32(In.) Pipe flow velocity = 7.08(Ft/s) Travel tirae through pipe = l.Ol rain. Tirae of concentration (TC) = 11.50 rain. I-4.4.4-4-4.4-4-4.4-4.4-4-4 Process fron Point/Station 414.000 to Point/Station 415.000 **** SUBAREA FLOW ADDITION **** Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decinal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Tine of concentration = 11.50 min. Rainfall intensity = 4.466(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 6.578 CA = 4.212 Subarea runoff = 5.467(CFS) for 2.458(Ac.) Total runoff = 18.812(CFS) Total area = 7.390(Ac.) Process fron Point/Station 415.000 to Point/Station 416.000 **** PIPEFLOW TRAVEL TIME (Progran estinated size) **** Upstrean point/station elevation = 316.600(Ft.) Downstream point/station elevation = 306.000(Ft.) Pipe length = 280.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.812(CFS) Nearest conputed pipe dianeter = 18.00(In.) S400P100.out P;\2468.20\Engi1Repoits\DRAIN-FE\HYDRO Page 11 of 28 Pnnted 3/9/2015 Modified 3/9/201510 37 43 AM AM Calculated individual pipe flow = 18.812(CFS) Nornal flow depth in pipe = 13.62(In.) Flow top width inside pipe = 15.45(In.) Critical depth could not be calculated. Pipe flow velocity = 13.12(Ft/s) Travel time through pipe = 0.36 nin. Time of concentration (TC) = 11.85 min. Process from Point/Station 415.000 to Point/Station 416.008 *•** CONFLUENCE OF HINOR STREAMS **•* Along Main Stream nuraber: 2 in norraal streara nunber 1 Stream flow area = 7.398(Ac.) Runoff from this stream = 18.812(CFS) Time of concentration = 11.85 nin. Rainfall intensity = 4.379(In/Hr) Process from Point/Station 417.888 to Point/Station 418.888 **«« INITIAL AREA EVALUATION ***• Decimal fraction soil group A = 0.088 Decimal fraction soil group B = 6.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [HEDIUH DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Al = 0.400 Sub-Area C Value = 8.570 Initial subarea total flow distance = l00.000(Ft.) Highest elevation = 308.000(Ft.) Lowest elevation = 307.000(Ft.) Elevation difference = 1.000(Ft.) Slope = l.OOO X INITIAL AREA TIHE OF CONCENTRATION CALCUUTIONS: The maxiraura overland flow distance is 65.00 (Ft) for the top area slope value of I.OO X, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 minutes (for slope value of 1.06 %) Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.467(CFS) Total initial streara area = 0.150(Ac.) Process frora Point/Station 418.006 to Point/Station **** STREET FLOW TRAVEL TIHE 4- SUBAREA FLOW ADDITION ••** 419.866 Top of street segraent elevation = 387.888(Ft.) End of street segnent elevation = 3e3.000(Ft.) Length of street segraent = 280.000(Ft.) Height of curb above gutter flowline = 6.0(In.) P:\2468.20€ngrtRepoits\DRAIN-FE\HYDRO Page12of28 !5niTtia?3/9/2015 S^PlM'diit" Modified 3/9/201510 37 43 AM AM Width of half street (curb to crown) = 22.068(Ft.) Distance frora crown to crossfall grade break = 18.686(Ft.) Slope frora gutter to grade break (v/hz) = 8.828 Slope frora grade break to crown (v/hz) = 8.828 Street flow is on [1] side(s) of the street Distance frora curb to property line = 18.e88(Ft.) Slope frora curb to property line (v/hz) = 8.828 Gutter width = 1.560(Ft.) Gutter hike frora flowllne = 1.500(In.) Hanning's N in gutter = 0.6156 Hanning's N from gutter to grade break = 6.6186 Manning's N from grade break to crown = 6.6186 Estimated mean flow rate at nidpoint of street = 2.214(CFS) Depth of flow = 6.288(Ft.), Average velocity = 2.2ei(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.669(Ft.) Flow velocity = 2.28(Ft/s) TC = 16.52 nin. 0.000 0.000 0.000 1.000 ] 100.0 year storn Travel tine = 2.12 nin. Adding area flow to street Deciraal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Al = 0.400 Sub-Area C Value = 0.570 Rainfall intensity - 4.729(ln/Hr) for a Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.821 Subarea runoff = 3.414(CFS) for 1.290(Ac.) Total runoff = 3.882(CFS) Total area = 1.440(Ac.) Street flow at end of street = 3.882(CFS) Half street flow at end of street = 3.882(CFS) Depth of flow = 0.338(Ft.), Average velocity = 2.509(Ft/s) Flow width (from curb towards crown)= 12.149(Ft.) Process from Point/Station 419.000 to Point/Station 416.000 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Upstream point/station elevation = 303.000(Ft.) Downstream point/station elevation = 301.000(Ft.) Pipe length = 200.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.882(CFS) Nearest coraputed pipe diameter = 15.00(In.) Calculated Individual pipe flow = 3.882(CFS) Norraal flow depth in pipe = 8.38(In.) Flow top width inside pipe = 14.96(In.) Critical Depth = 9.55(In.) Pipe flow velocity = 5.5e(Ft/s) Travel tine through pipe = 8.61 nin. Tirae of concentration (TC) = 11.13 nin. 4.4-4-H.4.4-H.4. P:\2468.20\EngriReportsCRAIN-FBHYDRO Page 13 of 28 S400P100.out' -"'-V*.'-," Pnnted 3/9/2015 Modified: 3/9/201510 37 43 AM Process fron Point/Station 419.888 to Point/Station 416.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Strean nunber: 2 in normal stream number 2 Stream flow area = 1.440(Ac.) Runoff fron this stream = 3.882(CFS) Tine of concentration = 11.13 nin. Rainfall intensity - 4.561(In/Hr) Sunnary of strean data: Strean No. Flow rate (CFS) TC (nin) Rainfall Intensity (In/Hr) 1 2 Qnax(l) 18.812 3.882 Qmax(2) 11.85 11.13 1.000 0.960 1.000 1.000 000 0.939 1.000 4.379 4.561 18.812) 3.882) 18.812) 3.882) 22.539 21.542 Total of 2 streams to confluence: Flow rates before confluence point: 18.812 3.882 Maxinun flow rates at confluence using above data: 22.539 21.542 Area of streans before confluence: 7.390 1.440 Results of confluence: Total flow rate = 22.539(CFS) Time of concentration = 11.852 nin. Effective stream area after confluence = 8.830(Ac.) Process frora Point/Station 416.000 to Point/Station **** PIPEFLOW TRAVEL TIHE (Prograra estiraated size) *•** Upstreara point/station elevation = 301,000(Ft.) Downstreara point/station elevation = 289.000(Ft.) Pipe length = 45.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.539(CFS) Nearest coraputed pipe diaraeter = 15.00(In.) Calculated individual pipe flow = 22.539(CFS) Normal flow depth in pipe = 9.04(In.) Flow top width inside pipe = 14.68(In.) Critical depth could not be calculated. Pipe flow velocity = 29.19(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 11.88 min. 420.000 4-H I m I t l4-l-4-4-4-4-4-f4-4-l-4-4-4-4-4-4-4-l-l-4- Process fron Point/Station 416.000 to Point/Station ***• SUBAREA FLOW ADDITION **** 420.000 P:\2468.20EngrtReports\DRAIN-FBHYDRO Page 14 of 28 •Pnnted 3/9/2015 S400P100out. 10 37 43 AM AM Decinal fraction soil group A = 0.000 Decimal fraction soil group B = 0.008 Decimal fraction soil group C = 8.880 Decimal fraction soil group 0 = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Perraanent Open Space ) Irapervlous value, Ai = 0.000 Sub-Area C Value = 0.350 Tirae of concentration = 11.88 min. Rainfall intensity = 4.373(In/Hr) for a 100.O year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.558 CA = 5.205 Subarea runoff = 0.221(CFS) for 0.490(Ac.) Total runoff = 22.760(CFS) Total area = 9.320(Ac.) Process from Point/Station 420.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 289.000(Ft.) Downstream point/station elevation = 262.000(Ft.) Pipe length = 65.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.760(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 22.760(CFS) Normal flow depth in pipe = 9.75(In.) Flow top width inside pipe = 9.37(In.) Critical depth could not be calculated. Pipe flow velocity = 33.33(Ft/s) Travel time through pipe - 0.03 min. Time of concentration (TC) = 11.91 nin. Process fron Point/Station 421.000 to Point/Station **** IHPROVED CHANNEL TRAVEL TIME **** Upstrean point elevation = 262.000(Ft.) Downstream point elevation = 259.500(Ft.) Channel length thru subarea = 70.000(Ft.) Channel base width = 0.508(Ft.) Slope or 'Z' of left channel bank = 2.666 Slope or 'Z' of right channel bank = 2.888 Hanning's "N" = 8.818 Haximura depth of channel = 3.ee0(Ft.) Flow(q) thru subarea = 22.768(CFS) Depth of flow = 9.967(Ft.), Average velocity = Channel flow top width = 4.368(Ft.) Flow Velocity = 9.67(Ft/s) Travel tirae = 9.12 min. Tirae of concentration = 12.83 min. Critical depth = 1.398(Ft.) 4-4-H.++4-I- 421.669 418.888 9.669(Ft/S) P:\2468.20£ngt«eport5miN-FE\HYDRO Page 15 of 28 Pnnted Sgfeois" - S400P100out Process from Point/Station 421.668 to Point/Station **** CONFLUENCE OF MAIN STREAMS **•* The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.32e(Ac.) Runoff from this stream = 22.760(CFS) Time of concentration = 12.03 min. Rainfall intensity = 4.337(In/Hr) Summary of stream data: Modi'fied'^/2015 10-37 43 AM AM 410.000 stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 25.645 2 22.760 Qmax(l) = 1.000 0.934 Qmax(2) = 1.000 1.000 13.36 12.03 4.053 4.337 1.000 1.000 0.900 1.000 25.645) 22.760) 25.645) 22.760) 46.913 45.846 Total of 2 raain streams to confluence: Flow rates before confluence point: 25.645 22.760 Haximura flow rates at confluence using above data: 46.913 45.846 Area of streams before confluence: 12.610 9.320 Results of confluence: Total flow rate = 46.913(CFS) Time of concentration = 13.364 min. Effective stream area after confluence = 21.930(Ac.) Process from Point/Station 410.000 to Point/Station 422.000 •*** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 259.500(Ft.) Downstream point elevation = 212.000(Ft.) Channel length thru subarea = 909.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.018 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 46.913(CFS) Depth of flow = 1.173(Ft.), Average velocity = 14.302(Ft/s) llWarning: Water is above left or right bank elevations Channel flow top width = 4.506(Ft.) Flow Velocity = 14.3e(Ft/s) Travel tirae = 1.66 min. P:\2468.20€ngrtRepoits\DRAIN-FBHYDRO Page16of28 Prihted:3/9/20'l5' S400P100.ouf- Modified 3/9/2015 10 37 43AMAM 49.266(CFS) 38.246(Ft/s) Tine of concentration = 14.42 min. Critical depth = 1.938(Ft.) ERROR - Channel depth exceeds maximum allowable depth Process from Point/Station 422.088 to Point/Station 423.860 **** IMPROVED CHANNEL TRAVEL TIME **** Upstreara point elevation = 212.880(Ft.) Downstreara point elevation = 115.000(Ft.) Channel length thru subarea = 217.006(Ft.) Channel base width = 8.588(Ft.) Slope or 'Z' of left channel bank = 2.888 Slope or 'Z' of right channel bank = 2.666 Estiraated raean flow rate at raidpolnt of channel Hanning's 'N' - 6.018 Haximura depth of channel = 1.00e(Ft.) Flow(q) thru subarea = 49.266(CFS) Depth of flow = 0.786(Ft.), Average velocity = Channel flow top width = 3.644(Ft.) Flow Velocity = 30.25(Ft/s) Travel time = 0.12 min. Time of concentration = 14.54 rain. Critical depth = 2.000(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = O.OOO Decimal fraction soil group C = 0.000 Decimal fraction soil group D = l.OOO [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.088 Sub-Area C Value = 8.358 Rainfall Intensity = 3.838(ln/Hr) for a 188.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.491 CA = 13.436 Subarea runoff = 4.652(CFS) for 5.440(Ac.) Total runoff = 51.564(CFS) Total area = 27.370(Ac.) Depth of flow = 0.801(Ft.), Average velocity = 30.594(Ft/s) Critical depth = 2.047(Ft.) Process frora Point/Station 423.000 to Point/Station »**« PIPEFLOW TRAVEL TIME (Prograra estimated size) *•** Upstream point/station elevation = 115.000(Ft.) Downstream point/station elevation = 114.500(Ft.) Pipe length = 58.00(Ft.) Manning's N = 0.613 No. of pipes = 1 Required pipe flow = 51.564(CFS) Nearest coraputed pipe diaraeter = 36.66(In.) Calculated individual pipe flow = 51.564(CFS) Norraal flow depth in pipe = 25.e8(In.) Flow top width inside pipe = 33.18(In.) Critical Depth = 28.e4(In.) Pipe flow velocity = 9.88(Ft/s) P:\2468.20€ngrtReportslDRAIN-FE\HYDRO 4-4-4-4-4-4.4-4-4. 452.888 Page 17 of 28 > Pnnted 3»/2015 Travel tirae through pipe = Tirae of concentration (TC) S400P100out 6.18 min. 14.64 min. A 1*1 ifi'Jf-'.. '''Modified'3/9/2015 1037 43AMAM 4-4-4-1-4.4.4-4.4.4.4.4.4.4.4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4.4.4-4-4-4-1-I.4. Process from Point/Station 423.686 to Point/Station 452.888 «**» CONFLUENCE OF MAIN STREAMS *••• The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.370(Ac.) Runoff from this stream = 51.564(CFS) Time of concentration = 14.64 min. Rainfall intensity = 3.821(In/Hr) Program is now starting with Main Strean No. 2 Process from Point/Station 424.000 to Point/Station 425.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Perraanent Open Space ) Inpervious value, Ai = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 260.000(Ft.) Lowest elevation = 230.088(Ft.) Elevation difference = 38.8e8(Ft.) Slope = 58.OOO X INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The naxinun overland flow distance is lOO.OO (Ft) for the top area slope value of 50.00 X, in a development type of Pernanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.66 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(X slope"(l/3)] TC = [1.8*(l.l-0.3500)*( 100.000".5)/( 50.000"(l/3)]= 3.66 Calculated TC of 3.664 minutes is less than 5 rainutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.134(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 425.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 426.000 Upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width = 230.000(Ft.) 216.000(Ft.) = 300.000(Ft.) 0.500(Ft.) P:m20\Engr\ReportsTOyN-FEWDRO Page 18 of 28 Pnnted>3^^bi5* S400'P100.out Modified 3/9/2015103743AMAM 2.088 2.688 2.781(Ft/s) Slope or 'Z' of left channel bank = Slope or 'Z' of right channel bank Manning's 'N' = 8.818 Maximum depth of channel = 3.888(Ft.) Flow(q) thru subarea = 8.134(CFS) Depth of flow = 6.076(Ft.), Average velocity Channel flow top width = 0.804(Ft.) Flow Velocity = 2.70(Ft/s) Travel time = 1.85 min. Time of concentration = 5.52 min. Critical depth = 0.111(Ft.) 4-t-H-4-4-4-t-f4-4-4-H.4.4.4-l-1.4.+4-4.4-4-4-4-4.4-4-4-4.4-4-4-4-4-f4-4- Process from Point/Station 426.000 to Point/Station •*** IMPROVED CHANNEL TRAVEL TIME **»* 427.000 Upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width Slope or 'Z' of left channel 216.000(Ft.) 138.000(Ft.) = 188.000(Ft.) 0.500(Ft.) bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 2.218(CFS) Manning's 'N' = 0.018 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 2.218(CFS) Depth of flow = 0.190(Ft.), Average velocity = 13.228(Ft/s) Channel flow top width = 1.261(Ft.) Flow Velocity = i3.23(Ft/s) Travel time = 0.24 min. Time of concentration = 5.75 min. Critical depth = 0.488(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 6.980(In/Hr) for a 108.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 6.356 CA = 8.689 Subarea runoff = 4.117(CFS) for 1.698(Ac.) Total runoff = 4.251(CFS) Total area = 1.740(Ac.) Depth of flow = 0.263(Ft.), Average velocity = 15.741(Ft/s) Critical depth = 0.664(Ft.) Process fron Point/Station 427.066 to Point/Station 428.000 **** IHPROVED CHANNEL TRAVEL TIHE •••* Upstrean point elevation = 138.000(Ft.) Downstream point elevation = 130.500(Ft.) P:\2468.20\EngrtReports\DRAIN-FE\HYDRO Page 19 of 28 S400P100.out Pnnted 3/9/2015 Modified. 3/9/2015 10 37 43 AM AM Channel length thru subarea = 235.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.090 Hanning's 'N' = 0.038 Haxiraura depth of channel = 1.888(Ft.) Flow(q) thru subarea « 4.251(CFS) Depth of flow = 8.541(Ft.), Average velocity Channel flow top width = 4.33e(Ft.) Flow Velocity = 3.63(Ft/s) Travel tirae = 1.88 min. Time of concentration = 6.83 rain. Critical depth = 0.586(Ft.) 3.628(Ft/s) Process frora Point/Station 428.000 to Point/Station •*•* SUBAREA FLOW ADDITION **** 428.008 Deciraal fraction soil group A = 8.888 Deciraal fraction soil group B = 8.888 Deciraal fraction soil group C = 8.880 Deciraal fraction soil group D = 1.688 [COHHERCIAL area type ] (Neighborhod Conmercial ) Inpervious value, Ai = 8.888 Sub-Area C Value = 8.798 Tine of concentration = 6.83 nin. Rainfall intensity = 6.247(In/Hr) for a 188.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.584 CA = 2.173 Subarea runoff = 9.326(CFS) for 1.988(Ac.) Total runoff = 13.577(CFS) Total area = 3.728(Ac.) Process frora Point/Station 428.888 to Point/Station 452.808 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Upstream point/station elevation = 128.000(Ft.) Downstream point/station elevation = H4.500(Ft.) Pipe length = 332.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.577(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 13.577(CFS) Norraal flow depth in pipe = 10.48(In.) Flow top width inside pipe = 17.76(In.) Critical Depth = 16.44(In.) Pipe flow velocity = 12.72(Ft/s) Travel tirae through pipe = 0.43 rain. Tine of concentration (TC) = 7.27 nin. 4.4.4.4.4-»4.4.4.1 I I I I I I 14- Process from Point/Station 428.000 to Point/Station •*** CONFLUENCE OF MAIN STREAMS ••** 452.000 P:\2468.20€n^eports\DRAlN-FEWrDRO Page 20 of 28 Printed 3/9/2015 S400P100out ^^-"j^jS.lModifiea'3/9/2015'10 37 43'AMAK/'' The following data inside Hain Stream is listed: In Main Stream number: 2 Stream flow area = 3.720(Ac.) Runoff from this strean = 13.577(CFS) Tine of concentration = 7.27 min. Rainfall intensity = 6.004(In/Hr) Summary of strean data: Strean No. Flow rate (CFS) TC (nin) Rainfall Intensity (In/Hr) Qmax(l) = Qmax(2) = 51.564 13.577 14.64 7.27 3.821 6.004 1.000 0.636 1.000 1.000 000 000 8.496 1.888 51.564) 13.577) 51.564) 13.577) 60.205 39.169 Total of 2 main strearas to confluence: Flow rates before confluence point: 51.564 13.577 Maxinun flow rates at confluence using above data: 60.205 39.169 Area of streans before confluence: 27.370 3.720 Results of confluence: Total flow rate = 60.205(CFS) Time of concentration = 14.642 min. Effective streara area after confluence 31.090(Ac.) +4-4.+4.4.4.4.4.4-4-4.4-4-4-4-4.4.4.4-4-(.4- Process frora Point/Station 452.000 to Point/Station 454.000 **** PIPEFLOW TRAVEL TIHE (Program estimated size) •••• Upstream point/station elevation = 114.500(Ft.) Downstream point/station elevation = 107.000(Ft.) Pipe length = 238.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 60.205(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 60.205(CFS) Nornal flow depth in pipe = 20.81(In.) Flow top width inside pipe = 27.66(In.) Critical depth could not be calculated. Pipe flow velocity = 16.58(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 14.88 min. Process from Point/Station 452.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 454.000 P12468.20£ngrtRepoitslDRAIN-FE\HYDRO Page 21 of 28 Pnnted 3/9/2015 S400l^100.oijftg:3 Modified- 3/9/201510 37 43 AM AM- Along Main Stream nuraber: 1 in norraal streara nuraber 1 Stream flow area - 31.090(Ac.) Runoff fron this strean = 60.205(CFS) Tine of concentration = 14.88 nin. Rainfall intensity = 3.781(In/Hr) 4-4-t-H-(-4-4-4-4-4-4-l-4.4-l-4-4-4.4-4-4-4-4-4- Process from Point/Station 433.000 to Point/Station **** INITIAL AREA EVALUATION **•• 434.000 ] 63.000(Ft.) Decimal fraction soil group A » 0.000 Decimal fraction soil group B » 0.066 Decinal fraction soil group C = 0.008 Decinal fraction soil group D = 1.888 [UNDISTURBED NATURAL TERRAIN (Pernanent Open Space ) Inpervious value, Ai = 8.888 Sub-Area C Value = 8.356 Initial subarea total flow distance = Highest elevation = 196.866(Ft.) Lowest elevation = 166.666(Ft.) Elevation difference = 38.88e(Ft.) Slope = 47.619 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 188.66 (Ft) for the top area slope value of 47.62 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.72 ninutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(X slope"(l/3)] TC = [1.8*(l.l-8.3500)*( 100.000".5)/( 47.619"(l/3)]= 3.72 Calculated TC of 3.725 ninutes is less than 5 ninutes, resetting TC to 5.0 ninutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.350 Subarea runoff = 0.053(CFS) Total initial strean area = 0.020(Ac.) 4-4-f4-4-H-H-H.4.4-f4-4.4-4.4.4.4.4.4.4.4-4. Process fron Point/Station 434.000 to Point/Station 435.000 **** IMPROVED CHANNEL TRAVEL TIME •*** Upstrean point elevation = 166.000(Ft.) Downstream point elevation » 151.800(Ft.) Channel length thru subarea = 269.000(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.008 Hanning's 'N' = 0.018 Haxiraura depth of channel = 1.888(Ft.) Flow(q) thru subarea = 8.853(CFS) Depth of flow = 8.843(Ft.), Average velocity = Channel flow top width = 8.674(Ft.) Flow Velocity = 2.16(Ft/s) Travel time = 2.14 min. 2.896(Ft/s) P:\2468.20EngrtReports\DR/«liFEWDRO Page 22 of 28 'Piinted--3«/201?^:. Tine of concentration S400P100 diit'^lv*'"' '.Modified*3/9/201510 3743AMAM Critical depth = 5.86 nin. 8.864(Ft.) 4-H-H-f4.4.4~(.4.4.4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- Process fron Point/Station 435.886 to Point/Station 436.666 *•** IMPROVED CHANNEL TRAVEL TIME **** Upstrean point elevation = 151.888(Ft.) Downstrean point elevation = 113.000(Ft.) Channel length thru subarea = 88.088(Ft.) Channel base width = e.560(Ft.) Slope or 'Z' of left channel bank = 2.666 Slope or 'Z' of right channel bank = 2.888 Estinated nean flow rate at midpoint of channel = 1.869(CFS) Manning's 'N' = 8.818 Haxiraura depth of channel = l.e86(Ft.) Flow(q) thru subarea = 1.669(CFS) Depth of flow = 0.128(Ft.), Average velocity = 11.034(Ft/s) Channel flow top width = 1.013(Ft.) Flow Velocity = 11.03(Ft/s) Travel tine = 0.13 min. Tine of concentration = 6.08 min. Critical depth = 0.342(Ft.) Adding area flow to channel Decinal fraction soil group A = 0.068 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 0.088 Decinal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.088 Sub-Area C Value = 6.356 Rainfall intensity = 6.796(In/Hr) for a 188.8 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 8.358 CA = 6.297 Subarea runoff = 1.968(CFS) for e.838(Ac.) Total runoff = 2.e22(CFS) Total area = 8.858(Ac.) Depth of flow = 6.179(Ft.), Average velocity = 13.186(Ft/s) Critical depth = 6.469(Ft.) Process frora Point/Station 436.600 to Point/Station 454.888 **** PIPEFLOW TRAVEL TIME (Prograra estinated size) **** Upstrean point/station elevation = 113.8e8(Ft.) Downstrean point/station elevation = 187.888(Ft.) Pipe length = 156.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.022(CFS) Nearest conputed pipe dianeter = 9.00(In.) Calculated individual pipe flow = 2.022(CFS) Normal flow depth in pipe = 5.08(In.) Flow top width inside pipe = 8.92(In.) Critical Depth = 7.74(In.) Pipe flow velocity = 7.86(Ft/s) Travel time through pipe = 0.32 nin. P:\2468.20\EngriReportsmiN-FE\HYDRO Page 23 Of 28 S400P100.out Pnnted 3/9/2015 Tine of concentration (TC) Modified: 3/9/20151337 43 AM AM 6.31 nin. Process fron Point/Station 436.000 to Point/Station 454.008 •••* CONFLUENCE OF MINOR STREAMS *•** Along Main Strean number: 1 in nornal stream number 2 Stream flow area = 0.850(Ac.) Runoff from this stream = 2.022(CFS) Time of concentration = 6.31 min. Rainfall intensity = 6.573(In/Hr) Summary of stream data: Stream No. Qmax(l) Qraax(2) Flow rate (CFS) TC (rain) 60.205 2.022 1.000 0.575 1.888 1.668 14.88 6.31 Rainfall Intensity (In/Hr) 3.781 1.888 1.888 8.424 1.888 6.573 68.285) + 2.622) + = 68.285) 4- 2.822) 4- = 61.368 27.568 Total of 2 Streams to confluence: Flow rates before confluence point: 68.285 2.822 Haxiraura flow rates at confluence using above data: 61.368 27.568 Area of streams before confluence: 31.898 8.858 Results of confluence: Total flow rate = 61.368(CFS) Time of concentration = 14.881 min. Effective stream area after confluence = 31.94e(Ac.) Process from Point/Station 454.888 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estiraated size) **** Upstream point/station elevation = 107.000(Ft.) Downstream point/station elevation = 93.000(Ft.) Pipe length = 326.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 61.368(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated Individual pipe flow = 61.368(CFS) Normal flow depth in pipe = 21.14(In.) Flow top width Inside pipe = 22.26(In.) Critical depth could not be calculated. Pipe flow velocity = 18.38(Ft/s) Travel time through pipe = 9.30 min. Time of concentration (TC) = 15.18 min. 456.000 P\2468.20£ftgt«eport5\DRAIN.FBHYORO Page 24 of 28 • Pnnted .3.'9/2015 S400P100out«'- ii^ 'r:-}^^-^'. Z ,Modifiea".3«cbr510"'37'43 AMAjiT^ I-4.4-4.4 -H-I-+++4-4-4.4.4-4.4.4-4.4-4-4.4-4-4-4-4-4-4-4-4-4 n 144.4.4.4.444 Process from Point/Station 454.086 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 456.886 The following data inside Main Streara is listed: In Hain Stream number: 1 Strean flow area = 31.940(Ac.) Runoff from this stream - 61.368(CFS) Tine of concentration = 15.18 nin. Rainfall intensity = 3.733(In/Hr) Progran is now starting with Main Stream No. 2 Process from Point/Station ***• INITIAL AREA EVALUATION 4-4-4-4-4-4-4 430.000 to Point/Station **** +++++++++ 431.000 Decimal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 6.868 Sub-Area C Value = 0.790 Initial subarea total flow distance = 100.000(Ft.) Highest elevation - 123.000(Ft.) Lowest elevation = l22.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % INITIAL AREA TIHE OF CONCENTRATION CALCUUTIONS: The raaxlraura overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 X, in a developraent tvoe of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Tine of Concentration - 4.50 ninutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(X slope"(l/3)] TC = [1.8*(l.l-0.7900)*( 65.000".5)/( 1.06e*(l/3)]= 4.50 The initial area total distance of 100.00 (Ft.) entered leaves a renaining distance of 35.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.71 ninutes for a distance of 35.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.35(Ft.) from the end of the top area Tt = [11.9*length(Hi)"3)/(elevation change(Ft.))]".385 •60(min/hr) 0.710 Minutes Tt=[(11.9*0.0066"3)/( 8.35)]".385- 8.71 Total Initial area Ti = 4.58 ninutes from Figure 3-3 formula plus 0.71 ninutes fron the Figure 3-4 fornula = 5.21 minutes Rainfall intensity (I) = 7.441(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C - 0.790 Subarea runoff = 1.999(CFS) Total initial streara area = 0.340(Ac.) Process frora Point/Station 431.000 to Point/Station *•»* IMPROVED CHANNEL TRAVEL TIHE **** llllll t4.4. 432.880 P:\2468.20\EngilReportsCRAIiraHYDRO Page 25 of 28 Pnnted 3/9/2015 S400P100rout- Modified 3/9/201510 37 43 AM AM Upstream point elevation = 122.000(Ft.) Downstream point elevation = 115.300(Ft.) Channel length thru subarea = 875.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank - 5.000 Estimated raean flow rate at raidpolnt of channel « 13.250(CFS) Hanning's 'N' » 0.018 Maxiraura depth of channel « 2.000(Ft.) Flow(q) thru subarea - 13.250(CFS) Depth of flow - 0.486(Ft.), Average velocity = 3.673(Ft/s) Channel flow top width = 9.857(Ft.) Flow Velocity « 3.67(Ft/s) Travel time = 3.97 min. Time of concentration = 9.18 min. Critical depth - 0.504(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Rainfall intensity = 5.163(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.798 CA = 4.732 Subarea runoff = 22.435(CFS) for 5.650(Ac.) Total runoff = 24.434(CFS) Total area = 5.990(Ac.) Depth of flow = 0.669(Ft.), Average velocity = 4.380(Ft/s) Critical depth - 0.711(Ft.) 4 n I I I I I I I I 14.1 I I t4.4.t4.4..t IIH 1H.4 Process frora Point/Station **** SUBAREA FLOW ADDITION **** 429.000 to Point/Station 432.000 Deciraal fraction soil group A = 6.888 Decimal fraction soil group B = 8.886 Decimal fraction soil group C = 8.668 Decimal fraction soil group D = 1.880 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.088 Sub-Area C Value = 6.356 Time of concentration = 9.18 min. Rainfall intensity = 5.163(In/Hr) for a 168.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.743 CA = 4.984 Subarea runoff = 1.381(CFS) for e.720(Ac.) Total runoff = 25.735(CFS) Total area - 6.710(Ac.) 4-4-4-4-4-4.4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4. Process from Point/Station 4-4-4-4-4-4-4-4-H-HH 432.000 to Point/Station 4-l-H-f+ 457.000 P:!2468.20£ngffieports\DRAIN-FBHYDRO Page 26 of 28 Pnnled''3«/201'5*" S400P100.OUL 2'0'i5'lO'37 43AMAM **** PIPEFLOW TRAVEL TIHE (Prograra estimated size) **** Upstream point/station elevation = 101.000(Ft.) Downstream point/station elevation = 100.000(Ft.) Pipe length = 140.08(Ft.) Hanning's N = 8.813 No. of pipes = 1 Required pipe flow = 25.735(CFS) Nearest computed pipe diameter = 27.80(In.) Calculated individual pipe flow = 25.735(CFS) Normal flow depth in pipe = 21.75(In.) Flow top width inside pipe = 21.37(In.) Critical Depth = 21.26(In.) Pipe flow velocity = 7.50(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 9.49 min. Process frora Point/Station 457.008 to Point/Station 456.888 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 8.888 Deciraal fraction soil group B = 6.688 Decimal fraction soil group C = 8.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.168 Sub-Area C Value = 8.418 Time of concentration = 9.49 nin. Rainfall intensity = 5.854(In/Hr) for a 188.8 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 6.768 CA = 5.368 Subarea runoff = 1.89e(CFS) for 8.79e(Ac.) Total runoff = 26.825(CFS) Total area = 7.5ee(Ac.) Process from Point/Station 432.680 to Point/Station *•** CONFLUENCE OF HAIN STREAMS **** The following data inside Main Stream is listed: In Main Strean nunber: 2 Stream flow area = 7.500(Ac.) Runoff from this streara = 26.825(CFS) Time of concentration = 9.49 nin. Rainfall intensity = 5.054(In/Hr) Sunmary of stream data: 456.000 Stream No. Flow rate (CFS) TC (min) 1 61.368 2 26.825 Qmax(l) = 1.000 * 0.739 » 15.18 9.49 Rainfall Intensity (In/Hr) 3.733 5.054 1.000 * 1.000 * 61.368) 4- 26.825) 4- = 81.185 P:\2468.201ngrtReports\DRAIN-FE\HYDRO Page 27 of 28 ••Piinteai"3«/2f6l5". S400P100.out Modified 3/9/2015103743AMAM; Qnax(2) 1.000 1.886 8.625 1.888 61.368) 26.825) 65.203 Total of 2 naln streans to confluence: Flow rates before confluence point: 61.368 26.825 Maximum flow rates at confluence using above data: 81.185 65.203 Area of strearas before confluence: 31.940 7.588 Results of confluence: Total flow rate = 81.185(CFS) Tirae of concentration = 15.176 rain. Effective strean area after confluence = End of conputations, total study area = 39.446(Ac.) 39.448 (Ac.) P:\246820\EngrtReportsORAIN-FE\HYDRO Page 28 of 28 j(^.fni'»«:.' Modified 12/1/2014 3 00 25 PM PM' San Diego County Rational Hydrology Progran CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2884 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2803 hydrology nanual Rational Hydrology Study Date: 12/01/14 2468 QUARRY CREEK PROPOSED CONDITIONS SYSTEH 500 FILE: S500P100 ********* Hydrology Study Control Infornation ********** Progran License Serial Nunber 4049 Rational hydrology study storn event year is 100.0 English (in-lb) input data Units used Hap data precipitation entered: 6 hour, precipitation(inches) = 2.900 24 hour precipitation(inches) = 5.108 P6/P24 = 56.9% San Diego hydrology nanual 'C values used Process fron Point/Station 588.888 to Point/Station 518.888 **•* INITIAL AREA EVALUATION **•* Decinal fraction soil group A = 8.886 Decinal fraction soil group B = 8.888 Decimal fraction soil group C = 8.000 Deciraal fraction soil group 0 = 1.888 [HIGH DENSITY RESIDENTIAL ] (43.8 DU/A or Less ) Inpervious value, Ai = 6.866 Sub-Area C Value = 6.796 Initial subarea total flow distance = 68.866(Ft.) Highest elevation = 129.ee6(Ft.) Lowest elevation = 128.588(Ft.) Elevation difference = 8.5e8(Ft.) Slope - 8.833 X INITIAL AREA TIHE OF CONCENTRATION CALCULATIONS: The naxiraura overland flow distance is 65.88 (Ft) for the top area slope value of 6.83 %, in a development type of 43.6 DU/A or Less In Accordance With Figure 3-3 Initial Area Tine of Concentration = 4.79 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(X slope"(l/3)] TC = [1.8*(l.l-6.7900)*( 65.000".5)/( 0.830"(l/3)]= 4.79 Calculated TC of 4.787 rainutes is less than 5 minutes. P:\2468.20€ngrtReports\IMIN-FBHYDRO Page 1 of 11 Printed: 12/1/2014 s500p100.out :.jj;g^lfied:.12/1/2014 3 00 25 PM PM resetting TC to 5.0 rainutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 2.716(CFS) Total initial stream area = 0.450(Ac.) Process from Point/Station 516.000 to Point/Station **** IHPROVED CHANNEL TRAVEL TIHE **** 530.000 Covered channel Upstream point elevation = 128.500(Ft.) Downstream point elevation = 121.400(Ft.) Channel length thru subarea - 880.000(Ft.) Channel base width = 5.560(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 Estiraated raean flow rate at raidpolnt of channel = 18.891(CFS) Manning's 'N' = 0.085 Maxiraura depth of channel = 6.188(Ft.) Flow(q) thru subarea = 18.891(CFS) Pressure flow condition in covered channel: Wetted periraeter = 11.32(Ft.) Flow area = 0.56(Sq.Ft) Hydraulic grade line required at box inlet = 215007.817(Ft.) Friction loss = 215014.917(Ft.) Minor Friction loss = 0.000(Ft.) K-Factor = 0.000 Flow Velocity = 33.98(Ft/s) Travel time = 0.43 min. Time of concentration = 5.22 min. Adding area flow to channel Decimal fraction soil group A = 8.888 Decimal fraction soil group B = 8.888 Decimal fraction soil group C = 8.888 Decimal fraction soil group D = 1.600 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 8.798 Rainfall intensity = 7.433(In/Hr) for a 188.8 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 8.798 CA = 4.788 Subarea runoff = 32.288(CFS) for 5.510(Ac.) Total runoff = 34.996(CFS) Total area = 5.960(Ac.) Process from Point/Station 530.000 to Point/Station «**« PIPEFLOW TRAVEL TIHE (Program estimated size) ***• Upstrean point/station elevation = 118.000(Ft.) Downstrean point/station elevation = 117.58e(Ft.) Pipe length = 55.00(Ft.) Manning's N = 6.613 No. of pipes = 1 Required pipe flow = 34.996(CFS) Nearest conputed pipe dianeter = 38.88(In.) Calculated individual pipe flow = 34.996(CFS) Nornal flow depth in pipe = 22.15(In.) 4.4.4.+4.4-4-4.4.4.4-4-4.4. 532.888 P:C468,201ngrtRepoits\DRAIN-FE\HYDRO Page 2 of 11 ' ^iPnn I 12/1/2014 s500p100.out •"Modified-12/1/2014'30025 jfipM"-"''" " "-""si**.*- 532.888 Flow top width inside pipe = 26.37(In.) Critical Depth = 24.12(In.) Pipe flow velocity = 9.81(Ft/s) Travel tine through pipe = 0.10 min. Tine of concentration (TC) = 5.32 nin. 4-1 I I I H I I I 14.4.4-4.4-4.4.4.4-4'4-4.4-4-4.4-4- Process fron Point/Station 532.000 to Point/Station **** CONFLUENCE OF HAIN STREAHS *•** The following data Inside Main Strean is listed: In Main Strean nunber: 1 Strean flow area = 5.960(Ac.) Runoff fron this stream = 34.996(CFS) Tine of concentration = 5.32 nin. Rainfall intensity = 7.341(In/Hr) Program is now starting with Hain Strean No. 2 4-4-4-4-4.4.4.4.4.4.4.4.4.4.4-4.4-4-4-4-l-f4- Process from Point/Station 538.000 to Point/Station 536.000 •**• INITIAL AREA EVALUATION ***• Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.606 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Al = 8.956 Sub-Area C Value = 8.876 Initial subarea total flow distance = 106.088(Ft.) Highest elevation = 132.888(Ft.) Lowest elevation = 129.5e0(Ft.) Elevation difference = 2.506(Ft.) Slope = 2.358 X INITIAL AREA TIHE OF CONCENTRATION CALCUUTIONS: The naxinun overland flow distance is 70.88 (Ft) for the top area slope value of 2.36 X, in a developnent type of General Industrial In Accordance With Figure 3-3 Initial Area Tine of Concentration = 2.66 ninutes TC = [l.8*(l.l-C)*distance(Ft.)".5)/(X slope"(l/3)] TC = [1.8*(l.l-6.878e)*( 78.666".5)/( 2.358"(l/3)]= 2.68 The initial area total distance of 186.00 (Ft.) entered leaves a renaining distance of 36.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.52 ninutes for a distance of 36.00 (Ft.) and a slope of 2.36 % with an elevation difference of 0.85(Ft.) fron the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(nin/hr) 0.522 Hinutes Tt=[(11.9*0.0068"3)/( 0.85)]".385- 0.52 Total initial area Ti = 2.66 ninutes fron Figure 3-3 fornula plus 8.52 minutes fron the Figure 3-4 fornula = 3.12 ninutes Calculated TC of 3.124 ninutes is less than 5 ninutes, resetting TC to 5.8 ninutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 186.8 year storm P:\2468.20\£ng(«epoits\DRAIN-FE\HYDRO Page 3 of 11 Pnnted' 12/1/2014 s500p100:outj iiModified-'12/1/2014 3-00 25 PM PM Effective runoff coefficient used for area (Q=KCIA) is C = 6.878 Subarea runoff = 1.396(CFS) Total initial stream area = 0.210(Ac.) 44.4.4.4.4.4-4-4-4-4-4.4-4.4-4-4-4-4-4-4-4-4.4.4-4.4-4-4-4-4-4.4.4-4-4-t-4- IIIIIIIII 4-4-4.4.4.4-4. Process frora Point/Station **** STREET FLOW TRAVEL TIHE 536.000 to Point/Station + SUBAREA FLOW ADDITION *•** 534.000 •) Top of street segnent elevation = 129.500(Ft.) End of street segnent elevation = 123.500(Ft.) Length of street segnent = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 16.000(Ft.) Distance fron crown to crossfall grade break = 10.000(Ft.) Slope fron gutter to grade break (v/hz) = 0.020 Slope fron grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance fron curb to property line = 12.000(Ft Slope fron curb to property line (v/hz) = 0.020 Gutter width = 1.588(Ft.) Gutter hike from flowline = 1.500(In.) Hanning's N in gutter = 0.0150 Hanning's N from gutter to grade break = 0.0180 Hanning's N frora grade break to crown - 0.0180 Estiraated raean flow rate at nidpoint of street = Depth of flow = 0.274(Ft.), Average velocity = Streetflow hydraulics at nidpoint of street travel Halfstreet flow width = 8.971(Ft.) Flow velocity = 2.02(Ft/s) 3.537(CFS) 2.019(Ft/S) TC = 6.92 nin. 0.000 0.000 ] Travel tine = 3.80 nin. Adding area flow to street Decinal fraction soil group A Decinal fraction soil group B Decinal fraction soil group C Decimal fraction soil group D = 1.000 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 8.958 Sub-Area C Value = 8.878 Rainfall intensity = 6.195(In/Hr) for a 188.8 year storm Effective runoff coefficient used for total area (Q-KCIA) is C = 6.876 CA « 8.887 Subarea runoff = 4.161(CFS) for 8.818(Ac.) Total runoff = 5.497(CFS) Total area = 1.828(Ac.) Street flow at end of street = 5.497(CFS) Half street flow at end of street = 2.749(CFS) Depth of flow = 8.318(Ft.), Average velocity = 2.234(Ft/s) Flow width (frora curb towards crown)= 18.766(Ft.) Process from Point/Station 534.000 to Point/Station 533.000 **** PIPEFLOW TRAVEL TIHE (Progran estinated size) **** Upstrean point/station elevation - 120.500(Ft.) Downstrean point/station elevation = 120.470(Ft.) P:\2468iO€ngrtRepoitsV)RAIf^FE\HYC)RO Page 4 of 11 Pipe length = 69.00(Ft.) Hanning's N - 0.613 No. of pipes = 1 Required pipe flow - 5.497(CFS) Nearest computed pipe diameter = 27.88(In.) Calculated individual pipe flow = 5.497(CFS) Normal flow depth in pipe = 19.15(In.) Flow top width inside pipe = 24.52(In.) Critical Depth = 9.58(In.) Pipe flow velocity - 1.82(Ft/s) Travel tine through pipe = 8.63 min. Time of concentration (TC) = 7.55 rain. Process fron Point/Station 533.600 to Point/Station **** CONFLUENCE OF HINOR STREAHS ***• Along Main Stream number: 2 in normal strean nunber l Strean flow area = 1.020(Ac.) Runoff from this stream - 5.497(CFS) Time of concentration - 7.55 min. Rainfall intensity = 5.856(In/Hr) Process from Point/Station 533.500 to Point/Station **** INITIAL AREA EVALUATION **** 4.4-4. 533.000 533.300 ] 142.000(Ft.) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 1.096 [HIGH DENSITY RESIDENTIAL (43.6 DU/A or Less ) Impervious value, Al = 8.866 Sub-Area C Value = 8.790 Initial subarea total flow distance » Highest elevation = 128.588(Ft.) Lowest elevation = 127.5ee(Ft.) Elevation difference = 1.66e(Ft.) Slope - 8.784 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The raaxlraura overland flow distance is 58.00 (Ft) for the top area slope value of 8.70 X, in a developraent type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Tirae of Concentration = 4.44 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(X slope"(l/3)] TC = [1.8*(l.l-0.7900)*( 50.000".5)/( 0.700"(l/3)]= 4.44 The initial area total distance of 142.00 (Ft.) entered leaves a remaining distance of 92.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.72 rainutes for a distance of 92.08 (Ft.) and a slope of 8.76 % with an elevation difference of 8.64(Ft.) from the end of the top area Tt = [11.9*length(Hi)"3)/(elevation change(Ft.))]".385 *68(min/hr) 1.715 Hinutes Tt=[(11.9*8.8174"3)/( 0.64)]".385= 1.72 Total initial area Ti - 4.44 rainutes frora Figure 3-3 formula plus 1.72 rainutes fron the Figure 3-4 fornula = 6.16 ninutes P:\2468.20«ngrtReports\DRAIN-FEWrDRO Page 5 of 11 , rvft.. — ' ' t-*«.r»r" -i^sSOOplOOio... vSprinted:-i2/172bf4*:= ^QrliiiSiaiiK 5l/28f43(5025PMPM " Rainfall intensity (I) = 6.679(In/Hr) for a 100.0 year storn Effective runoff coefficient used for area (Q-KCIA) is C = 0.790 Subarea runoff = 0.686(CFS) Total initial strean area = 0.130(Ac.) Process fron Point/Station 533.386 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **•• Upstreara point/station elevation = 124.e88(Ft.) Downstreara point/station elevation = 117.500(Ft.) Pipe length = 64.08(Ft.) Manning's N = 8.813 No. of pipes = 1 Required pipe flow - 8.686(CFS) Nearest computed pipe diameter - 6.88(In.) Calculated individual pipe flow • 8.686(CFS) Normal flow depth in pipe - 2.58(In.) Flow top width inside pipe - 5.94(In.) Critical Depth - 5.82(In.) Pipe flow velocity - 8.58(Ft/s) Travel time through pipe = 8.13 min. Time of concentration (TC) = 6.28 min. +4-t.4.4-4-4-l- 533.000 I I I I I I I I I I I I I I I I I I I I I I I I 14.4-t.4-4-4-4-4-4.4-4-4-4.4.4.44.44.4.4.4.4.4.4.4.4.4.4-4-4-4.4-4-4-4- IIIIIIIII Process frora Point/Station 533.000 to Point/Station 533.000 •*•• CONFLUENCE OF MINOR STREAHS **** Along Main Streara nuraber: 2 in norraal stream nunber 2 Stream flow area = 0.130(Ac.) Runoff frora this streara - 0.686(CFS) Tirae of concentration - 6.28 nin. Rainfall intensity = 6.593(In/Hr) Sunnary of strean data: Strean No. Flow rate (CFS) TC (nin) Rainfall Intensity (In/Hr) Qnax(l) - Qnax(2) 5.497 0.686 1.000 0.888 1.000 1.088 .55 .28 1.000 1.868 8.832 1.000 5.856 6.593 5.497) 4- 0.686) + 5.497) 4- 0.686) 4- 6.107 5.261 Total of 2 streans to confluence: Flow rates before confluence point: 5.497 0.686 Haxinum flow rates at confluence using above data: 6.107 5.261 Area of strearas before confluence: 1.020 0.130 Results of confluence: Total flow rate = 6.107(CFS) P:\2468.20£ngf«eports\DRAIN-FBHYDRO Page 6 of 11 Pnnle'dJ2/1'/2014"-' ^ Jl^*1i«-J2'1'20^3-25PMPM*j^v|-^ Tine of concentration - 7.552 nin. Effective strean area after confluence = 1.150(Ac.) Process fron Point/Station 533.000 to Point/Station *••* PIPEFLOW TRAVEL TIME (Progran estimated size) •*** 532.608 Upstrean point/station elevation = 118.6e0(Ft.) Downstrean point/station elevation - 117.500(Ft.) Pipe length = 120.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 6.107(CFS) Nearest conputed pipe dianeter = 18.00(In.) Calculated individual pipe flow = 6.107(CFS) Nornal flow depth in pipe = 13.36(In.) Flow top width inside pipe = 15.75(In.) Critical Depth - 11.46(In.) Pipe flow velocity » 4.34(Ft/s) Travel time through pipe - 0.46 nin. Tirae of concentration (TC) = 8.01 nin. Process fron Point/Station 532.000 to Point/Station **** CONFLUENCE OF MAIN STREAHS ••*» 532.000 The following data inside Hain Strean is listed: In Hain Strean nunber: 2 Stream flow area = 1.150(Ac.) Runoff fron this streara = 6.107(CFS) Time of concentration = 8.01 min. Rainfall intensity = 5.637(In/Hr) Sunnary of strean data: Strean No. Flow rate (CFS) TC (nin) 1 34.996 2 6.107 Qnax(l) - 5.32 8.01 Rainfall Intensity (In/Hr) 7.341 5.637 Qmax(2) 1.000 1.066 0.768 1.000 1.088 8.664 1.688 1.668 34.996) 6.107) 34.996) 6.107) 39.051 32.979 Total of 2 main streans to confluence: Flow rates before confluence point: 34.996 6.107 Maxinun flow rates at confluence using above data: 39.051 32.979 Area of streans before confluence: 5.960 1.150 Results of confluence: P:\2468.201ngr«eports\DRAIN-FE\HYDRO Page 7 of 11 ^'^'fi^S'*'ij".'." *•' •-.-«» /'sSOOp.ipp.outg;**'''^' - ... '••' - • ^•"''Pnnted l'2/1/201'4 'W-.^SSHS-**--!'- Modified'12/1/2bl4^'o'(5T5"PMMl^'. ^'r Total flow rate - 39.051(CFS) Tine of concentration - 5.320 nin. Effective strean area after confluence - 7.110(Ac.) Process from Point/Station 532.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estinated size) •**• 4-4-4-4-4-4-4-4-4. 547.000 Upstrean point/station elevation - 117.500(Ft.) Downstream point/station elevation = 189.888(Ft.) Pipe length = 38.88(Ft.) Manning's N - 8.613 No. of pipes = 1 Required pipe flow - 39.651(CFS) Nearest conputed pipe dianeter • 18.66(In.) Calculated individual pipe flow - 39.e51(CFS) Nornal flow depth in pipe = 12.82(In.) Flow top width inside pipe = 16.95(In.) Critical depth could not be calculated. Pipe flow velocity = 31.13(Ft/s) Travel tine through pipe - 8.82 nin. Tine of concentration (TC) - 5.34 min. Process fron Point/Station •••• SUBAREA FLOW ADDITION **** 547.880 to Point/Station 547.808 Decimal fraction soil group A = 8.888 Decimal fraction soil group B - 6.888 Decinal fraction soil group C - 8.000 Decimal fraction soil group D - 1.888 [LOW DENSITY RESIDENTIAL ] (1.6 DU/A or Less ) Inpervious value, Al = 6.100 Sub-Area C Value = 0.410 Tine of concentration = 5.34 nin. Rainfall Intensity - 7.323(In/Hr) for a 186.8 year storn Effective runoff coefficient used for total area (Q-KCIA) is C = 8.771 CA = 5.949 Subarea runoff = 4.589(CFS) for 8.616(Ac.) Total runoff = 43.559(CFS) Total area = 7.72e(Ac.) 4-f4-f4-H-H-f4.4-44-H.444 4 f >4.4-4-4-4-4.4.4.4.4.4-4.4.4.4.4.4-44-t.4-4-4.4.4-4.4-4.4-4-4-4-4-4-4- Process frora Point/Station 547.888 to Point/Station •«»» PIPEFLOW TRAVEL TIME (Prograra estiraated size) »••• 558.686 Upstream point/station elevation = 189.668(Ft.) Downstreara point/station elevation = 82.8e8(Ft.) Pipe length - 118.ee(Ft.) Hanning's N - 6.613 No. of pipes - 1 Required pipe flow = 43.559(CFS) Nearest coraputed pipe diaraeter » 18.88(In.) Calculated individual pipe flow = 43.559(CFS) Norraal flow depth in pipe = 12.94(In.) Flow top width inside pipe » 16.19(In.) Critical depth could not be calculated. Pipe flow velocity - 32.01(Ft/s) P:\2468.20\Engr\RepoitslDRAIfH:E\HYDRO Page 8 of 11 .-iiW-'''^-'"" *r*4S500p100:out:^ e&*iai/2014.3r002fPMPM Travel tine through pipe - 0.06 nin. Time of concentration (TC) = 5.40 nin. Process fron Point/Station 550.000 to Point/Station **** CONFLUENCE OF HAIN STREAHS •••* 4.+4.+4.4.+4.+ 550.000 The following data inside Hain Strean is listed: In Main Strean nunber: 1 Stream flow area = 7.720(Ac.) Runoff from this strean = 43.S59(CFS) Time of concentration - 5.40 rain. Rainfall intensity = 7.269(In/Hr) Prograra is now starting with Hain Stream No. 2 4-4.4.4-4.4-4-4.4-4.4-4-4-I H I I I I I 14.4-4.4.4.4.4.4.4.4.4.4.44444441 , , | ,.444.4.4.4.4.4 Process from Point/Station 548.000 to Point/Station **** INITIAL AREA EVALUATION **** 549.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Al = 0.000 Sub-Area C Value = 0.350 Initial subarea total flow distance - 188.066(Ft.) Highest elevation - 168.e88(Ft.) Lowest elevation = 136.000(Ft.) Elevation difference = 32.000(Ft.) Slope - 17.021 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 17.02 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.25 minutes TC = [1.8*(l.l-C)*dlstance(Ft.)".5)/(% slope"(l/3)] TC = [1.8»(l.l-0.3500)*( 100.08e".5)/( 17.021"(l/3)]= 5.25 The initial area total distance of 188.00 (Ft.) entered leaves a remaining distance of 88.08 (Ft.) Using Figure 3-4, the travel time for this distance is 8.49 minutes for a distance of 88.00 (Ft.) and a slope of 17.02 % with an elevation difference of 14.98(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(rain/hr) - 0.485 Minutes Tt-[(11.9*0.0167"3)/( 14.98)]".385- 0.49 Total initial area Ti - 5.25 minutes from Figure 3-3 formula plus 0.49 minutes from the Figure 3-4 formula = 5.73 rainutes Rainfall intensity (I) = 6.995(In/Hr) for a 100.0 year storra Effective runoff coefficient used for area (Q-KCIA) is C - 0.350 Subarea runoff = 2.399(CFS) Total initial stream area = 0.980(Ac.) P:\2468.20\EngriReports\DRAIN-FBHYDRO 9 of 11 Printed "12/1/2014 s500p100 out Modified"l2/1/2014 3 00 ^^^^i^^-s^. Process from Point/Station 549.688 to Point/Station **** IMPROVED CHANNEL TRAVEL TIHE **** 558.860 Upstreara point elevation - 136.066(Ft.) Downstreara point elevation = 82.000(Ft.) Channel length thru subarea = 510.000(Ft.) Channel base width • 5.000(Ft.) Slope or 'Z' of left channel bank - 3.000 Slope or 'Z' of right channel bank - 3.000 Estiraated raean flow rate at midpoint of channel = 3.560(CFS) Hanning's 'N' = 0.045 Haximura depth of channel = 1.006(Ft.) Flow(q) thru subarea - 3.560(CFS) Depth of flow = 0.192(Ft.), Average velocity - 3.326(Ft/s) Channel flow top width - 6.152(Ft.) Flow Velocity - 3.33(Ft/s) Travel time - 2.56 min. Time of concentration - 8.29 min. Critical depth - 0.238(Ft.) Adding area flow to channel Decimal fraction soil group A - 0.886 Decimal fraction soil group B - 8.600 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 1.666 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Irapervlous value, Ai = 6.086 Sub-Area C Value - 6.358 Rainfall intensity - 5.S15(In/Hr) for a 186.6 year storra Effective runoff coefficient used for total area (Q-KCIA) is C = 8.350 CA = 0.840 Subarea runoff = 2.233(CFS) for 1.420(Ac.) Total runoff = 4.633(CFS) Total area = 2.400(Ac.) Depth of flow = 0.224(Ft.), Average velocity = 3.649(Ft/s) Critical depth = 0.281(Ft.) Process frora Point/Station 549.000 to Point/Station 550.000 »*** CONFLUENCE OF MAIN STREAHS *•** The following data inside Hain Streara is listed: In Hain Streara nuraber: 2 Streara flow area Runoff frora this strean Time of concentration = Rainfall intensity = Suraraary of streara data: 2.400(Ac.) 4.633(CFS) 8.29 rain. 5.515(In/Hr) Streara No. Flow rate (CFS) TC (rain) 1 2 Qraax(l) 43.559 4.633 5.40 8.29 Rainfall Intensity (In/Hr) 7.269 5.515 P:\2468.20€ngrtReporfs\DRAIN-FBHYDRO ! 10 of 11 f^.'. sSOOplOOout^^^'' Pnnted' .12/1/2014 *^*'f^'*liilodifierf '12/1/2014 3 00 25 PM PM' 1.000 • 1.080 * 43.559) 4- 1.000 * 0.652 * 4.633) 4- = 46.579 Qnax(2) = 8.759 * 1.000 * 43.559) + 1.000 » 1.000 * 4.633) 4- = 37.682 Total of 2 main strearas to confluence: Flow rates before confluence point: 43.559 4.633 Maxinun flow rates at confluence using above data: 46.579 37.682 Area of streams before confluence: 7.720 2.400 Results of confluence: Total flow rate = 46.579(CFS) Time of concentration = 5.402 nin. Effective strean area after confluence = 10.120(Ac.) Process from Point/Station 545.000 to Point/Station 542.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.088 Decimal fraction soil group B = 8.888 Decimal fraction soil group C = 8.666 Decinal fraction soil group D = 1.888 [UNDISTURBED NATURAL TERRAIN ] (Pernanent Open Space ) Impervious value, Al = 8.000 Sub-Area C Value = 0.350 Tirae of concentration = 5.40 min. Rainfall intensity = 7.269(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.646 CA - 7.086 Subarea runoff - 4.929(CFS) for 0.850(Ac.) Total runoff = 51.507(CFS) Total area = 10.970(Ac.) End of conputations, total study area = 16.978 (Ac.) P:m20\EngrtRepoits\DRAIN-FBHYDRO Page 11 of 11 ;'^<K»Pnnted 12/3C014 * ;/:SlMifie3*f5^"'l4'^^ 0916AMAM San Oiego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-28e4 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2883 hydrology nanual Rational Hydrology Study Date: 12/63/14 2468 QUARRY CREEK PROPOSED CONDITIONS SYSTEH 688 FILE: S688P100 ********* Hydrology Study Control Infornation **•*•*•*•* Prograra License Serial Number 4049 Rational hydrology study storn event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.908 24 hour precipitation(inches) = 5.188 P6/P24 = 56.9% San Diego hydrology manual 'C values used Process from Point/Station 668.888 to Point/Station **** INITIAL AREA EVALUATION **** 8.886 H I I I H t4- 601.800 0.008 1.800 ] = 100.086(Ft.) Decimal fraction soil group A Decinal fraction soil group B Decimal fraction soil group C Decimal fraction soli group D [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 8.958 Sub-Area C Value - 8.876 Initial subarea total flow distance Highest elevation - 451.000(Ft.) Lowest elevation - 446.866(Ft.) Elevation difference = 5.6ee(Ft.) Slope - 5.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.08 (Ft) for the top area slope value of 5.60 X, in a developnent type of General Industrial In Accordance With Table 3-2 Initial Area Tine of Concentration » 2.30 ninutes (for slope value of 5.86 X) Calculated TC of 2.380 ninutes is less than 5 ninutes, resetting TC to 5.0 minutes for rainfall intensity calculations P:\2468.20€ngi\ReportsDRAIN-FBHYDRO Page lof 32 Printed:'l'2/3/2014 'S60dPlb0.'6Cit' ' Modified 12O/201?"lTci9l6Xl(iw5l'^. Rainfall Intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.870 Subarea runoff - 2.792(CFS) Total Initial stream area - 0.420(Ac.) 4.4-H4-4 I I I I I I I I 14- Process from Point/Station 601.000 to Point/Station **•* STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION **** 602.088 Top of street segnent elevation - 446.866(Ft.) End of street segraent elevation - 411.000(Ft.) Length of street segraent = 625.000(Ft.) Height of curb above gutter flowline = 6.8(In.) Width of half street (curb to crown) = 22.8e8(Ft.) Distance fron crown to crossfall grade break = 18.6e8(Ft.) Slope fron gutter to grade break (v/hz) - 8.828 Slope from grade break to crown (v/hz) = 8.828 Street flow is on [1] side(s) of the street Distance frora curb to property line - 18.e66(Ft.) Slope from curb to property line (v/hz) - 8.828 Gutter width - 1.5ee(Ft.) Gutter hike fron flowline - 1.588(In.) Manning's N in gutter = 6.8158 Manning's N from gutter to grade break - 6.6180 Manning's N frora grade break to crown = 8.8186 Estiraated raean flow rate at midpoint of street = Depth of flow - 8.386(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width - 14.557(Ft.) Flow velocity = 5.54(Ft/s) TC = 12.129(CFS) 5.537(Ft/s) 4.18 min. ] Travel time = 1.88 nin. Adding area flow to street Decinal fraction soil group A = 8.000 Decimal fraction soil group B = 0.000 Decinal fraction soil group C - 0.000 Decinal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai - 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 7.641(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q-KCIA) is C = 0.597 CA = 2.799 Subarea runoff = 18.597(CFS) for 4.270(Ac.) Total runoff - 21.389(CFS) Total area - 4.690(Ac.) Street flow at end of street = 21.389(CFS) Half street flow at end of street = 21.389(CFS) Depth of flow = 0.458(Ft.), Average velocity = 6.351(Ft/s) Flow width (from curb towards crown)- 18.157(Ft.) +4-+t4'4 I I I I I I I I I n I I I |..1.4.44444444444444444444444.444444444444 Process from Point/Station 602.000 to Point/Station *»*. PIPEFLOW TRAVEL TIME (Progran estiraated size) *••• 603.000 Upstrean point/station elevation - 411.000(Ft.) P«!468.20\Engr«eports(DRAIN-FEWDRO Page 2 of 32 rPnnted._12W2i seoowooout V. Modrfiedi12/ai*14J_1-09'36AM)^7F;' Downstream point/station elevation = 350.000(Ft.) Pipe length = 760.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow - 21.389(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 21.389(CFS) Norraal flow depth in pipe = 11.30(In.) Flow top width inside pipe - 17.40(In.) Critical depth could not be calculated. Pipe flow velocity = 18.32(Ft/s) Travel tirae through pipe = 0.69 rain. Time of concentration (TC) = 4.87 min. Process fron Point/Station 682.888 to Point/Station *••* SUBAREA FLOW ADDITION *•** 4-4-4-4-4-4-4-4-4- 603.000 Decinal fraction soil group A - O.OOO Decinal fraction soil group B - 0.000 Decinal fraction soil group C = 0.088 Decimal fraction soil group D • 1.888 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 6.400 Sub-Area C Value - 0.570 Tine of concentration - 4.87 nin. Rainfall intensity = 7.641(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.591 CA - 3.563 Subarea runoff = 5.836(CFS) for 1.340(Ac.) Total runoff - 27.225(CFS) Total area - 6.030(Ac.) Process fron Point/Station 682.880 to Point/Station ***• CONFLUENCE OF MAIN STREAHS **** 603.088 The following data Inside Hain Strean is listed: In Main Strean number: 1 Strean flow area = 6.030(Ac.) Runoff fron this stream - 27.225(CFS) Tine of concentration - 4.87 min. Rainfall intensity - 7.641(In/Hr) Program is now starting with Main Stream No. 2 f4-4-4-4-4-4-4-4-+ 44441444 I-4.4-4.4-4-4-+4-4-4-4-4.4-4-4.4.+4- Process from Point/Station 604.000 to Point/Station 605.668 **** INITIAL AREA EVALUATION *•** Decinal fraction soil group A = 8.866 Decimal fraction soil group B - 8.888 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai - 0.000 P:l2468.20£ngrtReports\DRAIN-FBHYDRO Page 3 of 32 Printed: 120/ioU;,4-..-'- ^ S600P100.oiit Modrfled ^2l3l2m.^W'• Sub-Area C Value - 0.350 Initial subarea total flow distance = 108.886(Ft.) Highest elevation - 428.868(Ft.) Lowest elevation - 486.e00(Ft.) Elevation difference - 20.000(Ft.) Slope = 20.000 % INITIAL AREA TIHE OF CONCENTRATION CALCULATIONS: The raaximun overland flow distance is 108.66 (Ft) for the top area slope value of 26.68 %, in a developnent type of Perraanent Open Space In Accordance With Table 3-2 Initial Area Tirae of Concentration - 6.96 ninutes (for slope value of 16.60 X) Rainfall intensity (I) - 6.207(In/Hr) for a 100.0 year storra Effective runoff coefficient used for area (Q-KCIA) is C « 0.350 Subarea runoff = 0.435(CFS) Total initial strean area = 0.200(Ac.) 4-H I I I I l4-4-4-4-44444t4-4.4.444-f4444- Process fron Point/Station 605.000 to Point/Station •••* IMPROVED CHANNEL TRAVEL TIME **** 606.000 Upstream point elevation - Downstrean point elevation = Channel length thru subarea Channel base width = Slope or 'Z' of left channel 400.000(Ft.) 364.000(Ft.) = 320.088(Ft.) 3.666(Ft.) bank = 3.888 3.161(CFS) Slope or 'Z' of right channel bank = 3.600 Estinated nean flow rate at nidpoint of channel = Hanning's 'N' = 0.050 Maximum depth of channel = 1.066(Ft.) Flow(q) thru subarea = 3.161(CFS) Depth of flow = 8.246(Ft.), Average velocity = 3.433(Ft/s) Channel flow top width = 4.478(Ft.) Flow Velocity - 3.43(Ft/s) Travel tine = 1.55 nin. Tine of concentration = 8.45 nin. Critical depth - 8.293(Ft.) Adding area flow to channel Decimal fraction soil group A = 8.868 Decinal fraction soil group B = 8.980 Decinal fraction soil group C - 0.000 Decinal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Pernanent Open Space ) Inpervious value, Ai - 0.000 Sub-Area C Value = 0.350 Rainfall intensity = 5.445(In/Hr) for a 108.8 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 8.356 CA = 1.671 Subarea runoff - 5.397(CFS) for 2.860(Ac.) Total runoff = 5.832(CFS) Total area = 3.060(Ac.) Depth of flow = 0.347(Ft.), Average velocity = 4.162(Ft/s) Critical depth - 0.422(Ft.) P:\2468.20€ngrtReportsCRAIN-FBHYDRO Page 4 of32 Pnnted 12/3/20'l'4* SeOOPIOOout" ---"-T, *?^*''^'^'Modified 12OC014110936AMAM Process fron Point/Station 606.008 to Point/Station **•* STREET FLOW TRAVEL TIHE + SUBAREA FLOW ADDITION ***• 607.000 7.812(CFS) 3.482(Ft/s) Top of street segnent elevation = 357.000(Ft.) End of street segnent elevation - 345.000(Ft.) Length of street segnent - 550.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break - 18.000(Ft.) Slope from gutter to grade break (v/hz) - 0.020 Slope from grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width - 1.500(Ft.) Gutter hike frora flowline = 1.500(In.) Hanning's N in gutter - 0.0150 Hanning's N frora gutter to grade break - 0.0180 Hanning's N from grade break to crown - 0.0180 Estiraated raean flow rate at midpoint of street - Depth of flow = 0.390(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = l4.738(Ft.) Flow velocity = 3.48(Ft/s) Travel time = 2.63 min. TC = 11.89 rain. Adding area flow to street Decimal fraction soil group A - 6.800 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai - 0.000 Sub-Area C Value - 0.350 Rainfall intensity = 4.572(In/Hr) for a 100.0 year storra Effective runoff coefficient used for total area (Q-KCIA) is C - 0.350 CA - 2.128 Subarea runoff = 3.897(CFS) for 3.020(Ac.) Total runoff - 9.729(CFS) Total area = 6.080(Ac.) Street flow at end of street - 9.729(CFS) Half street flow at end of street - 9.729(CFS) Depth of flow - 0.416(Ft.), Average velocity = 3.671(Ft/s) Flow width (frora curb towards crown)- 16.658(Ft.) Process from Point/Station 607.886 to Point/Station 688.000 **•* PIPEFLOW TRAVEL TIME (Program estiraated size) »•*• Upstream point/station elevation - 345.66e(Ft.) Downstream point/station elevation = 344.668(Ft.) Pipe length = 48.ee(Ft.) Manning's N - 0.013 No. of pipes » 1 Required pipe flow = 9.729(CFS) Nearest computed pipe diameter = 18.08(In.) Calculated individual pipe flow = 9.729(CFS) Normal flow depth in pipe = 13.69(In.) Flow top width inside pipe - 15.37(In.) P:m20Engr«eportsraWiNfBHYDRO Page 5 of 32 Pnnted 12/3/2014 S600P100.out Modified-12/3/2014*11 •09:36'AM'AMJf Critical Depth • 14.44(In.) Pipe flow velocity = 6.75(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) - 11.18 min. Process from Point/Station 607.000 to Point/Station ••** CONFLUENCE OF MINOR STREAMS **»« Along Main Stream number: 2 in normal stream nuraber 1 Stream flow area - 6.080(Ac.) Runoff from this stream - 9.729(CFS) Time of concentration = 11.18 min. Rainfall intensity = 4.546(In/Hr) 608.000 f4-H4-4.4-4.4-4.4 4-f4.4-f4.4-4.4.4-f4.4-f4.4.l Process frora Point/Station ».** INITIAL AREA EVALUATION f4-+++4-+4.4.4.4.4 f4.4-4-4.+ 609.000 to Point/Station **** 4-4-H4-f4-f4- 610.000 Deciraal fraction soil group A = 6.666 Deciraal fraction soil group B = 6.000 Deciraal fraction soil group C = 8.666 Deciraal fraction soil group D - 1.666 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Al - 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance » 100.000(Ft.) Highest elevation = 362.000(Ft.) Lowest elevation = 361.000(Ft.) Elevation difference = 1.000(Ft.) Slope - 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 X, in a developraent type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 rainutes (for slope value of I.00 X) Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 8.576 Subarea runoff = 6.436(CFS) Total initial stream area = 0.140(Ac.) H-f4-f4.4.4.4-f4-+4. Process from Point/Station 610.000 to Point/Station ••** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION *•** Top Of street segment elevation » 36i.000(Ft.) End of street segment elevation - 358.000(Ft.) Length of street segment = 345.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 668.888 P:\2468.20£ngrtRepoitsOR/\IN-FE\HYDRO Page 6 of32 Pnnted-120C6T4 S600P.100.out 'Modified 12/3/201411 09 36 AM AM Slope from grade break to crown (v/hz) = 8.620 Street flow is on [1] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline • 1.500(In.) Hanning's N in gutter - 0.0150 Hanning's N from gutter to grade break - 0.0188 Hanning's N from grade break to crown - 6.8188 Estimated mean flow rate at midpoint of street = 3.848(CFS) Depth of flow = 8.362(Ft.), Average velocity - 2.672(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.364(Ft.) Flow velocity - 2.87(Ft/s) Travel time = 2.78 rain. TC = 11.18 min. Adding area flow to street Decimal fraction soil group A - 8.800 Decimal fraction soil group B = 6.880 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai - 0.400 Sub-Area C Value - 0.570 Rainfall intensity = 4.548(In/Hr) for a 100.0 year storra Effective runoff coefficient used for total area (Q-KCIA) is C = 0.570 CA = 1.585 Subarea runoff - 6.77l(CFS) for 2.640(Ac.) Total runoff - 7.207(CFS) Total area = 2.780(Ac.) Street flow at end of street = 7.207(CFS) Half street flow at end of street = 7.207(CFS) Depth of flow = 0.437(Ft.), Average velocity = 2.409(Ft/s) Flow width (from curb towards crown)- 17.089(Ft.) 4-44-4-4-4-4-4-4-4-4-4.444 Process from Point/Station 618.888 to Point/Station 688.888 *•** CONFLUENCE OF HINOR STREAHS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.788(Ac.) Runoff from this streara - 7.287(CFS) Time of concentration = 11.18 min. Rainfall intensity = 4.548(In/Hr) Summary of stream data: Stream No. 1 2 Qmax(l) Qraax(2) Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 9.729 7.267 1.888 * 8.999 * 11.18 11.18 4.546 4.548 1.666 * 1.888 * 9.729) 4- 7.267) + 16.932 8.999 * 9.729) 4- P:\2468.20\Engt«eports\DR/yN-FE\HY[)RO Page 7 of 32 Pnnted 12/3/2014 1.668 * 1.868 * SeOOPIOOout Modified 12/3/20141109 36AMAM^ 7.287) 4- = 16.928 Total of 2 strearas to confluence: Flow rates before confluence point: 9.729 7.287 Haxiraura flow rates at confluence using above data: 16.932 16.928 Area of strearas before confluence: 6.886 2.786 Results of confluence: Total flow rate = 16.932(CFS) Time of concentration - 11.185 min. Effective streara area after confluence = 8.866(Ac.) Process from Point/Station 688.000 to Point/Station 603.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation - 358.000(Ft.) Downstream point/station elevation = 357.000(Ft.) Pipe length = 100.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow - 16.932(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 16.932(CFS) Normal flow depth in pipe = 15.49(In.) Flow top width inside pipe - 22.96(In.) Critical Depth = 17.79(In.) Pipe flow velocity = 7.90(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 11.40 min. Process frora Point/Station 608.888 to Point/Station **** CONFLUENCE OF MAIN STREAMS •**• 44-f4-H4-4- 683.888 The following data inside Main Stream is listed: In Main Stream nuraber: 2 Stream flow area = 8.86e(Ac.) Runoff from this stream = 16.932(CFS) Time of concentration = 11.48 min. Rainfall intensity - 4.491(In/Hr) Suraraary of stream data: Streara No. Flow rate (CFS) TC (rain) Rainfall Intensity (In/Hr) 1 27.225 2 16.932 Qraax(l) - 1.888 * 1.886 * Qraax(2) - 6.588 * 4.87 11.48 7.641 4.491 1.668 * 6.428 * 27.225) 4- 16.932) 4- 1.000 * 27.225) + 1.888 * 1.660 * 16.932) 34.464 32.935 P:\2468.20€ngi1ReportsmiN-FE\HYDRO Page 8 of 32 'nnted'12/3ffiOJ4.V S600P100.out Modified i2/3/20141l'0936AMAM Total of 2 main streams to confluence: Flow rates before confluence point: 27.225 16.932 Maximum flow rates at confluence using above data: 34.464 32.935 Area of strearas before confluence: 6.030 8.860 Results of confluence: Total flow rate - 34.464(CFS) Time of concentration - 4.873 min. Effective strean area after confluence = 14.890(Ac.) 4-4-4-4-4.4.4.4-4.+4-f4-f4.+ Process from Point/Station 603.000 to Point/Station »«** PIPEFLOW TRAVEL TIHE (Progran estimated size) ***• 611.000 Upstream point/station elevation = 350.000(Ft.) Downstream point/station elevation = 340.000(Ft.) Pipe length - 270.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow - 34.464(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow - 34.464(CFS) Normal flow depth in pipe = 16.13(In.) Flow top width inside pipe - 22.54(In.) Critical depth could not be calculated. Pipe flow velocity - 15.37(Ft/s) Travel time through pipe = 0.29 min. Tirae of concentration (TC) = 5.17 min. Process frora Point/Station 603.000 to Point/Station •••* SUBAREA FLOW ADDITION **** 611.886 Decimal fraction soil group A = 0.000 Deciraal fraction soil group B - 0.066 Decimal fraction soil group C - 0.888 Deciraal fraction soil group D = 1.880 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Irapervious value, Ai = 8.488 Sub-Area C value = 8.578 Tirae of concentration = 5.17 rain. Rainfall intensity - 7.482(In/Hr) for a 166.6 year storra Effective runoff coefficient used for total area (Q-KCIA) is C = 8.494 CA = 7.931 Subarea runoff « 24.878(CFS) for 1.158(Ac.) Total runoff = 59.342(CFS) Total area = 16.848(Ac.) Process fron Point/Station 611.888 to Point/Station *»** PIPEFLOW TRAVEL TIHE (Program estimated size) **** 612.000 P:\2468.20Eiigf«epoits\DR/yN-FE\HYDRO Page 9 of32 Pnnted 12/3/2014 S800P100.ofltV".»v!^»'* • Modified 12/3C014110936AMAM Upstream point/station elevation = 340.000(Ft.) Downstream point/station elevation = 260.000(Ft.) Pipe length = 200.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow = 59.342(CFS) Nearest computed pipe diameter » 18.00(In.) Calculated individual pipe flow - 59.342(CFS) Normal flow depth in pipe - 13.27(In.) Flow top width inside pipe - 15.85(In.) Critical depth could not be calculated. Pipe flow velocity - 42.50(Ft/s) Travel tirae through pipe • 0.08 min. Time of concentration (TC) = 5.24 min. f4-4-+4-+4.4-4-4 f4-f4-H Process from Point/Station 611.000 to Point/Station 612.000 •*•• CONFLUENCE OF HAIN STREAMS *••* The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 16.040(Ac.) Runoff frora this stream - 59.342(CFS) Time of concentration = 5.24 min. Rainfall Intensity = 7.410(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 613.000 to Point/Station 614.000 •••• INITIAL AREA EVALUATION •**• Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Al = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 347.000(Ft.) Lowest elevation = 340.008(Ft.) Elevation difference = 7.e66(Ft.) Slope = 7.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.00 X, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration - 6.00 minutes (for slope value of 5.00 %) Rainfall intensity (I) - 6.793(In/Hr) for a 100.8 year stom Effective runoff coefficient used for area (Q-KCIA) is C - 8.578 Subarea runoff = 0.310(CFS) Total initial strean area - 0.080(Ac.) P:\2466,20IEngrtReports\DR/yN-FE\HYDRO Page10of32 seoopiooout Printed. 12/3/2014-Modified. 12/3/201411 09 36AMAM Process fron Point/Station *•*• STREET FLOW TRAVEL TIME 4- 614.888 to Point/Station SUBAREA FLOW ADDITION **** 615.000 Top of Street segment elevation = 340.000(Ft.) End of street segment elevation = 302.000(Ft.) Length of street segraent - 865.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) - 22.000(Ft.) Distance from crown to crossfall grade break - 18.000(Ft.) Slope fron gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.028 Street flow is on [1] side(s) of the street Distance from curb to property line = 18.88e(Ft.) Slope from curb to property line (v/hz) = 6.620 Gutter width = 1.500(Ft.) Gutter hike fron flowline - 1.500(In.) Manning's N in gutter = O.OISO Hanning's N fron gutter to grade break = 0.8188 Hanning's N from grade break to crown = 6.0180 Estimated mean flow rate at midpoint of street = 5.638(CFS) Depth of flow - 0.320(Ft.), Average velocity = 4.208(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 11.262(Ft.) Flow velocity = 4.21(Ft/s) Travel tirae - 3.43 nin. TC - 9.43 nin. Adding area flow to street Deciraal fraction soil group A - 0.068 Deciraal fraction soil group B - 8.866 Decimal fraction soil group C = 6.888 Decinal fraction soil group D = 1.088 [HEDIUH DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Irapervious value, Ai = 0.400 Sub-Area C Value - 0.570 Rainfall intensity - 5.076(In/Hr) for a 100.O year storn Effective runoff coefficient used for total area (Q-KCIA) is C = 0.570 CA = 2.172 Subarea runoff = 10.714(CFS) for 3.730(Ac.) Total runoff = 11.024(CFS) Total area = 3.810(Ac.) Street flow at end of street = 11.824(CFS) Half street flow at end of street = ll.e24(CFS) Depth of flow = 0.389(Ft.), Average velocity = 4.935(Ft/s) Flow width (fron curb towards crown)= 14.706(Ft.) Process frora Point/Station 615.000 to Point/Station 612.888 ».** PIPEFLOW TRAVEL TIME (Progran estimated size) **** Upstrean point/station elevation = 302.000(Ft.) Downstrean point/station elevation = 260.000(Ft.) Pipe length - 210.06(Ft.) Hanning's N = 8.813 No. of pipes - 1 Required pipe flow = 11.824(CFS) Nearest computed pipe diameter = 12.88(In.) Calculated individual pipe flow = 11.624(CFS) Normal flow depth in pipe = 7.34(In.) P:\2468.20CngrtRepoits\DRAIN-FE\HYDRO Page 11 of 32 S600P100.out ' Pnpted-12/3C014 Modified 12/3/20141109 36AM AM Flow top width inside pipe = 11.70(In.) Critical depth could not be calculated. Pipe flow velocity - 21.89(Ft/s) Travel tirae through pipe - 0.16 rain. Tirae of concentration (TC) - 9.59 rain. Process frora Point/Station 615.000 to Point/Station 612.000 *•** CONFLUENCE OF HAIN STREAHS **** The following data inside Hain Streara is listed: In Main Stream nuraber: 2 Stream flow area = Runoff from this streara Tirae of concentration = Rainfall intensity = Summary of stream data: 3.810(Ac.) 11.024(CFS) 9.59 min. 5.821(In/Hr) Stream No. 1 2 Qmax(l) Flow rate (CFS) 59.342 11.824 1.000 1.000 TC (min) Rainfall Intensity (In/Hr) 5.24 9.59 Qmax(2) = 0.678 1.000 1.088 0.547 1.000 1.000 59.342) 11.024) 59.342) 11.024) 7.410 5.021 4- + -65.373 51.239 Total of 2 main streams to confluence: Flow rates before confluence point: 59.342 11.024 Maximum flow rates at confluence using above data: 65.373 51.239 Area of streams before confluence: 16.040 3.810 Results of confluence: Total flow rate = 65.373(CFS) Time of concentration = 5.244 min. Effective stream area after confluence -19.850(Ac.) Process from Point/Station 612.000 to Point/Station *••• IMPROVED CHANNEL TRAVEL TIME •**• Upstream point elevation - 260.000(Ft.) Downstream point elevation = 173.000(Ft.) Channel length thru subarea - 625.e08(Ft.) Channel base width = 3.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 616.000 P:\2468.20ingrtRepoits\DR/\IN-FE\HYDRO Page 12 of 32 S600P100.out S600P100out Pnnted'12/3/2014 Modified 12/3/201411 09 36AM AM 77.205(CFS) Estimated raean flow rate at raidpolnt of channel = Manning's 'N' = 0.050 Maximum depth of channel = 5.000(Ft.) Flow(q) thru subarea - 77.205(CFS) Depth of flow = 1.355(Ft.), Average velocity = 9.980(Ft/s) Channel flow top width = 8.419(Ft.) Flow Velocity = 9.98(Ft/s) Travel time = 1.04 min. Time of concentration = 6.29 min. Critical depth = 1.859(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - O.OOO Decimal fraction soil group D = l.OOO [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 0.888 Sub-Area C Value - 6.356 Rainfall intensity - 6.591(In/Hr) for a 188.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C = 0.457 CA - 13.498 Subarea runoff = 23.593(CFS) for 9.700(Ac.) Total runoff = 88.966(CFS) Total area = 29.550(Ac.) Depth of flow = 1.453(Ft.), Average velocity - 10.364(Ft/s) Critical depth = 2.000(Ft.) Process from Point/Station 612.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS •*** The following data inside Hain Stream is listed: In Hain Stream number: 1 Stream flow area = 29.550(Ac.) Runoff from this stream = 88.966(CFS) Time of concentration = 6.29 rain. Rainfall intensity = 6.591(In/Hr) Program is now starting with Hain Stream No. 2 616.000 Process from Point/Station *•** INITIAL AREA EVALUATION h4-H4-4H-4-f4-f4- 617.000 to Point/Station *«** 618.000 ] Decimal fraction soil group A = 0.888 Deciraal fraction soil group B = 8.888 Deciraal fraction soil group C = 6.866 Deciraal fraction soil group D = 1.000 [HEDIUH DENSITY RESIDENTIAL (7.3 DU/A or Less ) Irapervlous value, Ai = 0.400 Sub-Area C Value - 6.578 Initial subarea total flow distance = 166.666(Ft.) Highest elevation = 345.888(Ft.) Lowest elevation = 344.888(Ft.) Elevation difference = 1.8e8(Ft.) Slope = 1.888 X P:\2468.20€ngrt?eports\DRAIfH=E\HYDRO Page 13 of 32 Prilited:.12/3C014. Modified 12/3/201411 09 36AM AM INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a developnent type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Tine of Concentration = 8.40 ninutes (for slope value of 1.00 X) Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storn Effective runoff coefficient used for area (Q-KCIA) is C - 0.570 Subarea runoff = 0.717(CFS) Total initial stream area = 0.230(Ac.) 4++++++4.4.+4.4.4.4.4.4.4.4.4.++4.4.+4.4.+4.4. Process from Point/Station **•* STREET FLOW TRAVEL TIHE 618.000 to Point/Station SUBAREA FLOW ADDITION **** 619.000 Top of Street segment elevation = 344.008(Ft.) End of street segraent elevation = 334.e68(Ft.) Length of street segraent - 516.880(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) - 22.000(Ft.) Distance frora crown to crossfall grade break - 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope frora curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike frora flowline = 1.500(In.) Hanning's N in gutter = 0.0150 Hanning's N frora gutter to grade break = 0.0186 Manning's N frora grade break to crown = 8.8186 Estimated mean flow rate at nldpoint of street = 8.327(CFS) Depth of flow = 8.484(Ft.), Average velocity - 3.396(Ft/s) Streetflow hydraulics at nidpoint of street travel: Halfstreet flow width - 15.438(Ft.) Flow velocity = 3.48(Ft/s) Travel tine = 2.58 nin. TC - 18.98 min. Adding area flow to street Decimal fraction soil group A = 8.888 Decimal fraction soil group B = 6.668 Deciraal fraction soil group C - 6.800 Deciraal fraction soil group D = 1.000 [HEDIUH DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity - 4.621(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q-KCIA) is C - 0.570 CA - 3.437 Subarea runoff - 15.167(CFS) for 5.888(Ac.) Total runoff = 15.883(CFS) Total area - 6.636(Ac.) Street flow at end of street = 15.883(CFS) Half street flow at end of street - 15.883(CFS) Depth of flow = 8.491(Ft.), Average velocity = 3.972(Ft/s) Flow width (fron curb towards crown)= 19.819(Ft.) P:\2468.20Engt\Reports\DRAIN™YDRO Page 14 of 32 -'Pnnt^d'l2/3/2014 ssoopioortiut Modified 12/3/20141109 36AM AM' ++4.4.4.4.4.+4.44.4-+4++4.4.4.4-4.4.4.4.4.44.4-4.4.4.4-4.4.4-4.4.4- 619.666 to Point/Station 616.666 Process fron Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstreara point/station elevation » 334.000(Ft.) Downstreara point/station elevation = 190.000(Ft.) Pipe length • 610.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 15.883(CFS) Nearest coraputed pipe dianeter - 12.00(In.) Calculated individual pipe flow - 15.883(CFS) Normal flow depth in pipe = 9.05(In.) Flow top width Inside pipe = 10.34(In.) Critical depth could not be calculated. Pipe flow velocity - 25.00(Ft/s) Travel time through pipe - 0.41 min. Tirae of concentration (TC) = 11.31 rain. Process frora Point/Station 619.000 to Point/Station **** CONFLUENCE OF HAIN STREAMS •••• 616.000 The following data inside Main Stream is listed: In Main Streara number: 2 Stream flow area = 6.030(Ac.) Runoff from this strean = 15.883(CFS) Tine of concentration = 11.31 nin. Rainfall intensity - 4.513(In/Hr) Program is now starting with Main Stream No. 3 f4-H++4.4-4-4.4-4-4-4-4-4.4 f4-H4-f4-4-f4-f4-l 44-H4.4.4.4.4.4.+44-4.4.4-4.++++4-4.4- Process frora Point/Station 620.000 to Point/Station 621.000 **** INITIAL AREA EVALUATION **** Deciraal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value - 0.570 Initial subarea total flow distance = Highest elevation = 307.000(Ft.) Lowest elevation - 306.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The naxinun overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a developnent type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Tine of Concentration - 8.40 ninutes (for slope value of 1.00 X) Rainfall intensity (I) = 5.468(In/Hr) for a 100.0 year storn ] 100.000(Ft.) P:\2468.20€iigi\Repoits\DRAIN-FBHYDRO Page 15 of 32 Pnnted 12/3/2014 "seboKiddort' " Modied 12/3/20141109 36 AM AM Effective runoff coefficient used for area (Q-KCIA) is C = 0.570 Subarea runoff = 0.499(CFS) Total initial stream area - 0.160(Ac.) Process from Point/Station 621.060 to Point/Station *••• STREET FLOW TRAVEL TIHE 4- SUBAREA FLOW ADDITION •*** 622.000 Top of Street segnent elevation - 306.86e(Ft.) End of street segnent elevation - 285.ee8(Ft.) Length of street segnent = 685.8ee(Ft.) Height of curb above gutter flowline - 6.8(In.) Width of half street (curb to crown) = 22.e88(Ft.) Distance fron crown to crossfall grade break » 18.e86(Ft.) Slope fron gutter to grade break (v/hz) - 6.626 Slope fron grade break to crown (v/hz) = 6.628 Street flow is on [1] side(s) of the street Distance fron curb to property line = 18.888(Ft.) Slope fron curb to property line (v/hz) « 8.828 Gutter width = 1.500(Ft.) Gutter hike fron flowline - 1.500(In.) Hanning's N in gutter - 0.0150 Manning's N fron gutter to grade break - 0.0180 Manning's N fron grade break to crown - 0.0180 Estinated nean flow rate at nidpoint of street - Depth of flow - 0.373(Ft.), Average velocity » Streetflow hydraulics at nidpoint of street travel: Halfstreet flow width - 13.907(Ft.) Flow velocity = 3.98(Ft/s) TC - 7.991(CFS) 3.985(Ft/s) Travel tine = 2.87 nin. TC - 11.27 nin. Adding area flow to street Decinal fraction soil group A - 0.000 Decinal fraction soil group B - 0.000 Decinal fraction soil group C - 0.000 Decinal fraction soil group D = l.OOO [HEDIUH DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Inpervious value, Ai - 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 4.525(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q-KCIA) is C - 0.570 CA - 3.409 Subarea runoff » 14.925(CFS) for 5.820(Ac.) Total runoff = 15.423(CFS) Total area - 5.980(Ac.) Street flow at end of street - 15.423(CFS) Half street flow at end of street - 15.423(CFS) Depth of flow - 0.455(Ft.), Average velocity = 4.670(Ft/s) Flow width (fron curb towards crown)- 17.977(Ft.) Process from Point/Station 622.000 to Point/Station **** PIPEFLOW TRAVEL TIHE (Program estimated size) ••** 622.100 Upstream point/station elevation = Downstream point/station elevation 285.000(Ft.) 252.000(Ft.) P:\2468.20\Engi\Reports\DRAIN-FE\HYORO Page 16 of 32 •=Pnnled'12/3/2014 SeoOPIDO'iot ••••v-.sif^ .^-^odified' 12^014<,1109 36Aid AM Pipe length = 255.00(Ft.) Hanning's N - 0.013 No. of pipes = 1 Required pipe flow = 15.423(CFS) Nearest conputed pipe diameter = 15.00(In.) Calculated individual pipe flow = 15.423(CFS) Norraal flow depth in pipe = 8.93(In.) Flow top width inside pipe = 14.72(In.) Critical depth could not be calculated. Pipe flow velocity - 20.25(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 11.47 min. Process frora Point/Station 622.000 to Point/Station *••• SUBAREA FLOW ADDITION ***• 622.100 ] Deciraal fraction soil group A - 0.866 Deciraal fraction soil group B - 8.888 Decimal fraction soil group C = 8.888 Decimal fraction soil group D = 1.888 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai - 0.400 Sub-Area C Value = 0.570 Time of concentration - 11.47 nin. Rainfall intensity = 4.471(In/Hr) for a 100.6 year storm Effective runoff coefficient used for total area (Q-KCIA) is C = 0.570 CA - 5.022 Subarea runoff = 7.030(CFS) for 2.836(Ac.) Total runoff = 22.453(CFS) Total area = 8.816(Ac.) 4-4-4-+ f++4-4 f4-H f4-t H-4 f4-4.4-4-4-4-+4.4.+4.4.4. Process fron Point/Station 622.188 to Point/Station **** PIPEFLOW TRAVEL TIME (Progran estinated size) **** 4.4-4-4. 616.000 Upstrean point/station elevation = 252.000(Ft.) Downstream point/station elevation « 203.000(Ft.) Pipe length = 150.08(Ft.) Manning's N - 6.813 No. of pipes = 1 Required pipe flow = 22.453(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow - 22.453(CFS) Norraal flow depth in pipe - 8.45(In.) Flow top width Inside pipe = 14.88(In.) Critical depth could not be calculated. Pipe flow velocity = 31.55(Ft/s) Travel time through pipe = 0.08 rain. Tirae of concentration (TC) = 11.55 rain. •H"f4-4.4.4-4-4.44.4-4-4-4.4-H4-f4-f4.44-+++4.4.4.4-4-4-+++4-4-4-4.4-4-44-44-4 Process fron Point/Station 622.100 to Point/Station **** CONFLUENCE OF MAIN STREAMS ••*• 616.000 The following data inside Main Strean is listed: In Main Stream number: 3 Strean flow area = 8.810(Ac.) P:\2468.20€ngrtReports\DRAIN-FBHYDRO Page 17 of 32 Pnnted 12OC014 Runoff fron this strean Tine of concentration = Rainfall intensity = Summary of stream data: 'S600P100.but 22.453(CFS) 11.55 nin. 4.451(In/Hr) Modified-12/3/20141109 36AM AM strean No. 1 2 3 Qnax(l) Flow rate (CFS) 88.966 15.883 22.453 TC (nin) 6.29 11.31 11.55 Rainfall Intensity (In/Hr) 6.591 4.513 4.451 Qmax(2) Qmax(3) 1.000 1.000 1.000 0.685 1.000 1.888 6.675 8.986 1.099 1.999 0.556 0.544 1.000 1.000 0.979 1.009 1.000 1.999 88.966) 15.883) 22.453) 88.966) 15.883) 22.453) 88.966) 15.883) 22.453) 119.914 98.782 98.205 Total of 3 main streams to confluence: Flow rates before confluence point: 88.966 15.883 22.453 Maxinun flow rates at confluence using above data: 110.014 98.782 98.205 Area of streams before confluence: 29.550 6.030 8.810 Results of confluence: Total flow rate - 110.014(CFS) Time of concentration = 6.287 rain. Effective streara area after confluence 44.390(Ac.) 4-4-4-4.44444444-444-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-444444.4-4-4-4-4-4-44-H4-4-I llllll Process fron Point/Station 616.000 to Point/Station •*** IMPROVED CHANNEL TRAVEL TIME •••• 623.000 •) Upstrean point elevation = 173.000(Ft.) Downstrean point elevation - 149.000(Ft.) Channel length thru subarea = 460.000(Ft. Channel base width - 5.000(Ft.) Slope or 'Z' of left channel bank = 4.999 Slope or 'Z' of right channel bank = 4.990 Estimated mean flow rate at midpoint of channel = Manning's 'N' = 0.050 Maximum depth of channel - 5.009(Ft.) Flow(q) thru subarea - 125.248(CFS) Depth of flow - 1.607(Ft.), Average velocity = 6.817(Ft/s) Channel flow top width = 17.859(Ft.) Flow Velocity - 6.82(Ft/s) 125.248(CFS) P:\2468.20€ngrtReports\DR/yN-FE\HYDRO Page 18 of 32 '••fpnhted:J2/3/2014 seoomooout' •yi.K> Modified 12/3/20141109 36 AM AM Travel time = 1.12 min. Time of concentration = 7.41 min. Critical depth = 1.750(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.999 Decimal fraction soil group B = 9.999 Decinal fraction soil group C = 9.000 Decinal fraction soil group D - 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Al = 0.088 Sub-Area C Value - 6.350 Rainfall intensity = 5.927(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.480 CA - 23.714 Subarea runoff - 30.546(CFS) for 5.020(Ac.) Total runoff - 140.560(CFS) Total area = 49.418(Ac.) Depth of flow - 1.697(Ft.), Average velocity - 7.627(Ft/s) Critical depth - 1.859(Ft.) 4-4.4.4.+4.4.4.4-f4-4-+4-4-4-4-4-f4.4-4-f444-H4-f4.4.4.4.4-4.4.4-4-4-4-4-4-4-4-4.4-4-4.4-4-4.+4-+++4-4-4-4-4-4-4-4-4-4.444 Process from Point/Station 616.888 to Point/Station 623.800 **•• CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 49.410(Ac.) Runoff from this stream = 140.560(CFS) Time of concentration = 7.41 min. Rainfall intensity = 5.927(In/Hr) Program is now starting with Main Stream No. 2 4-(.4.4-f4-f4-4-4-4-4-4-4-4-4-4-+4-4-4-4-44-++444-t4-+ Process fron Point/Station 624.000 to Point/Station 625.000 **** INITIAL AREA EVALUATION •*** Decinal fraction soil group A = 0.000 Decinal fraction soil group B - 0.000 Decinal fraction soil group C = 0.000 Decinal fraction soil group D = 1.000 [HEDIUH DENSITY RESIDENTIAL (7.3 DU/A or Less ) Inpervious value, Ai - 0.400 Sub-Area C Value - 0.578 Initial subarea total flow distance Highest elevation - 249.666(Ft.) Lowest elevation = 246.666(Ft.) Elevation difference = 3.888(Ft.) Slope - 2.568 X INITIAL AREA TIHE OF CONCENTRATION CALCULATIONS: The maxiraura overland flow distance is 95.66 (Ft) for the top area slope value of 2.56 %, in a developnent type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration - 7.00 ninutes (for slope value of 3.06 %) ] 120.000(Ft.) P:\246820€ngrtReportsORAIN-FEViYDRO Page 19 of 32 S600P100.out Pnnted 12/3/2014 Mciaifiia''12/3'2014110936AMAM Rainfall intensity (I) » 6.158(In/Hr) for a 166.6 year storm Effective runoff coefficient used for area (Q-KCIA) is C = 8.578 Subarea runoff = 8.841(CFS) Total initial stream area = 0.240(Ac.) Process from Point/Station 625.000 to Point/Station 626.000 •*•• STREET FLOW TRAVEL TIHE 4- SUBAREA FLOW ADDITION *•** Top of Street segraent elevation = 246.000(Ft.) End of street segraent elevation = 240.500(Ft.) Length of street segnent = 345.000(Ft.) Height of curb above gutter flowllne = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance fron crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Hanning's N in gutter = 0.0150 Hanning's N frora gutter to grade break = 0.0180 Hanning's N from grade break to crown = 6.6188 Estiraated raean flow rate at midpoint of street = 4.941(CFS) Depth of flow = 0.357(Ft.), Average velocity = 2.770(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.087(Ft.) Flow velocity - 2.77(Ft/s) Travel time - 2.08 min. TC = 9.88 nin. Adding area flow to street Decimal fraction soil group A - 8.666 Decimal fraction soil group B - 8.000 Decinal fraction soil group C - 0.000 Decinal fraction soil group D - 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Inpervious value, Ai - 0.400 Sub-Area C Value = 0.570 Rainfall intensity - 5.202(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q-KCIA) is C - 0.570 CA - 1.727 Subarea runoff = 8.142(CFS) for 2.790(Ac.) Total runoff - 8.984(CFS) Total area - 3.030(Ac.) Street flow at end of street - 8.984(CFS) Half street flow at end of street = 8.984(CFS) Depth of flow - 0.426(Ft.), Average velocity = 3.197(Ft/s) Flow width (from curb towards crown)= 16.548(Ft.) Process from Point/Station 626.000 to Point/Station 627.080 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstrean point/station elevation = 240.500(Ft.) P:\2468.2)\Engr\Repoi1s\[)RAIN-FETORO Page 20 of 32 -?#PnnT§ri2/3/2014<»,, S600P100.out .,-Modrfiedjl2/3/2014.1109 36 AM AM Downstrean point/station elevation = 203.086(Ft.) Pipe length » 358.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.984(CFS) Nearest conputed pipe dianeter • 12.00(In.) Calculated individual pipe flow = 8.984(CFS) Nornal flow depth in pipe = 7.90(In.) Flow top width inside pipe - 11.38(In.) Critical depth could not be calculated. Pipe flow velocity - 16.38(Ft/s) Travel tine through pipe - 0.36 nin. Tine of concentration (TC) - 9.43 nin. 4-f4-f4-f4-4-f4-4-4.4.4.4-4-4.4.4.4-4.4-4.4-4.44.44-4.4.4.4-4-4-1 I I I I I I I I I I M I I I I I I I I 14-f4-4-4-f4-44-4-f4-4- Process from Point/Station 626.000 to Point/Station 627.000 **•• SUBAREA FLOW ADDITION **** Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 0.008 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Al - 0.400 Sub-Area C Value - 0.570 Time of concentration = 9.43 min. Rainfall Intensity = 5.074(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA - 4.948 Subarea runoff = 16.121(CFS) for 5.650(Ac.) Total runoff - 25.104(CFS) Total area - 8.680(Ac.) 4-4-4.4-+4.4.+++++444-4-4-4- Process from Point/Station 627.000 to Point/Station 623.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 203.000(Ft.) Downstream point/station elevation - 149.000(Ft.) Pipe length - 275.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.104(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 25.104(CFS) Normal flow depth in pipe = 10.90(In.) Flow top width inside pipe = 13.37(In.) Critical depth could not be calculated. Pipe flow velocity - 26.31(Ft/s) Travel tirae through pipe - 0.17 min. Time of concentration (TC) = 9.61 rain. Process fron Point/Station 627.000 to Point/Station 623.000 **** CONFLUENCE OF HAIN STREAMS **** The following data inside Main Strean is listed: In Main Strean nunber: 2 P:\2468.20£ngr«eports\DRAIN-FE\HYDRO Page 21 of 32 Pnnted 12/3/2014"' seoopiooout ^ 4«.j!ii^i-~ ' • - • Modified: 12O/201411-09 36AM AM-»?^v Stream flow area = 8.680(Ac.) Runoff from this streara - 25.104(CFS) Tirae of concentration - 9.61 rain. Rainfall intensity - 5.014(In/Hr) Progran is now starting with Main Strean No. 3 Process fron Point/Station 628.000 to Point/Station 629.000 **** INITIAL AREA EVALUATION **** Decinal fraction soil group A - 0.000 Decinal fraction soil group B - 0.000 Decinal fraction soil group C - 0.008 Decinal fraction soil group D - 1.888 [HEDIUH DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Inpervious value, Ai - 8.488 Sub-Area C Value = 8.578 Initial subarea total flow distance = 185.888(Ft.) Highest elevation = 268.000(Ft.) Lowest elevation - 206.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 1.905 X INITIAL AREA TIHE OF CONCENTRATION CALCUUTIONS: The naxinun overland flow distance is 80.00 (Ft) for the top area slope value of 1.91 %, in a developnent type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 7.40 ninutes (for slope value of 2.00 X) Rainfall intensity (I) = 5.934(In/Hr) for a 100.0 year storra Effective runoff coefficient used for area (Q=KCIA) is C - 0.570 Subarea runoff = 0.913(CFS) Total initial strean area = 0.270(Ac.) Process from Point/Station •••• STREET FLOW TRAVEL TIME +4.4.4.4.4-4-4.4.4-4-f+4 629.000 to Point/Station 630.000 SUBAREA FLOW ADDITION •*•• Top of street segment elevation = 206.000(Ft.) End of street segment elevation - 178.000(Ft.) Length of street segment - 730.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break - 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance fron curb to property line = 10.000(Ft.) Slope fron curb to property line (v/hz) - 0.020 Gutter width - 1.500(Ft.) Gutter hike from flowline - 1.566(In.) Hanning's N in gutter - 8.8158 Hanning's N fron gutter to grade break » 8.8188 Hanning's N fron grade break to crown = 8.6188 Estimated raean flow rate at raidpolnt of street 7.435(CFS) P:\2468.201ngrtReportsORAIN-FE\HYDRO Page 22 of 32 PnnTed 12^5/20f4•.^•*r" • * - Modified 12/3/2014110936AMAM Depth of flow = 8.354(Ft.), Average velocity - 4.266(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 12.93e(Ft.) Flow velocity = 4.27(Ft/s) Travel time = 2.85 min. TC = 18.25 rain. Adding area flow to street Deciraal fraction soil group A » 8.666 Decinal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7-3 DU/A or Less ) Impervious value, Ai - 0.400 Sub-Area C Value - 0.570 Rainfall intensity - 4.808(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C = 0.570 CA - 2.890 Subarea runoff - 12.982(CFS) for 4.800(Ac.) Total runoff = 13.896(CFS) Total area = 5.070(Ac.) Street flow at end of street - 13.896(CFS) Half street flow at end of street - 13.896(CFS) Depth of flow = 0.426(Ft.), Average velocity = 4.956(Ft/s) Flow width (from curb towards crown)- 16.530(Ft.) 44.4.4.4.4.4.4.4 Process from Point/Station 630.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) ••*• 4.4.4.4.4.+4.+4. 623.000 Upstream point/station elevation = 178.000(Ft.) Downstream point/station elevation = 149.000(Ft.) Pipe length = 300.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.896(CFS) Nearest computed pipe diaraeter = 15.00(ln.) Calculated Individual pipe flow - 13.896(CFS) Nornal flow depth in pipe - 9.18(In.) Flow top width Inside pipe - 14.62(In.) Critical depth could not be calculated. Pipe flow velocity - 17.66(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) - 10.54 rain. 4-f44.4-f4-f4-H4.4.4.4.4.4-4-4-4-4-4-4-4-4.4-4-+4-4-f I I I 444.4.4.4.4.4-4.4-4.4-4-4.4.4.4.4.4.4.4-4.4.4-4-4^+4.4.4-4-4-f4-H Process frora Point/Station 630.000 to Point/Station 623.008 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Streara number: 3 Stream flow area = 5.070(Ac.) Runoff frora this stream = 13.896(CFS) Time of concentration = 10.54 min. Rainfall intensity = 4.725(In/Hr) Summary of streara data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) P:\246820ingriReports\DRAIN-FBHYDRO Page 23 of 32 Pnnted M-mH ' ' .S600P100 out> Modified 12/3/20141109 36AM AM 1 2 3 Qmax(l) 140.560 25.IM 13.896 7.41 9.61 10.54 5.927 014 725 Qmax(2) Qmax(3) = 1.000 * i.eee * 140.560) 4- 1.000 * 8.772 * 25.104) 4- 1.000 * 8.704 * 13.896) 4- = 0.846 * 1.000 * 140.560) 4- 1.000 * 1.000 * 25.104) 4- 1.088 * 0.912 « 13.896) 4- - 8.797 * 1.008 * 140.560) 4- 8.942 * 1.888 * 25.104) 4- 1.888 * 1.888 * 13.896) 4- - 169.706 156.686 149.586 Total of 3 main strearas to confluence: Flow rates before confluence point: 140.568 25.184 13.896 Maximum flow rates at confluence using above data: 169.786 156.686 149.586 Area of streams before confluence: 49.418 8.688 5.878 Results of confluence: Total flow rate - 169.786(CFS) Time of concentration - 7.412 min. Effective stream area after confluence 63.166(Ac.) 4-4.4-44.+4.4444.4.++++4 Process frora Point/Station 623.688 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estiraated size) **** 631.888 Upstreara point/station elevation = 149.e00(Ft.) Downstream point/station elevation - 126.000(Ft.) Pipe length = 440.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow = 169.706(CFS) Nearest conputed pipe dianeter - 39.00(In.) Calculated individual pipe flow = 169.706(CFS) Nornal flow depth in pipe = 28.88(In.) Flow top width inside pipe = 34.20(In.) Critical depth could not be calculated. Pipe flow velocity - 25.75(Ft/s) Travel tine through pipe = 0.28 nin. Tine of concentration (TC) = 7.70 nin. t4-H 4-+4-4-4.4.4-4.4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4.4-f4-f4-4-4.444-4-4-4-4.4.44444 Process fron Point/Station 623.000 to Point/Station **** SUBAREA FLOW ADDITION *••* t+4-4.4 631.088 Decinal fraction soil group A = 8.888 Decinal fraction soil group B = 8.886 P:\2468.20\EngrtReportS\DRAIN-FE\HYDRO Page 24 of 32 ,'Pnntidf12')3te014 S600P100.out Modified 12/3/2014,11 09 36 AM AM Decinal fraction soil group C = 8.666 Decinal fraction soil group D = 1.666 [UNDISTURBED NATURAL TERRAIN ] (Perraanent Open Space ) Irapervious value, Ai = 0.000 Sub-Area C Value = 0.350 Tirae of concentration = 7.70 min. Rainfall intensity = 5.785(In/Hr) for a 108.6 year storra Effective runoff coefficient used for total area (Q=KCIA) is C = 8.492 CA = 32.763 Subarea runoff - 19.477(CFS) for 3.296(Ac.) Total runoff - 189.184(CFS) Total area - 66.458(Ac.) 4 I I 1 I I I I4444444444444444-++44 144-f444.4.4.4.4.4.4-f44-f4.+44-4.4.4.4-4-4.4-f4-H Process frora Point/Station 631.000 to Point/Station 633.000 •**• IMPROVED CHANNEL TRAVEL TIME **** 192.279(CFS) Upstream point elevation - 126.000(Ft.) Downstream point elevation = 110.000(Ft.) Channel length thru subarea - 253.000(Ft.) Channel base width = 5.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estiraated raean flow rate at raidpolnt of channel - Hanning's 'N' = 0.045 Maxinun depth of channel = 5.000(Ft.) Flow(q) thru subarea = 192.279(CFS) Depth of flow = 1.910(Ft.), Average velocity = 9.378(Ft/s) Channel flow top width - 16.463(Ft.) Flow Velocity - 9.38(Ft/s) Travel tine - 0.45 min. Tine of concentration = 8.15 nin. Critical depth - 2.328(Ft.) Adding area flow to channel Decinal fraction soil group A - 0.000 Decinal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Decimal fraction soil group D - 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Irapervious value, Ai = 0.000 Sub-Area C Value » 8.358 Rainfall intensity = 5.577(In/Hr) for a 188.6 year storra Effective runoff coefficient used for total area (Q-KCIA) is C = 6.479 CA - 35.823 Subarea runoff = 6.139(CFS) for 6.636(Ac.) Total runoff = 195.323(CFS) Total area - 73.e8e(Ac.) Depth of flow • 1.925(Ft.), Average velocity - 9.417(Ft/s) Critical depth - 2.344(Ft.) TTTT4-l-rTTT4-fTTT4444-44-44444444-4.4-4-H4.4-H4.4-H4-4-f4-4.44444.4.4.4-f 4-4-4.4.4-4-f 4 4 I I I I I Process from Point/Station 633.800 to Point/Station 645.000 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Upstream point/station elevation 110.000(Ft.) P:\2468.20\£ngriR6ports\DRAlN-FElHYDRO Page 25 of 32 Pnnted 120/2014 -- 'J5600p,100.out ^Modified 12/3/201411 09 36 AVI AM' Downstream point/station elevation - 104.008(Ft.) Pipe length - 586.00(Ft.) Hanning's N - 0.013 No. of pipes = 1 Required pipe flow = 195.323(CFS) Nearest computed pipe diaraeter = 54.08(In.) Calculated individual pipe flow = 195.323(CFS) Normal flow depth in pipe • 48.31(In.) Flow top width inside pipe = 46.98(In.) Critical Depth = 48.65(In.) Pipe flow velocity - 15.34(Ft/s) Travel time through pipe - 0.54 min. Time of concentration (TC) - 8.69 min. f4-4-+ f4-4-+ •4-4-4-4-+4.4-4-4-44-4-4-4-4-4.4-4-4-f4-4.4-4.4-4-4-4-f4-f4-4-H4-4-4-f4-f4-f++4-f4-f Process from Point/Station 633.000 to Point/Station 645.000 **•* CONFLUENCE OF HINOR STREAHS **»• Along Hain Stream nunber: 1 in nornal strean nunber 1 Strean flow area - 73.888(Ac.) Runoff fron this stream - 195.323(CFS) Tine of concentration - 8.69 nin. Rainfall intensity = 5.358(In/Hr) ^'•^'••'^•'•^*•^'-+^^^'^•'^^^^•^^•^^^^^^^^•f•f^f^-H4•4•4•| I I I I I H I I I M I I I I | | | | | I I I 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+4-4-4-4- Process fron Point/Station 642.000 to Point/Station 643.000 *»** INITIAL AREA EVALUATION ***• Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group 0 = 1.666 [UNDISTURBED NATURAL TERRAIN ] (Perraanent Open Space ) Irapervious value, Ai = 6.888 Sub-Area C Value = 6.356 Initial subarea total flow distance = 128.886(Ft.) Highest elevation = 329.868(Ft.) Lowest elevation - 323.888(Ft.) Elevation difference - 6.888(Ft.) Slope « 5.888 X INITIAL AREA TIHE OF CONCENTRATION CALCUUTIONS: The naxinun overland flow distance is 188.86 (Ft) for the top area slope value of 5.88 X, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Tine of Concentration - 7.89 ninutes TC - [1.8*(l.l-C)*distance(Ft.)".5)/(X slope"(l/3)] TC = [1.8*(l.l-8.3586)*( 186.888".5)/( 5.e00*(l/3)]. 7.89 Rainfall intensity (I) = 5.691(In/Hr) for a 100.0 year storn Effective runoff coefficient used for area (Q-KCIA) is C = 0.350 Subarea runoff = 0.239(CFS) Total Initial strean area - 0.120(Ac.) f4-4.+ 4-4-4-4-4.+ 4-4.4.4.4.4.4-44-4-4-4-4-4-4-4-4-4.4-4.4-4-4-4-4-4-4-4 Process fron Point/Station 643.000 to Point/Station **•• IMPROVED CHANNEL TRAVEL TIHE *•*• l-f4-f4-H f4-f 644.000 P:\2468.20£ngrtReportsDRAIN.FE\HYORO Page 26 of 32 .•sp.nnte'd't12OC014 .J'S^ S600P100.out :-i.ji>9«jw<. iModified 12/3/201411C9 36 AM AM 5.956(CFS) 7.613(Ft/s) Upstrean point elevation = 323.068(Ft.) Downstrean point elevation - 109.000(Ft.) Channel length thru subarea - 805.000(Ft.) Channel base width = 10.088(Ft.) Slope or 'Z' of left channel bank = 2.888 Slope or 'Z' of right channel bank - 2.888 Estinated mean flow rate at midpoint of channel Manning's 'N' - 0.018 Maximum depth of channel - 1.000(Ft.) Flow(q) thru subarea = 5.956(CFS) Depth of flow = 0.077(Ft.), Average velocity - Channel flow top width = 10.308(Ft.) Flow Velocity = 7.61(Ft/s) Travel time = 1.76 rain. Time of concentration • 9.66 min. Critical depth = 0.219(Ft.) Adding area flow to channel Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 8.688 Decimal fraction soil group C » 0.000 Decimal fraction soil group D - 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai - 0.000 Sub-Area C Value - 0.350 Rainfall intensity - 4.997(In/Hr) for a 186.6 year storm Effective runoff coefficient used for total area (Q-KCIA) is C = 0.350 CA - 2.324 Subarea runoff - 11.375(CFS) for 6.520(Ac.) Total runoff = 11.614(CFS) Total area = 6.648(Ac.) Depth of flow • 0.115(Ft.), Average velocity = 9.879(Ft/s) Critical depth - 0.340(Ft.) H I I I I I I 14 645.000 Process from Point/Station 644.000 to Point/Station »»•* PIPEFLOW TRAVEL TIHE (Program estimated size) *••• Upstream point/station elevation - 109.088(Ft.) Downstream point/station elevation = 184.e00(Ft.) Pipe length - 47.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow - 11.614(CFS) Nearest coraputed pipe diaraeter = 12.00(In.) Calculated Individual pipe flow = 11.614(CFS) Normal flow depth in pipe - 9.84(In.) Flow top width inside pipe = 9.22(In.) Critical depth could not be calculated. Pipe flow velocity - 16.87(Ft/s) Travel time through pipe = 0.65 nin. Tirae of concentration (TC) = 9.76 rain. 4-4-4-4.4-4-4-4-4-4-4-4.4-4-4-4-4-4-4 11 I H f 4-4-4-f 4.4-4.4.4.4.4-4-4-4-4.4.4-4-4-4-4-4-4-4-4-4-4-4-4-4.4-4-4-4-4-4-4-4-4-4-4-4-4-4-4. Process from Point/Station 644.886 to Point/Station 645.888 **•* CONFLUENCE OF MINOR STREAHS **** P:\2468iO€ngr\Repoits\DRAIN-FE\HYDRO Page 27 of 32 RnntSl!liS3C0f4" S600P100.o'ut Modified 12/3/201411 09 36AM AM Along Hain Stream nuraber: 1 in norraal streara nuraber 2 Streara flow area = 6.64e(Ac.) Runoff from this strean - 11.614(CFS) Time of concentration - 9.78 nin. Rainfall intensity = 4.982(In/Hr) Summary of strean data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qraax(l) 195.323 11.614 Qraax(2) 1.666 1.888 0.931 1.000 8.69 9.70 1.000 6.895 1.688 1.668 195.323) 11.614) 195.323) 11.614) 5.358 4.982 4- + = 285.723 193.513 Total of 2 streams to confluence: Flow rates before confluence point: 195.323 11.614 Maxinun flow rates at confluence using above data: 265.723 193.513 Area of streans before confluence: 73.888 6.648 Results of confluence: Total flow rate = 2e5.723{CFS) Tine of concentration = 8.690 nin. Effective strean area after confluence = 79.720(Ac.) 4-4-4.4-4-4-4-4-4-4-4-4-4-4.+4.4.4.++4.4.44.4-4-4-4.4.4.4.4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4.4.4-4-4-4-4-4-4-4.4 Process fron Point/Station 645.000 to Point/Station **** PIPEFLOW TRAVEL TIHE (Progran estinated size) *•»* 646.000 Upstrean point/station elevation - 104.000(Ft.) Downstrean point/station elevation - 102.500(Ft.) Pipe length - 186.50(Ft.) Manning's N . 0.013 No. of pipes - 1 Required pipe flow - 205.723(CFS) Nearest computed pipe diameter = 60.00(In.) Calculated individual pipe flow » 205.723(CFS) Normal flow depth in pipe - 43.69(In.) Flow top width inside pipe - 53.39(In.) Critical Depth - 49.08(In.) Pipe flow velocity - 13.42(Ft/s) Travel time through pipe « 0.23 min. Time of concentration (TC) = 8.92 min. • I I f+4-4-H.4.4-4-4-4.4.44 • | 1.1..|..|.444444444444 Process from Point/Station 645.000 to Point/Station •*•• CONFLUENCE OF MINOR STREAMS •••* 646.008 Along Main Stream number: 1 in normal stream number 1 Strean flow area = 79.728(Ac.) P:\2468.20\EngrtReports\DRAIN-FE\HYDRO Page 28 of 32 S600P100.out Pnnted 12/3^014 Runoff fron this stream Time of concentration - Rainfall intensity = ,lModified 12/3/20141109 36 AM AM 2e5.723(CFS) 8.92 min. 5.268(In/Hr) 4-4-4-4-4-f4444444.44-4-4-4-4-4-f4-4-1 I I I I I I I H I I I 14.4.44.44-44-f4+4-f4-4-H4-f4-4- Process from Point/Station 637.866 to Point/Station 638.808 ***. INITIAL AREA EVALUATION **** Deciraal fraction soil group A = 8.688 Decimal fraction soil group B = 6.000 Deciraal fraction soil group C = 0.000 Decimal fraction soil group D - 1.088 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai = 8.888 Sub-Area C Value - 8.358 Initial subarea total flow distance = 98.888(Ft.) Highest elevation - 213.688(Ft.) Lowest elevation = 286.888(Ft.) Elevation difference - 7.000(Ft.) Slope - 7.143 X INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maxiraura overland flow distance is 100.00 (Ft) for the top area slope value of 7.14 X, in a developraent type of Perraanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration - 7.01 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.3500)*( 100.000".5)/( 7.143"(l/3)]- 7.01 Rainfall intensity (I) = 6.145(In/Hr) for a lOO.O year storm Effective runoff coefficient used for area (Q-KCIA) is C = 0.350 Subarea runoff = 0.043(CFS) Total initial streara area = 0.028(Ac.) Process frora Point/Station 638.888 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME •**• Upstream point elevation = 286.666(Ft.) Downstream point elevation = 138.868(Ft.) Channel length thru subarea - 417.888(Ft.) Channel base width - 6.56e(Ft.) Slope or 'Z' of left channel bank - 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.018 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.043(CFS) Depth of flow = 0.027(Ft.), Average velocity Channel flow top width - 0.607(Ft.) Flow Velocity = 2.92(Ft/s) Travel tirae = 2.38 min. Tirae of concentration = 9.39 min. Critical depth - 0.057(Ft.) 639.000 2.917(Ft/s) I-4-4-4-4-4-4-4-4-4-4-+ P:\246820€ngrtRepoit8\DRAIN-FE*iYDRO Page 29 of 32 S600P100.out Pnnted 12/3/2014 Process from Point/Station 639.000 to Point/Station •••* IMPROVED CHANNEL TRAVEL TIME •••* Upstream point elevation - 130.000(Ft.) Downstream point elevation - 110.000(Ft.) Channel length thru subarea = 50.000(Ft.) Channel base width - 0.500(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.018 Maximum depth of channel - 1.000(Ft.) Flow(q) thru subarea = 0.043(CFS) Depth of flow - 0.021(Ft.), Average velocity = Channel flow top width = 0.585(Ft.) Flow Velocity = 3.75(Ft/s) Travel tirae = 0.22 rain. Tirae of concentration = 9.61 rain. Critical depth = 0.057(Ft.) Modified: .12/3/20f4'11:09:36 AM AM 640.000 3.753(Ft/s) f4-4-4.4.4-4-4-4-4-4-4 Process from Point/Station 640.000 to Point/Station 641.000 ***• IMPROVED CHANNEL TRAVEL TIME ••** Upstream point elevation = 110.000(Ft.) Downstream point elevation = 106.000(Ft.) Channel length thru subarea = 62.0e8(Ft.) Channel base width = 0.500(Ft.) Slope or 'Z' of left channel bank - 2.000 Slope or 'Z' of right channel bank - 2.000 Estiraated raean flow rate at midpoint of channel - 0.885(CFS) Manning's 'N' - 0.018 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.885(CFS) Depth of flow = 0.191(Ft.), Average velocity - 5.233(Ft/s) Channel flow top width - 1.266(Ft.) Flow Velocity = 5.23(Ft/s) Travel time = 8.28 min. Time of concentration = 9.81 rain. Critical depth = 0.311(Ft.) Adding area flow to channel Deciraal fraction soil group A = 0.000 Deciraal fraction soil group B - 8.888 Deciraal fraction soil group C = 8.888 Decimal fraction soil group D = 1.888 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Impervious value, Ai - 6.000 Sub-Area C Value = 0.350 Rainfall intensity = 4.946(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C - 0.350 CA - 8.329 Subarea runoff - 1.584(CFS) for 0.920(Ac.) Total runoff = 1.627(CFS) Total area - 0.940(Ac.) Depth of flow = 0.259(Ft.), Average velocity = 6.159(Ft/s) Critical depth = 0.422(Ft.) P:\2468.20\EngrtReports\DR/yN-FEWDRO Page 30 of 32 Pnnted 12/3/2014 •'••S600P100:outrv Modified 12/3/201411 09 36V\MAM 4-f4-H 4-4-44 f4-4-4-4 Process from Point/Station 641.088 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) •••* 646.668 Upstream point/station elevation = 186.688(Ft.) Downstreara point/station elevation = 182.588(Ft.) Pipe length - 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.627(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.627(CFS) Norraal flow depth in pipe - 3.80(In.) Flow top width inside pipe = 8.89(In.) Critical Depth = 7.04(In.) Pipe flow velocity = 9.18(Ft/s) Travel time through pipe - 0.09 min. Time of concentration (TC) - 9.90 min. Process frora Point/Station *•** CONFLUENCE OF MINOR STREAMS •**• -f4-f4-4-H4-4-4-4.4.4-4-4-f4-4-4-4-4-4-4-4-4-4-4.444.4.4.4.4.4-4-4-f 641.000 to Point/Station 646.000 SSOOPIOOout , -Pnnted:,12OC014' • • • -Modified 12O/20141109 36AMAM Process from Point/Station 646.086 to Point/Station 632.888 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **•* Upstreara point/station elevation - 182.5e8(Ft.) Downstreara point/station elevation - 93.e00(Ft.) Pipe length - 851.8e(Ft.) Hanning's N - 8.813 No. of pipes = 1 Required pipe flow = 287.189(CFS) Nearest computed pipe diameter = 54.00(In.) Calculated individual pipe flow = 207.189(CFS) Normal flow depth in pipe = 44.16(In.) Flow top width inside pipe = 41.70(In.) Critical Depth = 48.98(In.) Pipe flow velocity = 14.89(Ft/s) Travel time through pipe = 0.95 rain. Tirae of concentration (TC) - 9.87 rain. End of coraputations, total study area = 80.660 (Ac.) Along Hain Stream number: 1 in norraal streara nuraber 2 Strean flow area = 0.940(Ac.) Runoff fron this stream - 1.627(CFS) Tine of concentration = 9.90 rain. Rainfall intensity = 4.917(In/Hr) Summary of streara data: Stream No. Flow rate (CFS) TC (rain) 1 2 Qmax(l) 205.723 1.627 000 000 Qmax(2) 0.935 1.000 8.92 9.90 1.000 0.901 1.000 1.000 Rainfall Intensity (In/Hr) 5.260 4.917 205.723) 1.627) 205.723) 1.627) 207.189 193.955 Total of 2 Streams to confluence: Flow rates before confluence point: 205.723 1.627 Maximun flow rates at confluence using above data: 207.189 193.955 Area of streans before confluence: 79.720 0.940 Results of confluence: Total flow rate = 207.189(CFS) Tine of concentration = 8.921 min. Effective stream area after confluence = 80.660(Ac.) f4-4-4-4-4-4-44-44-4-4-4-4-4-4-4-+4-4-+ P\2468.20\EiigrtReport5\DR/WNfaHYDRO Page 31 of 32 P:\2468.20\EngilReports\DRAIN-FE\HYDRO Page 32 of 32 Printed'5/14/2015' !. "v - S7oopioo.out . ••':0m .,iiS**.n--^_ggi*Kfified 5/,14/2015 3 57 41 PM PM San Oiego County Rational Hydrology Progran CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/14/15 2468 QUARRY CREEK SYSTEM 700 PROPOSED CONDITIONS FILE: S700P100 ********* Hydrology Study Control Information ********** Progran License Serial Number 4049 Rational hydrology study storm event year is English (in'lb) input data Units used Hap data precipitation entered: 6 hour, precipitation(inches) - 2.900 24 hour precipitation(inches) - 5.100 P6/P24 = 56.9X San Diego hydrology manual 'C values used 100.0 Process fron Point/Station 4-4-f4-f4-f4-l I I 14-4-4-4-1 Illll I 14-4-4-4-f 700.000 to Point/Station 702.088 **** INITIAL AREA EVALUATION ***• .888 = 1. ] Decinal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Deciraal fraction soil group D [INDUSTRIAL area type (General Industrial ) Irapervious value, Ai = 8.958 Sub-Area C Value = 0.870 Initial subarea total flow distance = 90.0O0(Ft.) Highest elevation = 151.400(Ft.) Lowest elevation = 150.000(Ft.) Elevation difference = 1.400(Ft.) Slope = 1.556 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The raaxlraura overland flow distance is 70.00 (Ft) for the top area slope value of 1.56 %, in a developraent type of General Industrial In Accordance With Figure 3-3 Initial Area Tine of Concentration - 2.99 ninutes TC = [1.8*(l.l-C)*dlstance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.8700)*( 70.000".5)/( 1.556"(l/3)]= 2.99 The initial area total distance of 90.00 (Ft.) entered leaves a P:\2468iO€ngrtRepoits\DRAIN-FBHYDRO Page 1 of 26 '5/ft)2015''!r'v' S700P100.OUt . . „;4- , ., - .1, .i^.t:-'. Modified 5/14/2015 3 57 41 PM PM --5?»J!.Ji renaining distance of 20.00 (Ft.) Using Figure 3-4, the travel tine for this distance is 0.39 ninutes for a distance of 20.00 (Ft.) and a slope of 1.56 X with an elevation di-fference of 0.31(Ft.) fron the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.389 Hinutes Tt-[(11.9*0.0038"3)/( 0.31)]".385= 0.39 Total initial area Ti = 2.99 minutes fron Figure 3-3 formula plus 0.39 minutes fron the Figure 3-4 fornula - 3.38 ninutes Calculated TC of 3.379 ninutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.878 Subarea runoff = 8.598(CFS) Total initial strean area = 0.090(Ac.) Process fron Point/Station 702.000 to Point/Station 708.000 **** STREET FLOW TRAVEL TIHE 4- SUBAREA FLOW ADDITION **** Top of Street segment elevation - 151.400(Ft.) End of street segment elevation - 108.080(Ft.) Length of street segnent - 1486.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance frora crown to crossfall grade break = 10.000(Ft.) Slope frora gutter to grade break (v/hz) = 0.020 Slope fron grade break to crown (v/hz) - 0.828 Street flow is on [1] slde(s) of the street Distance fron curb to property line = 13.66e(Ft.) Slope fron curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike fron flowllne = 1.500(In.) Hanning's N in gutter = 0.0150 Hanning's N fron gutter to grade break - 0.0180 Hanning's N fron grade break to crown = 0.0180 Estimated nean flow rate at nidpoint of street = 4.208(CFS) Depth of flow = 0.312(Ft.), Average velocity = 3.359(Ft/s) Streetflow hydraulics at nidpoint of street travel: Halfstreet flow width - 10.870(Ft.) Flow velocity = 3.36(Ft/s) Travel time = 7.37 min. TC = 10.75 rain. Adding area flow to street Decimal fraction soil group A = 0.688 Decimal fraction soil group B = 6.668 Decimal fraction soil group C = 6.668 ] Decimal fraction soil group D = 1.886 [INDUSTRIAL area type (General Industrial ) Impervious value, Ai = 8.958 Sub-Area C Value = 8.876 Rainfall intensity = 4.663(In/Hr) for a 188.8 year storm Effective runoff coefficient used for total area (Q-KCIA) is C = 0.870 CA = 1.697 Subarea runoff = 7.312(CFS) for 1.860(Ac.) Total runoff = 7.911(CFS) Total area - 1.950(Ac.) P:\2468.20\EngrtRepoits\DRAIN-FE\HYDRO Page 2 of 26 •^tl-Pnnted 5/14/2(yi5''''~" S700P100out Mdyiffed-5/14/2015 3 57 41 PM PM street flow at end of street = 7.911(CFS) Half street flow at end of street = 7.911(CFS) Depth of flow - 0.375(Ft.), Average velocity = 3.900(Ft/s) Flow width (frora curb towards crown)= 13.990(Ft.) Process frora Point/Station 704.000 to Point/Station 708.000 *••* SUBAREA FLOW ADDITION *•** Decimal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decinal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Pernanent Open Space ) Inpervious value, Ai = 8.888 Sub-Area C Value = 6.358 Tine of concentration = 18.75 nin. Rainfall intensity » 4.663(In/Hr) for a lOO.O year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.655 CA - 2.176 Subarea runoff - 2.236(CFS) for 1.370(Ac.) Total runoff - 10.147(CFS) Total area - 3.320(Ac.) 4-f4-4-4-4~f4-4- Process fron Point/Station **** SUBAREA FLOW ADDITION 41 I I I I I 4 1-1-4 4-4 4- 706.000 to Point/Station 708.000 ] Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decinal fraction soil group D - 1.000 [INDUSTRIAL area type (General Industrial ) Inpervious value, Ai - 0.950 Sub-Area C Value - 0.870 Tine of concentration = 10.75 nin. Rainfall intensity - 4.663(In/Hr) for a 100.0 year storm E-ffective runoff coefficient used for total area (Q-KCIA) is C - 0.712 CA - 3.220 Subarea runoff = 4.868(CFS) for 1.28e(Ac.) Total runoff = 15.ei5(CFS) Total area = 4.528(Ac.) Process from Point/Station 768.888 to Point/Station 711.886 ••** PIPEFLOW TRAVEL TIHE (Program estiraated size) *•** Upstream point/station elevation = 164.580(Ft.) Downstream point/station elevation = 104.000(Ft.) Pipe length = 8.00(Ft.) Hanning's N = 0.013 No. of pipes = 1 Required pipe flow - 15.815(CFS) Nearest computed pipe diaraeter = 15.88(In.) Calculated individual pipe flow = 15.815(CFS) Normal flow depth in pipe = 11.44(In.) P:\2468.20\Engr«eports\DRAIN-FDHYDRO Page 3 of 26 STOOPIOCout . —=.printed;5ri4/2d -3-57:41. PMPM. Flow top width inside pipe = 12.77(In.) Critical depth could not be calculated. Pipe flow velocity = 14.95(Ft/s) Travel time through pipe = 8.81 nin. Tine of concentration (TC) = 18.76 nin. 4.4-f4-4-4-4-4.4-4-4-4.44-4-4-4- Process from Point/Station 716.666 to Point/Station 711.888 *««* SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 8.666 Decimal fraction soil group B = 8.000 Decimal fraction soil group C - 6.000 Decimal fraction soil group D - 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 8.958 Sub-Area C Value = 8.878 Tirae of concentration = 18.76 rain. Rainfall intensity = 4.668(In/Hr) for a 188.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C - 6.755 CA = 4.699 Subarea runoff = 6.885(CFS) for 1.7e0(Ac.) Total runoff = 21.899(CFS) Total area = 6.228(Ac.) Process from Point/Station 711.888 to Point/Station 713.886 **** PIPEFLOW TRAVEL TIHE (Program estimated size) **** Upstream point/station elevation = l84.66e(Ft.) Downstream point/station elevation = 181.e00(Ft.) Pipe length - 247.08(Ft.) Manning's N = 8.813 No. of pipes = 1 Required pipe flow = 21.899(CFS) Nearest computed pipe diameter - 24.e8(In.) Calculated individual pipe flow - 21.899(CFS) Normal flow depth in pipe = 17.44(In.) Flow top width inside pipe = 21.39(In.) Critical Depth - 28.06(In.) Pipe flow velocity = 8.95(Ft/s) Travel tirae through pipe = 0.46 nin. Tirae of concentration (TC) = 11.22 nin. Process from Point/Station 711.000 to Point/Station 713.888 **** CONFLUENCE OF MINOR STREAMS **** Along Main Streara nuraber: 1 in norraal strean nunber 1 Strean flow area - 6.226(Ac.) Runoff frora this stream = 21.899(CFS) Time of concentration - 11.22 min. Rainfall intensity - 4.536(In/Hr) P:\2468.2l)\E!igr\Reports\DRAIN-FE\HYDRO Page 4 of 26 _^^Printed:5/14/20l'^-' PlOCout Jollified: 5714/2015 3^7 41,PM P1U Process from Point/Station 712.666 to Point/Station *»** INITIAL AREA EVALUATION **•» 713.888 Decinal fraction soil group A = 8.888 Decinal fraction soil group B - 8.800 Deciraal fraction soil group C - 8.888 Decinal fraction soil group D - 1.600 [HEDIUH DENSITY RESIDENTIAL ] (14.5 DU/A or Less ) Inpervious value, Ai - 0.500 Sub-Area C Value - 0.630 Initial subarea total flow distance - 285.000(Ft.) Highest elevation = 114.000(Ft.) Lowest elevation = ll0.000(Ft.) Elevation difference = 4.000(Ft.) Slope = 1.404 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The naxinun overland flow distance is 65.00 (Ft) for the top area slope value of 1.40 X, in a developnent type of 14.5 DU/A or Less In Accordance With Figure 3-3 Initial Area Tine of Concentration = 6.09 ninutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(X slope"(l/3)] TC = [1.8*(l.l-0.6300)*( 65.088".5)/( 1.484"(l/3)]= 6.89 The initial area total distance of 285.88 (Ft.) entered leaves a renaining distance of 226.66 (Ft.) Using Figure 3-4, the travel tine for this distance is 2.57 ninutes for a distance of 220.00 (Ft.) and a slope of 1.40 X with an elevation difference of 3.09(Ft.) from the end of the top area Tt = [11.9*length(Ml)"3)/(elevation change(Ft.))]".385 •60(min/hr) 2.568 Minutes Tt=[(11.9*0.0417"3)/( 3.09)]".385= 2.57 Total initial area Ti = 6.09 minutes fron Figure 3-3 fornula plus 2.57 ninutes frora the Figure 3-4 fornula = 8.66 ninutes Rainfall intensity (I) = 5.362(In/Hr) for a 100.0 year storn Effective runoff coefficient used for area (Q-KCIA) is C - 0.630 Subarea runoff = 3.85l(CFS) Total initial strean area = 1.140(Ac.) tt^H^'H"!"!"! 'h"f'++++ Process fron Point/Station 712.000 to Point/Station 713.000 **•* CONFLUENCE OF MINOR STREAMS **** Along Main Strean number: 1 in normal stream nuraber 2 Stream flow area = 1.140(Ac.) Runoff from this strean = 3.851(CFS) Time of concentration = 8.66 min. Rainfall intensity = 5.362(In/Hr) Suraraary of streara data: Streara No. 1 2 Qraax(l) Flow rate (CFS) TC (min) 21.899 3.851 11.22 8.66 Rainfall Intensity (In/Hr) 4.536 5.362 P:\2468iOtngrtRepoits\DRAIN-FE\HYDRO Page 5 of 26 >riiited:5/14C015'; ""fi" S700P100.out' 1*li IwMr • • Vfa 1 -jifT Modified: 5/14/20m5^.j|«^M|^M|= 1.000 * 0.846 * 1.888 * 1.666 * 21.899) 4- 3.851) 4- -25.157 1.888 * 1.888 * 8.772 • 1.000 * 21.899) 4- 3.851) 4- = 20.750 Qmax(2) Total of 2 streans to confluence: Flow rates before confluence point: 21.899 3.851 Maxinun flow rates at confluence using above data: 25.157 20.750 Area of streans before confluence: 6.220 1.140 Results of confluence: Total flow rate - 25.157(CFS) Tine of concentration = 11.221 rain. Effective stream area after confluence » 7.360(Ac.) Process from Point/Station 713.000 to Point/Station 722.000 **** PIPEFLOW TRAVEL TIME (Program estiraated size) **** Upstreara point/station elevation = 101.000(Ft.) Downstreara point/station elevation = 99.500(Ft.) Pipe length - 73.00(Ft.) Hanning's N - 0.013 No. of pipes = 1 Required pipe flow = 25.157(CFS) Nearest conputed pipe diaraeter - 24.00(In.) Calculated individual pipe flow = 25.157(CFS) Nomal flow depth in pipe - 15.89(In.) Flow top width inside pipe - 22.70(In.) Critical Depth = 21.19(ln.) Pipe flow velocity = 11.40(Ft/s) Travel tine through pipe = 0.11 nin. Tirae of concentration (TC) - 11.33 rain. Process fron Point/Station 713.000 to Point/Station 722.000 **»* CONFLUENCE OF MINOR STREAMS •••* Along Main Strean number: 1 in normal stream number 1 Strean flow area = 7.360(Ac.) Runoff from this strean - 25.157(CFS) Tine of concentration - 11.33 nin. Rainfall intensity = 4.509(In/Hr) Process fron Point/Station 714.000 to Point/Station **** INITIAL AREA EVALUATION •*** Decinal fraction soil group A > 0.000 Decinal fraction soil group B - 0.000 Decinal fraction soil group C - 0.000 Decinal fraction soil group D = 1.088 [INDUSTRIAL area type ] 4-4-4-4-4-4-4-4-4-4- 716.888 P:12468.20\EngrtReports\DRAIN-FE\HYDRO Page 6 of 26 S700P100out Pnnted 5/14/2015 -i-..;'*a*£Bddifierf^5/J4/2015 35741:PM PM (General Industrial ) Impervious value, Ai = 8.958 Sub-Area C Value = 6.876 Initial subarea total flow distance - 92.888(Ft.) Highest elevation - 146.e8e(Ft.) Lowest elevation = 144.888(Ft.) Elevation difference = 2.888(Ft.) Slope - 2.174 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The naxinun overland flow distance is 70.00 (Ft) for the top area slope value of 2.17 X, in a developnent type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration - 2.67 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.8700)*( 70.000".5)/( 2.174"(l/3)]= 2.67 The initial area total distance of 92.00 (Ft.) entered leaves a renaining distance of 22.00 (Ft.) Using Figure 3-4, the travel tine for this distance is 0.37 ninutes for a distance of 22.00 (Ft.) and a slope of 2.17 % with an elevation di-fference of 0.48(Ft.) fron the end of the top area Tt = [11.9*length(Hi)"3)/(elevation change(Ft.))]".385 •60(min/hr) - 0.368 Hinutes Tt=[(11.9»0.0042"3)/( 8.48)]".385- 6.37 Total initial area Ti = 2.67 minutes fron Figure 3-3 fornula plus 8.37 ninutes fron the Figure 3-4 fornula = 3.84 ninutes Calculated TC of 3.842 ninutes is less than 5 ninutes, resetting TC to 5.8 ninutes for rainfall Intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storn Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff - 0.598(CFS) Total initial streara area = 0.090(Ac.) 4-1 I I I Ifffffffffti 1 I I I4-4-H4-4-4-H4- Process fron Point/Station 716.000 to Point/Station 720.000 **** STREET FLOW TRAVEL TIHE 4- SUBAREA FLOW ADDITION ***• Top of Street segment elevation - 144.000(Ft.) End of street segment elevation - 107.500(Ft.) Length of street segnent = 1163.8e8(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) = 28.88e(Ft.) Distance fron crown to crossfall grade break - 10.000(Ft.) Slope fron gutter to grade break (v/hz) - 0.020 Slope fron grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance fron curb to property line = 10.000(Ft.) Slope fron curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Hanning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at nidpoint of street Depth of flow = 0.276(Ft.), Average velocity Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.057(Ft.) 2.886(CFS) 3.148(Ft/s) P:\2468iO€ngrtRepoits\DRAIN-FE\HYDRO Page 7 of 26 S700P100out Printed: 5/14/2015 Modified 5/14/2015^ 5741 PMPM, Flow velocity = 3.15(Ft/s) Travel tine = 6.16 nin. TC = 9.28 nin. Adding area flow to street Deciraal fraction soil group A = 8.888 Deciraal fraction soil group B = 6.888 Decinal fraction soil group C = 6.686 Decinal fraction soil group D = 1.888 [INDUSTRIAL area type ] (General Industrial ) Inpervious value, Ai = 0.950 Sub-Area C Value - 0.870 Rainfall intensity = 5.156(In/Hr) for a 100.8 year storn Effective runoff coefficient used for total area (Q-KCIA) is C = 0.870 CA - 0.992 Subarea runoff = 4.516(CFS) for 1.858(Ac.) Total runoff = 5.114(CFS) Total area = 1.146(Ac.) Street flow at end of street = 5.114(CFS) Half street flow at end of street = 5.114(CFS) Depth of flow = e.327(Ft.), Average velocity - 3.616(Ft/s) Flow width (frora curb towards crown)- 11.588(Ft.) Process frora Point/Station 728.888 to Point/Station 723.000 **** PIPEFLOW TRAVEL TIME (Program estiraated size) •••• Upstreara point/station elevation = 102.000(Ft.) Downstream point/station elevation = 100.000(Ft.) Pipe length = 232.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 5.114(CFS) Nearest computed pipe diameter = 15.88(In.) Calculated individual pipe flow = 5.114(CFS) Norraal flow depth in pipe - 18.64(In.) Flow top width inside pipe = 13.62(In.) Critical Depth = 11.88(In.) Pipe flow velocity = 5.49(Ft/s) Travel tirae through pipe = 8.78 min. Tine of concentration (TC) - 9.98 nin. Process frora Point/Station 723.888 to Point/Station 723.888 **** SUBAREA FLOW ADDITION **** Deciraal fraction soil group A - 6.668 Deciraal fraction soil group B = 8.888 Deciraal fraction soil group C - 6.666 Deciraal fraction soil group D = 1.888 [INDUSTRIAL area type ] (General Industrial ) Inpervious value, Ai = 8.958 Sub-Area C Value = 6.876 Time of concentration = 9.98 nin. Rainfall intensity = 4.917(In/Hr) for a 160.0 year storra Effective runoff coefficient used for total area (Q-KCIA) is C = 0.870 CA = 1.253 Subarea runoff = 1.046(CFS) for 6.3e8(Ac.) P;\246820\EngrtReportsTOIN-FE\HYDRO Page 8 of 26 • *^EH3iDP100.out -•«'l2nnilSrs14/2015--f4pi^i**^"-Modified 5/14/2015 3 57 41,PM PM Total runoff 6.159(CFS) Total area = 1.448(Ac.) Process frora Point/Station 724.800 to Point/Station **** SUBAREA FLOW ADDITION **** 723.000 Decimal fraction soil group A = O.OOO Decimal fraction soil group B = 0.000 Decimal fraction soil group C « 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Al - 0.950 Sub-Area C Value = 0.870 Tirae of concentration = 9.90 nin. Rainfall intensity = 4.917(In/Hr) for a lOO.O year storm Effective runoff coefficient used for total area (Q=KCIA) is C - 0.870 CA = 1.766 Subarea runoff = 2.524(CFS) for 0.590(Ac.) Total runoff - 8.683(CFS) Total area - 2.030(Ac.) Process fron Point/Station 723.000 to Point/Station 722.008 **** PIPEFLOW TRAVEL TIHE (Progran estinated size) **•* Upstream point/station elevation - 188.8ee(Ft.) Downstream point/station elevation = 99.588(Ft.) Pipe length = 78.88(Ft.) Hanning's N = 8.813 No. of pipes - 1 Required pipe flow = 8.683(CFS) Nearest computed pipe diaraeter = 21.88(In.) Calculated individual pipe flow = 8.683(CFS) Normal flow depth in pipe = 12.75(In.) Flow top width inside pipe = 28.51(In.) Critical Depth = 13.14(In.) Pipe flow velocity = 5.68(Ft/s) Travel time through pipe - 6.23 min. Time of concentration (TC) - 16.13 min. 4-4-4-H4- Process fron Point/Station 723.000 to Point/Station 722. **•• CONFLUENCE OF HINOR STREAHS **** Along Main Strean nunber: 1 in nornal strean nunber 2 Stream flow area - 2.030(Ac.) Runoff from this stream = 8.683(CFS) Tirae of concentration - 10.13 rain. Rainfall intensity - 4.845(ln/Hr) Suraraary of strean data: Strean No. Flow rate (CFS) TC (rain) 25.157 11.33 Rainfall Intensity (In/Hr) 4.509 P:\2468.20\Engt«eports\DRAlN-FEWDRO Pa^9of26 S700P100out Pnnted 5/14/2015 v-s?-" i ' • J. ' rModified 5/14/2015 3 57 41 PM PM Qraax(l) - Qraax(2) = 683 10.13 4.845 1.000 * 1.000 * 25.157) 4- 8.931 * 1.888 * 8.683) 4- - 1.666 # 6.895 25.157) 4- 1.686 * 1.888 * 8.683) 4- = 33.238 31.188 742.888 Total of 2 streans to confluence: Flow rates before confluence point: 25.157 8.683 Haxinun flow rates at confluence using above data: 33.238 31.188 Area of streans before confluence: 7.368 2.838 Results of confluence: Total flow rate - 33.238(CFS) Tine of concentration = 11.328 nin. Effective strean area after confluence - 9.398(Ac.) Process fron Point/Station 722.888 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) •**• Upstream point/station elevation - 99.588(Ft.) Downstream point/station elevation = 97.4e0(Ft.) Pipe length = 431.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 33.238(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow - 33.238(CFS) Normal flow depth in pipe - 24.47(In.) Flow top width inside pipe - 28.90(In.) Critical Depth = 23.02(In.) Pipe flow velocity = 7.03(Ft/s) Travel time through pipe = 1.02 min. Time of concentration (TC) = 12.35 rain. Process frora Point/Station 722.000 to Point/Station **** CONFLUENCE OF HAIN STREAHS **** The following data inside Hain Streara is listed: In Hain Streara nuraber: 1 Streara flow area - 9.390(Ac.) Runoff frora this streara = 33.238(CFS) Tirae of concentration - 12.35 rain. Rainfall intensity = 4.265(In/Hr) Prograra is now starting with Hain Streara No. 2 T i Iill "^XTT I iTTTTTTTTT"" Process from Point/Station 730.006 to Point/Station 732.000 **** INITIAL AREA EVALUATION **** 4-4-f4-f4-f4- 742.888 Decimal fraction soil group A - 8.000 P\2468.20\Engt«eport8\DRAIN-FE\HYDRO Page 10 of 26 -.-^'S?"*"*!^ . *«sa|(Sfits700PJ00.outa Printed: 5/14/2015 "Modified 5/14/20153-57-4ijeM)P^My- 0.000 0.000 1.000 ] 72.888(Ft.) Decimal fraction soil group B Deciraal fraction soil group C Deciraal fraction soil group D [INDUSTRIAL area type (General Industrial ) Impervious value, Al = 8.958 Sub-Area C Value = 8.870 Initial subarea total flow distance Highest elevation = 110.700(Ft.) Lowest elevation = 109.700(Ft.) Elevation difference - 1.000(Ft.) Slope = 1.389 % INITIAL AREA TIHE OF CONCENTRATION CALCUUTIONS: The maxinun overland flow distance is 60.00 (Ft) for the top area slope value of 1.39 %, in a developnent type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.87 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(X slope"(l/3)] TC = [1.8*(l.l-0.8700)*( 60.080".5)/( 1.389"(l/3)]= 2.87 The initial area total distance of 72.00 (Ft.) entered leaves a remaining distance of 12.00 (Ft.) Using Figure 3-4, the travel tine for this distance is 0.27 ninutes for a distance of 12.00 (Ft.) and a slope of 1.39 X with an elevation difference of 0.17(Ft.) from the end of the top area Tt = [11.9*length(Hi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.275 Hinutes Tt=[(11.9*0.0023"3)/( 0.17)]".385- 0.27 Total initial area Ti - 2.87 ninutes fron Figure 3-3 fornula plus 0.27 ninutes fron the Figure 3-4 fornula = 3.15 rainutes Calculated TC of 3.149 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a lOO.O year storra Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.598(CFS) Total initial strean area = 0.090(Ac.) 4-4-4-4-4-4-4-4-4-4-4-44-4-41 I I I I I I I I I I I I I I 14.44.4.444-4.4.4.4.4.4-4-4-4-4-4-4-4-4-4-4-4-4-444444444++4-4-t Process fron Point/Station 732.000 to Point/Station 736.000 **•* STREET FLOW TRAVEL TIHE 4- SUBAREA FLOW ADDITION **•• Top of Street segnent elevation - 109.708(Ft.) End of street segnent elevation - 165.100(Ft.) Length of street segnent = 457.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 17.000(Ft.) Distance fron crown to crossfall grade break - 10.000(Ft.) Slope fron gutter to grade break (v/hz) - 0.020 Slope fron grade break to crown (v/hz) - 0.020 Street flow is on [1] side(s) of the street Distance fron curb to property line - 13.000(Ft.) Slope fron curb to property line (v/hz) = Gutter width = 1.500(Ft.) Gutter hike fron flowline = 1.500(In.) Hanning's N in gutter = 0.0150 Hanning's N fron gutter to grade break = Manning's N from grade break to crown - 0.628 8.6188 6.8186 P:^2468.20\EngriReportsBRAIN-FE\HYDRO Page 11 of 26 .:K..-.cPrinted: 5/14/2015' S700P100.out. ))'l3^015'3 5741 PMPM •,.-,---^i.».:<.:1 Estinated nean flow rate at nidpoint of street - 2.818(CFS) Depth of flow - 8.324(Ft.), Average velocity - 2.835(Ft/s) Streetflow hydraulics at nidpoint of street travel: Halfstreet flow width - 11.461(Ft.) Flow velocity - 2.64(Ft/s) Travel tirae - 3.74 rain. TC = 6.89 rain. Adding area flow to street Deciraal fraction soil group A = 6.000 Deciraal fraction soil group B = 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction Soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Irapervlous value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity - 6.212(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q-KCIA) is C = 8.878 CA - 0.827 Subarea runoff = 4.536(CFS) for 0.860(Ac.) Total runoff = 5.135(CFS) Total area = 0.950(Ac.) Street flow at end of street = 5.135(CFS) Half street flow at end of street = 5.135(CFS) Depth of flow = 0.386(Ft.), Average velocity = 2.347(Ft/s) Flow width (fron curb towards crown)= 14.549(Ft.) Process fron Point/Station 732.000 to Point/Station 736.080 **** CONFLUENCE OF MINOR STREAMS *••• Along Main Strean nunber: 2 in nornal stream number 1 Strean flow area = 0.958(Ac.) Runoff fron this strean = 5.135(CFS) Time of concentration = 6.89 min. Rainfall intensity = 6.212(In/Hr) lllllltliltll 'I' 4i 'I' if i| I I I Process from Point/Station 744.880 to Point/Station 746.000 **** INITIAL AREA EVALUATION **** Deciraal fraction soil group A = 0.008 Deciraal fraction soil group B - 0.000 Deciraal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai - 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = Highest elevation - 123.500(Ft.) Lowest elevation = 122.500(Ft.) Elevation difference - 1.000(Ft.) Slope = 1.429 X Top of Initial Area Slope adjusted by User to 1.587 % INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The naxinun overland flow distance is 75.00 (Ft) for the top area slope value of 1.59 %, in a development type of ] 70.000(Ft.) P:C468.20egrtReports\DRAIN-FBHYDRO Page 12 of 26 'S700P100out Pririted!:5/,14/2015' ^MfiffieTMiSowyiWl PM PM 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Tirae of Concentration = 4.14 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.7900)*( 75.000".5)/( 1.587"(l/3)]= 4.14 Calculated TC of 4.143 ninutes is less than 5 ninutes, resetting TC to 5.0 ninutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storn Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 4.105(CFS) Total initial strean area = 0.680(Ac.) Process fron Point/Station 746.000 to Point/Station 766.088 •*•• IHPROVED CHANNEL TRAVEL TIHE **** Upstrean point elevation = 122.566(Ft.) Downstrean point elevatlpn = 116.568(Ft.) Channel length thru subarea = 436.8e0(Ft.) Channel base width - 10.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank - 5.000 Estimated nean flow rate at nldpoint of channel Manning's 'N' = 0.018 Maxinun depth of channel = 1.000(Ft.) Flow(q) thru subarea = 18.329(CFS) Depth of flow = 0.353(Ft.), Average velocity = Channel flow top width = 13.526(Ft.) Flow Velocity = 4.42(Ft/s) Travel tine = 1.62 min. Time of concentration - 5.76 min. Critical depth = 8.438(Ft.) Adding area flow to channel Decinal fraction soil group A = 6.666 Decinal fraction soil group B - 6.888 Decinal fraction soil group C - 8.888 Decinal fraction soil group D = 1.888 [HIGH DENSITY RESIDENTIAL ] (43.6 DU/A or Less ) Inpervious value, Ai - 0.888 Sub-Area C Value - 0.790 Rainfall intensity = 6.971(In/Hr) for a 100.0 year storn Effective runoff coefficient used for total area (Q-KCIA) is C - 0.790 CA = 4.661 Subarea runoff = 28.386(CFS) for 5.220(Ac.) Total runoff = 32.490(CFS) Total area = 5.908(Ac.) Depth of flow = 8.489(Ft.), Average velocity - 5.345(Ft/s) Critical depth = e.617(Ft.) 18.329(CFS) 4.419(Ft/s) Process fron Point/Station 766.000 to Point/Station 736.000 **** PIPEFLOW TRAVEL TIME (Program estinated size) **** Upstrean point/station elevation - 105.S08(Ft.) Downstream point/station elevation = 98.468(Ft.) P(246820l£ngrtRepoits\DR/yN-FE\HYDRO Page 13 of 26 -^Printed'5/14/2015 S700P100.out Modified 5rt4/2015"^'57'3fr'Plii'PM*«!f Pipe length = 81.88(Ft.) Hanning's N • 6.613 No. of pipes = 1 Required pipe flow = 32.49e(CFS) Nearest conputed pipe dianeter = 21.00(In.) Calculated individual pipe flow - 32.490(CFS) Nornal flow depth In pipe - 12.86(In.) Flow top width Inside pipe = 20.46(In.) Critical depth could not be calculated. Pipe flow velocity - 21.05(Ft/s) Travel time through pipe » 0.86 min. Time of concentration (TC) - 5.83 min. Process from Point/Station 766.888 to Point/Station 736.888 •••* CONFLUENCE OF MINOR STREAMS **** Along Hain Stream number: 2 in normal stream number 2 Stream flow area = 5.900(Ac.) Runoff from this stream = 32.490(CFS) Tine of concentration - 5.83 nin. Rainfall intensity - 6.921(In/Hr) Sunmary of strean data: Strean No. Qnax(l) Qmax(2) Flow rate (CFS) 5.135 32.490 1.088 8.898 1.888 1.888 TC (nin) Rainfall Intensity (In/Hr) 6.89 5.83 6.212 6.921 866 888 8.846 * 1.888 * 5.135) 32.498) 5.135) 32.496) 34.298 36.833 Total of 2 streans to confluence: Flow rates before confluence point: 5.135 32.490 Maxiraura flow rates at confluence using above data: 34.298 36.833 Area of strearas before confluence: 0.950 5.900 Results of confluence: Total flow rate = 36.833(CFS) Tirae of concentration » 5.829 rain. Effective stream area after confluence - 6.850(Ac.) Process from Point/Station 736.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) ••*• Upstream point/station elevation = 98.406(Ft.) Downstream point/station elevation = 97.488(Ft.) Pipe length = 27.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.833(CFS) 742.000 P:\2468.20\EiigrtReports\DRAIN-FE\HYDRO Page 14 of 26 Printed 5/14, j " SyOOPIOOiout . Jig ""^•^ ZEff*'" Modified 5i\mW: nvpu PM Nearest computed pipe diaraeter - 24.0e(In.) Calculated Individual pipe flow - 36.833(CFS) Normal flow depth in pipe - 16.95(In.) Flow top width inside pipe - 21.87(In.) Critical depth could not be calculated. Pipe flow velocity - 15.55(Ft/s) Travel tirae through pipe = 0.03 rain. Tirae of concentration (TC) - 5.86 rain. Process from Point/Station 736.000 to Point/Station **•» CONFLUENCE OF MAIN STREAMS *•** The following data Inside Main Strean is listed: In Main Stream number: 2 Strean flow area - 6.850(Ac.) Runoff fron this strean - 36.833(CFS) Tine of concentration = 5.86 nin. Rainfall intensity - 6.899(In/Hr) Prograra is now starting with Main Streara No. 3 742.000 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- Process fron Point/Station 738.000 to Point/Station 739.000 •*** INITIAL AREA EVALUATION •*•* ] Decinal fraction soil group A = O.OOO Decinal fraction soil group B - 0.000 Decinal fraction soil group C - 0.000 Decinal fraction soil group D - 1.000 [INDUSTRIAL area type (General Industrial ) Inpervious value, Ai - 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 72.008(Ft.) Highest elevation = 110.700(Ft.) Lowest elevation = 109.700(Ft.) Elevation difference = 1.088(Ft.) Slope = 1.389 X INITIAL AREA TIHE OF CONCENTRATION CALCUUTIONS: The naxinun overland flow distance is 68.88 (Ft) for the top area slope value of 1.39 %, in a developnent type of General Industrial . In Accordance With Figure 3-3 Initial Area Tine of Concentration - 2.87 ninutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-e.8788)*( 68.688".5)/( 1.398"(l/3)]= 2.87 The initial area total distance of 72.66 (Ft.) entered leaves a renaining distance of 12.66 (Ft.) Using Figure 3-4, the travel time for this distance is 8.27 minutes for a distance of 12.88 (Ft.) and a slope of 1.39 % with an elevation difference of e.l7(Ft.) from the end of the top area Tt = [11.9*length(Hi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.274 Minutes Tt-[(11.9*0.0023"3)/( 0.17)]".385- 0.27 Total initial area Ti - 2.87 minutes from Figure 3-3 formula plus 0.27 rainutes from the Figure 3-4 formula = 3.15 minutes P:^2468,20£ngrtReports\DRAIN-FEWDRO Page 15 of 26 ..^-i^nntg3-5/14/2015 S700P100.out .^Jiij'jgM^'if -• ., ^ ^. "'i '-Hsi'l't -*!TOfiS?%/14/2015 3 57.4i;PMBM«E' Calculated TC of 3.148 minutes is less than 5 rainutes, resetting TC to 5.0 rainutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C - 0.870 Subarea runoff = 0.332(CFS) Total initial stream area - 0.050(Ac.) Process from Point/Station 739.000 to Point/Station 740.000 **** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION **** Top of Street segraent elevation - 109.700(Ft.) End of street segraent elevation = 105.008(Ft.) Length of street segraent = 477.888(Ft.) Height of curb above gutter flowline = 6.8(In.) Width of half street (curb to crown) = 17.e88(Ft.) Distance from crown to crossfall grade break = 18.888(Ft.) Slope from gutter to grade break (v/hz) = 8.828 Slope from grade break to crown (v/hz) = 6.828 Street flow is on [1] slde(s) of the street Distance from curb to property line = 13.e6e(Ft.) Slope from curb to property line (v/hz) = 6.628 Gutter width - 1.588(Ft.) Gutter hike from flowline - 1.580(In.) Hanning's N in gutter = 0.0150 Hanning's N frora gutter to grade break = 0.0180 Hanning's N frora grade break to crown - 0.0180 Estiraated raean flow rate at raidpolnt of street - 1.577(CFS) Depth of flow = 0.276(Ft.), Average velocity = 1.765(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 9.068(Ft.) Flow velocity = 1.76(Ft/s) Travel time = 4.50 min. TC = 7.65 min. Adding area flow to street Decinal fraction soil group A - 8.888 Decinal fraction soil group B = 8.888 Decinal fraction soil group C = 8.800 Decinal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Inpervious value, Ai - 0.950 Sub-Area C Value = 0.870 Rainfall intensity - 5.807(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C - 0.870 CA - 0.496 Subarea runoff = 2.547(CFS) for 8.528(Ac.) Total runoff = 2.879(CFS) Total area = 6.578(Ac.) Street flow at end of street - 2.879(CFS) Half street flow at end of street = 2.879(CFS) Depth of flow = 6.327(Ft.), Average velocity = 2.829(Ft/s) Flow width (from curb towards crown)- 11.611(Ft.) Process fron Point/Station 748.888 to Point/Station »*** PIPEFLOW TRAVEL TIHE (Program estimated size) ***» 742.888 P:\2468.20\EngrtReports\DRAIN-FE\HYDRO Page 16 of 26 Pnnted,'5/1i|/2015r STOOPIOCout , Modified Vl4}2015'3 57 41 PMPM Upstream point/station elevation = 98.6e0(Ft.) Downstream point/station elevation = 97.400(Ft.) Pipe length = 3.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.879(CFS) Nearest coraputed pipe dianeter = 9.00(In.) Calculated individual pipe flow = 2.879(CFS) Nornal flow depth in pipe = 3.90(In.) Flow top width inside pipe = 8.92(In.) Critical depth could not be calculated. Pipe flow velocity = 15.70(Ft/s) Travel tine through pipe = 0.00 nin. Tine of concentration (TC) = 7.66 min. Process from Point/Station 740.000 to Point/Station »*** CONFLUENCE OF MAIN STREAMS **** 742.000 The following data inside Main Stream is listed: In Hain Stream number: 3 Strean flow area - 0.570(Ac.) Runoff fron this stream - 2.879(CFS) Time of concentration = 7.66 min. Rainfall intensity - 5.805(In/Hr) Summary of streara data: Stream Flow rate TC Rainfall Intensity No. (CFS) (rain) (In/Hr) 1 33.238 12.35 4.265 2 36.833 5.86 6.899 3 2.879 7.66 5.805 Qraax(l) = 1.000 * 1.888 * 33.238) 4. 0.618 * 1.880 * 36.833) 4- 0.735 * 1.000 * 2.879) 4- = 58.121 Qnax(2) = 2.879) 4- = 1.000 * 0.474 • 33.238) 4- 1.000 * 1.000 * 36.833) 4- 1.000 * 0.765 • 2.879) + -54.803 Qmax(3) = 2.879) + - 1.000 • 0.620 * 33.238) 4- 0.841 • 1.000 * 36.833) 4- 1.888 * 1.000 * 2.879) 4- -54.478 Total of 3 main streams to confluence: Flow rates before confluence point: 33.238 36.833 2.879 Maximum flow rates at confluence using above data: 58.121 54.803 54.478 Area of streams before confluence: 9.390 6.850 0.570 Results of confluence: P;\2468.20\Engr\Reports\DRAIN-FBHYDRO Page 17 of 26 ^ .Pnnted4OTa015A?lfi^'=^'^^^^ Modified 5/14/2015 3 57 41 PM PM: * Total flow rate - 58.121(CFS) Tine of concentration = 12.349 nin. Effective strean area after confluence ie.810(Ac.) Process fron Point/Station 742.008 to Point/Station 786.888 **** PIPEFLOW TRAVEL TIHE (Progran estinated size) •••• Upstrean point/station elevation = 97.488(Ft.) Downstrean point/station elevation = 97.ee6(Ft.) Pipe length = 45.88(Ft.) Manning's N - 8.813 No. of pipes = 1 Required pipe flow = 58.121(CFS) Nearest computed pipe dianeter - 36.00(In.) Calculated individual pipe flow = 58.121(CFS) Normal flow depth in pipe - 27.33(In.) Flow top width inside pipe - 30.79(In.) Critical Depth - 29.62(In.) Pipe flow velocity = 10.10(Ft/s) Travel tirae through pipe - 0.07 rain. Tirae of concentration (TC) - 12.42 rain. Process frora Point/Station 742.866 to Point/Station **** CONFLUENCE OF MAIN STREAHS •**• 786.888 The following data inside Hain Streara is listed: In Hain Streara nuraber: 1 Streara flow area - 16.810{Ac.) Runoff fron this strean = 58.121(CFS) Tine of concentration = 12.42 nin. Rainfall intensity - 4.248(In/Hr) Progran is now starting with Main Strean No. 2 4-4-4-4-4-4 114 1114 Process fron Point/Station **** INITIAL AREA EVALUATION 782.000 to Point/Station **** 781.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 0.000 Deciraal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL (43.8 DU/A or Less ) Impervious value, Al - 8.888 Sub-Area C Value - 6.798 Initial subarea total flow distance = Highest elevation = 129.000(Ft.) Lowest elevation - 128.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.667 X INITIAL AREA TIHE OF CONCENTRATION CALCUUTIONS: The maxiraura overland flow distance is 75.00 (Ft) for the top area slope value of 1.67 X, in a developraent type of 43.0 DU/A or Less In Accordance With Figure 3-3 ] 60.090(Ft.) P:\2468OTngrtRepoitsORAIN-FE\HYDRO Page 18 of 26 'Printed:*5/14y2015 r; Modified 5/14/201535741 PMPM". Initial Area Time of Concentration - 4.07 minutes TC = [1.8*(l.l-C)»distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.7900)*( 75.000".5)/( 1.670"(l/3)]= 4.07 Calculated TC of 4.073 rainutes is less than 5 ninutes, resetting TC to 5.0 ninutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a lOO.O year storn E-ffective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 4.346(CFS) Total initial streara area = 0.720(Ac.) 4-4444-4-4-4-4+ Process from Point/Station 781.000 to Point/Station IMPROVED CHANNEL TRAVEL TIME **** 780.000 7.727(CFS) Upstream point elevation = 128.000(Ft.) Downstream point elevation = l24.500(Ft.) Channel length thru subarea = 250.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank - 5.000 Estimated mean flow rate at midpoint of channel Manning's 'N' - 0.018 Maxinun depth of channel = 2.000(Ft.) Flow(q) thru subarea = 7.727(CFS) Depth of flow = 0.2l3(Ft.), Average velocity = 3.273(Ft/s) Channel flow top width = 12.134(Ft.) Flow Velocity - 3.27(Ft/s) Travel tine - 1.27 min. Time of concentration = 5.35 min. Critical depth = 0.254(Ft.) Adding area flow to channel Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decinal fraction soil group C = 0.000 Decinal fraction soil group D - 1.888 [HIGH DENSITY RESIDENTIAL (43.8 DU/A or Less ) Inpervious value, Ai - 0.809 Sub-Area C Value = 0.798 Rainfall intensity = 7.318(In/Hr) for a 186.6 year storn Effective runoff coefficient used for total area (Q=KCIA) is C = 0.790 CA = 1.509 Subarea runoff = 6.696(CFS) for 1.198(Ac.) Total runoff = ll.e42(CFS) Total area = 1.918(Ac.) Depth of flow = 8.263(Ft.), Average velocity = 3.714(Ft/s) Critical depth = 0.316(Ft.) ] Process fron Point/Station 788.888 to Point/Station 784.000 *•** PIPEFLOW TRAVEL TIHE (Progran estinated size) Upstrean point/station elevation = 121.000(Ft.) Downstrean point/station elevation = 120.000(Ft.) Pipe length - 100.00(Ft.) Hanning's N - 0.013 No. of pipes - 1 Required pipe flow = 11.042(CFS) P:\2468.20\EngrtRepoitstlRAIN-FBHYDRO Page 19 of 26 __Pnnted'5/;1^015j^iii^ :-.^S700P100:o'utj|ii!^»»<»i^j''' ... •""TM'odiMOT/20153-57:41.PMPM- Nearest conputed pipe dianeter = 21.08(In.) Calculated individual pipe flow - 11.842(CFS) Normal flow depth in pipe - 12.91(In.) Flow top width inside pipe - 20.44(In.) Critical Depth = 14.86(In.) Pipe flow velocity - 7.12(Ft/s) Travel tirae through pipe = 0.23 min. Time of concentration (TC) = 5.58 min. 4-4-4-4-I Illll 1411 I 144 141 I l4-f4l I I 14- Process from Point/Station 784.100 to Point/Station 784.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Deciraal fraction soil group C - 0.000 Deciraal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Irapervious value, Al - 8.958 Sub-Area C Value - 8.878 Tirae of concentration - 5.58 rain. Rainfall Intensity = 7.118(In/Hr) for a 188.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 6.882 CA = 1.796 Subarea runoff = 1.743(CFS) for e.33e(Ac.) Total runoff = 12.784(CFS) Total area = 2.248(Ac.) Process fron Point/Station 784.888 to Point/Station 784.666 **** CONFLUENCE OF HINOR STREAHS **** Along Main Strean nunber: 2 in nornal strean number 1 Stream flow area = 2.246(Ac.) Runoff from this stream = 12.784(CFS) Time of concentration - 5.58 min. Rainfall intensity - 7.118(In/Hr) Process from Point/Station 785.666 to Point/Station **** INITIAL AREA EVALUATION ***• 785.100 Deciraal fraction soil group A - 0.000 Deciraal fraction soil group B - 0.000 Decinal fraction soil group C = 0.000 Decinal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value - 0.790 Initial subarea total flow distance Highest elevation = 129.000(Ft.) Lowest elevation = 128.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 60.000(Ft.) 1.667 % P:\246820\EngrtReportsSDRAIN-FE\HYDRO Page 20 of 26 ygjg" Pnnted 5/14/2015 STOOPIOOout Modified 5/14/2015 3 5741 PMPM INITIAL AREA TIME OF CONCENTRATION CALCUUTIONS: The maxinun overland flow distance is 75.00 (Ft) for the top area slope value of 1.67 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Tirae of Concentration - 4.07 minutes TC - [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.7900)*( 75.000".5)/( 1.670"(l/3)]- 4.07 Calculated TC of 4.073 ninutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storra Effective runoff coefficient used for area (Q-KCIA) is C = 0.790 Subarea runoff = 2.837(CFS) Total initial strean area = 0.470(Ac.) Process fron Point/Station 785.100 to Point/Station 785.200 **** IHPROVED CHANNEL TRAVEL TIME *••• Upstrean point elevation = 128.000(Ft.) Downstream point elevation = 124.500(Ft.) Channel length thru subarea = 360.000(Ft.) Channel base width = 10.000(Ft.) Slope or 'Z' of left channel bank = 5.000 Slope or 'Z' of right channel bank - 5.000 Estimated mean flow rate at nidpoint of channel = 10.957(CFS) Hanning's 'N' = 0.018 Maxinun depth of channel = 1.000(Ft.) Flow(q) thru subarea = 10.957(CFS) Depth of flow = 8.291(Ft.), Average velocity = 3.29e(Ft/s) Channel flow top width - 12.968(Ft.) Flow Velocity - 3.29(Ft/s) Travel tirae - 1.82 rain. Tine of concentration = 5.96 nin. Critical depth - e.316(Ft.) Adding area flow to channel Decinal fraction soil group A = 8.888 Decinal fraction soil group B = 8.880 Deciraal fraction soil group C = 8.888 Deciraal fraction soil group D = 1.888 [HIGH DENSITY RESIDENTIAL ] (43.6 DU/A or Less ) Irapervious value, Ai - 0.800 Sub-Area C Value - 0.790 Rainfall Intensity - 6.869(In/Hr) for a 100.0 year storra E-ffective runoff coefficient used for total area (Q-KCIA) is C = 0.790 CA = 2.765 Subarea runoff = 16.157(CFS) for 3.030(Ac.) Total runoff = 18.994(CFS) Total area = 3.500(Ac.) Depth of flow = 8.399(Ft.), Average velocity - 3.967(Ft/s) Critical depth = 0.445(Ft.) Process from Point/Station 785.200 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) *••• 748.888 P:\2468.20egrtReports\DRAIN-FE\HYDRO Page 21 of 26 . Pnnted''5/14/20lV'" • :•• Mdaifie'd;5/14/2015 3 57 41 PM PM Upstreara point/station elevation = 121.8e0(Ft.) Downstream point/station elevation = 120.500(Ft.) Pipe length = 40.88(Ft.) Hanning's N - 8.813 No. of pipes - 1 Required pipe flow = 18.994(CFS) Nearest coraputed pipe dianeter = 24.8e(In.) Calculated individual pipe flow = 18.994(CFS) Nornal flow depth in pipe = 15.52(In.) Flow top width inside pipe = 22.95(In.) Critical Depth = 18.81(In.) Pipe flow velocity - 8.84(Ft/s) Travel tine through pipe = 8.88 nin. Tine of concentration (TC) = 5.97 nin. IIXXXXXXX Process fron Point/Station •••* SUBAREA FLOW ADDITION ***• 749.000 to Point/Station 748.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.888 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai - 8.958 Sub-Area C Value = 8.870 Tine of concentration - 5.97 min. Rainfall intensity - 6.813(In/Hr) for a 100.0 year storn E-ffective runoff coefficient used for total area (Q-KCIA) is C = 0.797 CA = 3.052 Subarea runoff = 1.801(CFS) for 0.330(Ac.) Total runoff = 20.795(CFS) Total area = 3.838(Ac.) Process from Point/Station 748.888 to Point/Station 784.888 **** PIPEFLOW TRAVEL TIME (Program estinated size) **** Upstrean point/station elevation = 120.500(Ft.) Downstrean point/station elevation = 120.000(Ft.) Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.795(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 20.795(CFS) Nornal flow depth in pipe = 15.77(In.) Flow top width inside pipe = 22.78(In.) Critical Depth = 19.61(In.) Pipe flow velocity = 9.49(Ft/s) Travel tine through pipe - 0.06 nin. Tine of concentration (TC) = 6.03 min. Process from Point/Station 784.000 to Point/Station **•* CONFLUENCE OF MINOR STREAMS **** 784.000 P:\2468.20Cngi\Reports«)RAIN-FE\HYDRO Page 22 of 26 .: PrintedF5/14/201? ~ S700P100.out -Modified. 5/14/2015>3-S|^^Mj|^^M Along Main Stream nuraber: 2 in normal strean number 2 Strean flow area = 3.830(Ac.) Runoff frora this strean « 20.795(CFS) Tine of concentration = 6.03 min. Rainfall intensity = 6.768(In/Hr) Summary of streara data: Strean No. 1 2 Qnax(l) Flow rate (CFS) 12.784 20.795 Qnax(2) 000 000 0.951 1.000 TC (nin) .58 .03 1.000 0.925 1.000 1.000 Rainfall Intensity (In/Hr) .118 ,768 12.784) 20.795) 12.784) 20.795) 32.016 32.950 Total of 2 Streans to confluence: Flow rates before confluence point: 12.784 20.795 Maxinun flow rates at confluence using above data: 32.016 32.950 Area of streans before confluence: 2.240 3.830 Results of confluence; Total flow rate • 32.950(CFS) Time of concentration = 6.034 min. Effective streara area after confluence = 6.070(Ac.) Process frora Point/Station 784.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **•* Upstream point/station elevation = 120.000(Ft.) Downstream point/station elevation = 97.866(Ft.) Pipe length . 5e8.88(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 32.950(CFS) Nearest conputed pipe diameter = 21.00(In.) Calculated individual pipe flow = 32.950(CFS) Nomal flow depth in pipe = 16.66(In.) Flow top width inside pipe = 17.00(In.) Critical depth could not be calculated. Pipe flow velocity - 16.10(Ft/s) Travel tirae through pipe - 0.52 min. Tirae of concentration (TC) = 6.55 min. Process from Point/Station 784.000 to Point/Station **•* CONFLUENCE OF MAIN STREAMS **** The following data inside Main Streara is listed: In Main Stream number: 2 786.000 786.000 P:\2468.20\EngriRepoits\DRAIN-FE\HYDRO Page 23 of 26 S700P100outi|k.|^ stream flow area - 6.878(Ac.) Runoff frora this streara = 32.950(CFS) Time of concentration - 6.55 nin. Rainfall intensity - 6.418(In/Hr) Summary of streara data: 20T5 3 57 41 PMPM Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 58.121 32.950 12.42 6.55 4.248 6.418 Qmax(l) Qmax(2) - 1.000 0.662 008 888 1.886 1.000 0.527 1.088 58.121) 32.950) 58.121) 32.950) 4- 4- -79.930 63.602 Total of 2 main streams to confluence: Flow rates before confluence point: 58.121 32.950 Haxiraura flow rates at confluence using above data: 79.930 63.602 Area of streans before confluence: 16.810 6.070 Results of confluence: Total flow rate - 79.930(CFS) Tine of concentration = 12.423 nin. Effective strean area after confluence 22.880(AC.) Process fron Point/Station 786.000 to Point/Station 788.000 **** PIPEFLOW TRAVEL TIHE (Progran estimated size) •••• Upstrean point/station elevation = 97.000(Ft.) Downstrean point/station elevation - 96.500(Ft.) Pipe length - 42.00(Ft.) Hanning's N = 8.813 No. of pipes = 1 Required pipe flow - 79.93e(CFS) Nearest computed pipe diameter - 39.e8(ln.) Calculated Individual pipe flow - 79.93e(CFS) Normal flow depth in pipe = 28.59(In.) Flow top width inside pipe - 34.58(In.) Critical Depth = 33.7e(In.) Pipe flow velocity = 12.27(Ft/s) Travel tine through pipe - 8.86 nin. Tine of concentration (TC) = 12.48 nin. Process fron Point/Station 786.000 to Point/Station 788.000 ***• CONFLUENCE OF HINOR STREAHS ***' Along Main Strean nunber: 1 in nornal strean nunber 1 P:\2468.20\Engi«eports\DRAIN-FEWDRO Page 24 of 26 ^^i^.'"' . -..V-..,*-;s7o6pio6;out;. :-< : •••^s•r••^•|f^TLTI Pnnled^14/20t5 "li^." "-'Modified 5/14/2015f57 41 "PMPM" stream flow area = 22.880(Ac.) Runoff from this stream - 79.930(CFS) Tine of concentration - 12.48 min. Rainfall intensity « 4.236(In/Hr) 44-44444444 II I |. f44-4-4-4-4-4-4-4-4-4-4-4-4-4-44-4-4-4-4-4-4-4-4-4-4-4-4-4-4-44-4-4-4-4-4-4-4-4-4-4-4-4-4-4-44- Process fron Point/Station 787.000 to Point/Station 788.000 **»* INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decinal fraction soil group B > O.OOO Decinal fraction soil group C - 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Inpervious value, Ai = 0.100 Sub-Area C Value - 0.410 Initial subarea total flow distance = 180.000(Ft.) Highest elevation = 98.000(Ft.) Lowest elevation - 96.086(Ft.) Elevation difference - 2.866(Ft.) Slope - 1.111 % INITIAL AREA TIHE OF CONCENTRATION CALCULATIONS: The naxinun overland flow distance is 70.00 (Ft) for the top area slope value of 1.11 %, in a developnent type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Tine of Concentration - 10.04 ninutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.4100)*( 70.088".5)/( 1.118"(l/3)]= 18.84 The initial area total distance of 188.88 (Ft.) entered leaves a renaining distance of 116.00 (Ft.) Using Figure 3-4, the travel tine for this distance is 1.65 ninutes for a distance of 110.00 (Ft.) and a slope of 1.11 X with an elevation difference of 1.22(Ft.) fron the end of the top area Tt = [H.9*length(Hl)"3)/(elevation change(Ft.))]".385 *60(nin/hr) 1.648 Hinutes Tt-[(11.9*0.0208"3)/( 1.22)]".385= 1.65 Total initial area Ti = 10.04 ninutes from Figure 3-3 formula plus 1.65 minutes fron the Figure 3-4 formula = 11.68 ninutes Rainfall intensity (I) = 4.419(In/Hr) for a 100.0 year stom Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 3.153(CFS) Total initial stream area = 1.748(Ac.) I I I I I I I I I I I I > 4444-4-4-4-4-++4-4-4-4-4-4-4-4-4-H4-4-44-44 4 t I I I I I I I I I I I I I I I Process from Point/Station 787.000 to Point/Station **•* CONFLUENCE OF MINOR STREAMS *••* Along Main Strean nunber: 1 in nornal stream number 2 Stream flow area - 1.740(Ac.) Runoff frora this strean = 3.153(CFS) Tine of concentration = 11.68 nin. Rainfall intensity = 4.419(In/Hr) Sunmary of strean data: 788.000 P:C468.20\&igi\Reports\DRAIN-FE\HYDRO Page 25 of 26 Printed 5/14C015». -S700P100.bui°""=" 'Mo<SS^5lfAfilf]5 3 57-41 PM PM Strean No. 1 2 Qnax(l) Flow rate (CFS) TC (nin) Rainfall Intensity (In/Hr) 79.930 3.153 12.48 11.68 236 419 Qnax(2) = 1.000 0.958 1.080 1.000 1.000 1.000 0.936 1.006 79.936) 3.153) 79.938) 3.153) 82.952 77.985 Total of 2 streams to confluence: Flow rates before confluence point: 79.938 3.153 Maxinun flow rates at confluence using above data: 82.952 77.985 Area of streans before confluence: 22.888 1.748 Results of confluence: Total flow rate = 82.952(CFS) Tine of concentration - 12.488 nin. Effective stream area after confluence = 24.620(Ac.) Process from Point/Station 788.008 to Point/Station *»•* SUBAREA FLOW ADDITION ••** 788.000 Decinal fraction soil group A = 0.000 Decinal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Deciraal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] (Permanent Open Space ) Irapervlous value, Ai = 0.000 Sub-Area C Value - 0.358 The area added to the existing stream causes a a lower flow rate of Q - 79.324(CFS) therefore the upstrean flow rate of Q = 82.952(CFS) is being used Tine of concentration = 12.48 nin. Rainfall intensity = 4.236(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.761 CA = 18.728 Subarea runoff = 8.886(CFS) for 8.668(Ac.) Total runoff - 82.952(CFS) Total area = 24.62e(Ac.) End of coraputations, total study area = 24.628 (Ac.) P:\2468.20\EngrtReports\DRAIN™YDRO Page 26 of 26 APPENDIX 4 Detention Basin Routing Analysis 62.50 56.25 50.00 _ 43.75 37.50 31.25 o 25.00 a. 18.75 12.50 6.25 0.00 1.750 1.500 1.250 ra 1.000 0) c 0.750 1 0.500 0.250 0.000 111.00 110.00 109.00 108.00 5 107.00 106.00 0) UJ 105.00 104.00 103.00 102.00 300 600 900 1500 Time (min) 1800 2700 I— 1 - EXIO - Flow (Total In) — 1 - EXIO - Flow (Totai Out) — 1 - EXIO - Volume — 1 - EXIO - Elevation QC-Basin 1 Project Summary Title (3C-Basinl Engineer PDC Company PDC Date 3/12/2015 Notes cm Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack VBi POCI.ppc Center [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 1 of 27 Watertown, CT 06795 USA 4-1-203-755-1666 Table of Contents Master Network Summary 2 CM-1 Read Hydrograph 3 1 Elevation-Area Volume Curve ^ Volume Equations 5 Outlet#l 1(IN) 1 (OUT) 1(IN) Outlet Input Data 6 Composite Rating Curve 8 Elevatlon-Volume-Flow Table (Pond) Level Pool Pond Routing Summary Pond Routed Hydrograph (total out) Pond Inflow Summary 26 # QC-Basin 1 Subsection: Master Network Summary Catchments Summary Lal3el Scenario Return Event (years) Hydrograph Volume (ac-ft) Time to Peak (min) Peak Flow (ftVs) CM-1 EXIO 2.194 245.000 55.10 Node Summary Scenario Return , Event (years) Hydrograph Volume (ac-ft) Time to Peak (min) Peak Flow (ftVs) O-l EXIO 2.194 272.000 3.99 Pond Summary Ijbel Scenario Return Event (years) •Hydrograph ' Volume •i'(ac-ft) Time to Peak (min) Peak Flow (ftVs) Maximum water J,tf#?l'i Elevation (ft) Maximum Pond Storage (ac-ft) 1(IN) 1 (OUT) EXIO EXIO 0 0 2.194 2.194 245.000 272.000 55.10 3.99 (N/A) 110.20 (N/A) 1.583 POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 SienDon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.61] Page 2 of 27 QC-BasIn 1 Subsection: Read Hydrograph Label: Civ|-l Return Event: 100 years Storm Event: # Peak Discharge 55.10 ftVs Time to Peak 245.000 min Hydrograph Volume 2.194 ac-ft HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 7.000 min Time on left represents time fbr first value in each row. Time -- (min) : - Flow "(ftVs) Flow (ftVs) 'i-.Flow . : -Flow } • (ftVs)'" Ftow (ftVs) 0.000 0.00 1.60 1.60 1.70 1.70 35.000 1.70 1.80 1.80 1.80 1.90 70.000 1.90 2.00 2.00 2.10 2.20 105.000 2.30 2.30 2.40 2.50 2.60 140.000 2.70 2.90 2.90 3.20 3.30 175.000 3.60 3.70 4.10 4.40 5.00 210.000 5.50 6.70 7.60 11.20 16.90 245.000 55.10 8.90 6.00 4.70 3.90 280.000 3.40 3.00 2.80 2.50 2.40 315.000 2.20 2.10 2.00 1.90 1.80 350.000 1.70 1.60 0.00 (N/A) (N/A) m POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSI [08.11.01.51] Page 3 of 27 QC-Basin 1 Subsection: Label: 1 Elevation-Area Volume Curve Return Event: 100 years Storm Event: Elevation (ft) Planimeter (ft,^) Area (ft^) Al+A2+sqr*.s, (Ai*A2) • r Volume (ac-ft); Volume (Total) (ac-ft) 1 102.50 0.0 9.880 0.000 0.000 0.000 103.50 0.0 1,740.450 1,881.462 0.014 0.014 105.00 0.0 1,854.050 5,390.852 0.062 0.076 106.00 0.0 4,330.000 9,017.429 0.069 0.145 107.00 0.0 8,771.000 19,263.664 0.147 0.293 108.00 0.0 17,096.100 38,112.503 0.292 0.584 110.00 0.0 22,060.800 58,577.344 0.897 1.481 112.00 0.0 28,558.100 75,718.990 1.159 2.640 POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 4 of27 QC-Basin 1 Subsection: Volume Equations Label: 1 Return Event: 100 years Storm Event: # Pond Volume Equations * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2 - Ell) * (Areal -•• Area2 + sqr(Areal * AreaZ)) where: ELI, EL2 Lower and upper elevations of the increment Areal, Area2 Areas computed for ELI, EL2, respectively Volume Incremental volume between ELI and EL2 # POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755-1666 Bentley PondPack VBi [08.11.01.51] Page 5 of 27 ii QC-Basin 1 Subsection: Outlet Input Data Label: Outlet* 1 Return Event: 100 years Storm Event: Requested Pond Water Surface Elevations Minimum (Headwater) 102.50 ft Increment (Headwater) 0.10 ft Maximum (Headwater) 112.00 ft Outlet Connectivity Structure ilype Outlet ID Direction Outfall El • E2 Direction (ft) (ft) Orifice-Circular Orifice -1 Fonward TW 102.50 112.00 Orifice-Circular Orifice - 2 Forward TW 108.00 112.00 Rectangular Weir Weir -1 Forward TW 110.00 112.00 Tailwater Settings Tailwater (N/A) (N/A) POd.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [OS.11.01.61] Page 6 of 27 QC-BasIn 1 Subsection: Outlet Input Data Label: Outlet* 1 Return Event: 100 years Storm Event: # Structure ID: Orifice -1 Structure Type: Orifice-Circular Number of Openings Elevation Orifice Diameter Orifice Coefficient 102.50 ft 3.3 In 0.670 Structure ID: Weir-1 Structure Type: Rectangular Weir Number of Openings Elevation Weir Length Weir Coefficient 110.00 ft 9.20 ft 3.00 (ft''0.5)/s Structure ID: Orifice-2 Structure Type: Orifice-Circular Number of Openings Elevation Orifice Diameter Orifice Coefficient 108.00 ft 4.0 In 0.670 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 30 Tailwater Tolerance 0.01ft (Minimum) 0.01ft Tailwater Tolerance 0.50 ft (Maximum) 0.50 ft Headwater Tolerance 0.01ft (Minimum) 0.01ft Headwater Tolerance 0.50 ft (Maximum) 0.50 ft Flow Tolerance (Minimum) 0.001 ft3/s Row Tolerance (Maximum) 10.000 ftVs # POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 7 of 27 Subsection: Composite Rating Curve Label: Outlet* 1 QC-Basin 1 Return Event: 100 years Storm Event: Composite Outflow Summary Water Surface . Elevation : (ft) Flow (ftVs) Tailvvalef Elevation (ft) -4 If Convergence Error ^^^^^^^^ 1 102.50 0.00 (N/A) 0.00 102.60 0.02 (N/A) 0.00 102.70 0.06 (N/A) 0.00 102.80 0.13 (N/A) 0.00 102.90 0.16 (N/A) 0.00 103.00 0.19 (N/A) 0.00 103.10 0.22 (N/A) 0.00 103.20 0.24 (N/A) 0.00 103.30 0.26 (N/A) 0.00 103.40 0.28 (N/A) 0.00 103.50 0.30 (N/A) 0.00 103.60 0.31 (N/A) 0.00 103.70 0.33 (N/A) 0.00 103.80 0.34 (N/A) 0.00 103,90 0.36 (N/A) 0.00 104.00 0.37 (N/A) 0.00 104.10 0.39 (N/A) 0.00 104.20 0.40 (N/A) 0.00 104.30 0.41 (N/A) 0.00 104.40 0.42 (N/A) 0.00 104.50 0.44 (N/A) 0.00 104.60 0.45 (N/A) 0.00 104.70 0.46 (N/A) 0.00 104.80 0.47 (N/A) 0.00 104.90 0.48 (N/A) 0.00 105.00 0.49 (N/A) 0.00 105.10 0.50 (N/A) 0,00 105.20 0.51 (N/A) 0.00 105.30 0.52 (N/A) 0.00 105.40 0.53 (N/A) 0.00 105.50 0.54 (N/A) 0.00 105.60 0.55 (N/A) 0.00 105.70 0.56 (N/A) 0.00 105.80 0.57 (N/A) 0.00 105.90 0.58 (N/A) 0.00 106.00 0.59 (N/A) 0.00 106.10 0.59 (N/A) 0.00 106.20 0.60 (N/A) 0.00 106.30 0.61 (N/A) 0.00 106.40 0.62 (N/A) 0.00 106.50 0.63 (N/A) 0.00 106.60 0.64 (N/A) 0.00 106.70 0.64 (N/A) 0.00 POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSI [08.11.01.51] Page 8 of 27 Subsection: Composite Rating Curve Label: Outlet*l QC-Basin 1 Return Event: 100 years Storm Event: # Composite Outflow Summary Water Surface Flov9 - Elevation (fts/s) (ft) POCI.ppc 3/12/2015 Tallvrater Elevation iMiiiiiili Convergence Error (ft) 106.80 0.65 (N/A) 0.00 106.90 0.66 (N/A) 0.00 107.00 0.67 (N/A) 0.00 107.10 0.67 (N/A) 0.00 107.20 0.68 (N/A) 0.00 107.30 0.69 (N/A) 0.00 107.40 0.70 (N/A) 0.00 107.50 0.70 (N/A) 0.00 107.60 0.71 (N/A) 0.00 107.70 0.72 (N/A) 0.00 107.80 0.73 (N/A) 0.00 107.90 0.73 (N/A) 0.00 108.00 0.74 (N/A) 0.00 108.10 0.76 (N/A) 0.00 108.20 0.82 (N/A) 0.00 108.30 0.90 (N/A) 0.00 108.40 0.99 (N/A) 0.00 108.50 1.04 (N/A) 0.00 108.60 1.09 (N/A) 0.00 108.70 1.13 (N/A) 0.00 108.80 1.17 (N/A) 0.00 108.90 1.20 (N/A) 0.00 109.00 1.23 (N/A) 0.00 109.10 1.26 (N/A) 0.00 109.20 1.29 (N/A) 0.00 109.30 1.32 (N/A) 0.00 109.40 1.35 (N/A) 0.00 109.50 1.38 (N/A) 0.00 109.60 1.40 (N/A) 0.00 109.70 1.43 (N/A) 0.00 109.80 1.45 (N/A) 0.00 109.90 1.48 (N/A) 0.00 110.00 1.50 (N/A) 0.00 110.10 2.40 (N/A) 0.00 110.20 4.02 (N/A) 0.00 110.30 6.10 (N/A) 0.00 110.40 8.57 (N/A) 0.00 110.50 11.37 (N/A) 0.00 110.60 14.46 (N/A) 0.00 110.70 17.82 (N/A) 0.00 110.80 21.42 (N/A) 0.00 110.90 25.26 (N/A) 0.00 111.00 29.31 (N/A) 0.00 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 I Bentley PondPack VSI [08.11.01.51] Page 9 of 27 Subsection: Composite Rating Curve Label: Outlet*l QC-Basin 1 Return Event: 100 years Storm Event: Composite Outflow Summary Water Surface Flow Elevation (ftVs) lliililliill^^^^ • • Tailwater Elevation (ft) Convergence Error (ft) 111.10 33.57 (N/A) 0.00 111.20 38.03 (N/A) 0.00 111.30 42.68 (N/A) 0.00 111.40 47.51 (N/A) 0.00 111.50 52.51 (N/A) 0.00 111.60 57.68 (N/A) 0.00 111.70 63.02 (N/A) 0.00 111.80 68.51 (N/A) 0.00 111.90 74.16 (N/A) 0.00 112.00 79.96 (N/A) 0.00 Contributing Structures None Contributing Orifice -1 Orifice -1 Orifice -1 Orifice • Orifice • Orifice • Orifice • Orifice Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice Orifice • Orifice • Orifice - Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSI [08.11.01.51] Page 10 of 27 QC-Basin 1 Subsection: Composite Rating Curve Label: Outlet* 1 Return Event: 100 years Stonn Event: Composite Outflow Summary . , Contributing Structures Orifice -1 Orifice -1 Orifice -1 Orlffce -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice • 1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice 1 Orifice •1 Orifice • 1 Orifice • 1 Orifice • 1 Orifice • 1 Orifice • 1 Orifice • 1 Orifice -1 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 -1- Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 # POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSI [08.11.01.51] Page 11 of 27 QC-Basin 1 Subsection: Composite Rating Curve Label: Outlet*l Return Event: 100 years Storm Event: Composite Outflow Summary Contributing Structures Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 -1- Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 H- Orifice -2 -1- Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice-1 + Orifice -2-1-Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 -I- Orifice -2 -1- Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 Orifice -1 + Orifice -2 -1- Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 Orifice -1 -I- Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 12 of 27 QC-Basin 1 Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Retum Event: 100 years Storm Event: # Infiltration Infiltration Metiiod (Computed) No Infiltration Initial Conditions Elevation (Water Surface, Initial) Volume (Initial) Flow (Initial Outlet) Ftow (Initial Infiltration) Ftow (Initial, Total) Time Increment 102,50 ft 0.000 ac-ft 0.00 ftVs 0.00 ftVs 0.00 ft3/s 1.000 min POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Elevation (ft) Outflow (ftVs) Storage (ac-ft) Area (m Infiltration Flow (Total) ms) 2S/t -I- 0 (ftVs) 102.50 0,00 0.000 9.880 0.00 0.00 0.00 102.60 0.02 0.000 49.011 0.00 0.02 0.11 102.70 0.06 0.000 117.903 0.00 0.06 0.42 102.80 0.13 0.001 216.557 0.00 0.13 1.04 102.90 0.16 0.001 344.972 0.00 0.16 2.00 103.00 0.19 0.002 503.149 0.00 0.19 3.43 103.10 0.22 0.004 691.086 0.00 0.22 5.44 103.20 0.24 0.005 908.785 0.00 0.24 8.12 103.30 0.26 0.008 1,156.245 0.00 0.26 11.58 103.40 0.28 0.011 1,433.467 0.00 0.28 15.90 103.50 0.30 0.014 1,740.450 0.00 0.30 21.20 103.60 0.31 0.018 1,747.912 0.00 0.31 27.03 103.70 0.33 0.022 1,755.389 0.00 0.33 32.89 103.80 0.34 0.026 1,762.883 0.00 0.34 38.77 103.90 0.36 0.031 1,770.392 0.00 0.36 44.67 104.00 0.37 0.035 1,777.918 0.00 0.37 50.60 104.10 0.39 0.039 1,785.459 0.00 0.39 56.55 104.20 0.40 0.043 1,793.016 0.00 0.40 62.53 104.30 0.41 0.047 1,800.590 0.00 0.41 68.53 104.40 0.42 0.051 1,808.179 0.00 0.42 74.56 104.50 0.44 0.055 1,815.784 0.00 0.44 80.61 104.60 0.45 0.059 1,823.406 0.00 0,45 86.68 104.70 0.46 0.064 1,831.043 0.00 0.46 92.79 104.80 0.47 0.068 1,838.696 0.00 0.47 98.91 104.90 0.48 0.072 1,846.365 0.00 0.48 105.07 105.00 0.49 0.076 1,854.050 0.00 0.49 111.24 105.10 0.50 0.081 2,055.089 0.00 0.50 117.77 105.20 0.51 0.086 2,266.473 0.00 0.51 124.98 105.30 0.52 0.091 2,488.204 0.00 0.52 132.91 # Bentley PondPack VSi [08.11.01.51] Page 13 of 27 (1 QC-Basin 1 Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Retum Event; 100 years Storm Event: Elevatton (ft) 105.40 105.50 105.60 105.70 105.80 105.90 106.00 106.10 106.20 106.30 106.40 106.50 106.60 106.70 106.80 106.90 107.00 107.10 107.20 107.30 107.40 107,50 107.60 107.70 107.80 107.90 108.00 108.10 108.20 108.30 108.40 108.50 108.60 108.70 108.80 108.90 109.00 109.10 109.20 109.30 109.40 109.50 109.60 Outflow (ftB/s) 0.53 0.54 0.55 0.56 0.57 0.58 0.59 0.59 0.60 0.61 0.62 0.63 0.64 0.64 0.65 0.66 0.67 0.67 0.68 0.69 0.70 0,70 0.71 0.72 0.73 0.73 0.74 0.76 0.82 0.90 0.99 1.04 1.09 1.13 1.17 1.20 1.23 1.26 1.29 1.32 1.35 1.38 1.40 Storage (ac-ft) 0.097 0.104 0.111 0.118 0.127 0.136 0.145 0.156 0.167 0.179 0,192 0.206 0.221 0.238 0.255 0.273 0.293 0.314 0.336 0.361 0.387 0.415 0.444 0.476 0.510 0.546 0.584 0.624 0.664 0.704 0.746 0.787 0.830 0.872 0.916 0.960 1.004 1.049 1.095 1.141 1.188 1.235 1.283 Area (ft2) 2,720.280 2,962.702 3,215.470 3,478.584 3,752.043 4,035.849 4,330.000 4,704.290 5,094.093 5,499.409 5,920.239 6,356.582 6,808.439 7,275.809 7,758.693 8,257.090 8,771.000 9,479.644 10,215.813 10,979.508 11,770.729 12,589.476 13,435.749 14,309.548 15,210.873 16,139.724 17,096.100 17,329.324 17,564.129 17,800.513 18,038.478 18,278.023 18,519.147 18,761.852 19,006.137 19,252.002 19,499.447 19,748.472 19,999.077 20,251.262 20,505.027 20,760.373 21,017.298 Infiltration ms) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 FlowCTotal) • (ftVs) 0.53 0.54 0.55 0.56 0.57 0.58 0.59 0.59 0.60 0.61 0.62 0.63 0.64 0.64 0.65 0.66 0.67 0.67 0.68 0.69 0.70 0.70 0.71 0.72 0.73 0.73 0.74 0.76 0.82 0.90 0.99 1.04 1.09 1.13 1.17 1.20 1.23 1.26 1.29 1.32 1.35 1.38 1.40 2S/t + O ms) ; 141.59 151.07 161.38 172.54 184,60 197.58 211.53 226.59 242.93 260.59 279.62 300.09 322.04 345.51 370.57 397.27 425.65 456.07 488.90 524.22 562.14 602.74 646.11 692.36 741.56 793.81 849.20 906.60 964.81 1,023.83 1,083.65 1,144.23 1,205.61 1,267.78 1,330.76 1,394.56 1,459.18 1,524.62 1,590.90 1,658.01 1,725.97 1,794.77 1,864.42 POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 14 of 27 QC-Basin 1 Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Return Event: 100 years Storm Event: • Elevation (ft) 109.70 109.80 109.90 110.00 110.10 110.20 110.30 110.40 110.50 110.60 110.70 110.80 110.90 111.00 111.10 111.20 111.30 111.40 111.50 111.60 111.70 111.80 111.90 112.00 Outflow ms) 1.43 1.45 1.48 1.50 2.40 4.02 6.10 8.57 11.37 14.46 17.82 21.42 25.26 29.31 33.57 38.03 42.68 47.51 52.51 57.68 63.02 68.51 74.16 79.96 Storage Area Inflitration Flow (Total) 2S/t + 0 (ac-ft) • ms) (ftVs) ms) 1,332 21,275.803 0.00 1.43 1,934,94 1,381 21,535.889 0.00 1.45 2,006,31 1.430 21,797.554 0.00 1.48 2,078,56 1,481 22,060.800 0.00 1.50 2,151.68 1.532 22,365.776 0.00 2.40 2,226.62 1.584 22,672.845 0.00 4.02 2,303.30 1.636 22,982.008 0.00 6.10 2,381.48 1.689 23,293.265 0.00 8,57 2,461.07 1.743 23,606.615 0.00 11.37 2,542.04 1.797 23,922.059 0.00 14.46 2,624.34 1.853 24,239.596 0.00 17.82 2,707.97 1.909 24,559.227 0.00 21.42 2,792.90 1,965 24,880.952 0.00 25.26 2,879.14 2,023 25,204.770 0.00 29.31 2,966.67 2,081 25,530.682 0.00 33.57 3,055.49 2,140 25,858.687 0.00 38.03 3,145.59 2.200 26,188.786 0.00 42.68 3,236.99 2.260 26,520.979 0.00 47.51 3,329.66 2.322 26,855.265 0.00 52.51 3,423.63 2.384 27,191.645 O.OO 57.68 3,518.88 2.447 27,530.118 0.00 63.02 3,615.42 2.510 27,870.685 0.00 68.51 3,713.24 2.575 28,213.346 0.00 74.16 3,812.37 2.640 28,558.100 0.00 79.96 3,912.78 POCLppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 15 of 27 QC-Basin 1 Subsection: Level Pool Pond Routing Summary Label: 1 (IN) Return Event: 100 years Storm Event: Infiltration Infiltration Method (Computed) No Infiltration Initial Conditions Elevation (Water Surface, Initial) Volume (Initial) Flow (Initial Outiet) Flow (Initial Infiltration) Flow (Initial, Total) Time Increment 102.50 ft 0.000 ac-ft 0.00 ftVs 0.00 ft3/s 0.00 ftVs 1.000 min Inflow/Outflow Hydrograph Summary Flow (Peak In) 55.10 fts/s Time to Peak (Flow, In) 245.000 min Flow (Peak Outiet) 3.99 ftVs Time to Peak (Flow, Outiet) 272.000 min Elevation (Water Surface, Peak) Volume (Peak) Mass Balance (ac-ft) Volume (Initial) Volume (Total Inflow) Volume (Total Infiltration) Volume (Total Outlet Outflow) Volume (Retained) Volume (Unrouted) Error (Mass Balance) 110.20 ft 1.583 ac-ft 0.000 ac-ft 2.194 ac-ft 0.000 ac-ft 2.194 ac-ft 0.000 ac-ft 0.000 ac-ft 0.0 % POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 S'lemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 16 of 27 QC-Basin 1 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: Peak Discharge Time to Peak Hydrograph Volume 3.99 ftVs 272.000 min 2.194 ac-ft HYDROGRAPH ORDINATES (fl'/s) Output Time Increment = 1.000 min Time on left represents time for first value in each row. POCI.ppc 3/12/2016 Time Flow Flow Flow Flow Flow (min) ms) (ftVb) ms) ms) ms) 0.000 0,00 0.03 0.11 0.16 0.18 5.000 0.21 0.23 0.25 0.26 0.27 10.000 0.28 0.29 0.30 0.31 0.32 15.000 0.32 0.33 0.34 0.34 0.35 20.000 0.36 0.36 0.37 0.37 0.38 25.000 0.39 0.39 0.40 0.40 0.41 30.000 0.41 0.42 0.42 0.43 0.43 35.000 0.44 0.44 0.45 0.45 0.46 40.000 0.46 0.47 0.47 0.48 0.48 45.000 0.49 0.49 0.49 0.50 0.50 50.000 0.51 0.51 0.51 0.52 0.52 55.000 0.52 0.53 0.53 0.53 0.53 60.000 0.54 0.54 0.54 0.54 0.55 65.000 0.55 0.55 0.55 0.56 0.56 70.000 0.56 0.56 0.56 0.57 0.57 75.000 0.57 0.57 0.57 0.58 0.58 80.000 0.58 0.58 0.58 0.58 0.59 85.000 0.59 0.59 0.59 0.59 0.59 90.000 0.60 0.60 0.60 0.60 0.60 95.000 0.60 0.61 0.61 0.61 0.61 100.000 0.61 0.61 0.61 0.62 0.62 105.000 0.62 0.62 0.62 0.62 0.62 110.000 0.63 0.63 0.63 0.63 0.63 115.000 0.63 0.63 0.63 0.64 0.64 120.000 0.64 0.64 0.64 0.64 0.64 125.000 0.64 0.65 0.65 0.65 0.65 130.000 0.65 0.65 0.65 0.65 0.65 135.000 0.66 0.66 0.66 0.66 0.66 140.000 0.66 0.66 0.66 0.66 0.67 145.000 0.67 0,67 0.67 0.67 0.67 150.000 0.67 0,67 0.67 0.68 0.68 155.000 0.68 0,68 0.68 0.68 0.68 160.000 0.68 0.68 0.69 0.69 0.69 165.000 0.69 0.69 0.69 0.69 0.69 170.000 0.69 0.69 0.70 0.70 0.70 175.000 0.70 0.70 0.70 0.70 0.70 180,000 0.70 0.71 0.71 0.71 0.71 BenUey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 17 of 27 QC-Basin 1 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: G HYDROGRAPH ORDINATES (ft'/s) Output Time Increment = 1.000 min Time on left represents time fbr first vaiue in each row. Time (min) POCI.ppc 3/12/2015 Flow ms) Flow ms) • Flow \(ftVs) Flow (ftVs) 185.000 0.71 0.71 0.71 0.71 0.71 190.000 0.71 0.72 0.72 0.72 0.72 195.000 0.72 0.72 0.72 0.72 0.72 200.000 0.73 0,73 0.73 0.73 0.73 205.000 0.73 0.73 0.73 0.73 0.74 210.000 0.74 0.74 0.74 0.74 0.75 215.000 0.75 0.76 0.76 0.77 0.79 220.000 0.80 0.81 0.82 0.84 0.86 225.000 0.88 0.90 0.92 0.95 0.98 230.000 1.00 1.02 1.03 1.05 1.07 235.000 1.09 1.11 1.13 1.14 1.17 240.000 1.19 1.22 1.26 1.29 1.33 245.000 1.37 1.41 1.44 1.47 1.49 250.000 1.50 1.92 2.16 2.32 2.51 255.000 2,74 2.94 3.11 3.26 3.38 260.000 3.49 3.58 3.66 3.74 3.80 265.000 3.85 3.89 3.92 3.94 3.96 270.000 3.98 3.99 3.99 3.99 3.98 275.000 3.98 3.96 3.95 3.94 3.92 280.000 3.90 3.87 3.85 3.83 3.80 285.000 3.77 3.74 3.71 3.68 3.65 290.000 3.62 3.59 3.56 3.53 3.50 295.000 3.47 3.44 3.41 3.37 3.34 300.000 3.31 3.28 3.24 3.21 3.18 305.000 3.15 3.12 3.09 3.06 3,03 310.000 3.00 2.98 2.95 2.92 2.89 315.000 2.86 2.83 2.81 2.78 2.75 320.000 2.73 2.70 2.68 2.65 2.63 325.000 2.60 2.58 2.56 2.53 2.51 330.000 2.49 2.47 2,45 2.43 2.41 335.000 2.39 2.38 2,37 2.36 2.34 340.000 2.33 2.32 2,31 2.30 2.28 345.000 2.27 2.26 2,25 2.24 2.22 350.000 2.21 2.20 2,19 2.17 2.16 355.000 2.15 2.14 2,12 2.11 2.09 360.000 2.06 2.03 2,00 1.96 1.91 365.000 1.87 1.82 1.78 1.74 1.70 370.000 1.65 1.62 1.58 1.54 1.50 375.000 1.50 1.50 1.50 1.50 1.50 380.000 1.50 1.49 1.49 1.49 1.49 385.000 1.49 1.49 1.49 1.49 1.49 390.000 1.49 1.48 1.48 1.48 1.48 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Flow (ftVs) Bentley PondPack VSi [08.11.01.51] Page 18 of 27 QC-Basin 1 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Stomi Event: Time Time (mm) 395.000 400.000 405.000 410.000 415.000 420.000 425.000 430.000 435.000 440.000 445.000 450.000 455.000 460.000 465.000 470.000 475.000 480.000 485.000 490.000 495.000 500.000 505.000 510.000 515.000 520.000 525.000 530.000 535.000 540.000 545.000 550.000 555.000 560.000 565.000 570.000 575.000 580.000 585.000 590.000 595.000 600.000 HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first vaiue in each row. Flow ms) 1.48 1.48 1.47 1.47 1.46 1.46 1,45 1,45 1,44 1,44 1,43 1,43 1,42 1,42 1,41 1,41 1.40 1.40 1,39 1,39 1,38 1.38 1.37 1.36 1.36 1.35 1.35 1.34 1.34 1.33 1.33 1.32 1.32 1.31 1.30 1.30 1.29 1.29 1.28 1.28 1.27 1.26 Flow Ftow Flow Flow ) / (ftVs) ms) ms) 1.48 1.48 1.48 1,48 1.48 1.47 1.47 1,47 1.47 1.47 1.47 1.47 1.47 1.46 1.46 1.46 1.46 1.46 1.46 1.46 1.46 1.45 1,45 1.45 1.45 1.45 1.45 1.45 1.45 1.44 1.44 1.44 1.44 1.44 1.44 1.44 1.44 1.44 1.43 1.43 1.43 1.43 1.43 1.43 1.43 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.42 1.41 1.41 1.41 1.41 1.41 1.41 1.41 1.41 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.39 1.39 1.39 1.39 1.39 1.39 1.39 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.38 1.37 1.37 1.37 1.37 1.37 1.37 1.37 1.37 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.34 1.34 1.34 1.34 1.34 1.34 1.34 1.33 1.33 1.33 1.33 1.33 1.33 1.33 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.31 1.31 1.31 1,31 1.31 1.31 1.31 1,31 1.30 1.30 1.30 1,30 1.30 1.30 1.30 1.29 1.29 1.29 1.29 1.29 1.29 1.29 1,28 1.28 1.28 1.28 1,28 1.28 1,27 1.27 1,27 1.27 1,27 1.27 1,27 1.27 1.26 1.26 1,26 1.26 POCI.ppc 3/12/2016 Bentley Systems, inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VBi [08.11.01.51] Page 19 of 27 QC-Basin 1 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: (( Time HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first vaiue in each row. Time (min) POCI.ppc 3/12/2015 Ftow ms) Flow ms) Flow ms) Flow (ftVs) 605.000 1.26 1.26 1.26 1.25 1.25 610.000 1.25 1.25 1.25 1.25 1.25 615.000 1.25 1.25 1.24 1.24 1.24 620.000 1.24 1.24 1.24 1.24 1.24 625.000 1.23 1.23 1.23 1.23 1.23 630.000 1.23 1.23 1.23 1.22 1.22 635.000 1.22 1.22 1.22 1.22 1.22 640,000 1.22 1.21 1.21 1.21 1.21 545.000 1.21 1.21 1.21 1.21 1.21 650.000 1.20 1.20 1.20 1.20 1.20 655.000 1.20 1.20 1.19 1.19 1.19 660.000 1.19 1.19 1.19 1.19 1.19 665.000 1.18 1.18 1.18 1.18 1.18 670.000 1.18 1.18 1.18 1.17 1,17 675.000 1.17 1.17 1.17 1.17 1.17 680.000 1.17 1.16 1.16 1.16 1.16 685.000 1.16 1.16 1.16 1.15 1.15 690.000 1.15 1.15 1.15 1.15 1.15 695.000 1.14 1.14 1.14 1.14 1.14 700.000 1.14 1.14 1.14 1.13 1.13 705.000 1.13 1.13 1.13 1.13 1.13 710.000 1.12 1.12 1.12 1.12 1.12 715.000 1.12 1,12 1.11 1.11 1.11 720.000 1.11 1.11 1.11 1.11 1.10 725.000 1.10 1.10 1.10 1.10 1.10 730.000 1.10 1.09 1.09 1.09 1.09 735.000 1.09 1.09 1.09 1.08 1.08 740.000 1.08 1.08 1.08 1.08 1.07 745.000 1.07 1.07 1.07 1.07 1.07 750.000 1.06 1.06 1.06 1.06 1.06 755.000 1.06 1.06 1.05 1.05 1.05 760.000 1.05 1.05 1.05 1.05 1.04 765.000 1.04 1.04 1.04 1.04 1.03 770.000 1.03 1.03 1.03 1.03 1.03 775.000 1.02 1.02 1.02 1.02 1.02 780.000 1.02 1.01 1.01 1.01 1.01 785.000 1.01 1.01 1.00 1.00 1.00 790.000 1.00 1.00 1.00 0.99 0.99 795.000 0.99 0.99 0.98 0.98 0.98 800.000 0.97 0.97 0.97 0.96 0.96 805.000 0.96 0.95 0.95 0.95 0.95 810.000 0.94 0.94 0.94 0.93 0.93 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-765-1666 Flow ms) Bentley PondPack V8i [08.11.01.51] Page 20 of 27 QC-Basin 1 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Retum Event: 100 years Storm Event: Time HYDROGRAPH ORDINATES (ft»/s) Output Time Increment = 1.000 min POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Time Ftow Flow Flow Flow Flow (min) ms) ms) (ftVs) ms) (ftVs) 815.000 0.93 0,93 0.92 0.92 0.92 820.000 0.91 0,91 0.91 0.91 0.90 825.000 0.90 0,90 0.89 0.89 0.89 830.000 0.89 0,89 0.88 0.88 0.88 835.000 0.88 0,87 0.87 0.87 0.87 840.000 0.86 0,86 0.86 0.86 0.86 845.000 0.85 0,85 0.85 0.85 0.84 850.000 0.84 0,84 0.84 0.84 0.83 855.000 0.83 0,83 0.83 0.82 0.82 860.000 0.82 0,82 0.82 0.82 0.81 865,000 0.81 0,81 0.81 0.81 0.81 870,000 0.81 0,80 0.80 0.80 0.80 875.000 0.80 0,80 0.79 0.79 0.79 880.000 0.79 0.79 0.79 0.78 0.78 885.000 0.78 0.78 0.78 0.78 0.78 890.000 0.77 0.77 0.77 0.77 0.77 895.000 0.77 0.77 0.76 0.76 0.76 900.000 0.76 0.76 0.76 0.76 0.76 905.000 0.76 0.76 0.76 0.76 0.76 910.000 0.76 0.75 0.75 0.75 0.75 915.000 0.75 0.75 0.75 0.75 0.75 920.000 0.75 0.75 0.75 0.75 0.75 925.000 0.75 0.74 0.74 0.74 0.74 930.000 0.74 0.74 0.74 0.74 0.74 935.000 0.74 0.74 0.74 0.74 0.74 940.000 0.74 0.74 0.74 0.74 0.74 945,000 0.74 0.74 0.74 0.74 0.74 950,000 0.74 0.74 0.74 0.74 0.74 955,000 0.74 0.74 0.74 0,73 0.73 960,000 0.73 0.73 0.73 0.73 0.73 965,000 0.73 0.73 0.73 0.73 0.73 970,000 0.73 0.73 0.73 0.73 0.73 975,000 0.73 0.73 0.73 0.73 0.73 980,000 0.73 0.73 0.73 0.73 0.73 985,000 0.73 0.73 0.73 0.73 0.73 990.000 0.73 0.73 0.73 0.73 0.73 995.000 0.73 0.73 0.73 0.73 0.73 1,000.000 0.73 0.73 0.73 0.73 0.73 1,005.000 0.73 0.73 0.73 0.73 0.73 1,010.000 0.72 0.72 0.72 0.72 0.72 1,015.000 0.72 0.72 0.72 0.72 0.72 1,020.000 0.72 0.72 0.72 0.72 0.72 Bentley PondPack VSi [08.11.01.51] Page 21 of 27 QC-Basin 1 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: Time HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first vaiue in each row. Time POCI.ppc 3/12/2015 Flow Flow Flow Flow Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Flow (mm) . ms) ms) ms) (ftVs) (ftVs) 1,025.000 0.72 0.72 0.72 0.72 0.72 1,030.000 0.72 0.72 0.72 0.72 0.72 1,035.000 0.72 0.72 0.72 0.72 0.72 1,040.000 0.72 0.72 0.72 0.72 0.72 1,045.000 0.72 0.72 0.72 0.72 0.72 1,050.000 0.72 0.72 0.72 0.72 0.72 1,055.000 0.72 0.72 0.71 0.71 0.71 1,060.000 0.71 0.71 0.71 0.71 0.71 1,065.000 0.71 0.71 0.71 0.71 0.71 1,070.000 0.71 0.71 0,71 0.71 0.71 1,075.000 0.71 0.71 0.71 0.71 0.71 1,080.000 0.71 0.71 0.71 0.71 0.71 1,085.000 0.71 0.71 0.71 0.71 0.71 1,090.000 0.71 0.71 0.71 0.71 0.71 1,095.000 0.71 0.71 0.71 0.71 0.71 1,100.000 0.71 0.70 0.70 0.70 0.70 1,105.000 0.70 0.70 0.70 0.70 0.70 1,110.000 0.70 0.70 0.70 0.70 0.70 1,115.000 0.70 0.70 0.70 0.70 0.70 1,120.000 0.70 0.70 0.70 0.70 0.70 1,125.000 0.70 0.70 0,70 0.70 0.70 1,130.000 0.70 0.70 0.70 0.70 0.70 1,135.000 0.70 0.70 0.70 0.70 0.70 1,140.000 0.69 0.69 0.69 0.69 0.69 1,145.000 0.69 0.69 0.69 0.69 0.69 1,150.000 0.69 0.69 0.69 0.69 0.69 1,155.000 0.69 0.69 0.69 0.69 0.69 1,160.000 0.69 0.69 0.69 0.69 0.69 1,165.000 0.69 0.69 0.69 0.69 0.69 1,170.000 0.69 0.69 0.69 0.69 0.69 1,175.000 0.69 0.69 0.68 0.68 0.68 1,180.000 0.68 0.68 0.68 0.68 0.68 1,185.000 0.68 0.68 0.68 0.68 0.68 1,190.000 0.68 0.68 0.68 0.68 0.68 1,195.000 0.68 0.68 0.68 0.68 0.68 1,200.000 0.68 0.68 0.68 0.68 0.68 1,205.000 0.68 0.68 0.68 0.68 0.68 1,210.000 0.67 0.67 0.67 0.67 0.67 1,215.000 0.67 0.67 0.67 0.67 0.67 1,220.000 0.67 0.67 0.67 0.67 0,67 1,225.000 0.67 0.67 0.67 0.67 0.67 1,230.000 0.67 0,67 0.67 0.67 0.67 Bentley PondPack V8i [08.11.01.51] Page 22 of 27 QC-Basin 1 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: # Time Time (min) 1,235.000 1,240.000 1,245.000 1,250.000 1,255.000 1,260.000 1,265.000 1,270,000 1,275,000 1,280,000 1,285.000 1,290.000 1,295.000 1,300.000 1,305.000 1,310.000 1,315.000 1,320.000 1,325.000 1,330.000 1,335.000 1,340.000 1,345,000 1,350,000 1,355.000 1,360,000 1,365,000 1,370,000 1,375,000 1,380,000 1,385.000 1,390,000 1,395,000 1,400.000 1,405.000 1,410.000 1,415.000 1,420.000 1,425.000 1,430.000 1,435.000 1,440.000 HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first value in each row. Flow (ftVs) Flow (ftVs) 0.67 0.66 0.66 0.66 0.66 0.66 0.66 0.65 0.65 0.65 0.65 0.65 0.64 0.64 0.64 0.64 0.63 0.63 0.63 0.63 0.63 0.62 0.62 0.62 0.61 0.61 0.61 0.61 0.60 0.60 0.60 0.59 0.59 0.59 0.58 0.58 0.58 0.57 0.57 0.57 0.56 0.56 Flow (ftVs) 0.67 0,66 0.66 0.66 0.66 0.66 0.65 0.65 0.65 0,65 0,65 0,65 0,64 0,64 0,64 0,64 0,63 0,63 0,63 0.63 0.62 0.62 0.62 0.62 0.61 0.61 0.61 0.61 0.60 0.60 0.60 0.59 0.59 0,59 0,58 0.58 0.58 0.57 0.57 0.56 0.56 0.56 Flow ms) 0.67 0.66 0.66 0.66 0.66 0.66 0.65 0.65 0.65 0.65 0.65 0.64 0.64 0,64 0,64 0,64 0,63 0,63 0.63 0.63 0.62 0.62 0.62 0.62 0.61 0.61 0.61 0.61 0.60 0.60 0.60 0.59 0.59 0.59 0.58 0.58 0.58 0.57 0.57 0.56 0.56 0.55 0.67 0.66 0.66 0.66 0.66 0.66 0.65 0.65 0.65 0.65 0.65 0.64 0.64 0.64 0.64 0.64 0.63 0.63 0.63 0.63 0.62 0.62 0.62 0.62 0.61 0.61 0.61 0.60 0.60 0.60 0.60 0.59 0.59 0.59 0.58 0.58 0.57 0.57 0.57 0.56 0.56 0,55 Row ms) 0,66 0,66 0.66 0.66 0,66 0,66 0.65 0.65 0.65 0.65 0.65 0.64 0.64 0.64 0.64 0.64 0.63 0.63 0.63 0.63 0.62 0.62 0.62 0.62 0.61 0.61 0.61 0.60 0.60 0.60 0.60 0.59 0.59 0.59 0,58 0,58 0,57 0.57 0.57 0.56 0.56 0.55 c POCI.ppc 3/12/2015 Bentiey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 23 of 27 QC-Basin 1 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: Time Time (min) 1,445.000 1,450.000 1,455.000 1,460.000 1,465.000 1,470.000 1,475.000 1,480.000 1,485.000 1,490.000 1,495.000 1,500.000 1,505.000 1,510.000 1,515.000 1,520.000 1,525.000 1,530.000 1,535.000 1,540.000 1,545.000 1,550.000 1,555.000 1,560.000 1,565.000 1,570.000 1,575.000 1,580.000 1,585.000 1,590.000 1,595.000 1,600.000 1,605.000 1,610.000 1,615.000 1,620.000 1,625.000 1,630.000 1,635.000 1,640.000 1,645.000 1,650.000 HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first value In each row. Flow ms) Flow ms) Flow ms) Flow " ms) 0.55 0.55 0.54 0.54 0.53 0.53 0,52 0.51 0.51 0.50 0.49 0.48 0.47 0.47 0.46 0.45 0.44 0.43 0.42 0.42 0.41 0.40 0.39 0.38 0.37 0.36 0.36 0.35 0.34 0.33 0.32 0.31 0.30 0.30 0.29 0.28 0.26 0.25 0.23 0.21 0.19 0.14 0.55 0.55 0.54 0.54 0.53 0.52 0.52 0.51 0.51 0.50 0.49 0.48 0.47 0.47 0.46 0.45 0.44 0.43 0.42 0.41 0.41 0.40 0.39 0.38 0.37 0.36 0.35 0.35 0.34 0.33 0.32 0.31 0.30 0.29 0.28 0.27 0.26 0,25 0.23 0.21 0.18 0.13 0.55 0.55 0.54 0.53 0.53 0.52 0.52 0.51 0.50 0.50 0.49 0.48 0.47 0.46 0.46 0.45 0.44 0.43 0.42 0.41 0.40 0.40 0.39 0.38 0.37 0.36 0.35 0.34 0.34 0.33 0.32 0.31 0.30 0.29 0.28 0.27 0.26 0.24 0.23 0.20 0.17 0.11 0.55 0.54 0.54 0.53 0.53 0.52 0.52 0,51 0.50 0.49 0.49 0.48 0.47 0.46 0.45 0.44 0.44 0.43 0.42 0.41 0.40 0.39 0.39 0.38 0.37 0.36 0.35 0.34 0.33 0.33 0.32 0.31 0.30 0.29 0.28 0.27 0.26 0.24 0.22 0.20 0.16 0.08 Flow ms) 0.55 0.54 0.54 0.53 0.53 0.52 0.51 0.51 0.50 0.49 0.48 0.48 0.47 0.46 0.45 0.44 0.43 0.43 0.42 0.41 0.40 0.39 0.38 0.38 0.37 0.36 0.35 0.34 0.33 0.32 0.31 0.31 0.30 0.29 0.28 0.27 0.25 0.24 0.22 0.19 0.15 0.07 POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 24 of 27 QC-Basin 1 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) HYDROGRAPH ORDINATES (ft^/s) Output Time Increment s 1.000 min Time on left represents time for first value in each row. Retum Event: 100 years Storm Event: Time (min) 1,655.000 1,660.000 1,665.000 Flow ms) 0.05 0.01 0.00 How ms) 0.04 0,01 0.00 Flow (ftVs) 0.03 0.00 (N/A) Flow ms) 0.02 0.00 (N/A) Flow ms) O.Ol 0.00 (N/A) m POCLppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 25 of 27 m • QC-Basin 1 Subsection: Pond Inflow Summary Return Event: 100 years Label: 1 (IN) Storm Event: Summary for Hydrograph Addition at '1' Upstream Link Upsti^eam Node <Catchment to Outflow Node> CM-1 Node Inflows Inflow Type Element Volume Time to Peak Flow (Peak) (ac-ft) (min) ms) Ftow (From) CM-1 2.194 245.000 55.10 Flow (In) 1 2,194 245.000 55.10 Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack VSI POd.ppc Center [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 26 of 27 Watertown, CT 06795 USA +1-203-755-1666 QC-Basin 1 Index 1 1 (Elevation-Area Volume Curve).,. 1 (Elevatton-Area Volume Curve, 100 years)..,4 1 (Elevation-Volume-Flow Table (Pond))... 1 (Elevation-Volume-Flow Table (Pond), 100 years)...13,14,15 1 (IN) (Level Pool Pond Routing Summary)... 1 (IN) (Level Pool Pond Routing Summary, 100 years)...16 1 (IN) (Pond Inflow Summary)... 1 (IN) (Pond Inflow Summary, 100 years)...26 1 (OUT) (Pond Routed Hydrograph (total out))... 1 (OUT) (Pond Routed Hydrograph (totai out), 100 years)... 17,18,19,20, 21, 22 23,24,25 I > , , , , , 1 (Volume Equations)... 1 (Volume Equations, 100 years)...5 C CM-1 (Read Hydrograph).., CM-1 (Read Hydrograph, 100 years),..3 M Master Network Summary...2 O Outlet#l (Composite Rating Curve)... Outiet#l (Composite Rating Curve, 100 years)...8,9,10,11,12 Outlet#l (Outiet Input Data)... Outiet#l (Outlet Input Data, 100 years),..6, 7 # # POCI.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 27 of 27 I Basin 3-2-a I— 1 - EXIO - Flow (Totalln) 1 - EXIO - Row (Total Out) — 1 - EXIO - Volume — 1 - EXIO - Elevation m Basin 3-2-a Project Summary Titie QC-Basin3-2-a Engineer PDC Company PDC Date 3/12/2015 Notes d Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack VSi Basin3-2-a.ppc Center [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 1 of 24 Watertown, CT 06795 USA +1-203-756-1666 Table of Contents Master Network Summary 2 (If CM-1 Read Hydrograph 3 1 Elevation-Area Volume Curve ^ Outiet#l 1(IN) l(OUT) 1(IN) Volume Equations 5 Outiet Input Data 6 Composite Rating Curve 8 Elevation-Volume-Flow Table (Pond) ^3 Level Pool Pond Routing Summary Pond Routed Hydrograph (total out) 17 Pond Inflow Summary 23 (I Basin 3-2-a Subsection: Master Network Summary Catchments Summary Label Scenario Return Event (years) Hydrograph: Volume (ac-ft) Time to Peak (min) Peak Flow (ftVs) CM-1 EXIO 1.609 252.000 34.39 Node Summary Label-Scenario Return Hydrograph Time to Peak Peak Flow Event Volume (min)' "(ftVs) , •' (years) , (ac-ft) '' 0-1 EXIO 1.609 258.000 14.09 I Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (min) ms) Water Pond Storage (years) ; (ac-ft) Surface (ac-ft) _ Elevation Llli (ft) 1(IN) EXIO 0 1.609 252.000 34.39 (N/A) (N/A) 1 (OUT) EXIO 0 1.609 258.000 14.09 101.09 0.973 Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solutton Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 2 of 24 Basin 3-2-a Subsection: Read Hydrograph Label: CM-1 Return Event: 100 years Storni Event: Peak Discharge Time to Peak Hydrograph Volume 34.39 ftVs 252.000 min 1.609 ac-ft HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 9.000 min Time on left represents time for first value in each row. Time (min) Flow ms) Flow (ftVs) Flow (ftVs) Flow (ftVs) Flow ms) 0.000 0.00 1.60 1.20 1.20 1.20 45.000 1.30 1.30 1.30 1.40 1.40 90.000 1.50 1.50 1.60 1.70 1,80 135.000 1.80 2.00 2.00 2.20 2.30 180.000 2.60 2.70 3.10 3.40 4.10 225.000 4.70 6,90 10.30 34.39 5.60 270.000 3.70 2.90 2.40 2.10 1.90 315.000 1.70 1.60 1.50 1.40 1.30 360.000 1.20 0.00 (N/A) (N/A) (N/A) Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 3 of24 Subsection: Label: 1 Basin 3-2-a Elevation-Area Volume Curve Return Event: 100 years Storm Event: Elevation (ft) Planimeter (ft^) ^ Area (ft^) Al+A2+sqr (A1*A2) (ft^y Volume (ac-ft) : 'iiJ'oiii II Volume (Total) (ac-ft) 93.50 0.0 9.880 0.000 0.000 0.000 96.00 0.0 1,792.684 1,935.649 0.037 0.037 97.00 0.0 4,457,000 9,076.341 0.069 0.106 98.00 0.0 6,582.440 16,455.890 0.126 0.232 100.00 0,0 11,984.370 27,448.611 0.420 0.653 102.00 0.0 15,010.910 40,407.823 0.618 1.271 104.00 0.0 18,211.220 49,755.943 0.762 2.032 Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 4 of 24 Basin 3-2-a Subsection: Volume Equations Label: 1 Return Event: 100 years Storm Event: # Pond Volume Equations * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2 - Eil) * (Areal + Area2 + sqr(Areal * Area2)) where: ELI, EL2 Lower and upper elevations of the Increment Areal, Area2 Areas computed for ELI, EL2, respectively Volume Incremental volume between ELI and EL2 Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack V8i [08.11.01.51] Page 5 of 24 Basin 3-2-a Subsection: Outlet Input Data Label: Outlet#l Retum Event: 100 years Storm Event: Requested Pond Water Surface Elevations Minimum (Headwater) 93.50 ft Increment (Headwater) 0.10 ft Maximum (Headwater) 104.00 ft Outlet Connectivity structure Type Outiet ID Direction Outiall El E2 structure Type (ft) (ft) Orifice-Circular Orifice -1 Forward TW 93.50 104.00 Orifice-Circular Orifice - 2 Forward TW 98.50 104.00 Rectangular Weir Weir -1 Forward TW 100.50 104.00 Tailwater Settings Tailwater (N/A) (N/A) Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 6 of 24 Basin 3-2-a Subsection: Outlet Input Data Label: Outlet#l Return Event: 100 years Storm Event: # Structure ID: Orifice -1 Structure Type: Orifice-Circular Number of Openings Elevation Orifice Diameter Orifice Coefficient 1 93.50 ft 3.0 in 0.670 Structure ID: Weir-1 Structure Type: Rectangular Weir Number of Openings Elevation Weir Length Weir Coefficient 100.50 ft 9.20 ft 3.00 (ft^0.5)/s Structure ID: Orifice-2 Structure Type: Orifice-Circular Number of Openings Elevation Orifice Diameter Orifice Coefficient 1 98.50 ft 4.0 in 0.670 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations Tailwater Tolerance (Minimum) Tailwater Tolerance (Maximum) Headwater Tolerance (Minimum) Headwater Tolerance (Maximum) Flow Tolerance (Minimum) Flow Tolerance (Maximum) 30 0.01ft 0.50 ft 0.01 ft 0.50 ft 0.001 ft3/s 10.000 ftVs # Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Soluton Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 7 Of 24 Subsection: Composite Rating Curve Label: Outlet#l Basin 3-2-a Return Event: 100 years Storm Event: Composite Outflow Summary Water Surface Elevation (ft) Flow Tailwater Elevation (ft) Convergence Error (ft) 1 llllll '* ll* 93.50 0.00 (N/A) 0.00 93.60 0.02 (N/A) 0.00 93.70 0.06 (N/A) 0.00 93.80 0.11 (N/A) 0.00 93.90 0.14 (N/A) 0.00 94.00 0.16 (N/A) 0.00 94.10 0.18 (N/A) 0.00 94.20 0.20 (N/A) 0.00 94.30 0.22 (N/A) 0.00 94.40 0.23 (N/A) 0.00 94.50 0.25 (N/A) 0,00 94.60 0.26 (N/A) 0.00 94.70 0.27 (N/A) 0.00 94.80 0.29 (N/A) 0.00 94.90 0.30 (N/A) 0.00 95.00 0.31 (N/A) 0.00 95.10 0.32 (N/A) 0.00 95.20 0.33 (N/A) 0.00 95.30 0.34 (N/A) 0.00 95.40 0.35 (N/A) 0.00 95.50 0.36 (N/A) 0.00 95.60 0.37 (N/A) 0.00 95.70 0,38 (N/A) 0.00 95,80 0.39 (N/A) 0.00 95.90 0.40 (N/A) 0.00 96.00 0.41 (N/A) 0.00 96.10 0.42 (N/A) 0.00 96.20 0.42 (N/A) 0.00 96.30 0.43 (N/A) 0.00 96.40 0.44 (N/A) 0.00 96.50 0.45 (N/A) 0.00 96.60 0.46 (N/A) 0.00 96.70 0.46 (N/A) 0.00 96.80 0.47 (N/A) 0.00 96.90 0.48 (N/A) 0.00 97.00 0.48 (N/A) 0,00 97.10 0.49 (N/A) 0.00 97.20 0.50 (N/A) 0.00 97.30 0.51 (N/A) 0.00 97.40 0.51 (N/A) 0.00 97.50 0.52 (N/A) 0.00 97.60 0.53 (N/A) 0.00 97.70 0.53 (N/A) 0.00 Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 8 of 24 Subsection: Composite Rating Curve Label: Outlet#l Basin 3-2-a Retum Event: 100 years Storm Event: # Composite Outflow Summary (ft) 'ace Ftow Tailwater Elevation Convergence Error n ms) (ft) (ft) 97.80 0.54 (N/A) 0.00 97.90 0,55 (N/A) 0.00 98.00 0,55 (N/A) 0.00 98.10 0.56 (N/A) 0.00 98.20 0.56 (N/A) 0.00 98.30 0,57 (N/A) 0.00 98.40 0,58 (N/A) 0.00 98.50 0,58 (N/A) 0.00 98.60 0,61 (N/A) 0.00 98.70 0.66 (N/A) 0.00 98.80 0.74 (N/A) 0,00 98.90 0.83 (N/A) 0,00 99.00 0.88 (N/A) 0,00 99.10 0.93 (N/A) 0,00 99.20 0.97 (N/A) 0.00 99.30 1.00 (N/A) 0.00 99.40 1.04 (N/A) 0.00 99.50 1.07 (N/A) 0.00 99.60 1.10 (N/A) 0.00 99.70 1.13 (N/A) 0.00 99.80 1.15 (N/A) 0.00 99.90 1.18 (N/A) 0.00 100.00 1.21 (N/A) 0.00 100.10 1.23 (N/A) 0.00 100.20 1.26 (N/A) 0.00 100.30 1.28 (N/A) 0.00 100.40 1.30 (N/A) 0.00 100,50 1.33 (N/A) 0.00 100,60 2.22 (N/A) 0.00 100,70 3.84 (N/A) 0.00 100,80 5.93 (N/A) 0.00 100.90 8.39 (N/A) 0.00 101.00 11.19 (N/A) 0.00 101.10 14.28 (N/A) 0.00 101.20 17.64 (N/A) 0.00 101.30 21,24 (N/A) 0.00 101.40 25.08 (N/A) 0.00 101.50 29.13 (N/A) 0.00 101.60 33,39 (N/A) 0.00 101.70 37,85 (N/A) 0.00 101.80 42.49 (N/A) 0.00 101.90 47.32 (N/A) 0.00 102.00 52.32 (N/A) 0.00 Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1866 I Bentley PondPack VSi [08.11.01.51] Page 9 of 24 Subsection: Composite Rating Curve Label: Outlet* 1 Basin 3-2-a Return Event: 100 years Storm Event: (1 Composite Outflow Summary Water Surface Elevation (ft) Flow ms) Tailwater Elevation (ft) Contributing Structures None Contributing Orifice • Orifice • Orifice • Orifice • Orifice • Orifice - Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Convergence Error (ft) 102.10 57.50 (N/A) 0.00 102.20 62.83 (N/A) 0.00 102.30 68.32 (N/A) 0.00 102.40 73.97 (N/A) 0.00 102.50 79.77 (N/A) 0.00 102.60 85.71 (N/A) 0.00 102.70 91.80 (N/A) 0.00 102.80 98.02 (N/A) 0.00 102.90 104.39 (N/A) 0.00 103.00 110.88 (N/A) 0.00 103.10 117.51 (N/A) 0.00 103.20 124.26 (N/A) 0.00 103,30 131.14 (N/A) 0.00 103,40 138.15 (N/A) 0.00 103.50 145.27 (N/A) 0.00 103.60 152.52 (N/A) 0.00 103.70 159.88 (N/A) 0.00 103.80 167.36 (N/A) 0.00 103.90 174.95 (N/A) 0.00 104.00 182,65 (N/A) 0.00 Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 10 of 24 Basin 3-2-a Subsection: Composite Rating Curve Label: Outlet#l Return Event: 100 years Storm Event: Composite Outflow Summary Contributing Structures Orifice-1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Oriftoe-1 Orifice-1 Orifice-1 Orifice-1 Oriflce-1 Orlfice-1 Orifice -1 Orifice-1 Orlfice-1 Orifice -1 Orifice-1 Orifice -1 Orifice-1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice-1 Orifice -1 Orifice -1 Orifice-1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice-1 + Orifice -2 Orlfice-1 + Orifice -2 Orifice-1 + Orifice -2 Orifice -1 + Orifice -2 Orifice-1 + Orifice -2 Orifice-1 + Orifice -2 Orifice-1 + Orifice -2 Orlf ice -1 H- Orifice -2 I Basln3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06705 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 11 of 24 Basin 3-2-a (I Subsection: Composite Rating Curve Label: Outlet#l Composite Outflow Summary Contributing Structures Orifice-1 -1- Orifice -2 Orifice -1H- Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 -I- Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 H- Orifice -2 H- Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 -I- Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 -I- Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir - 1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 -^ Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 + Weir -1 Return Event: 100 years Storm Event: Basin3-2-a.ppc 3/12/2015 Bentley Systems, inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 12 of 24 Basin 3-2-a Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Return Event: 100 years Storm Event: # Infiltration Infiltration Method (Computed) No Inflitration Initial Conditions Elevation (Water Surface, Initial) Volume (Initial) Flow (Initial Outiet) Flow (Initial Infiltration) Flow (Initial, Total) Time Increment 93.50 ft 0.000 ac-ft 0.00 ftVs 0.00 ftVs 0.00 ft3/s 1.000 min Basin3-2-a.ppc 3/12/2015 Elevatton (ft) Outflow ms) Storage (ac-ft) Area (ftz) Infiltration ms) Flow (Total) ms) 2S/t -I- 0 ms) 93.50 0.00 0.000 9.880 0.00 0.00 0.00 93.60 0.02 0.000 22.195 0.00 0.02 0.07 93.70 0.06 0.000 39.426 0.00 0.06 0.21 93.80 0.11 0.000 61.573 0.00 0.11 0.43 93.90 0.14 0.000 88.637 0.00 0.14 0.71 94.00 0,16 0.001 120.618 0.00 0.16 1.08 94.10 0,18 0.001 157.515 0.00 0.18 1.56 94.20 0,20 0.001 199.328 0.00 0.20 2.17 94.30 0.22 0,002 246.058 0.00 0.22 2.93 94.40 0.23 0.002 297.704 0.00 0.23 3.85 94.50 0.25 0.003 354.267 0.00 0.25 4.95 94.60 0.26 0.004 415.746 0.00 0.26 6.25 94.70 0.27 0.005 482.142 0.00 0.27 7.75 94.80 0.29 0.006 553.454 0.00 0.29 9.49 94.90 0.30 0,008 629.683 0.00 0.30 11.47 95.00 0.31 0.009 710.828 0.00 0.31 13.72 95.10 0.32 0.011 796.890 0.00 0.32 16.24 95.20 0.33 0.013 887.868 0.00 0.33 19.06 95.30 0.34 0.015 983.762 0.00 0.34 22.19 95.40 0.35 0.017 1,084.573 0.00 0,35 25.64 95.50 0.36 0.020 1,190.300 0.00 0.36 29.44 95.60 0.37 0.023 1,300.944 0.00 0.37 33.60 95.70 0.38 0.026 1,416.504 0.00 0.38 38.14 95.80 0.39 0.029 1,536.981 0.00 0.39 43.07 95.90 0,40 0.033 1,662.374 0.00 0.40 48.41 96.00 0,41 0.037 1,792.684 0.00 0.41 54.17 96.10 0,42 0.041 2,005.442 0.00 0.42 60.51 96.20 0.42 0.046 2,230.128 0.00 0.42 67.57 96.30 0.43 0.052 2,466.741 0.00 0.43 75.41 Bentley Systems. Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 13 of 24 Ct (j Subsection: Label: 1 Basin 3-2-a Elevation-Volume-Flow Table (Pond) Return Event: 100 years Storm Event: ation Outflow 'fistofaqe Area . Infiltration Flow (Total) 2S/t -1- 0 t) ms) (ac-ft) m ms) (ftVs) (ft3/S) 96.40 0.44 0.058 2,715.282 0.00 0.44 84.05 96.50 0.45 0.064 2,975.750 0.00 0.45 93.54 96.60 0.46 0.071 3,248,145 0.00 0.46 103.92 96.70 0.46 0.079 3,532.468 0.00 0.46 115.22 96.80 0.47 0.087 3,828.718 0.00 0.47 127.49 96.90 0.48 0.097 4,136.895 0.00 0,48 140.77 97.00 0.48 0.106 4,457.000 0.00 0.48 155.10 97.10 0.49 0.117 4,650.955 0.00 0.49 170.29 97.20 0.50 0.128 4,849.042 0.00 0.50 186.13 97.30 0.51 0.139 5,051.259 0.00 0.51 202.63 97.40 0.51 0.151 5,257.607 0.00 0.51 219.82 97.50 0.52 0.163 5,468.085 0.00 0.52 237.70 97.60 0.53 0.176 5,682.695 0.00 0.53 256.29 97.70 0.53 0.189 5,901.435 0.00 0.53 275.60 97.80 0.54 0.203 6,124.306 0.00 0.54 295.65 97.90 0.55 0.218 6,351.307 0.00 0.55 316.45 98.00 0.55 0.232 6,582.440 0.00 0.55 338.01 98.10 0.56 0.248 6,814.384 0.00 0.56 360.34 98.20 0.56 0.264 7,050.344 0.00 0.56 383.46 98.30 0.57 0.280 7,290.321 0.00 0,57 407.36 98.40 0.58 0.297 7,534.313 0.00 0.58 432.08 98,50 0.58 0.315 7,782.321 0.00 0.58 457.61 98.60 0.61 0.333 8,034.345 0.00 0.61 483.99 98.70 0.66 0.352 8,290.386 0.00 0.66 511.26 98.80 0.74 0.371 8,550.442 0.00 0.74 539.40 98.90 0.83 0.391 8,814.515 0.00 0.83 568.43 99.00 0.88 0.411 9,082.603 0.00 0.88 598.31 99.10 0.93 0.433 9,354.708 0.00 0.93 629.08 99.20 0.97 0.454 9,630.828 0.00 0.97 660.76 99.30 1.00 0.477 9,910.965 0.00 1.00 693.37 99.40 1.04 0.500 10,195.117 0.00 1.04 726.91 99.50 1.07 0.524 10,483.286 0.00 1.07 761.41 99.60 1.10 0.548 10,775.471 0.00 1.10 796.87 99.70 1.13 0.573 11,071.672 0.00 1.13 833.31 99.80 1.15 0,599 11,371.888 0.00 1.15 870.74 99.90 1.18 0.625 11,676.121 0.00 1.18 909.18 100.00 1.21 0,652 11,984.370 0.00 1.21 948.64 100.10 1.23 0.680 12,127.613 0.00 1,23 988.85 100.20 1.26 0,708 12,271.706 0.00 1.26 1,029.54 100.30 1.28 0.737 12,416.651 0.00 1.28 1,070.71 100.40 1.30 0.765 12,562.447 0.00 1.30 1,112.36 100.50 1.33 0.794 12,709.093 0.00 1.33 1,154.50 100.60 2.22 0.824 12,856.591 0.00 2.22 1,198.01 Basln3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-756-1666 Bentley PondPack VSi [08.11.01.51] Page 14 of 24 Basin 3-2-a Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Retum Event: 100 years Storm Event: # Elevation Outflow Storage Area Inflltratton Flow (Total) 2S/t + 0 (ft) l .i ? (ftVs) (ac-ft) m (ft3/S) ms) ms) 100.70 3.84 0.853 13,004.940 0.00 3.84 1,242.73 100.80 5.93 0.883 13,154.139 0.00 5.93 1,288.41 100.90 8.39 0.914 13,304.190 0.00 8.39 1,334.98 101.00 11.19 0,944 13,455.091 0.00 11.19 1,382.37 101.10 14.28 0.975 13,606.844 0.00 14.28 1,430.57 101.20 17.64 1.007 13,759.447 0.00 17.64 1,479.53 101.30 21.24 1.039 13,912.902 0.00 21.24 1,529.26 101.40 25.08 1.071 14,067.207 0.00 25.08 1,579.73 101.50 29.13 1.103 14,222.363 0.00 29.13 1,630.93 101.60 33.39 1.136 14,378.371 0.00 33.39 1,682.86 101.70 37.85 1.169 14,535.229 0.00 37.85 1,735.50 101.80 42.49 1.203 14,692.938 0.00 42.49 1,788.86 101.90 47.32 1.237 14,851.499 0.00 47.32 1,842.93 102.00 52.32 1.271 15,010.910 0.00 52.32 1,897.70 102.10 57.50 1.306 15,163.587 0.00 57.50 1,953.17 102.20 62.83 1.341 15,317.036 0.00 62.83 2,009.30 102.30 68.32 1.376 15,471.257 0.00 68.32 2,066.11 102.40 73.97 1.412 15,626.251 0.00 73.97 2,123.59 102.50 79.77 1.448 15,782.018 0.00 79.77 2,181.73 102.60 85.71 1.484 15,938.557 0.00 85.71 2,240.54 102.70 91.80 1.521 16,095.869 0.00 91.80 2,300.02 102.80 98.02 1.558 16,253.953 0.00 98.02 2,360.16 102.90 104,39 1.595 16,412.810 0.00 104.39 2,420.97 103.00 110.88 1.633 16,572.439 0.00 110.88 2,482.44 103.10 117.51 1.672 16,732.841 0.00 117.51 2,544.57 103.20 124.26 1.710 16,894.015 0.00 124.26 2,607.37 103.30 131.14 1.749 17,055.962 0.00 131.14 2,670.84 103.40 138.15 1.788 17,218.681 0.00 138.15 2,734.96 103.50 145.27 1.828 17,382.173 0.00 145.27 2,799.76 103.60 152.52 1.868 17,546.437 0.00 152.52 2,865.22 103.70 159.88 1.909 17,711.474 0.00 159.88 2,931.34 103.80 167.36 1.950 17,877.284 0.00 167.36 2,998.13 103.90 174.95 1,991 18,043.866 0.00 174.95 3,065.59 104.00 182.65 2.032 18,211.220 0.00 182.65 3,133.72 # Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 15 of 24 Basin 3-2-a Subsection: Level Pool Pond Routing Summary Label: 1 (IN) Return Event; 100 years Storm Event: Infiltration Infiltration Method (Computed) No Infiltration Initial Conditions Elevation (Water Surface, Initial) Volume (Initial) How (Initial Outiet) Flow (Initial Infiltration) Flow (Initial, Total) Time Increment 93.50 ft 0.000 ac-ft 0.00 ftVs 0.00 ftys 0.00 ft3/s 1.000 min Infiow/Outflow Hydrograph Summary Flow (Peak In) 34.39 ft3/s Time to Peak (Ftow, In) 252.000 min Flow (Peak Outiet) 14.09 ft3/s Time to Peak (Flow, Outiet) 258.000 min Elevation (Water Surface, Peak) Volume (Peak) Mass Balance (ac-ft) Volume (Initial) Volume (Total Inflow) Volume (Total Infiltration) Volume (Total Outlet Outflow) Volume (Retained) Volume (Unrouted) Error (Mass Balance) 101,09 ft 0.973 ac-ft 0.000 ac-ft 1.609 ac-ft 0.000 ac-ft 1.609 ac-ft 0.000 ac-ft 0.000 ac-ft 0.0 % Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-765-1666 Bentley PondPack VSi [08.11.01.51] Page 16 of 24 Basin 3-2-a Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Retum Event: 100 years Storm Event: # Peak Discharge 14.09 ft3/s Time to Peak 258.000 min Hydrograph Volume 1.609 ac-ft HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min Time on left re Time -. Flow (min) > (ft3/s) iresents time for first vaiue in each row. Flow Flow Flow. Flow,, (ftvs) ms) ms) ' ms) 0.000 0.00 0.05 0.13 0.17 0.20 5.000 0.22 0.25 0.26 0.28 0.30 10.000 0.31 0.32 0.33 0.34 0.34 15.000 0.35 0.35 0.36 0.36 0.37 20.000 0.37 0.37 0.38 0.38 0.38 25.000 0.39 0.39 0.39 0.40 0.40 30.000 0,40 0.40 0.41 0.41 0.41 35.000 0,41 0.41 0.42 0.42 0.42 40.000 0,42 0.42 0.43 0.43 0.43 45.000 0,43 0.43 0.43 0.44 0.44 50.000 0,44 0.44 0.44 0.44 0.44 55.000 0,45 0.45 0.45 0.45 0.45 60.000 0,45 0.45 0.45 0.46 0.46 65.000 0,46 0.46 0.46 0.46 0.46 70.000 0,46 0.47 0.47 0.47 0.47 75.000 0,47 0.47 0.47 0.47 0.47 80.000 0,47 0.48 0.48 0.48 0.48 85.000 0,48 0.48 0.48 0.48 0.48 90.000 0,48 0.49 0.49 0.49 0.49 95.000 0,49 0.49 0.49 0.49 0.49 100.000 0.49 0.50 0.50 0.50 0.50 105.000 0.50 0.50 0.50 0,50 0.50 110.000 0.50 0.50 0.51 0.51 0.51 115.000 0.51 0.51 0.51 0.51 0.51 120.000 0.51 0.51 0.51 0.52 0.52 125.000 0.52 0.52 0.52 0.52 0.52 130.000 0.52 0.52 0.52 0.52 0.53 135.000 0.53 0.53 0.53 0.53 0.53 140.000 0.53 0.53 0.53 0.53 0.54 145.000 0.54 0.54 0.54 0.54 0.54 150.000 0.54 0.54 0.54 0.54 0.54 155.000 0.55 0.55 0.55 0.55 0.55 160.000 0.55 0.55 0.55 0.55 0.55 165.000 0.55 0.56 0.56 0.56 0.56 170.000 0.56 0.56 0.56 0.56 0.56 175.000 0.56 0.57 0.57 0.57 0,57 180.000 0.57 0.57 0.57 0.57 0.57 Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 17 of 24 Basin 3-2-a Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Retum Event: 100 years Storm Event: G Time Time (mm) 185.000 190.000 195.000 200.000 205.000 210.000 215.000 220.000 225.000 230.000 235.000 240.000 245.000 250.000 255.000 260.000 265.000 270.000 275.000 280.000 285.000 290.000 295.000 300,000 305,000 310.000 315.000 320.000 325.000 330.000 335.000 340.000 345.000 350.000 355.000 360.000 365.000 370.000 375.000 380.000 385.000 390.000 HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first value in each row. Flow ms) 0.57 0.58 0.59 0.62 0.68 0.76 0.84 0.90 0.95 1.00 1.05 1.11 1.18 1.31 11.23 13.56 9.66 7.22 5.65 4.65 3.90 3.43 3.06 2.76 2.51 2.31 2.17 2.08 1.99 1.91 1.83 1.76 1.69 1.62 1.56 1.50 1.37 1.32 1.31 1.31 1.30 1.29 Flow ms) 0.58 0.58 0.60 0.63 0.69 0.77 0.85 0.91 0.95 1.01 1.06 1.13 1.21 1.91 12.77 12.75 9.07 6.84 5.43 4.48 3.79 3.35 3.00 2.70 2.47 2.27 2.15 2.06 1.97 1.89 1.82 1.74 1.68 1.61 1.55 1.48 1.34 1.32 1.31 1.31 1.30 1.29 Flow ms) 0.58 0.58 0.60 0.64 0.71 0.79 0.87 0.92 0.97 1.02 1.07 1.14 1.23 3.95 13.69 11.82 8.52 6.49 5.22 4.32 3.70 3.27 2.93 2.65 2.43 2.24 2.13 2.04 1.96 1.88 1.80 1.73 1.66 1.60 1.53 1.46 1.33 1.32 1.31 1.31 1.30 1.29 Flow ms) 0.58 0.58 0.60 0.65 0.72 0.81 0.88 0.93 0.97 1.03 1.09 1.15 1.25 6.69 14.09 11.00 8.05 6.17 5.02 4.18 3.61 3.20 2.87 2.60 2.39 2.21 2.11 2.02 1.94 1.86 1.79 1.72. 1.65 1.58 1.52 1.44 1.32 1.32 1.31 1.30 1.30 1.29 Flow (ftVs) 0.58 0.59 0.61 0.66 0.74 0.83 0.89 0.94 0.98 1.04 1.10 1.17 1.28 9.20 14.03 10.30 7.62 5.89 4.83 4.04 3.52 3.13 2.81 2.56 2.35 2.19 2.09 2.01 1.92 1.85 1.77 1.70 1.64 1.57 1.51 1.41 1.32 1.32 1.31 1,30 1.29 1.29 Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley Pond Pack VSi [08.11.01.51] Page 18 of 24 Basin 3-2-a Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: Time Time (min) HYDROGRAPH ORDINATES (ft'/s) Output Time Increment =1.000 min on left represents time for first vaiue in each row. Basin3-2-a.ppc 3/12/2015 Flow ms) Flow ms) Ftow ms) Flow ms) Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Flow ms) 395.000 1.29 1.28 1.28 1.28 1.28 400.000 1.28 1.28 1.28 1.27 1.27 405.000 1.27 1,27 1.27 1.27 1.27 410.000 1.26 1,26 1.26 1.26 1.26 415.000 1.26 1,26 1.25 1.25 1.25 420.000 1.25 1.25 1.25 1.25 1.24 425.000 1.24 1.24 1.24 1.24 1.24 430.000 1.23 1.23 1.23 1.23 1.23 435.000 1.23 1.23 1.22 1.22 1,22 440.000 1.22 1.22 1.22 1.21 1,21 445.000 1.21 1.21 1,21 1.21 1.21 450.000 1.20 1.20 1.20 1.20 1.20 455.000 1.20 1.19 1.19 1.19 1.19 460.000 1.19 1.19 1.19 1.18 1.18 465.000 1.18 1.18 1,18 1.18 1.17 470.000 1.17 1.17 1,17 1.17 1.17 475.000 1.16 1.16 1,16 1.16 1.16 480.000 1.16 1.15 1,15 1.15 1.15 485.000 1.15 1.15 1,14 1.14 1.14 490.000 1.14 1.14 1.14 1.13 1.13 495.000 1.13 1.13 1.13 1.13 1.12 500.000 1.12 1.12 1.12 1.12 1.11 505,000 1.11 1.11 1.11 1.11 1.11 510.000 1.10 1.10 1.10 1.10 1.10 515,000 1.10 1.09 1.09 1.09 1.09 520,000 1.09 1.08 1.08 1.08 1.08 525.000 1.08 1.07 1.07 1.07 1.07 530.000 1.07 1.07 1.06 1.06 1.06 535.000 1.06 1.06 1.05 1.05 1.05 540.000 1.05 1.05 1.04 1.04 1.04 545.000 1.04 1.04 1.03 1.03 1.03 550.000 1.03 1.03 1.02 1.02 1.02 555.000 1.02 1.02 1.01 1.01 1.01 560.000 1.01 1.01 1.00 1.00 1.00 565.000 1.00 0.99 0.99 0.99 0.99 570.000 0.99 0.98 0.98 0.98 0.98 575.000 0.97 0.97 0.97 0.97 0.97 580.000 0.96 0.96 0.96 0.96 0.95 585.000 0.95 0.95 0.95 0.94 0.94 590.000 0.94 0.94 0.94 0.93 0.93 595.000 0.93 0.93 0,92 0.92 0.92 600,000 1 0.92 0.91 0.91 0.91 0.91 Bentley PondPack VSI [08.11.01.61] Page 19 of 24 I Basin 3-2-a Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Retum Event: 100 years Storm Event: G Time HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first vaiue in each row. Time (min) Basin3-2-a.ppc 3/12/2015 Flow ms) Flow ms) Flow ms) Flow (ftVs) 605.000 0.90 0.90 0.90 0.89 0.89 610.000 0.89 0.89 0.88 0.88 0.88 615.000 0.88 0.87 0.87 0.87 0.86 620.000 0.86 0.86 0.86 0.85 0.85 625.000 0.85 0.84 0.84 0.84 0.84 630.000 0.83 0.83 0.82 0.82 0.81 635.000 0.81 0.80 0.80 0.79 0.79 640.000 0.78 0.78 0.77 0.77 0.76 645.000 0.76 0.75 0.75 0.74 0.74 650.000 0.73 0.73 0.73 0.72 0.72 655.000 0.71 0.71 0.71 0.70 0.70 660.000 0.70 0.69 0.69 0.68 0.68 665.000 0.68 0.67 0.67 0.67 0.66 670.000 0.66 0.66 0.65 0.65 0.65 675.000 0.65 0.64 0.64 0.64 0.64 680.000 0.63 0.63 0.63 0.63 0.62 685.000 0.62 0.62 0.62 0.61 0.61 690.000 0.61 0.61 0.61 0.60 0.60 695.000 0.60 0.60 0.60 0.60 0.60 700.000 0.60 0.60 0.59 0.59 0.59 705.000 0.59 0.59 0.59 0.59 0.59 710.000 0.59 0.58 0.58 0.58 0.58 715.000 0.58 0.58 0.58 0.58 0.58 720.000 0.58 0,58 0.58 0.58 0.58 725.000 0.58 0,58 0.58 0.58 0.58 730.000 0.58 0.58 0.58 0.58 0.58 735.000 0.58 0.58 0.58 0.58 0.58 740.000 0.57 0.57 0.57 0.57 0.57 745.000 0.57 0.57 0.57 0.57 0.57 750.000 0.57 0.57 0.57 0.57 0.57 755.000 0.57 0.57 0.57 0.57 0.57 760.000 0.57 0.57 0.57 0.57 0.57 765.000 0.57 0.57 0.57 0.57 0.57 770.000 0.57 0.57 0.57 0.57 0.57 775.000 0.56 0.56 0.56 0.56 0.56 780.000 0.56 0.56 0.56 0.56 0.56 785.000 0.56 0.56 0.56 0.56 0.56 790.000 0.56 0.56 0.56 0.56 0.56 795.000 0.56 0.56 0.56 0.56 0.56 800.000 0.56 0.56 0.56 0.56 0.56 805.000 0.56 0.56 0.56 0.55 0.55 810.000 0.55 0.55 0.55 0.55 0.55 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Flow ms) Bentley PondPack VSi [08.11.01.51] Page 20 of 24 Basin 3-2-a Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: m Time HYDROGRAPH ORDINATES (ft*/s) Output Time Increment = 1.000 min Basin3-2-a.ppc 3/12/2015 Time Flow Flow Flow Flow Flow (min) ms) ms) ms) ms) ms) 815.000 0.55 0.55 0.55 0.55 0.55 820.000 0.55 0.55 0.55 0.55 0.55 825,000 0.55 0.55 0.55 0.55 0.55 830.000 0.55 0.55 0.55 0.55 0.55 835.000 0.55 0.55 0.55 0.55 0.54 840.000 0.54 0.54 0.54 0.54 0.54 845.000 0.54 0.54 0.54 0.54 0.54 850.000 0.54 0.54 0.54 0.54 0.54 855.000 0.54 0.54 0.54 0.54 0.54 860.000 0.54 0.54 0.54 0.54 0.54 865.000 0.54 0.54 0.54 0.54 0.53 870.000 0.53 0.53 0.53 0.53 0.53 875,000 0.53 0.53 0.53 0.53 0.53 880,000 0.53 0.53 0.53 0.53 0.53 885.000 0.53 0.53 0.53 0.53 0.53 890,000 0.53 0.53 0.53 0.53 0.53 895.000 0.53 0.53 0.52 0.52 0.52 900.000 0.52 0.52 0.52 0.52 0.52 905.000 0.52 0.52 0.52 0.52 0.52 910.000 0.52 0.52 0.52 0.52 0.52 915.000 0.52 0.52 0.52 0.52 0.52 920.000 0.52 0.52 0.52 0.51 0.51 925.000 0.51 0.51 0.51 0.51 0.51 930.000 0.51 0.51 0.51 0.51 0.51 935.000 0.51 0.51 0.51 0.51 0.51 940.000 0.51 0.51 0.51 0.51 0.51 945.000 0.51 0.51 0.51 0.50 0.50 950.000 0.50 0.50 0.50 0.50 0.50 955.000 0.50 0.50 0.50 0.50 0.50 960.000 0.50 0.50 0.50 0.50 0.50 965.000 0.50 0.50 0.50 0.50 0.50 970.000 0.50 0,49 0,49 0.49 0.49 975.000 0.49 0.49 0.49 0.49 0.49 980.000 0.49 0.49 0.49 0.49 0.49 985.000 0.49 0,49 0.49 0.49 0.49 990.000 0.49 0,49 0.49 0.48 0.48 995.000 0.48 0.48 0.48 0.48 0.48 1,000.000 0.48 0,48 0.48 0.48 0.48 1,005.000 0.48 0.48 0.48 0.48 0.48 1,010.000 0.48 0.48 0.48 0.47 0.47 1,015.000 0.47 0.47 0.47 0.47 0.47 1,020.000 0.47 0.47 0.47 0.47 0.47 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 21 of 24 Basin 3-2-a Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min Time on left represents time for first value in each row. Time Flow Flow Flow Flow Row (min) (ft3/s) (ftVs) ms) ms) (ftVs) 1,025.000 0.47 0.47 0.47 0.47 0.47 1,030.000 0.47 0.47 0.46 0.46 0.46 1,035.000 0.46 0.46 0.46 0.46 0.46 1,040.000 0.46 0.46 0.46 0,46 0,46 1,045.000 0.46 0.46 0.46 0,45 0.45 1,050.000 0.45 0.45 0.45 0.45 0.45 1,055.000 0.45 0.45 0.45 0.45 0,45 1,060.000 0.45 0.45 0.45 0.44 0,44 1,065.000 0.44 0.44 0.44 0.44 0.44 1,070.000 0.44 0.44 0.44 0.44 0.44 1,075.000 0.44 0.43 0.43 0.43 0.43 1,080.000 0.43 0.43 0.43 0.43 0.43 1,085.000 0.43 0.43 0.43 0.42 0.42 1,090.000 0.42 0.42 0.42 0.42 0.42 1,095.000 0.42 0.42 0.42 0.41 0.41 1,100.000 0.41 0.41 0.41 0.41 0.41 1,105.000 0.41 0.41 0.40 0.40 0.40 1,110.000 0.40 0.40 0.40 0.40 0.40 1,115.000 0.39 0.39 0,39 0.39 0.39 1,120.000 0.39 0.39 0.38 0.38 0.38 1,125.000 0.38 0.38 0.38 0.38 0.37 1,130.000 0.37 0,37 0.37 0.37 0.37 1,135.000 0.36 0.36 0.36 0.36 0.36 1,140.000 0.36 0.35 0.35 0.35 0.35 1,145.000 0.35 0.34 0.34 0.34 0.34 1,150.000 0.34 0.33 0.33 0.33 0.33 1,155.000 0.32 0.32 0.32 0.32 0.31 1,160.000 0.31 0.31 0.30 0.30 0.30 1,165.000 0.29 0.29 0.29 0.28 0.28 1,170.000 0.28 0.27 0.27 0.26 0.26 1,175.000 0.25 0.25 0.24 0.23 0.23 1,180.000 0.22 0.21 0.20 0.19 0.17 1,185.000 0.16 0.14 0.11 0.05 0.02 1,190.000 0.01 0.01 0.00 0.00 0.00 Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 22 of 24 Basin 3-2-a Subsection: Pond Inflow Summary Label: 1 (IN) Summary for Hydrograph Addition at '1' Upstream Node Upstream Link <Catchment to Outflow Node> Inflow Type ^ - 5 'iiifi Flow (From) Flow (In) Element CM-1 1 CM-1 Node Inflows Volume (ac-ft)': 1.609 1,609 Time to Peak / • \ I it|||!li,|i[|-ii|(fn||])^|:^,i| 252.000 252.000 Flow (Peak) ms) 34.39 34.39 Retum Event: 100 years Storm Event: # I Basin3-2-a.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-756-1666 Bentley PondPack V8i [08.11.01.51] Page 23 of 24 Basin 3-2-a Index 1 1 (Elevation-Area Volume Curve)... 1 (Elevation-Area Volume Curve, 100 years).,.4 1 (Elevatlon-Volume-Flow Table (Pond))... 1 (Elevation-Volume-Flow Table (Pond), 100 years)...13,14,15 1 (IN) (Level Pool Pond Routing Summary)... 1 (IN) (Level Pool Pond Routing Summary, 100 years)..,16 1 (IN) (Pond Inflow Summary)... 1 (IN) (Pond Inflow Summary, 100 years)...23 1 (OUT) (Pond Routed Hydrograph (total out))... 1 (OUT) (Pond Routed Hydrograph (total out), 100 years)...17,18, 19, 20, 21, 22 1 (Volume Equations)... 1 (Volume Equations, 100 years),..5 C CM-1 (Read Hydrograph)... CM-1 (Read Hydrograph, 100 years)...3 M Master Network Summary...2 0 0utiet#l (Composite Rating Curve)... 0utiet#l (Composite Rating Curve, 100 years)...8,9,10,11,12 Outiet#l (Outiet Input Data)... Outiet#l (Outlet Input Data, 100 years)...6,7 Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack VSi Basin3-2-a.ppc Center [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 24 of 24 Watertown, CT 06795 USA +1-203-755-1666 25.00 22.50 20.00 17.50 ; 15.00 \ 12.50 ) 10.00 7.50 5.00 2.50 0.00 0.62S 0.563 0.500 ? 0.438 ^ 0.375 \ 0.313 \ 0.250 \ 0.188 0.125 0.063 0.000 110.00 109.38 108.75 108.13 107.50 106.88 106.25 105.63 105.00 104.38 103.75 103.13 102.50 ' 5= zrzr-r 1 1 / \ / \ / / / N 1500 Time (min) — 1 - EXIO - Flow (Total In) — 1 - EXIO - Flow (Total Out) — 1 - EXIO - Volume — 1 - EXIO - Elevation Basin 3-2-b vll^V Project Sumnriary Title QC-Basin3-2-b Engineer PDC Company PDC Date 3/12/2015 Notes r Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i Basin3-2-b.ppc Center [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 1 of 22 Watertown, CT 06795 USA +1-203-756-1666 Table of Contents Master Network Summary 2 CM-1 Read Hydrograph 3 1 Outlet#l 1(IN) 1 (OUT) 1(IN) Elevation-Area Volume Curve ^ Volume Equattons 5 Outiet Input Data 6 Composite Rating Curve 8 Elevation-Volume-Flow Table (Pond) ^2 Level Pool Pond Routing Summary Pond Routed Hydrograph (total out) 16 Pond Inflow Summary 21 Basin 3-2-b Subsection: Master Network Summary Catchments Summary Label Scenario Return Event (years) Hydrograph Volume (ac-ft) Time to'Peak (mm) Peak Flow (ftVs) CM-1 EXIO 0.969 245.000 25.25 Node Summary Label Scenario Return Event (years) Hydrograph Volume (ac-ft) Time to Peak (min) Peak Flow • ms) 0-1 EXIO 0.969 250.000 11.49 Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow vMaximum Maximum Event Volume (min) (ftVs) 'Wafer Pond Storage (years) (ac-ft) Surfgse (ac-ft) Elevation (ac-ft) ' (ft)"" l(IN) EXIO 0 0.969 245.000 25.25 (N/A) (N/A) 1 (OUT) EXIO 0 0.969 250.000 11.49 108.83 0.545 Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [06.11.01.51] Page 2 of 22 Basin 3-2-b Subsection: Read Hydrograph Label: CM-1 Return Event: 100 years Storm Event: m Peak Discharge Time to Peak Hydrograph Volume 25.25 ft3/s 245.000 min 0.969 ac-ft Time (mm) HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 7.000 min Time on left represents time for first value in each row. •Fow Flow ' Flow Flow (ftVs) Flow 0.000 0.00 0.70 0.70 0.70 0.70 35.000 0.80 0.80 0.80 0.80 0.80 70.000 0,90 0.90 0.90 0.90 1.00 105.000 1,00 1.00 1.10 1.10 1.20 140.000 1.20 1.30 1.30 1.40 1.50 175.000 1.60 1.70 1.80 1.90 2.20 210.000 2.40 2,90 3.40 4.90 6.60 245.000 25.25 4.00 2.60 2.10 1.70 280.000 1.50 1.30 1.20 1.10 1.00 315.000 1.00 0,90 0.90 0.80 0.80 350.000 0.80 0.70 0.00 (N/A) (N/A) Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.61] Page 3 of 22 m Basin 3-2-b Subsection: Label: 1 Elevation-Area Volume Curve Retum Event: 100 years Storm Event: Elevation . (ft) "f,.. Planimeter (ft^) Area 'i ' . (ft^) Al+A2+sqr \ (A1*A2) (ft^) Volume (ac-ft]) Volume (Total) (ac-ft) 102.50 0.0 9.880 0,000 0.000 0,000 103.50 0.0 1,329.080 1,453.552 0.011 0.011 106.00 0.0 3,298.000 6,720.715 0,129 0.140 108.00 0.0 7,818.000 16,193.772 0,248 0.388 110.00 0.0 10,052.900 26,736.202 0,409 0.797 cm Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 4 of22 Basin 3-2-b Subsection: Volume Equations Label: 1 Return Event: 100 years Storm Event: # Pond Volume Equations * Incremental volume computed by the Conic l^ethod for Reservoir Volumes. Volume = (1/3) * (EL2 - Ell) * (Areal + Area2 + sqr(Areal * AreaZ)) where: ELI, EL2 Lower and upper elevations of the Inaement Areal, Area2 Areas computed for ELI, EL2, respectively Volume Inaemental volume between ELI and EL2 Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSI [08.11.01.51] Page 5 of22 # Basin 3-2-b Subsection: Outlet Input Data Label: Outlet#l Return Event: 100 years Storm Event: Requested Pond Water Surface Elevations Minimum (Headwater) 102.50 ft Increment (Headwater) 0.10 ft Maximum (Headwater) 110.00 ft Outlet Connectivity structure Type Outiet ID Direction Outfall El E2 (ft) (ft) Orifice-Circular Orifice -1 Fonward TW 102.50 110.00 Orifice-Circular Orifice - 4 Fonward TW 107.00 110.00 Rectangular Weir Weir -1 Forward TW 108.30 110.00 Tailwater Settings Tailwater (N/A) (N/A) Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.61] Page 6 of 22 Basin 3-2-b Subsection: Outlet Input Data Label: Outlet#l Return Event: 100 years Storm Event: # Structure ID: Orifice -1 Structure Type: Orifice-Circular Number of Openings 1 Elevation 102.50 ft Orifice Diameter 3.0 In Orifice Coefftoient 0.670 Structure ID: Weir -1 Structure Type: Rectangular Weir Number of Openings 1 Elevation 108,30 ft Weir Length 9.20 ft Weir Coefficient 3.00 (ft'^0.5)/s Structure ID: Orifice-4 Structure Type: Orifice-Circular Number of Openings 1 Elevation 107.00 ft Orifice Diameter 2.0 in Orifice Coefficient 0.670 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Out^ll Convergence Tolerances Maximum Iterations 30 Tailwater Tolerance 0.01 ft (Minimum) 0.01 ft Tailwater Tolerance 0.50 ft (Maximum) 0.50 ft Headwater Tolerance 0.01ft (Minimum) 0.01ft Headwater Tolerance 0.50 ft (Maximum) 0.50 ft Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 fts/s Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad IVIethods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 7 of 22 Subsection: Composite Rating Curve Label: Outlet#l Basin 3-2-b Return Event: 100 years Storm Event: Composite Outflow Summary Water Surface Flow Elevation . (fts/s) Tailwater Elevation i(ft) Convergence Enx>r ^(ft) 102.50 0.00 (N/A) 0.00 102.60 0.02 (N/A) 0.00 102.70 0.06 (N/A) 0.00 102.80 0,11 (N/A) 0.00 102.90 0.14 (N/A) 0.00 103.00 0.16 (N/A) 0.00 103.10 0.18 (N/A) 0.00 103,20 0.20 (N/A) 0.00 103.30 0.22 (N/A) 0.00 103.40 0.23 (N/A) 0.00 103.50 0.25 (N/A) 0.00 103.60 0.26 (N/A) 0.00 103.70 0.27 (N/A) 0.00 103.80 0.29 (N/A) 0.00 103.90 0,30 (N/A) 0.00 104.00 0.31 (N/A) 0.00 104.10 0.32 (N/A) 0.00 104.20 0.33 (N/A) 0.00 104.30 0.34 (N/A) 0.00 104.40 0.35 (N/A) 0.00 104.50 0.36 (N/A) 0.00 104.60 0.37 (N/A) 0.00 104,70 0.38 (N/A) 0.00 104.80 0,39 (N/A) 0.00 104.90 0.40 (N/A) 0.00 105.00 0.41 (N/A) 0.00 105.10 0.42 (N/A) 0.00 105.20 0.42 (N/A) 0.00 105.30 0.43 (N/A) 0.00 105.40 0.44 (N/A) 0.00 105.50 0.45 (N/A) 0.00 105.60 0.46 (N/A) 0.00 105.70 0.46 (N/A) 0.00 105.80 0.47 (N/A) 0.00 105.90 0.48 (N/A) 0.00 106.00 0.48 (N/A) 0.00 106.10 0.49 (N/A) 0.00 106.20 0.50 (N/A) 0.00 106.30 0.51 (N/A) 0.00 106.40 0.51 (N/A) 0.00 106.50 0.52 (N/A) 0.00 106.60 0.53 (N/A) 0.00 106.70 0.53 (N/A) 0.00 Basln3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Slennon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 8 of 22 Subsection: Composite Rating Curve Label: Outlet#l Basin 3-2-b Return Event: 100 years Storm Event: Composite Outflow Summary Water Surface Elevation (ft) Flow ms) Tailwater Elevation (ft) Confa-ibuting Structures None Contributing Oriftee -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Basin3-2-b.ppc 3/12/2015 convergence Error (ft) 106.80 0,54 (N/A) 0.00 106.90 0,55 (N/A) 0,00 107.00 0.55 (N/A) 0,00 107.10 0.57 (N/A) 0,00 107.20 0.60 (N/A) 0,00 107.30 0.63 (N/A) 0,00 107.40 0.64 (N/A) 0,00 107.50 0.66 (N/A) 0,00 107.60 0.67 (N/A) 0,00 107.70 0.69 (N/A) 0,00 107.80 0.70 (N/A) 0.00 107.90 0.71 (N/A) 0,00 108.00 0.72 (N/A) 0.00 108.10 0.74 (N/A) 0.00 108.20 0.75 (N/A) 0.00 108.30 0.76 (N/A) 0.00 108.40 1.64 (N/A) 0.00 108.50 3.25 (N/A) 0.00 108.60 5.32 (N/A) 0.00 108.70 7.78 (N/A) 0.00 108.80 10.57 (N/A) 0.00 108.90 13.65 (N/A) 0.00 109.00 16.99 (N/A) 0.00 • 109.10 20.59 (N/A) 0.00 109.20 24.41 (N/A) 0.00 109.30 28.46 (N/A) 0.00 109.40 32.71 (N/A) 0.00 109.50 37.16 (N/A) 0.00 109.60 41.79 (N/A) 0.00 109.70 46.61 (N/A) 0.00 109.80 51.60 (N/A) 0.00 109.90 56.77 (N/A) 0.00 110.00 62.09 (N/A) 0.00 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 9 of 22 I Basin 3-2-b Subsection: Composite Rating Curve Label: Outlet#l Return Event: 100 years Storm Event: Composite Outfiow Summary Contributing Structures Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - ] Orifice - ] Orifice -1 Orifice - ] Orifice -1 Orifice -1 Orifice - ] Orifice - ] Orifice - ] Orifice - ] Orifice - ] Orifice - \ Orifice - \ Orifice - ] Orifice -1 Orifice - ] Orifice - d -I- Orifice -4 Orifice - ] L -1- Orifice -4 Orifice - 3 + Orifice -4 Orifice - ] -1- Orifice -4 Orifice - ] + Orifice -4 Orifice - 3 + Orifice -4 Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Sienwn Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 10 of 22 Basin 3-2-b Subsection: Composite Rating Curve Label: Outlet#l Retum Event: 100 years Stomi Event: Composite Outflow Contributing 1 + Orifice - 1 + Orifice - 1 + Orifice - 1 + Orifice - 1 + Orifice - 1 + Orifice - 1 + Orifice - Orifice -1 H- Orifice - Orifice -1 + Orifice - 1 + Orifice - 1 + Orifice - 1 + Orifice - 1 -I- Orifice - 1 + Orifice - 1 + Orifice - 1 + Orifice - Orifice -1 -I- Orifice - Orifice -1 + Orifice - Orifice -1 -I- Orifice - Orifice -1 -I- Orifice - Orifice - l-H Orifice - Orifice - l-H Orifice - Orifice -1 + Orifice - Orifice -1 + Orifice - Orifice • Orifice- Orifice • Orifice • Orifice- Orifice- Orifice- Orifice - Oriftee - Oriftee - Orifice - Orifice - Orifice- Orifice- Summary Structures 4 4 4 4 4 4 4 -f Weir 4 -I- Weir 4 -I- Weir 4 + Weir 4 + Weir 4 + Weir 4 + Weir 4 + Weir 4 + Weir 4 •*• Weir 4 + Weir 4 + Weir 4 -I- Weir 4 -I- Weir 4 -I- Weir 4 -I- Weir 4 -I- Weir 4 -t- Weir Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solufion Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 11 of 22 # Basin 3-2-b Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Retum Event: 100 years Storm Event: Infiltration Infiltration Method (Computed) No Inflitration Initial Conditions Elevation (Water Surface, Initial) 102.50 ft Volume (Initial) 0.000 ac-ft Flow (Initial Outiet) 0.00 ftVs Flow (Initial Infiltration) 0.00 fts/s Flow (Initial, Total) 0.00 ftys Time Increment 1.000 min Elevation (ft) Outflow (ftVs) Storage (ac-ft) Area [ft^) Infiltration ms) Flow (Total). (ftVs) 2S/t + 0 ms) 102.50 0.00 0,000 9.880 0.00 0.00 0.00 102.60 0.02 0.000 41.920 0.00 0.02 0.10 102.70 0.06 0.000 96.156 0.00 0.06 0.36 102.80 0.11 0.001 172.587 0.00 0.11 0.86 102.90 0.14 0.001 271.214 0.00 0.14 1.62 103.00 0.16 0.002 392.036 0.00 0.16 2.74 103.10 0.18 0.003 535.054 0.00 0.18 4.30 103.20 0.20 0.004 700.267 0.00 0.20 6.37 103.30 0.22 0.006 887.676 0.00 0.22 9.03 103.40 0.23 0.008 1,097.280 0.00 0.23 12,35 103.50 0.25 0.011 1,329.080 0.00 0.25 16,40 103.60 0.26 0.014 1,390.948 0.00 0.26 20.94 103.70 0.27 0.018 1,454.224 0.00 0.27 25.70 103.80 0.29 0.021 1,518.906 0.00 0.29 30.67 103.90 0.30 0.024 1,584.997 0.00 0.30 35.85 104.00 0.31 0.028 1,652.494 0.00 0.31 41.26 104.10 0.32 0.032 1,721.399 0.00 0.32 46.89 104.20 0.33 0.036 1,791.712 0.00 0.33 52.76 104.30 0.34 0.040 1,863.432 0.00 0.34 58.86 104.40 0.35 0.045 1,936.559 0.00 0.35 65.20 104.50 0.36 0.049 2,011.093 0.00 0.36 71.79 104.60 0.37 0.054 2,087.035 0.00 0,37 78.63 104,70 0.38 0.059 2,164.385 0.00 0.38 85.72 104,80 0.39 0.064 2,243.142 0.00 0.39 93.08 104,90 0.40 0.069 2,323.306 0.00 0.40 100.70 105,00 0.41 0.075 2,404.877 0.00 0.41 108.59 105,10 0,42 0.080 2,487.856 0.00 0.42 116.75 105.20 0,42 0.086 2,572.243 0.00 0.42 125.19 105.30 0,43 0.092 2,658.037 0.00 0.43 133.92 r V. Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 12 of 22 Basin 3-2-b Subsection: Elevation-VoIume-Flow Table (Pond) Label: 1 Retum Event: 100 years Storm Event: # Elevation (ft) 105.40 105.50 105.60 105.70 105.80 105,90 106,00 106,10 106.20 106.30 106.40 106.50 106.60 106.70 106.80 106.90 107,00 107.10 107.20 107.30 107,40 107,50 107,60 107.70 107.80 107.90 108.00 108.10 108.20 108.30 108.40 108.50 108.60 108.70 108.80 108.90 109.00 109.10 109.20 109.30 109,40 109.50 109,60 Outflow (ftVs) 0.44 0.45 0.46 0.46 0.47 0.48 0.48 0.49 0.50 0.51 0.51 0.52 0.53 0.53 0.54 0.55 0.55 0.57 0.60 0.63 0.64 0,66 0,67 0,69 0.70 0.71 0.72 0,74 0,75 0.76 1.64 3.25 5.32 7.78 10.57 13.65 16.99 20,59 24.41 28.46 32.71 37.16 41.79 Storage (ac-ft) 0.098 0.105 0.111 0.118 0.125 0.132 0.140 0.147 0.156 0.164 0.173 0.183 0.193 0.203 0.214 0.226 0.238 0.250 0.263 0.277 0.291 0.305 0.321 0.336 0.353 0.370 0.388 0.406 0.424 0.442 0.461 0.480 0.500 0.519 0.539 0,559 0,579 0,600 0.621 0,642 0.663 0.685 0.707 Area (ft^) 2,745.238 2,833.846 2,923.862 3,015.286 3,108.116 3,202.354 3,298.000 3,478.378 3,663.559 3,853.542 4,048.327 4,247.914 4,452.304 4,661.496 4,875.490 5,094.287 5,317.886 5,546.287 5,779.490 6,017.496 6,260.304 6,507.914 6,760.327 7,017.542 7,279.559 7,546.378 7,818.000 7,923.081 8,028.863 8,135.347 8,242.533 8,350.419 8,459.008 8,568.297 8,678.289 8,788.982 8,900.376 9,012.472 9,125.269 9,238.767 9,352.968 9,467.869 9,583.473 Infiltration ' (ft'Vs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . Flow (Total) (ftVs) 0.44 0.45 0.46 0.46 0.47 0.48 0.48 0.49 0.50 0.51 0.51 0.52 0.53 0.53 0.54 0.55 0.55 0.57 0.60 0.63 0.64 0.66 0.67 0.69 0.70 0.71 0.72 0.74 0.75 0.76 1.64 3.25 5.32 7.78 10.57 13.65 16.99 20.59 24.41 28.46 32.71 37.16 41.79 2S/t + 0 ms) 142.93 152.23 161.84 171.74 181.96 192.48 203.32 214.62 226.53 239.06 252.24 266.07 280.58 295.77 311.67 328.29 345.65 363.78 382.69 402.37 422.85 444.14 466.27 489.24 513.08 537.80 563.42 589.67 616.27 643.22 671.40 700.66 730.75 761.59 793.12 825.31 858.14 891.58 925.64 960.29 995.53 1,031.34 1,067.73 # Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 13 of 22 # Basin 3-2-b Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Retum Event: 100 years Stomri Event: Elevation Outflow Storage (ac-ft) ^ Area Infllb-atton Flow (Total) 2S/t + 0 "(ft)' (ftVs) Storage (ac-ft) ^ m ms) (ftVs) ,. = (ft'/s) 109.70 46.61 0.729 9,699.777 0.00 46.61 1,104.69 109.80 51.60 0.751 9,816.783 0.00 51.60 1,142.21 109.90 56.77 0.774 9,934.491 0.00 56.77 1,180.29 110.00 62.09 0.797 10,052.900 0.00 62.09 1,218.93 r'l Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 14 of 22 Basin 3-2-b Subsection: Level Pool Pond Routing Summary Label: 1 (IN) Return Event: 100 years Storm Event: Infiltration Infilb3tion Method (Computed) No Infiltration Initial Conditions Elevation (Water Surface, Initial) Volume (Initial) Flow (Initial Outlet) Ftow (Initial Inflftration) Flow (Initial, Total) Time Increment 102.50 ft 0.000 ac-ft 0.00 ft3/s 0.00 ft3/s 0.00 ftVs 1.000 min Inflow/Outflow Hydrograph Summary Flow (Peak In) 25.25 ftVs Flow (Peak Outiet) 11.49 fts/s Time to Peak (Flow, In) Time to Peak (Flow, Outiet) 245.000 min 250.000 min Elevation (Water Surt^ace, Peak) Volume (Peak) Mass Balance (ac-ft) Volume (Initial) Volume (Total Inflow) Volume (Total Inflltratton) Volume (Total Outiet Outflow) Volume (Retained) Volume (Unrouted) Error (Mass Balance) 108.83 ft 0.545 ac-ft 0.000 ac-ft 0.969 ac-ft 0.000 ac-ft 0.969 ac-ft 0.000 ac-ft 0.000 ac-ft 0.0% Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 15 of 22 I Basin 3-2-b Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Retum Event: 100 years Storm Event: G Peak Discharge 11.49 fts/s Time to Peak 250.000 min Hydrograph Volume 0.969 ac-ft HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min Time on left represents time for first vaiue in eacii row. Time (min) Flow (ftVs) Flow ms) Flow ms) Flow (ftVs) 0.000 0.00 0.02 0.06 0.10 0,13 5.000 0.14 0.16 0.17 0.19 0.19 10.000 0.20 0.21 0.22 0.22 0.22 15.000 0.23 0.23 0.24 0.24 0.24 20.000 0.25 0.25 0.25 0.25 0.26 25.000 0.26 0.26 0.26 0.27 0.27 30.000 0.27 0.27 0.28 0.28 0.28 35.000 0.28 0.29 0.29 0,29 0.29 40.000 0.30 0.30 0.30 0.30 0.30 45.000 0.31 0.31 0.31 0.31 0.31 50.000 0.32 0.32 0.32 0.32 0.32 55.000 0.33 0.33 0.33 0.33 0.33 60.000 0.33 0.34 0.34 0.34 0.34 65.000 0.34 0.34 0.35 0.35 0.35 70.000 0.35 0.35 0.35 0.36 0.36 75.000 0.36 0.36 0.36 0.36 0.36 80.000 0.37 0.37 0.37 0.37 0.37 85.000 0.37 0.37 0.38 0.38 0.38 90.000 0.38 0.38 0.38 0.38 0.39 95.000 0.39 0,39 0.39 0.39 0.39 100.000 0.39 0.40 0.40 0.40 0.40 105.000 0.40 0.40 0.40 0.40 0.41 110.000 0.41 0.41 0.41 0.41 0.41 115.000 0.41 0.41 0.42 0.42 0.42 120.000 0.42 0.42 0.42 0.42 0.43 125.000 0.43 0.43 0.43 0.43 0.43 130.000 0.43 0.43 0.44 0.44 0.44 135,000 0.44 0.44 0.44 0.44 0.44 140.000 0.45 0.45 0.45 0.45 0.45 145.000 0.45 0.45 0.46 0.46 0.46 150.000 0.46 0.46 0.46 0.46 0.46 155.000 0.47 0.47 0.47 0.47 0.47 160.000 0.47 0.47 0.47 0.48 0.48 165.000 0.48 0.48 0.48 0.48 0.48 170.000 0.48 0,49 0,49 0.49 0.49 175.000 0.49 0.49 0.49 0.50 0.50 180.000 0.50 0.50 0.50 0.50 0.50 Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solutksn Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.61] Page 16 of 22 Basin 3-2-b Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: # Time TrtTie ^- 185.000 190.000 195.000 200.000 205.000 210.000 215.000 220.000 225.000 230.000 235.000 240.000 245.000 250.000 255.000 260.000 265.000 270.000 275.000 280.000 285.000 290.000 295.000 300.000 305.000 310.000 315.000 320.000 325.000 330.000 335.000 340.000 345,000 350,000 355,000 360,000 365,000 370.000 375.000 380.000 385.000 390.000 HYDROGRAPH ORDINATES (ftVs) Output Time Increment = 1.000 min on left represents time for first vaiue in eacii row. Flow mis) 0.51 0.51 0.52 0.53 0.53 0.54 0.55 0.56 0.61 0.64 0,67 0,71 3.93 11,49 7.23 4.77 3.49 2.80 2.33 1.99 1.74 1.58 1.48 1.39 1.30 1.22 1.16 1.11 1.05 1.01 0.96 0.92 0.89 0.86 0.83 0.77 0.76 0.75 0.75 0.75 0.74 0.74 Flow.,, (ftVs) ' 6,51 0,51 0,52 0,53 0,53 0,54 0,55 0.57 0,61 0.65 0.68 0.72 6.87 10.93 6.61 4.46 3.30 2.70 2.25 1.94 1.70 1.56 1.46 1.37 1.29 1.21 1.15 1.09 1.04 1.00 0.95 0.91 0.88 0.86 0.83 0.76 0.75 0.75 0,75 0,75 0,74 0.74 Flow ms) ms) 0.51 0,51 0,52 0,53 0,54 0,54 0.55 0.58 0.62 0.65 0.69 0.74 9.21 9.94 6.05 4.17 3.16 2.60 2.18 1.88 1.65 1.54 1,44 1,35 1,27 1,20 1,14 1.08 1.03 0.99 0.94 0.90 0.88 0.85 0,82 0.76 0.75 0.75 0.75 0,75 0,74 0,74 0.51 0.52 0.52 0.53 0.54 0.54 0.55 0.59 0.63 0.66 0.69 0.75 10.72 8.88 5.55 3.92 3.03 2.50 2.11 1.83 1.63 1.52 1.43 1.34 1.25 1.18 1.13 1.07 1.02 0.98 0.94 0.90 0.87 0.85 0.81 0.76 0.75 0.75 0.75 0.74 0.74 0.74 Flow (ft3/s) 0.51 0.52 0.52 0.53 0.54 0.55 0.56 0.60 0.63 0.67 0.70 1.46 11.47 7.96 5.12 3.70 2.91 2.41 2.05 1.79 1.60 1.50 1.41 1.32 1.24 1.17 1.12 1.06 1.02 0.97 0.93 0.89 0.87 0.84 0.79 0.76 0.75 0.75 0.75 0.74 0.74 0.74 # Basin3-2-b.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 17 of 22 Basin 3-2-b Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min Time on left represents time for first value in each row. Time (min) Basin3-2-b.ppc 3/12/2015 Flow (ft3/S) Flow (ftVs) Flow (ftVs) Flow ms) 395.000 0.74 0.74 0.74 0.73 0.73 400.000 0.73 0.73 0.73 0.73 0.73 405.000 0.73 0.73 0.73 0.73 0.73 410.000 0.73 0.73 0.73 0.73 0.72 415.000 0.72 0.72 0.72 0.72 0.72 420.000 0,72 0,72 0.72 0.72 0.72 425.000 0.72 0.72 0.72 0.72 0.71 430.000 0.71 0.71 0.71 0.71 0.71 435.000 0.71 0.71 0.71 0.71 0.71 440.000 0.71 0.71 0.71 0.70 0.70 445.000 0.70 0.70 0.70 0.70 0.70 450.000 0.70 0.70 0.70 0.70 0.70 455.000 0.70 0.70 0.69 0.69 0.69 460.000 0.69 0.69 0.69 0.69 0.69 465.000 0.69 0.69 0.69 0.69 0.69 470.000 0.68 0.68 0.68 0.68 0.68 475.000 0.68 0.68 0.68 0.68 0.68 480.000 0.68 0.68 0.67 0.67 0.67 485.000 0,67 0.67 0.67 0.67 0.67 490.000 0.67 0.67 0.67 0.67 0.66 495.000 0.66 0.66 0.66 0.66 0.66 500.000 0.66 0.66 0.66 0.66 0.66 505.000 0.65 0.65 0.65 0.65 0.65 510.000 0.65 0.65 0.65 0.65 0.65 515.000 0.64 0.64 0.64 0.64 0.64 520.000 0.64 0.64 0.64 0.64 0,64 525.000 0.63 0.63 0.63 0.63 0,63 530.000 0.63 0.63 0.63 0.63 0,62 535,000 0.62 0.62 0.62 0.62 0,62 540.000 0.62 0,62 0.61 0.61 0.61 545,000 0.61 0.61 0.61 0.61 0.61 550.000 0.60 0.60 0.60 0.60 0.60 555.000 0.59 0.59 0.59 0.59 0.58 560.000 0.58 0.58 0.58 0.58 0.57 565.000 0.57 0.57 0.57 0.57 0.57 570.000 0.57 0.56 0.56 0.56 0.56 575.000 0.56 0.56 0.56 0.56 0.56 580.000 0.55 0.55 0.55 0.55 0.55 585.000 0.55 0.55 0.55 0.55 0.55 590.000 0.55 0.55 0.55 0.55 0.55 595.000 0.55 0.55 0.55 0.55 0.54 600.000 0.54 0.54 0.54 0.54 0.54 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Flow ms) Bentley PondPack VSi [08.11.01.51] Page 18 of 22 Basin 3-2-b Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: # Time I HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min Basin3-2-b.ppc 3/12/2015 Time Flow Flow Flow Flov; "r Flow (mm) (ftVs) ms) ms) ms) (ftVs) 605.000 0.54 0.54 0.54 0.54 0.54 610.000 0.54 0.54 0.54 0.54 0.54 615.000 0.54 0.54 0.54 0.54 0.54 620.000 0.54 0.54 0.54 0.53 0.53 625.000 0.53 0.53 0.53 0.53 0.53 630.000 0.53 0.53 0.53 0.53 0.53 635.000 0.53 0.53 0.53 0.53 0.53 640.000 0.53 0.53 0.53 0.53 0.53 645.000 0.52 0.52 0.52 0.52 0.52 650.000 0.52 0.52 0.52 0.52 0.52 655.000 0.52 0.52 0.52 0.52 0.52 660,000 0.52 0.52 0.52 0.52 0.52 665,000 0.51 0.51 0.51 0.51 0.51 670.000 0.51 0.51 0.51 0.51 0.51 675.000 0.51 0.51 0.51 0.51 0.51 680.000 0.51 0.51 0.51 0.51 0.50 685.000 0.50 0.50 0.50 0.50 0.50 690.000 0.50 0.50 0.50 0.50 0.50 695.000 0.50 0.50 0.50 0.50 0.50 700.000 0.50 0.50 0,49 0.49 0.49 705.000 0.49 0.49 0.49 0.49 0.49 710.000 0.49 0.49 0.49 0.49 0.49 715.000 0.49 0.49 0.49 0.48 0.48 720.000 0.48 0.48 0.48 0.48 0.48 725.000 0.48 0.48 0.48 0.48 0.48 730.000 0.48 0.48 0.48 0.48 0.47 735.000 0.47 0.47 0.47 0.47 0,47 740.000 0.47 0.47 0.47 0.47 0,47 745.000 0.47 0.47 0.47 0.47 0,46 750.000 0.46 0.46 0.46 0.46 0,46 755.000 0.46 0.46 0.46 0.46 0,46 760.000 0.46 0.46 0.46 0.45 0.45 765.000 0.45 0.45 0.45 0.45 0.45 770.000 0.45 0.45 0.45 0.45 0.45 775.000 0.45 0.45 0.44 0.44 0.44 780.000 0.44 0.44 0.44 0.44 0.44 785.000 0.44 0.44 0.44 0.44 0.44 790.000 0.43 0.43 0.43 0.43 0.43 795.000 0.43 0.43 0.43 0.43 0.43 800.000 0.43 0.43 0.43 0.42 0.42 805.000 0.42 0.42 0.42 0.42 0.42 810.000 0.42 0.42 0.42 0.42 0.42 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 # Bentley PondPack VSi [08.11.01.51] Page 19 of 22 Basin 3-2-b Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min Time on left represents time for first value in each row. Time Flow Flow Row Flow Flow (min) ' ms) ms) (ftVs) ' ms) ms) 815.000 0.41 0.41 0.41 0.41 0.41 820.000 0.41 0,41 0.41 0.41 0.41 825.000 0.41 0,40 0.40 0.40 0.40 830.000 0.40 0.40 0.40 0.40 0.40 835.000 0.40 0.40 0.40 0.39 0,39 840.000 0.39 0.39 0.39 0.39 0.39 845.000 0.39 0.39 0.39 0.38 0.38 850.000 0.38 0.38 0.38 0.38 0.38 855.000 0.38 0.38 0.38 0.38 0.37 860.000 0.37 0.37 0.37 0.37 0.37 865.000 0.37 0:37 0.37 0.37 0.36 870.000 0.36 0.36 0.36 0.36 0.36 875.000 0.36 0.36 0.36 0.35 0.35 880.000 0,35 0.35 0.35 0.35 0.35 885.000 0.35 0.35 0.35 0.34 0.34 890.000 0.34 0.34 0.34 0.34 0.34 895.000 0.34 0.33 0.33 0.33 0.33 900.000 0.33 0.33 0.33 0.33 0.33 905.000 0.32 0.32 0.32 0.32 0.32 910.000 0.32 0.32 0.32 0.31 0.31 915.000 0.31 0.31 0.31 0.31 0.31 920.000 0.31 0.30 0.30 0.30 0.30 925.000 0.30 0.30 0.30 0.30 0.29 930.000 0.29 0.29 0.29 0.29 0.29 935.000 0.29 0.28 0.28 0.28 0.28 940.000 0.28 0.28 0.28 0.27 0.27 945.000 0.27 0.27 0.27 0.27 0.27 950.000 0.26 0.26 0.26 0.26 0.26 955.000 0.26 0.26 0.25 0.25 0.25 960.000 0.25 0.25 0.25 0.24 0.24 965.000 0.24 0.24 0.24 0.24 0.23 970.000 0.23 0.23 0.23 0.23 0.22 975.000 0.22 0.22 0.22 0.22 0.21 980.000 0.21 0.21 0.20 0.20 0.20 985.000 0.20 0.19 0.19 0.19 0.18 990.000 0.18 0.17 0.17 0.16 0.16 995.000 0.15 0.15 0.14 0.13 0.12 1,000.000 0.11 0.09 0.07 0.06 0.04 1,005.000 0.03 0.02 0.01 0.01 0.01 1,010.000 0.00 0.00 0.00 0.00 0.00 Basin3-2-b.ppc 3/12/2016 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 20 of 22 Basin 3-2-b Subsection: Pond Inflow Summary Label: 1 (IN) Retum Event: 100 years (|| Storm Event: Summary for Hydrograph Addition at '1' IflliiiPIII^I Upstream Link <Catchment to Outflow Node> CM-1 Node Inflows Inflow Type „ Element Volgme TlmeJoPeak 1 {adft) - 1 (min) Ftow (From) CM-1 0.969 245.000 Flow (In) 1 0,969 245.000 Flow (Peak) ms) 25.25 25.25 Basin3-2-b.ppc 3/12/2015 Bentley Systems. Ina Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 21 of 22 Basin 3-2-b Index 1 1 (Elevation-Area Volume Curve)... 1 (Elevation-Area Volume Curve, 100 years)...4 1 (Elevation-Volume-Flow Table (Pond))... 1 (Elevation-Volume-Flow Table (Pond), 100 years)...12,13,14 1 (IN) (Level Pool Pond Routing Summary)... 1 (IN) (Level Pool Pond Routing Summary, 100 years)... 15 1 (IN) (Pond Inflow Summary)... 1 (IN) (Pond Inflow Summary, 100 years)...21 1 (OUT) (Pond Routed Hydrograph (total out))... 1 (OUT) (Pond Routed Hydrograph (total out), 100 years)...16,17,18,19, 20 1 (Volume Equations)... 1 (Volume Equations, 100 years)...5 C CM-1 (Read Hydrograph).., CM-1 (Read Hydrograph, 100 years)...3 M Master Network Summary...2 0 Outiet#l (Composite Rating Cun/e)... Outiet#l (Composite Rating Cun^e, 100 years)...8, 9,10,11 Outiet#l (Outiet Input Data)... Outiet#l (Outlet Input Data, 100 years)..,6, 7 Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack VSi Basln3-2-b.ppc Center [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 22 of 22 [ Watertown, CT 06795 USA +1-203-755-1666 POC 3-3 27.50 25.00 22.50 20.00 > 17.50 15.00 12.50 o 10.00 7.50 5.00 2.50 0.00 1.000 0.875 0.750 0.625 a,' 0.500 0.375 > 0.250 0.125 0.000 105.00 104.00 103.00 102.00 c o IT-. 101.00 100.00 99.00 98.00 97.00 r- \ r 600 900 1500 Time (min) I— 1 - EXIO - Flow (Total In) — 1 - EXIO - now (Total Out) — 1 - EXIO - Volume — 1 - EXIO - Elevation Basin 3-3 Detention Project Summary Title Engineer company Date QC-BasIn3-3 PDC PDC 3/12/2015 Notes P0C3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 1 of 26 Table of Contents Master Network Summary 2 CM-1 Read Hydrograph 3 1 Elevation-Area Volume Curve ^ Outiet#l 1(IN) 1 (OUT) 1(IN) Volume Equations 5 Outlet Input Data e Composite Rating Curve 8 Elevation-Volume-Flow Table (Pond) 12 Level Pool Pond Routing Summary Pond Routed Hydrograph (total out) 16 Pond Inflow Summary 25 # Basin 3-3 Detention Subsection: Master Network Summary Catchments Summary Label Scenario Return Event (years) Hydrograph Volume (ac-ft) Time to Peak (min) Peak Flow ms) CM-1 EXIO 1.266 252.000 26.80 Node Summary Label Scenario Return Evont (years) Hydrograph Volume (ac-ft) Time to Peak (min) Peak Flow (ftVs) 0-1 EXIO 1.266 266.000 3.59 Pond Summary Label Scenario Return Event (years) Hydrograph Volume (ac-ft) Time to Peak (min) Peak Flow ms) Maximum Water Surface Elevation (ft) Maximum Pond Storage (ac-ft) 1(IN) 1 (OUT) EXIO EXIO 0 0 1.266 1.266 252.000 266.000 26.80 3.59 (N/A) 104.22 (N/A) 0.881 Q POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 2 of26 Basin 3-3 Detention Subsection: Read Hydrograph Label: CM-1 Return Event: 100 years Storm Event: m Peak Discharge Time to Peak Hydrograph Volume 26,80 ft3/s 252.000 min 1.266 ac-ft HYDROGRAPH ORDINATES (ft»/s) Output Time Increment = 9.000 min Time (mm) Flow (ftVs) Flow ms) Flow ms) Flow (=t3/s) Flow ms) 0.000 0.00 0.00 0.90 1,00 1.00 45.000 1.00 1.00 1.10 1,10 1.10 90.000 1.20 1.20 1.30 1,30 1.40 135.000 1.50 1.60 1.60 1,80 1.80 180.000 2.00 2.20 2.50 2,70 3.30 225.000 3.70 5.50 8.70 26.80 4.40 270.000 3.00 2.30 1.90 1.70 1.50 315.000 1.40 1.30 1.20 1.10 1.00 360.000 1.00 0.00 (N/A) (N/A) (N/A) m POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 BenUey PondPack VSi [08.11.01.51] Page 3 of 26 m Basin 3-3 Detention Subsection: Elevation-Area Volume Curve Label: 1 Return Event: 100 years Storm Event: Elevation (ft) Planimeter (ft^) Area (ft^) Al-l-A2+sqr (A1*A2) (ft^) ' ,' Volume (ac-ft) Volume (Total) (ac-ft) 97.30 0.0 9.900 0.000 0,000 0.000 99.50 0,0 973.600 1,081.677 0,018 0.018 100.00 0,0 997.000 2,955.831 0,011 0.030 101.00 0.0 4,663.600 7,816.895 0,060 0.089 102.00 0.0 8,947.900 20,071.332 0.154 0.243 103.00 0.0 12,688.200 32,291.275 0.247 0.490 .104.00 0.0 14,729.100 41,087.917 0.314 0.804 105.00 0.0 16,818.360 47,286.561 0.362 1.166 (( CJ P0C3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 4 of 26 Basin 3-3 Detention Subsection: Volume Equations Label: 1 Return Event: 100 years Storm Event: Pond Volume Equations * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2 - Eil) * (Areal + Area2 + sqr(Areal * Area2)) where: ELI, EL2 Lower and upper elevations of the increment Areal, Area2 Areas computed for ELI, EL2, respectively Volume Incremental volume behween ELI and EL2 POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 5 of 26 Basin 3-3 Detention Subsection: Outlet Input Data Label: Outlet* 1 Return Event: 100 years Storm Event: Requested Pond Water Surface Elevations Minimum (Headwater) 97.30 ft Increment (Headwater) 0.10 ft Maximum (Headwater) 105.00 ft Outlet Connectivity Structure Type Outlet ID Direction Outfall El E2 (ft) (ft) Orifice-Circular Orifice -1 Fonward TW 97.30 105.00 Orifice-Circular Orifice - 2 Forward TW 102.40 105.00 Rectangular Weir Weir -1 Forward TW 104.00 105.00 Tailwater Settings Tailwater (N/A) (N/A) G POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51J Page 6 of 26 Basin 3-3 Detention Subsection: Outlet Input Data Label: Outlet#l Return Event: 100 years Storm Event: Stmcture ID: Orifice -1 Structure Type: Orifice-Circular Number of Openings Elevation Orifice Diameter Orifice Coefficient Structure ID: Weir -1 Structure Type: Rectangular Weir Number of Openings Elevation Weir Length Weir Coefficient Structure ID: Orifice-2 Structure Type: Orifice-Circular Number of Openings Elevation Orifice Diameter Orifice Coefficient 2 97.30 ft 1.8 in 0.670 104.00 ft 9.20 ft 3.00 (ft'^0.5)/s 102.40 ft 2.0 In 0.670 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 30 Tailwater Tolerance (Minimum) 0.01 ft Tailwater Tolerance (Maximum) 0.50 ft Headwater Tolerance (Minimum) 0.01ft Headwater Tolerance (Maximum) 0.50 ft Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s POC3-3.ppc 3/12/2015 Bentiey Systems, Inc. Haestad Methods Soiutkin Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 7 of 26 Basin 3-3 Detention Subsection: Composite Rating Curve Label: Outlet#l Return Event: 100 years Storm Event: Composite Outflow Summary 1 Water Surface Elevation (ft) Flow (ftVs) Tailwater Elevation (ft) Convergence Error (ft) 97.30 0.00 (N/A) 0.00 97.40 0.02 (N/A) 0.00 97.50 0.07 (N/A) 0.00 97.60 0.09 (N/A) 0.00 97.70 0.11 (N/A) 0.00 97.80 0.12 (N/A) 0.00 97.90 0.14 (N/A) 0.00 98.00 0.15 (N/A) 0.00 98.10 0.16 (N/A) 0.00 98.20 0.17 (N/A) 0.00 98.30 0.18 (N/A) 0.00 98.40 0.19 (N/A) 0.00 98.50 0.20 (N/A) 0.00 98.60 0.21 (N/A) 0.00 98.70 0.22 (N/A) 0.00 98.80 0.23 (N/A) 0.00 98.90 0.23 (N/A) 0.00 99.00 0.24 (N/A) 0.00 99.10 0.25 (N/A) 0.00 99.20 0.26 (N/A) 0.00 99.30 0.26 (N/A) 0.00 99.40 0.27 (N/A) 0.00 99.50 0.28 (N/A) 0.00 99.60 0.28 (N/A) 0.00 99.70 0.29 (N/A) 0.00 99.80 0.30 (N/A) 0.00 99.90 0.30 (N/A) 0.00 100.00 0.31 (N/A) 0.00 100.10 0.31 (N/A) 0.00 100.20 0.32 (N/A) 0.00 100.30 0.32 (N/A) 0.00 100.40 0.33 (N/A) 0.00 100.50 0.34 (N/A) 0.00 100.60 0.34 (N/A) 0.00 100.70 0.35 (N/A) 0.00 100.80 0.35 (N/A) 0.00 100.90 0.36 (N/A) 0.00 101.00 0.36 (N/A) 0.00 101.10 0.37 (N/A) 0.00 101.20 0.37 (N/A) 0.00 101.30 0.38 (N/A) 0.00 101.40 0.38 (N/A) 0.00 101.50 0.39 (N/A) 0.00 POC3-3.ppc 3/12/2015 Bentley Systems, inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 8 of 26 Basin 3-3 Detention Subsection: Composite Rating Curve Label: Outlet#l Retum Event: 100 years Storm Event: Composite Outflow Summary Water Surface Flow Tailwater Elevatton Convergence Error -, Elevation ms) (ft) (ft) (ft) 101.60 0.39 (N/A) 0.00 101.70 0.40 (N/A) 0.00 101.80 0.40 (N/A) 0.00 101.90 0.40 (N/A) 0.00 102.00 0.41 (N/A) 0.00 102.10 0,41 (N/A) 0.00 102.20 0.42 (N/A) 0.00 102.30 0.42 (N/A) 0.00 102.40 0.43 (N/A) 0.00 102,50 0.44 (N/A) 0.00 102,60 0.47 (N/A) 0.00 102,70 0.49 (N/A) 0.00 102,80 0.51 (N/A) 0.00 102,90 0.52 (N/A) 0.00 103.00 0.53 (N/A) 0.00 103.10 0.55 (N/A) 0.00 103.20 0.56 (N/A) 0.00 103.30 0,57 (N/A) 0.00 103.40 0.58 (N/A) 0.00 103.50 0.59 (N/A) 0.00 103.60 0.60 (N/A) 0.00 103.70 0.61 (N/A) 0.00 103.80 0.62 (N/A) 0.00 103.90 0.62 (N/A) 0.00 104.00 0.63 (N/A) 0.00 104.10 1.51 (N/A) 0.00 104.20 3.12 (N/A) 0,00 104.30 5.19 (N/A) 0.00 104.40 7.65 (N/A) 0.00 104.50 10.43 (N/A) 0.00 104.60 13.51 (N/A) 0.00 104.70 16.85 (N/A) 0.00 104.80 20.45 (N/A) 0.00 104.90 24,27 (N/A) 0.00 105.00 28,31 (N/A) 0.00 Contributing structures i None Contributing Orifice -1 Orifice-1 Orifice -1 Orifice -1 Orifice -1 POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 9 of 26 # Basin 3-3 Detention Subsection: Composite Rating Curve Label: Outlet#l Return Event: 100 years Storm Event: ri Composite Outflow Summary Contributing Structures Orifice -: Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice- Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - Orifice - POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 10 of 26 Basin 3-3 Detention Subsection: Composite Rating Curve Label: Outlet#l Return Event: 100 years Storm Event: m Composite Outflow Contributing Summary structures Orifice -1 Orifice -. Orifice - ] L + Orifice -2 Orifice -L + Orifice -2 Orifice -I + Orifice -2 Orifice -L + Orifice -2 Orifice -L + Orifice -2 Orifice -L + Orifice -2 Orifice -L + Orifice -2 Orifice -1 I -I- Orifice -2 Orifice - ] I H- Orifice -2 Orifice - ] I -I- Orifice -2 Orifice - ] L -I- Orifice -2 Orifice - ] L + Orifice -2 Orifice - ] L + Orifice -2 Orifice - ] L + Orifice -2 Orifice - ] L + Orifice -2 Orifice - ] L -1- Orifice -2 -I- Weir -1 Orifice - ] L + Orifice -2 -1- Weir -1 Orifice - ] L -1- Orifice -2 -1- Weir -1 Orifice - ] L + Orifice -2 -1- Weir -1 Orifice - ] L + Orifice -2 H- Weir -1 Orifice - ] L + Orifice -2 -1- Weir -1 Orifice - ] L -1- Orifice -2 + Weir -1 Orifice - ] L + Orifice -2 + Weir -1 Orifice - ] L -1- Orifice -2 -1- Weir -1 Orifice - ] L + Orifice -2 + Weir -1 Orifice -1 L + Orifice -2 -1- Weir -1 # P0C3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack V8i [08.11.01.51] Page 11 of 26 vS Basin 3-3 Detention Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Return Event: 100 years Storm Event: Infiltration Infiltration Method (Computed) No Infiltration Initial Conditions Elevation (Water Surface, Initial) 97.30 ft Volume (Initial) 0.000 ac-ft Flow (Initial Outiet) 0.00 ft3/s Flow (Initial Infiltration) 0.00 ft3/s Flow (Initial, Total) 0.00 ftVs Time Increment 1.000 min Elevation (ft) Outflow mis) Storage (ac-ft) Area (ft^) Infiltration (ftVs) Flow (Total) ms) - 2S/t-i-0 ms) 97.30 0.00 0.000 9.900 0.00 0.00 0.00 97.40 0.02 0.000 19.551 0.00 0.02 0.07 97.50 0.07 0.000 32.456 0.00 0.07 0.20 97.60 0.09 0.000 48.612 0.00 0.09 0.36 97.70 0.11 0.000 68.022 0.00 0.11 0.57 97.80 0.12 0.000 90,684 0.00 0.12 0.85 97.90 0.14 0.001 116.599 0.00 0.14 1.21 98.00 0.15 0.001 145.766 0.00 0.15 1.66 98.10 0.16 0.001 178.187 0.00 0.16 2.21 98.20 0.17 0.002 213.860 0.00 0.17 2.87 98.30 0.18 0.002 252.785 0,00 0.18 3.66 98.40 0.19 0.003 294.963 0.00 0.19 4.58 98.50 0.20 0.004 340.394 0.00 0.20 5.65 98.60 0.21 0.005 389.078 0.00 0.21 6.87 98.70 0.22 0.006 441.014 0.00 0.22 8.26 98.80 0.23 0.007 496.203 0.00 0.23 9.83 98.90 0.23 0.008 554.644 0.00 0.23 11.59 99.00 0.24 0.009 616.339 0.00 0.24 13.55 99.10 0.25 0.011 681.286 0.00 0.25 15.72 99.20 0.26 0.012 749.485 0.00 0.26 18.11 99.30 0.26 0.014 820.937 0.00 0.26 20.73 99.40 0.27 0.016 895.642 0.00 0.27 23.60 99.50 0.28 0.018 973.600 0.00 0.28 26.72 99.60 0.28 0.020 978.258 0.00 0.28 29.98 99.70 0.29 0.023 982.927 0.00 0.29 33.25 99.80 0.30 0.025 987.607 0.00 0.30 36.54 99.90 0.30 0.027 992.298 0.00 0.30 39.85 100.00 0.31 0.030 997.000 0.00 0.31 43.17 100.10 0.31 0.032 1,242.339 0.00 0.31 46.90 / POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 12 of 26 Basin 3-3 Detention Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Retum Event: 100 years Storm Event: # Elevation (ft)" 100.20 100.30 100.40 100.50 100.60 100.70 100,80 100.90 101.00 101.10 101.20 101.30 101.40 101.50 101.60 101.70 101.80 101.90 102.00 102.10 102.20 102.30 102.40 102.50 102.60 102.70 102.80 102.90 103.00 103.10 103.20 103.30 103.40 103.50 103.60 103.70 103.80 103.90 104.00 104.10 104.20 104.30 104.40 Outflow ms) 0.32 0.32 0.33 0.34 0.34 0.35 0.35 0.36 0.36 0.37 0.37 0.38 0.38 0.39 0.39 0,40 0.40 0.40 0.41 0.41 0.42 0.42 0.43 0.44 0.47 0.49 0.51 0.52 0.53 0.55 0.56 0.57 0.58 0.59 0.60 0.61 0.62 0.62 0.63 1.51 3.12 5.19 7.65 Storage (ac-ft) 0.035 0,039 0,044 0.049 0.055 0.062 0.070 0.079 0.089 0.100 0.112 0.125 0.139 0.154 0.170 0.186 0.204 0.223 0.243 0.264 0.286 0.308 0.332 0.356 0.381 0.407 0.434 0.461 0.490 0.519 0.549 0.579 0.610 0.641 0.673 0.705 0.738 0.771 0.804 0.838 0.873 0.908 0.943 Area (ft^) 1,514.638 1,813.898 2,140.118 2,493.298 2,873.438 3,280,538 3,714.598 4,175.619 4,663.600 5,029.765 5,409.766 5,803.604 6,211.279 6,632.791 7,068.139 7,517.324 7,980.346 8,457.205 8,947.900 9,292.612 9,643.840 10,001.582 10,365.840 10,736.612 11,113.900 11,497.702 11,888.020 12,284.852 12,688.200 12,885.444 13,084.209 13,284.496 13,486.304 13,689.633 13,894.484 14,100.856 14,308.749 14,518.164 14,729.100 14,931.793 15,135.871 15,341.334 15,548.182 Infiltration (ftVs) 0.00 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Flow (Total) (ftVs) 0.32 0.32 0.33 0.34 0.34 0.35 0.35 0.36 0.36 0.37 0.37 0.38 0.38 0.39 0.39 0.40 0.40 0.40 0.41 0.41 0.42 0.42 0.43 0.44 0.47 0.49 0.51 0.52 0.53 0.55 0.56 0.57 0.58 0.59 0.60 0.61 0.62 0.62 0.63 1.51 3.12 5.19 7.65 POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2S/t + O (ftVs) 51.49 57.04 63.63 71.35 80.29 90.54 102.20 115.35 130.08 146.24 163.64 182.33 202.35 223.76 246.59 270.90 296.73 324.13 353.14 383.54 415.11 447.85 481.80 516.99 553.43 591.14 630.13 670.43 712.06 754.69 797.99 841.94 886.57 931.87 977.86 1,024.52 1,071.88 1,119.94 1,168.69 1,219.00 1,270.72 1,323.59 1,377.53 Bentley PondPack VSi [08,11.01.51] Page 13 of 26 # I Basin 3-3 Detention Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Return Event: 100 years Storm Event: Elevation Outflow Storage Area Infiltration flow (Total) 2S/t + 0 (ft) ms) (ac-ft) (ft.^). (ftVs) ' ms)f (ft3/s) 104.50 10.43 0.979 15,756,416 0.00 10.43 1,432.49 104.60 13.51 1.016 15,966,034 0.00 13.51 1,488.43 104.70 16.85 1.053 16,177.038 0.00 16.85 1,545.35 104.80 20.45 1.090 16,389.427 0.00 20.45 1,603.22 104.90 24.27 1.128 16,603.201 0.00 24.27 1,662.03 105.00 28.31 1.166 16,818.360 0.00 28.31 1,721.77 POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 14 of 26 Basin 3-3 Detention Subsection: Level Pool Pond Routing Summary Label: 1 (IN) Infiltration Return Event: 100 years Storm Event: # Infilti-ation Method (Computed) No Infiltration Initial Conditions Elevation (Water Surface, Initial) Volume (Initial) Flow (Initial Outiet) Row (Initial Infiitiation) Flow (Initial, Total) Time Increment 97.30 ft 0.000 ac-ft 0.00 ft3/s 0.00 fts/s 0.00 ftVs 1,000 min Inflow/Outflow Hydrograph Summary Ftow (Peak In) 26,80 ftVs Flow (Peak Outiet) 3,59 ftVs Time to Peak (Flow, In) Time to Peak (Flow, Outiet) 252.000 min 266.000 min Elevation (Water Surface, Peak) Volume (Peak) Mass Balance (ac-ft) Volume (Initial) Volume (Total Inflow) Volume (Total Infiltration) Volume (Total Outiet Outflow) Volume (Retained) Volume (Unrouted) Error (Mass Balance) 104.22 ft 0.881 ac-ft 0.000 ac-ft 1.266 ac-ft 0.000 ac-ft 1.266 ac-ft 0.000 ac-ft 0.000 ac-ft 0.0% POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 15 of 26 Basin 3-3 Detention Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: Peak Discharge Time to Peak Hydrograph Volume 3.59 ftVs 266.000 min 1,266 ac-ft HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min Time on left represents time for first value in each row. Time Flow Flow Flow Flow Flow (min) ms) ms) (ft3/s) ms) ms) 9.000 0.00 0.03 0.09 0.11 0.13 14.000 0.15 0.17 0.18 0.19 0,20 19.000 0.21 0.22 0.23 0.23 0,24 24.000 0.25 0.25 0.25 0.26 0.26 29.000 0.27 0.27 0.27 0.28 0.28 34.000 0.28 0.28 0,29 0.29 0.29 39.000 0.30 0.30 0.30 0.30 0.31 44.000 0.31 0.31 0,31 0.31 0.32 49.000 0.32 0.32 0.32 0.32 0.32 54.000 0.32 0.33 0.33 0.33 0.33 59.000 0.33 0.33 0.33 0.33 0.33 64.000 0.34 0.34 0.34 0.34 0.34 69.000 0.34 0.34 0.34 0.34 0.34 74.000 0.34 0,35 0.35 0.35 0.35 79.000 0.35 0,35 0.35 0.35 0.35 84.000 0.35 0,35 0.35 0.35 0.35 89.000 0.35 0.36 0.36 0.36 0.36 94,000 0.36 0.36 0.36 0.36 0.36 99.000 0.36 0.36 0.36 0,36 0.36 104.000 0.36 0.36 0.36 0.36 0.37 109.000 0.37 0.37 0.37 0.37 0.37 114.000 0.37 0.37 0.37 0.37 0.37 119.000 0.37 0.37 0.37 0.37 0.37 124.000 0.37 0.37 0.37 0.38 0.38 129.000 0.38 0.38 0.38 0.38 0.38 134.000 0.38 0.38 0.38 0.38 0.38 139.000 0.38 0.38 0.38 0.38 0.38 144.000 0.38 0.38 0.39 0.39 0.39 149.000 0.39 0.39 0.39 0.39 0,39 154.000 0.39 0.39 0.39 0.39 0.39 159.000 0.39 0.39 0.39 0.39 0.39 164.000 0.39 0.40 0.40 0.40 0.40 169.000 0.40 0.40 0.40 0.40 0.40 174.000 0.40 0.40 0.40 0.40 0.40 179.000 0.40 0.40 0.40 0.40 0.40 184.000 0.40 0.41 0.41 0.41 0.41 189.000 0.41 0.41 0.41 0.41 0,41 POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 16 of 26 Basin 3-3 Detention Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Time Time (min) 194.000 199.000 204.000 209.000 214.000 219.000 224.000 229.000 234.000 239.000 244.000 249.000 254.000 259,000 264,000 269.000 274.000 279.000 284.000 289.000 294,000 299,000 304.000 309.000 314.000 319.000 324.000 329.000 334.000 339.000 344.000 349.000 354.000 359.000 364.000 369.000 374.000 379.000 384.000 389.000 394.000 399.000 HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first value in each row. Flow ms) Row 0.41 0.41 0.42 0.42 0.42 0.43 0.44 0.47 0.49 0.52 0.54 0.58 0.62 2.85 3.55 3.54 3.32 3.05 2.82 2.58 2.37 2.19 2.03 1.88 1.76 1.66 1.57 1.50 1.45 1.40 1.36 1.31 1.26 1.21 1.15 1.01 0.84 0.70 0.63 0.63 0,63 0.63 Return Event: 100 years Storm Event: # liiliii Flow 1 l.'Flow ) (ftVs) ms) 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.43 0.43 0.43 0.44 0.44 0.45 0.45 0.46 0.46 0.48 0.48 0.49 0.49 0.50 0,50 0.51 0.51 0.52 0.53 0.53 0.54 0.55 0.55 0.56 0.57 0.59 0.60 0.61 0.62 0.63 1.07 1.62 2.34 3,19 3.39 3.46 3.51 3.58 3.59 3.58 3.57 3.51 3.46 3.42 3.37 3.27 3.21 3.16 3.10 3.01 2.96 2.91 2.86 2.77 2.72 2.67 2.63 2.54 2.49 2.45 2.41 2.33 2.30 2.26 2.23 2.16 2.12 2.09 2.06 2,00 1.97 1.94 1.91 1,86 1.83 1.81 1.78 1,74 1.72 1.70 1.68 1,64 1.62 1.60 1.58 1.55 1,53 1.52 1.51 1.49 1,48 1.47 1.46 1.44 1,43 1.42 1.41 1.39 1,38 1.38 1.37 1.35 1,34 1.33 1.32 1.30 1.29 1.28 1.27 1.25 1.24 1.23 1.22 1.21 1.20 1.18 1.17 1.13 1.10 1.07 1.04 0.97 0.94 0.90 0.87 0.81 0,78 0.76 0.73 0.68 0.66 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 0.63 POC3-3.ppc 3/12/2015 Bentley Systems, Inc Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 17 of 26 (( Basin 3-3 Detention Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: (I HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min Time on left represents time for first vaiue in each row. Time P0C3-3.ppc 3/12/2015 Flow Flow Flow Flow Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Flow (min) (ftVs) ms) (ftVs) ms) (ftVs) 404.000 0.63 0.63 0.63 0.63 0.63 409.000 0.63 0.63 0.63 0.63 0.63 414.000 0.63 0.63 0.63 0.63 0.63 419.000 0.63 0.62 0.62 0.62 0.62 424.000 0.62 0.62 0.62 0.62 0.62 429.000 0.62 0.62 0.62 0.62 0.62 434.000 0.62 0.62 0.62 0.62 0.62 439.000 0.62 0,62 0.62 0.62 0.62 444.000 0.62 0.62 0.62 0.62 0.62 449.000 0.62 0.62 0.62 0.62 0.62 454.000 0.62 0.62 0.62 0.62 0.62 459.000 0.62 0.62 0.62 0.62 0.62 464.000 0.61 0.61 0.61 0.61 0.61 469.000 0.61 0.61 0.61 0.61 0.61 474.000 0.61 0.61 0.61 0.61 0.61 479.000 0.61 0.61 0.61 0.61 0.61 484.000 0.61 0.61 0.61 0.61 0.61 489.000 0.61 0.61 0.61 0.61 0.61 494.000 0.61 0.61 0,61 0.61 0.61 499.000 0.61 0.61 0,61 0.61 0.61 504.000 0,61 0.61 0.61 0.60 0.60 509.000 0.60 0.60 0.60 0.60 0.60 514.000 0.60 0.60 0.60 0.60 0.60 519.000 0.60 0.60 0.60 0.60 0.60 524.000 0.60 0.60 0.60 0.60 0.60 529.000 0.60 0.60 0.60 0.60 0.60 534.000 0.60 0.60 0.60 0.60 0.60 539.000 0.60 0.60 0.60 0.60 0.60 544.000 0.60 0.60 0.60 0.60 0.60 549.000 0.59 0.59 0.59 0.59 0.59 554.000 0.59 0.59 0.59 0.59 0.59 559.000 0.59 0.59 0.59 0.59 0.59 564.000 0,59 0.59 0.59 0.59 0.59 569.000 0.59 0.59 0.59 0.59 0.59 574.000 0.59 0.59 0,59 0.59 0.59 579.000 0.59 0.59 0.59 0.59 0.59 584.000 0.59 0.59 0.59 0.59 0.59 589.000 0.58 0.58 0.58 0.58 0.58 594.000 0.58 0.58 0.58 0.58 0.58 599,000 0.58 0.58 0.58 0.58 0.58 604.000 0.58 0.58 0.58 0.58 0.58 609.000 0,58 0.58 0.58 0.58 0.58 Bentley PondPack VSi [08.11.01.51] Page 18 of 26 Basin 3-3 Detention Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: # Time Time (min) 614.000 619.000 624,000 629.000 634.000 639.000 644.000 649.000 654.000 659.000 664.000 669.000 674.000 679.000 684.000 689.000 694.000 699.000 704.000 709.000 714.000 719.000 724.000 729.000 734.000 739.000 744.000 749.000 754.000 759.000 764.000 769.000 774.000 779.000 784.000 789.000 794.000 799.000 804.000 809.000 814.000 819.000 POC3-3.PPC 3/12/2015 HYDROGRAPH ORDINATES (ft'/s) Output Time Increment = 1.000 min on left represents time for first value in each row. Flow Flow How Flow (ftVs) 0.58 0.58 0.58 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.56 0.56 0.56 0.56 0.56 0,56 0,56 0,55 0,55 0,55 0,55 0,55 0,55 0,55 0,54 0,54 0,54 0.54 0.54 0.54 0.54 0.53 0.53 0.53 0.53 0.53 0.53 0.52 0.52 0,52 0.52. Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-765-1666 Flow ) (ftVs) ms) ms) 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.58 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0,57 0.57 0.57 0.57 0,57 0.57 0.57 0.57 0,57 0.57 0.57 0.57 0,57 0.57 0.57 0.57 0,57 0.57 0.56 0.56 0,56 0,56 0.56 0.56 0.56 0,56 0.56 0.56 0.56 0,56 0.56 0.56 0.56 0,56 0.56 0,56 0.56 0.56 0.56 0.56 0.56 0.56 0.56 0.56 0.56 0.56 0.56 0.55 0.55 0.55 0.55 0.55 0.55 0,55 0,55 0.55 0.55 0.55 0.55 0.55 0.55 0,55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0,55 0.55 0.55 0.55 0,55 0.55 0.54 0.54 0,54 0.54 0.54 0.54 0,54 0.54 0.54 0.54 0,54 0.54 0.54 0.54 0,54 0.54 0.54 0.54 0,54 0.54 0.54 0.54 0,54 0.54 0.54 0.54 0.54 0.53 0.53 0.53 0.53 0.53 0.53 0.53 0,53 0,53 0.53 0.53 0.53 0,53 0.53 0.53 0.53 0,53 0.53 0.53 0.53 0,53 0.53 0.53 0.53 0,53 0.52 0.52 0,52 0,52 0.52 0.52 0.52 0.52 0.52 0.52 0.52 0.52 0.52 0.52 0.52 0.52 0.52 0.52 Bentley PondPack VSi [08.11.01.51] Page 19 of 26 Basin 3-3 Detention Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: Cj HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min Time on left represents time for first value in each row. Time POC3-3.ppc 3/12/2015 Flow Flow Flow Flow Bentley Systems, Inc. Haestad Methods Solution Center 27 Sienran Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Flow (min) (ftVs) ms) (ftVs) ms) (ftVs) 824.000 0.52 0.52 0.52 0.52 0.52 829.000 0.52 0.52 0.51 0.51 0.51 834.000 0.51 0.51 0.51 0.51 0.51 839.000 0.51 0.51 0,51 0,51 0.51 844.000 0,51 0.51 0.51 0.51 0.51 849.000 0.51 0.51 0.51 0.51 0.51 854.000 0.51 0.51 0.51 0.51 0.50 859.000 0.50 0.50 0.50 0.50 0.50 864.000 0.50 0.50 0.50 0.50 0.50 869.000 0.50 0.50 0.50 0.50 0.50 874.000 0.50 0,50 0.50 0.50 0.50 879.000 0.50 0.50 0.50 0.50 0.50 884.000 0.49 0.49 0.49 0.49 0.49 889.000 0.49 0.49 0.49 0.49 0.49 894.000 0.49 0.49 0.49 0.49 0.49 899.000 0,49 0.49 0.49 0.49 0.49 904.000 0,49 0.48 0.48 0.48 0.48 909.000 0.48 0.48 0.48 0.48 0.48 914.000 0.48 0.48 0.48 0.48 0.48 919.000 0.48 0.48 0.48 0.48 0.48 924.000 0.48 0.48 0.47 0.47 0.47 929.000 0.47 0.47 0.47 0.47 0.47 934.000 0.47 0.47 0.47 0.47 0.47 939.000 0.46 0.46 0.46 0.46 0.46 944.000 0.46 0.46 0.46 0.46 0.46 949.000 0.46 0.46 0.45 0.45 0.45 954.000 0.45 0.45 0.45 0.45 0.45 959.000 0.45 0.45 0.45 0.45 0.45 964.000 0.44 0.44 0.44 0.44 0.44 969.000 0.44 0.44 0.44 0.44 0.44 974.000 0.44 0.44 0.44 0.44 0.44 979.000 0.44 0.44 0.44 0.44 0.44 984.000 0.44 0.43 0.43 0.43 0.43 989.000 0.43 0.43 0.43 0.43 0.43 994.000 0.43 0.43 0.43 0.43 0.43 999.000 0.43 0.43 0.43 0.43 0.43 1,004,000 0.43 0.43 0.43 0.43 0.43 1,009.000 0.43 0.43 0.43 0.43 0.43 1,014.000 0.43 0.43 0.42 0.42 0.42 1,019.000 0.42 0.42 0.42 0.42 0.42 1,024.000 0.42 0.42 0.42 0.42 0.42 1,029.000 0.42 0.42 0.42 0.42 0.42 Bentiey PondPack VSi [08.11.01.61] Page 20 of 26 Basin 3-3 Detention Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: # Time Time ' - (min) 1,034.000 1,039.000 1,044.000 1,049.000 1,054.000 1,059.000 1,064.000 1,069.000 1,074.000 1,079.000 1,084.000 1,089.000 1,094.000 1,099.000 1,104.000 1,109,000 1,114.000 1,119.000 1,124.000 1,129.000 1,134.000 1,139.000 1,144.000 1,149.000 1,154.000 1,159.000 1,164.000 1,169.000 1,174.000 1,179.000 1,184.000 1,189.000 1,194.000 1,199.000 1,204.000 1,209.000 1,214.000 1,219.000 1,224.000 1,229.000 1,234.000 1,239.000 HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first value in each row. Flow How Flow Hovy Ftow ms) ms) (ftVs) ms) (ftVs) 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0,42 0.42 0.42 0.42 0.42 0,42 0.42 0.42 0.42 0.42 0,42 0.42 0.42 0.42 0.42 0.42 0,42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0.42 0,42 0.42 0.41 0.41 0.41 0,41 0.41 0.41 0.41 0.41 0,41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0,41 0.41 0.41 0.41 0.41 0,41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0,41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.40 0.40 0.40 0.40 0,40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0,40 0.40 0.40 0.40 0.40 0,40 0.40 0.40 0.40 0.40 0,40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0,40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0,40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Mettiods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 21 of 26 Basin 3-3 Detention Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: Timei Time (min) 1,244.000 1,249.000 1,254.000 1,259.000 1,264.000 1,269.000 1,274.000 1,279.000 1,284.000 1,289.000 1,294.000 1,299.000 1,304.000 1,309.000 1,314.000 1,319.000 1,324.000 1,329.000 1,334.000 1,339.000 1,344.000 1,349.000 1,354.000 1,359.000 1,364.000 1,369.000 1,374.000 1,379.000 1,384.000 1,389.000 1,394.000 1,399.000 1,404.000 1,409.000 1,414.000 1,419.000 1,424.000 1,429.000 1,434.000 1,439.000 1,444.000 1,449.000 HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min Flow ms) Flow 0.40 0.40 0.40 0.40 0.40 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0,38 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.36 0.36 0.36 How Flow 1 Flow IB.-(ftVs) ms) . ms) 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0,38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.38 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0,37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.37 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 0.36 POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 22 of 26 Basin 3-3 Detention Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: Time Time (min) 1,454.000 1,459.000 1,464.000 1,469.000 1,474.000 1,479.000 1,484.000 1,489.000 1,494.000 1,499.000 1,504.000 1,509.000 1,514.000 1,519.000 1,524.000 1,529.000 1,534.000 1,539.000 1,544.000 1,549.000 1,554.000 1,559.000 1,564.000 1,569.000 1,574.000 1,579.000 1,584.000 1,589.000 1,594.000 1,599.000 1,604.000 1,609.000 1,614.000 1,619.000 1,624.000 1,629.000 1,634.000 1,639.000 1,644.000 1,649,000 1,654.000 1,659.000 HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first value in each row. •Flow Flow How Flow I(ft3/S) (ft3/s) (ft3/s) (ft3/s) 0.36 0.36 0.36 0.36 0.36 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.34 0.34 0,34 0,34 0,34 0,33 0.33 0.33 0.33 0.32 0.32 0.31 0.31 0.31 0.30 0.29 0.29 0.28 0.28 0.27 0.27 0.26 0.25 0.24 0.23 0.22 0.21 0.20 0,18 0,15 0.36 0,36 0,36 0,36 0,36 0,35 0.35 0.35 0.35 0.35 0.35 0.34 0.34 0.34 0.34 0.34 0.34 0.33 0.33 0.33 0.32 0.32 0.32 0.31 0.31 0.30 0.30 0.29 0.29 0.28 0.28 0.27 0.26 0.26 0.25 0.24 0.23 0.22 0,21 0,19 0,17 0,14 0,36 0,36 0.36 0.36 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.34 0.34 0.34 0.34 0.34 0.33 0.33 0.33 0.33 0.32 0.32 0.32 0.31 0.31 0.30 0.30 0.29 0.29 0.28 0.28 0.27 0.26 0.26 0.25 0.24 0.23 0.22 0.21 0.19 0.17 0.13 0,36 0,36 0.36 0.36 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.34 0.34 0.34 0.34 0.34 0.33 0.33 0,33 0,33 0,32 0,32 0,32 0.31 0.31 0.30 0.30 0.29 0.29 0.28 0.27 0.27 0.26 0.26 0.25 0.24 0.23 0.22 0.20 0.19 0.16 0,12 Flow ms) 0,36 0,36 0.36 0.36 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.34 0.34 0.34 0.34 0.34 0.33 0.33 0.33 0.33 0.32 0.32 0.32 0.31 0.31 0.30 0.30 0.29 0.28 0.28 0.27 0.27 0.26 0.25 0.25 0.24 0.23 0.21 0.20 0.18 0.15 0.10 # POC3-3.ppc 3/12/2015 Bentley Systems, Inc. Haestad Mettiods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSI [08.11.01.51] Page 23 of 26 Basin 3-3 Detention Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Retum Event: 100 years Storm Event: HYDROGRAPH ORDINATES (ft'/s) Output Time Increment = 1.000 min Time on left represents time for first vaiue in each row. Time Flow Flow "' Flow Flow Flow (min) (ftVs) (ftVs) (ft'/s) ms) ms) 1,664.000 0.08 0.04 0.01 0.00 0,00 1,669.000 0.00 (N/A) (N/A) (N/A) (N/A) G POC3-3.ppc 3/12/2015 Benttey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 BenUey PondPack VSi [08.11.01.51] Page 24 of 26 Basin 3-3 Detention Subsection: Pond Inflow Summary Retum Event: 100 years Label: 1 (IN) Storm Event: Summary for Hydrograph Addition at'1' , , I .Upstream Link Upstream Node <Catchment to Outflow Node> CM-1 Node Inflows Inflow Type Element Volume"' Time to Peak Flow (Peak) ": ii| (ac-ft) 1 (mfn) (fts/s) Flow (From) CM-1 1.266 252.000 26,80 How (In) 1 1.266 252,000 26,80 Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack VSi POC3-3.ppc Center [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 25 of 26 Watertown, CT 06795 USA +1-203-765-1866 Basin 3-3 Detention Index 1 1 (Elevation-Area Volume Curve)... 1 (Elevation-Area Volume Curve, 100 years)...4 1 (Elevation-Volume-Flow Table (Pond))... 1 (Elevatlon-Volume-Flow Table (Pond), 100 years)...12,13,14 1 (IN) (Level Pool Pond Routing Summary)... 1 (IN) (Level Pool Pond Routing Summary, 100 years)...15 1 (IN) (Pond Inflow Summary)... 1 (IN) (Pond Inflow Summary, 100 years)...25 1 (OUT) (Pond Routed Hydrograph (total out))... 1 (OUT) (Pond Routed Hydrograph (total out), 100 years)...16,17,18,19, 20, 21, 22,23, 24 1 (Volume Equations)... 1 (Volume Equations, 100 years)...5 C CM-1 (Read Hydrograph)... CM-1 (Read Hydrograph, 100 years)...3 M Master Network Summary...2 0 OutIet#l (Composite Rating Curve)... Outletfl (Composite Rating Curve, 100 years)...8, 9,10,11 Outlet#l (Outiet Input Data)... Outlet* 1 (Outiet Input Data, 100 years)...6, 7 Bentley Systems, Inc. Haestad Methods Solution Benttey PondPack VSi POC3-3.ppc Center [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 26 of 26 Watertown, CT 06795 USA +1-203-755-1666 87.50 75.00 62.50 50.00 o 37.50 25.00 12.50 0.00 3.500 3.000 2.500 2.000 01 lum 1.500 1.000 0.500 0.000 100.00 98.75 97.50 96,25 c o .1^ 95.00 ;iev, 93.75 92.50 91.25 90.00 z 600 900 1200 1500 Time (min) 1800 2700 I— 1 - EXIO - Flow (Total In) — 1 - EXIO - Flow (Total Out) — 1 - EXIO - Volume — 1 - EXIO - Elevation QC-Basin 4 Project Summary Titie QC-Basin 4 Engineer PDC Company PDC Date 3/12/2015 Notes 3 Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack VSi POC4.ppc Center [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 1 of 27 Watertown, CT 06795 USA +1-203-755-1666 Table of Contents Master Network Summary 2 CM-1 Read Hydrograph 3 1 Elevation-Area Volume Cun/e ^ Volume Equattons 5 Outiet#l 1(IN) l(OUT) 1(IN) Outiet Input Data 6 Composite Rating Curve 8 Elevatton-Volume-FIow Table (Pond) ^'^ Level Pool Pond Routing Summary Pond Routed Hydrograph (total out) 19 Pond Inflow Summary 26 m m QC-Basin 4 Subsection: Master Network Summary Catchments Summary Label Scenario Return Event (years) Hydrograph Vplume (ac-ft) Time to Peak (min) Peak Flow ";'(ftVs) CM-1 EXIO 4.664 252.000 82.70 Node Summary Label Scenario Return Event (years) Hydrograph Volume (ac-ft) Time to Peak (rriin) =Peak Ftow ' m?) 0-1 EXIO 4.664 278.000 8.60 Pond Summary Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum Event Volume (min) ms) . Water Pond Storage (years) • (ac-ft) Surface (ac-ft) Elevation (ft) 1(IN) EXIO 0 4.664 252.000 82,70 (N/A) (N/A) 1 (OUT) EXIO 0 4.664 278.000 8.60 98,80 3.170 P0C4.ppc 3/12/2015 Bentley Systems, Inc Haestad Mettiods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 BenUey PondPack VSi [08.11.01.51] Page 2 of 27 QC-Basin 4 Subsection: Read Hydrograph Label: CM-1 Retum Event: 100 years Storm Event: # Peak Discharge 82.70 ftVs Time to Peak 252,000 min Hydrograph Volume 4,664 ac-ft HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 12.000 min Time on left represents time for first vaiue in each row. Time (min) Flow r (ft3/s) Flow ms) Flow ms) Flow ms) 0.000 0.00 3.40 3.50 3.60 3,70 60,000 3.90 4,00 4.30 4.40 4,70 120.000 4.90 5,30 5.60 6,20 6,60 180.000 7.50 8,20 10.00 11,40 16.70 240.000 25.20 82.70 13.40 9,00 7.00 300.000 5.90 5.10 4.60 4,10 3.80 360.000 3.50 0.00 (N/A) (N/A) (N/A) # P0C4.ppc 3/12/2015 Bentley Systems, inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Benttey PondPack VSi [08.11.01.51] Page 3 of 27 I Cf QC-Basin 4 Subsection: Label: 1 Elevation-Area Volume Curve Return Event: 100 years Storm Event: Elevation (ft) Planimeter (ft^) Area (ft2) Al+A2+sqr (A1*A2) m Volume (ac-ft) Volume (Total) (ac-ft) •'' i ••:"^':'^i;iiii''.i| jj pi 1 90.20 0.0 9.880 0.000 0.000 0.000 91.50 0.0 209.282 264.634 0.003 0.003 92.70 0.0 2,543.170 3,482.000 0.032 0.035 93.00 0.0 3,038.000 8,360.765 0.019 0.054 94.00 0.0 10,208.900 18,815.979 0.144 0.198 95.00 0.0 13,408.310 35,316,958 0.270 0.468 96.00 0.0 26,431.710 58,665.656 0.449 0.917 97.00 0.0 33,354.660 89,478.468 0.685 1.602 98.00 0.0 38,999.500 108,420.974 0.830 2.431 100.00 0.0 44,394.570 125,003.757 1.913 4.344 102.00 0.0 51,297.830 143,413.937 2.195 6.539 P0C4.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solutton Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Benttey PondPack VSi [08.11.01.51] Page 4 of 27 QC-Basin 4 Subsection: Volume Equations Label: 1 Return Event: 100 years Storm Event: # Pond Volume Equations * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2 - Eil) * (Areal + AreaZ + sqr(Areal * Area2)) where: ELI, EL2 Lower and upper elevations of the Increment Areal, Area2 Areas computed for ELI, EL2, respectively Volume Incremental volume between ELI and EL2 # P0C4.ppc 3/12/2015 Bentley Systems, inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Benttey PondPack VSi [08.11.01.51] Page 5 of 27 I QC-Basin 4 Subsection: Outlet Input Data Label: Outlet#l Return Event: 100 years Storm Event: Requested Pond Water Surface Elevations Minimum (Headwater) 90.20 ft Increment (Headwater) 0.10 ft Maximum (Headwater) 102.00 ft Outlet Connectivity structure Type Outlet ID Direction Outfall El E2 Outfall (ft) - (ft) Orifice-Circular Orifice -1 Fon/vard TW 90.20 102.00 Orifice-Circular Orifice - 2 Forward TW 96.80 102.00 Rectangular Weir Weir -1 Forward TW 98.50 102.00 Tailwater Settings Tailwater (N/A) (N/A) POC4.ppc 3/12/2015 Benttey Systems, Inc. Haestad Mettiods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Benttey PondPack VSi [08.11.01.51] Page 6 of 27 QC-Basin 4 Subsection: Outlet Input Data Retum Event: 100 years Label: Outlet* 1 Storm Event: Structure ID: Orifice -1 Sti-ucture Type: Orifice-Circular Number of Openings 2 Elevation 90.20 ft Orifice Diameter 3.9 in Orifice Coefficient 0.670 Structure ID: Weir -1 Structure Type: Rectangular Weir Number of Openings i Elevation 98.50 ft Weir Length 9.20 ft Weir Coefficient 3.OO (ft'^0.5)/s Structure ID: Orifice-2 Structure Type: Orifice-Circular Number of Openings 1 Elevation 96.80 ft Orifice Diameter 6.0 in Orifice Coefficient 0.670 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 30 Tailwater Tolerance (Minimum) 0.01 ft Tailwater Tolerance (Maximum) 0.50 ft Headwater Tolerance (Minimum) 0.01ft Headwater Tolerance (Maximum) 0.50 ft Flow Tolerance (Minimum) 0.001 ft3/s Flow Tolerance (Maximum) 10.000 ft3/s Benttey Systems, Inc. Haestad Methods Solution Bentley PondPack VSi P0C4.ppc Center [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 7 of 27 Watertown, CT 06795 USA +1-203-765-1666 r'A Subsection: Composite Rating Curve Label: Outlet* 1 QC-Basin 4 Return Event: 100 years Storm Event: Composite Outflow Summary Cl Water Surface Flow Tailwater Elevation Convergence Error Elevation (ft3/s) (ft)- (ft) 90.20 0.00 (N/A) 0.00 90.30 0.04 (N/A) 0.00 90.40 0.13 (N/A) 0.00 90.50 0,27 (N/A) 0.00 90,60 0.43 (N/A) 0.00 90.70 0.52 (N/A) 0.00 90.80 0.59 (N/A) 0.00 90.90 0.65 (N/A) 0.00 91.00 0.71 (N/A) 0.00 91.10 0.77 (N/A) 0.00 91.20 0.82 (N/A) 0.00 91.30 0.86 (N/A) 0.00 91.40 0.91 (N/A) 0.00 91.50 0,95 (N/A) 0.00 91.60 0,99 (N/A) 0.00 91.70 1,03 (N/A) 0.00 91.80 1.07 (N/A) 0.00 91.90 1.11 (N/A) 0.00 92.00 1.14 (N/A) 0.00 92,10 1.18 (N/A) 0.00 92.20 1.21 (N/A) 0.00 92.30 1.24 (N/A) 0.00 92.40 1.27 (N/A) 0.00 92.50 1.30 (N/A) 0.00 92.60 1.33 (N/A) 0.00 92.70 1.36 (N/A) 0.00 92.80 1.39 (N/A) 0,00 92.90 1.42 (N/A) 0,00 93.00 1.45 (N/A) 0,00 93.10 1.48 (N/A) 0.00 93.20 1.50 (N/A) 0.00 93.30 1.53 (N/A) 0.00 93.40 1.55 (N/A) 0.00 93.50 1.58 (N/A) 0.00 93.60 1.60 (N/A) 0.00 93.70 1.63 (N/A) 0.00 93.80 1.65 (N/A) 0,00 93.90 1.68 (N/A) 0.00 94.00 1.70 (N/A) 0.00 94.10 1.72 (N/A) 0.00 94.20 1.75 (N/A) 0.00 94.30 1.77 (N/A) 0.00 94.40 1.79 (N/A) 0.00 P0C4.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Pages of 27 Subsection: Composite Rating Curve Label: Outlet#l QC-Basin 4 Return Event: 100 years Storm Event: m Composite Outflow Summary Water Surfa Elevation (ft) P0C4.ppc 3/12/2015 ce Flow Tailwater Elevation Convergence Error ms) (ft) 94.50 1.81 (N/A) 0.00 94.60 1,84 (N/A) 0.00 94.70 1.86 (N/A) 0.00 94.80 1.88 (N/A) 0.00 94.90 1.90 (N/A) 0.00 95,00 1.92 (N/A) 0.00 95.10 1.94 (N/A) 0.00 95,20 1.96 (N/A) 0.00 95,30 1.98 (N/A) 0.00 95,40 2.00 (N/A) 0.00 95,50 2.02 (N/A) 0,00 95.60 2.04 (N/A) 0.00 95.70 2.06 (N/A) 0.00 95.80 2.08 (N/A) 0.00 95.90 2.10 (N/A) 0.00 96.00 2.12 (N/A) 0.00 96.10 2,14 (N/A) 0.00 96.20 2,15 (N/A) 0.00 96.30 2,17 (N/A) 0.00 96.40 2,19 (N/A) 0.00 96.50 2,21 (N/A) 0.00 96.60 2,23 (N/A) 0.00 96.70 2,24 (N/A) 0.00 96.80 2,26 (N/A) 0.00 96.90 2,30 (N/A) 0.00 97.00 2,39 (N/A) 0.00 97.10 2.50 (N/A) 0.00 97.20 2.65 (N/A) 0.00 97.30 2,88 (N/A) 0.00 97.40 2.99 (N/A) 0.00 97.50 3.09 (N/A) 0.00 97.60 3.18 (N/A) 0.00 97,70 3.27 (N/A) 0.00 97.80 3.35 (N/A) 0.00 97.90 3.42 (N/A) 0.00 98.00 3.49 (N/A) 0.00 98.10 3.56 (N/A) 0.00 98.20 3.63 (N/A) 0.00 98.30 3.69 (N/A) 0.00 98.40 3.75 (N/A) 0.00 98.50 3.81 (N/A) 0.00 98.60 4.75 (N/A) 0.00 98.70 6.40 (N/A) 0.00 Benttey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 9 of 27 • 0 Subsection: Composite Rating Curve Label: Outlet#l QC-Basin 4 Return Event: 100 years Storm Event: Composite Outflow Summary Water Surface Elevation (ft) How ms) Tailwater Elevation (ft) Convergence Error (ft) 98.80 8.52 (N/A) 0.00 98.90 11.02 (N/A) 0.00 99.00 13.85 (N/A) 0.00 99.10 16.97 (N/A) 0.00 99.20 20.36 (N/A) 0.00 99.30 24.00 (N/A) 0.00 99.40 27.86 (N/A) 0.00 99.50 31.95 (N/A) 0.00 99.60 36.24 (N/A) 0.00 99.70 40.72 (N/A) 0.00 99.80 45.40 (N/A) 0.00 99.90 50.25 (N/A) 0.00 100.00 55.29 (N/A) 0.00 100.10 60.48 (N/A) 0.00 100.20 65.85 (N/A) 0.00 100.30 71.37 (N/A) 0.00 100.40 77.04 (N/A) 0.00 100.50 82.86 (N/A) 0.00 100.60 88,83 (N/A) 0.00 100.70 94,95 (N/A) 0.00 100.80 101,20 (N/A) 0.00 100.90 107.58 (N/A) 0.00 101.00 114.10 (N/A) 0.00 101.10 120.76 (N/A) 0.00 101.20 127.53 (N/A) 0.00 101.30 134.44 (N/A) 0.00 101.40 141.47 (N/A) 0.00 101.50 148.62 (N/A) 0.00 101.60 155.88 (N/A) 0.00 101.70 163.27 (N/A) 0.00 101.80 170.77 (N/A) 0.00 101.90 178.39 (N/A) 0.00 102.00 186.11 (N/A) 0.00 Contributing Structures None Contributing Orifice • Orifice • Orifice • Orifice • Orifice • Orifice • Orifice -1 P0C4.ppc 3/12/2015 Benttey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 10 of 27 QC-Basin 4 Subsection: Composite Rating Curve Label: Outlet* 1 Return Event: 100 years Stomi Event: Composite Outflow Summary Contributing Sti-uctures Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Oriftoe -1 Oriffce -1 Orifice Orifice Orifice Orifice Orifice Orifice Orifice Orifice Orifice Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice Orifice Orifice Orifice Orifice Orifice Orifice Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 P0C4.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Benttey PondPack VSi [08.11.01.51] Page 11 of 27 QC-Basin 4 Subsection: Composite Rating Curve Label: Outlet* 1 Return Event: 100 years Storm Event: Composite Outflow Contributing Summary Structures Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 Orifice -1 -1- Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 -1- Orifice -2 Orifice -1 -1- Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 -1- Orifice -2 Orifice -1 -1- Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 -t- Orifice -2 + Weir -1 Orifice -1 -I- Orifice -2 -1- Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 -I- Weir -1 Orifice -1 -1- Orifice -2 -1- Weir -1 Orifice -1 + Orifice -2 -1- Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 + Orifice -2 -1- Weir -1 Orifice -1 + Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 + Weir -1 Orifice -1 -1- Orifice -2 -I- Weir -1 POC4.ppc 3/12/2015 Benttey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 12 of 27 QC-Basin 4 Subsection: Composite Rating Curve Label: Outlet*l Composite Outflow ^Contnbuhng Orifice -1 + Orifice - Orifice -1 + Orifice - Orifice -1 -i- Orifice - Orifice -1 -I- Oriflce - Orifice -1 -i- Oriflce - Orifice -1 + Orifice - Oriflce -1 -I- Oriflce - Oriflce -1 -I- Orifice - Orifice -1 -1- Orifice - Orifice -1 + Orifice - Oriflce -1 -I- Orifice - Orifice -1 + Orifice - Orifice -1 -i- Orifice - Orifice -1 + Orifice - Orifice -1 + Orifice - Orifice -1 + Orifice - Orifice -1 + Orifice - Orifice -1 + Orifice - Orifice -1 + Orifice - Orifice -1 + Orifice - Orifice -1 + Orifice - Oriflce -1 + Oriflce - Orifice -1 + Orifice - Summary Structures • 2 -I- Wei • 2 -I- We •2-1-We • 2 + We 2 + We 2 + We 2 +We 2 + We 2-I-We 2-1-Wei 2 +We 2-1-We 2-1-We 2-1-We 2-1-We 2-1-We 2-I-We 2-I-We 2•^Wei 2-I-We 2 -I-We 2 -I- Weir -1 2 -I- Weir -1 1 ir-1 1 1 1 1 ir -1 ir-1 1 Ir-1 Ir-1 -1 -1 -1 -1 -1 -1 -1 -1 -1 -1 Return Event: 100 years Stomi Event: # # P0C4.ppc 3/12/2015 Benttey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentiey PondPack VSi [08.11.01.51] Page 13 of 27 I QC-Basin 4 Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Return Event: 100 years Storm Event: Infiltration Infiltration Method (Computed) No Inflitration Initial Conditions Elevation (Water Surface, Initial) 90.20 ft Volume (Initial) 0.000 ac-ft How (Initial Outiet) 0.00 ft3/s Flow (Initial Infiltration) 0.00 ft3/s Flow (Initial, Total) 0.00 ft3/s Time Increment 1.000 min Elevation (ft) Outflow ms) Storage (ac-ft) Area (ft2) Infiltralion ms) How (total) ms) 2S/t + 0 ms) 90.20 0.00 0.000 9.880 0.00 0.00 0.00 90.30 0.04 0.000 16.114 0.00 0.04 0.08 90.40 0.13 0.000 23.866 0.00 0.13 0.24 90.50 0.27 0.000 33.135 0.00 0.27 0.48 90.60 0.43 0.000 43,922 0.00 0.43 0.77 90.70 0.52 0.000 56.226 0.00 0.52 1.02 90.80 0.59 0.000 70.047 0.00 0.59 1.30 90.90 0.65 0.001 85.385 0.00 0.65 1.62 91.00 0.71 0.001 102.241 0.00 0.71 1.99 91.10 0.77 0.001 120.615 0.00 0.77 2.42 91.20 0.82 0.001 140.506 0.00 0.82 2.90 91.30 0.86 0.002 161.914 0.00 0.86 3.45 91.40 0.91 0.002 184.839 0.00 0.91 4.07 91.50 0.95 0.003 209.282 0.00 0.95 4.77 91.60 0.99 0.003 304.975 0.00 0.99 5.67 91.70 1.03 0.004 418.630 0.00 1.03 6.91 91.80 1.07 0.005 550.250 0.00 1.07 8.55 91.90 1.11 0.007 699.832 0.00 1.11 10.67 92.00 1.14 0.008 867.378 0.00 1.14 13.31 92.10 1.18 0.011 1,052.887 0.00 1.18 16.54 92.20 1.21 0.013 1,256.359 0.00 1.21 20.42 92.30 1.24 0.016 1,477.795 0.00 1.24 25.00 92.40 1.27 0.020 1,717.194 0.00 1.27 30.35 92.50 1.30 0.024 1,974.556 0.00 1.30 36.53 92.60 1.33 0.029 2,249.881 0.00 1.33 43.60 92.70 1,36 0.035 2,543.170 0.00 1.36 51.61 92.80 1.39 0.041 2,703.229 0.00 1.39 60.38 92.90 1.42 0.047 2,868.172 0.00 1.42 69.70 93.00 1.45 0.054 3,038.000 0.00 1.45 79.57 POC4.ppc 3/12/2015 Benttey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 14 of 27 QC-Basin 4 Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Return Event: 100 years Storm Event: (ft) tion Outflow 1 Storage Area Inflitration How (Total) 2S/t -1- 0 Iili (ftVs) ,J (ac-ft) m (ftVs) (ftVs) ms) 93.10 1,48 0.061 3,565.303 0.00 1.48 90.59 93.20 1,50 0.070 4,134.781 0,00 1.50 103.44 93.30 1,53 0.080 4,746.434 0.00 1.53 118.25 93.40 1,55 0,092 5,400.262 0.00 1.55 135.18 93.50 1,58 0,105 6,096.264 0.00 1.58 154.35 93.60 1.60 0,120 6,834.442 0.00 1.60 175.92 93.70 1.63 0,137 7,614.794 0.00 1.63 200.01 93.80 1.65 0,155 8,437.321 0.00 1,65 226.78 93.90 1.68 0.175 9,302.023 0.00 1.68 256.36 94.00 1.70 0.198 10,208.900 0.00 1.70 288.89 94.10 1.72 0.222 10,509.247 0,00 1.72 323.44 94.20 1.75 0.246 10,813.948 0,00 1.75 359.00 94.30 1.77 0.271 11,123.003 0.00 1.77 395.58 94.40 1.79 0.297 11,436.412 0.00 1.79 433.20 94.50 1.81 0.324 11,754.176 0.00 1.81 471.87 94.60 1.84 0.351 12,076,294 0,00 1.84 511.61 94.70 1.86 0.379 12,402.767 0.00 1.86 552.43 94.80 1.88 0.408 12,733.594 0.00 1.88 594.34 94.90 1.90 0.438 13,068.775 0.00 1.90 637.37 95.00 1.92 0.468 13,408.310 0.00 1.92 681.52 95.10 1.94 0.500 14,513.663 0.00 1.94 728.06 95.20 1.96 0.535 15,662.790 0.00 1.96 778.36 95.30 1.98 0.572 16,855.693 0.00 1.98 832.57 95.40 2.00 0.612 18,092.370 0.00 2.00 890.82 95.50 2.02 0.655 19,372.823 0.00 2.02 953.27 95.60 2.04 0.701 20,697.050 0.00 2.04 1,020.06 95.70 2,06 0.750 22,065.053 0.00 2.06 1,091.34 95.80 2.08 0.802 23,476.830 0.00 2.08 1,167.25 95.90 2.10 0.858 24,932.383 0.00 2.10 1,247.94 96.00 2.12 0.917 26,431.710 0.00 2.12 1,333.55 96.10 2.14 0.978 27,087.809 0.00 2.14 1,422.77 96.20 2.15 1.041 27,751.952 0.00 2.15 1,514.18 96.30 2.17 1.106 28,424.139 0.00 2.17 1,607.83 96.40 2.19 1.172 29,104.368 0.00 2.19 1,703.72 96.50 2.21 1.239 29,792.642 0.00 2.21 1,801.90 96.60 2.23 1.309 30,488.958 0.00 2.23 1,902.39 96.70 2.24 1.379 31,193.319 0.00 2.24 2,005.21 96.80 2,26 1.452 31,905.722 0.00 2.26 2,110.39 96.90 2,30 1.526 32,626.169 0.00 2.30 2,217.98 97,00 2,39 1.602 33,354,660 0.00 2.39 2,328.03 97,10 2,50 1.679 33,899,296 0.00 2.50 2,440.23 97,20 2.65 1.757 34,448,343 0.00 2.65 2,554.29 97,30 2.88 1.837 35,001,800 0,00 2.88 2,670.27 # P0C4.ppc 3/12/2015 Benttey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Benttey PondPack VSi [08.11.01.51] Page 15 of 27 i QC-Basin 4 Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Return Event: 100 years Storm Event: Elevation (ft) 97.40 97.50 97.60 97.70 97.80 97.90 98.00 98.10 98.20 98.30 98.40 98.50 98.60 98.70 98.80 98.90 99.00 99.10 99.20 99.30 99.40 99.50 99,60 99.70 99.80 99.90 100.00 100.10 100.20 100.30 100.40 100.50 100.60 100.70 100.80 100.90 101.00 101.10 101.20 101.30 101.40 101.50 101.60 Outflow ms) 2.99 3,09 3.18 3.27 3.35 3.42 3.49 3.56 3.63 3.69 3.75 3.81 4.75 6.40 8.52 11.02 13.85 16.97 20.36 24.00 27.86 31.95 36.24 40.72 45.40 50.25 55.29 60.48 65.85 71.37 77.04 82.86 88.83 94.95 101.20 107.58 114.10 120.76 127.53 134.44 141.47 148.62 155.88 Storage, (ac-ft)'' 1.918 2.000 2.084 2.169 2.255 2.342 2.431 2.521 2.612 2.703 2.794 2.887 2.979 3.073 3.167 3.262 3.357 3.453 3.549 3.647 3.744 3.843 3.942 4.042 4.142 4.243 4.344 4.447 4.550 4.654 4.758 4.864 4.970 5.077 5.184 5.293 5.402 5.512 5.623 5.735 5.847 5.961 6.075 Area m 35,559.668 36,121.947 36,688.636 37,259.736 37,835.247 38,415.168 38,999.500 39,260,955 39,523,284 39,786,487 40,050,563 40,315,512 40,581.335 40,848.031 41,115.601 41,384.044 41,653.361 41,923.551 42,194.615 42,466.552 42,739.363 43,013.047 43,287.605 43,563.036 43,839.340 44,116.518 44,394.570 44,727.890 45,062.457 45,398.270 45,735.330 46,073.636 46,413.190 46,753.989 47,096.036 47,439.329 47,783.869 48,129.655 48,476.688 48,824.967 49,174.494 49,525.266 49,877.286 Infiltration (ft3/s) 0.00 0.00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Flow (Total) ms) 2.99 3.09 3.18 3.27 3.35 3.42 3.49 3.56 3.63 3.69 3.75 3.81 4.75 6.40 8.52 11.02 13.85 16.97 20.36 24.00 27.86 31.95 36.24 40.72 45.40 50.25 55.29 60.48 65.85 71.37 77.04 82.86 88.83 94.95 101.20 107.58 114.10 120.76 127.53 134.44 141.47 148.62 155.88 2S/t-l-0 . ms) . 2,787.98 2,907.55 3,028.99 3,152.32 3,277.56 3,404.72 3,533.81 3,664.31 3,795.69 3,927.93 4,061.06 4,195.06 4,330.82 4,468.19 4,606.92 4,746.92 4,888.14 5,030.56 5,174.14 5,318.88 5,464.76 5,611.76 5,759.88 5,909.12 6,059.47 6,210.92 6,363.47 6,517.20 6,672.21 6,828.50 6,986.06 7,144.90 7,305.02 7,466.41 7,629.07 7,793,02 7,958.25 8,124.75 8,292.54 8,461.61 8,631.97 8,803.62 8,976,56 POC4.ppc 3/12/2015 Benttey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-765-1666 Bentiey PondPack VSi [08.11.01.51] Page 16 of 27 Subsection: Label: 1 QC-BasIn 4 Elevation-Volume-Flow Table (Pond) Retum Event: 100 years Storm Event: # Elevation Outflow liti mw 1 M Storage Area Inflitration How (Total) 2S/t -1- 0 (ft) iKft'/s) (ac-ft) (ft*) ms) (ftVs) ms) 101.70 163.27 6.190 50,230.552 0.00 163.27 9,150.79 101.80 170.77 6.305 50,585.065 0.00 170.77 9,326.32 101.90 178.39 6,422 50,940.824 0.00 178.39 9,503.14 102.00 186.11 6.539 51,297.830 0.00 186.11 9,681.27 # P0C4.ppc 3/12/2015 Bentley Systems, Inc. Haestad Mettiods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Benttey PondPack VSI [08.11.01.51] Page 17 of 27 QC-Basin 4 Subsection: Level Pool Pond Routing Summary Label: 1 (IN) Return Event: 100 years Storm Event: V..' Infiltration Infiltratton Method (Computed) No Infiltration Initial Conditions Elevation (Water Surface, Initial) Volume (Initial) How (Initial Outlet) How (Initial Infiltration) Flow (Initial, Total) Time Increment 90.20 ft 0.000 ac-ft 0.00 ft3/s 0.00 ft3/s 0.00 ft3/s 1.000 min Inflow/Outflow Hydrograph Summary Flow (Peak In) 82.70 ft3/s Time to Peak (Flow, In) 252.000 min Flow (Peak Outiet) 8.60 ft3/s Time to Peak (Flow, Outiet) 278.000 min Elevatton (Water Surface, Peak) Volume (Peak) IVIass Balance (ac-ft) Volume (Initial) Volume (Total Infiow) Volume (Total Infiltration) Volume (Total Outiet Outflow) Volume (Retained) Volume (Unrouted) Error (Mass Balance) 98.80 ft 3.170 ac-ft 0.000 ac-ft 4.664 ac-ft 0.000 ac-ft 4.664 ac-ft 0.000 ac-ft 0.000 ac-ft 0.0 % P0C4.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentiey PondPack VSi [08.11.01.51] Page 1 Sot 27 QC-Basin 4 Subsection: Pond Routed Hydrograph (total out) Label: 1(01^0 Return Event: 100 years Storm Event: Peak Discharge Time to Peak Hydrograph Volume 8.60 ft3/s 278.000 min 4,664 ac-ft HYDROGRAPH ORDINATES (ft^/s) Output Time Increment s 1.000 min Time on left represents time for first value in each row. Time -Flow Flow • Flow Flow Flow (min) r " ms) . ms) (ftVs) (ftVs) ms) 0.000 0,00 0.14 0.43 0.61 0.74 5.000 0.85 0.95 1.02 1.07 1.11 10,000 1.15 1.19 1.22 1.25 1.28 15,000 1.30 1.32 1.33 1.35 1.37 20.000 1.38 1.39 1.41 1.42 1.43 25.000 1.44 1.45 1.46 1.47 1.48 30.000 1.49 1.50 1.51 1.51 1.52 35.000 1.53 1.54 1.54 1.55 1.55 40.000 1,56 1.57 1.57 1.58 1.58 45.000 1,59 1.59 1.60 1.60 1.61 50.000 1.61 1.61 1.62 1.62 1.63 55.000 1,63 1.64 1.64 1.64 1.65 60.000 1.65 1.66 1.66 1.66 1.67 65.000 1.67 1,67 1.68 1.68 1.68 70.000 1.69 1.69 1.69 1.70 1.70 75,000 1.70 1.71 1.71 1.71 1.72 80.000 1.72 1.72 1.73 1.73 1.73 85.000 1.74 1.74 1.74 1.75 1,75 90,000 1.75 1.76 1.76 1.76 1,77 95.000 1.77 1.77 1.78 1.78 1,78 100.000 1.79 1.79 1.79 1.79 1,80 105.000 1.80 1.80 1.81 1.81 1,81 110.000 1.82 1.82 1.82 1.83 1,83 115.000 1.83 1.84 1.84 1.84 1.85 120.000 1.85 1.85 1.86 1.86 1.86 125.000 1.87 1.87 1.87 1.88 1.88 130.000 1.88 1.89 1.89 1.89 1.90 135.000 1.90 1.90 1.91 1.91 1.91 140.000 1.92 1.92 1.92 1.93 1.93 145.000 1.93 1.94 1.94 1.94 1,95 150.000 1.95 1.95 1.95 1.96 1,96 155.000 1.96 1.97 1.97 1.97 1,98 160.000 1.98 1.98 1.99 1,99 1,99 165.000 2.00 2.00 2.00 2.00 2,01 170,000 2,01 2.01 2.02 2.02 2,02 175,000 2.03 2.03 2.03 2.04 2,04 180,000 2.04 2.04 2.05 2.05 2,05 P0C4.ppc 3/12/2015 Bentiey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentiey PondPack VSI [08.11.01.51] Page 19 of 27 QC-Basin 4 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min Time on left represents time for first value in each row. Time P0C4.ppc 3/12/2015 Flow Flow Flow Ftow Benttey Systems, Inc. Haestad Mettiods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-756-1666 Flow (min) (ftVs) (ftVs) : (ftVs) ms) (ftVs) ' 185.000 2.06 2.06 2.06 2.07 2.07 190.000 2.07 2.07 2.08 2.08 2.08 195.000 2.09 2.09 2.09 2.10 2.10 200.000 2.10 2.11 2.11 2.11 2.12 205.000 2.12 2.12 2.13 2.13 2.13 210.000 2.14 2.14 2.14 2.15 2.15 215.000 2.15 2.16 2.16 2.17 2.17 220.000 2.17 2.18 2.18 2.19 2.19 225.000 2.20 2.20 2.21 2.21 2.22 230.000 2.22 2.23 2.23 2.24 2.25 235.000 2.25 2.26 2.27 2.29 2.31 240.000 2.34 2.38 2.44 2.51 2.61 245.000 2.77 2.92 3.02 3.11 3.20 250.000 3.29 3.38 3.47 3.55 3.62 255.000 3.69 3.74 3.79 4.10 4.66 260.000 5.43 6.11 6.69 7.16 7.44 265.000 7.62 7.78 7.92 8.05 8.17 270.000 8.26 8.35 8.42 8.48 8.52 275.000 8.56 8.58 8.59 8.60 8.60 280.000 8.59 8.58 8.56 8,54 8.51 285.000 8.48 8.45 8.41 8,37 8.33 290.000 8,28 8.24 8.19 8.14 8.09 295.000 8.04 7.99 7.93 7.88 7.82 300,000 7.76 7.71 7.65 7.59 7.53 305.000 7.47 7.41 7.35 7.29 7.23 310.000 7.17 7.11 7.05 6.99 6.93 315.000 6.87 6.81 6.75 6.70 6.64 320.000 6.58 6.53 6.47 6.42 6.37 325.000 6.33 6.28 6.24 6.20 6.15 330.000 6.11 6.07 6.03 5.98 5.94 335.000 5.90 5.85 5.81 5.77 5.73 340.000 5.69 5.65 5.61 5.57 5.53 345.000 5.49 5.45 5.41 5.37 5.33 350.000 5.29 5.26 5.22 5.18 5.15 355.000 5.11 5.07 5.04 5.00 4.97 360.000 4.93 4.89 4.85 4.80 4.74 365.000 4,71 4.67 4.63 4.58 4.53 370.000 4.48 4.43 4.37 4.31 4.25 375.000 4.19 4.13 4.08 4.02 3.97 380.000 3.91 3.86 3.81 3.81 3.81 385.000 3,80 3.80 3.80 3.79 3.79 390.000 3,79 3.78 3.78 3.78 3.77 Benttey PondPack VSi [08.11.01.51] Page 20 of 27 QC-Basin 4 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storni Event: Time Time (min) 395.000 400.000 405.000 410.000 415.000 420.000 425.000 430.000 435.000 440.000 445.000 450.000 455.000 460.000 465.000 470.000 475.000 480.000 485.000 490.000 495.000 500.000 505.000 510.000 515.000 520.000 525.000 530.000 535.000 540.000 545.000 550.000 555.000 560.000 565.000 570.000 575.000 580.000 585.000 590.000 595.000 600.000 HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first value in each row. P0C4.ppc 3/12/2015 Flow ms) How FJow Flow Ftow 3.77 3.75 3.74 3.72 3.70 3.68 3.66 3,65 3,63 3,61 3,59 3,58 3,56 3,54 3,52 3,50 3.48 3.46 3.44 3.42 3.40 3.38 3.36 3.34 3.32 3.30 3.28 3.26 3.24 3.22 3.19 3.17 3.15 3.12 3.10 3.07 3.05 3.02 3.00 2.97 2.94 2,91 .) (ftVs) (ftVs) ms) -3,77 3.76 3.76 3.76 3.75 3.75 3.74 3.74 3.73 3.73 3.72 3.72 3,71 3.71 3.71 3.70 3.70 3.69 3.69 3.69 3,68 3.68 3,67 3.67 3.66 3.66 3,65 3.65 3.64 3.64 3,64 3.63 3.63 3.62 3,62 3.62 3.61 3.60 3,60 3.60 3.59 3.59 3.58 3.58 3.57 3.57 3.56 3.56 3.55 3.55 3.55 3.54 3.53 3.53 3.53 3.52 3.52 3.51 3.51 3.50 3.50 3.49 3.49 3.49 3.48 3.47 3.47 3.47 3,46 3.45 3.45 3.45 3,44 3.44 3.43 3.43 3,42 3.42 3.41 3.41 3,40 3.40 3.39 3.39 3,38 3.38 3.37 3.37 3,36 3.36 3.35 3.35 3,34 3.34 3.33 3.33 3,32 3.31 3.31 3.31 3,30 3.29 3.29 3.29 3.28 3.27 3.27 3.26 3,26 3.25 3.25 3.24 3.23 3.23 3.22 3.22 3,21 3.21 3.20 3.20 3.19 3.18 3.18 3.18 3.17 3.16 3.16 3.15 3.14 3.14 3.13 3.13 3.12 3.11 3.11 3.10 3.10 3.09 3.09 3,08 3.07 3.06 3.06 3.05 3,04 3.04 3.03 3.03 3,02 3.01 3.01 3.00 2,99 2.99 2.98 2,98 2,97 2.96 2.95 2.95 2.94 2.93 2.93 2.92 2.91 2.90 2.90 2.89 Bentiey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Benttey PondPack VSi [08.11.01.51] Page 21 of 27 I G QC-Basin 4 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Retum Event: 100 years Storm Event: r Time HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first vaiue in each row. Time P0C4.ppc 3/12/2015 How Flow Flow Flow Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Flow (min) (ftVs) (ftVs) (ftVs) ms) -ms) 605.000 2.89 2.88 2.87 2.86 2.85 610.000 2.84 2.83 2.82 2.81 2,79 615.000 2.78 2.77 2.76 2.75 2,74 620.000 2.73 2.72 2.71 2.70 2,68 625.000 2.67 2.66 2.65 2.64 2,64 630.000 2.63 2.62 2.62 2.61 2,60 635.000 2.60 2.59 2.58 2.58 2.57 640,000 2.57 2.56 2.55 2.55 2.54 645.000 2.53 2.53 2.52 2.52 2.51 650.000 2.50 2.50 2.49 2.49 2.48 655.000 2.48 2.47 2.47 2.46 2.46 660.000 2.45 2.45 2.44 2.44 2.43 665.000 2.43 2.42 2.42 2.41 2.40 670.000 2.40 2.39 2.39 2.39 2.38 675.000 2.38 2.37 2.37 2.37 2.36 680.000 2.36 2.36 2.35 2.35 2.35 685.000 2.34 2.34 2.34 2.33 2.33 690.000 2.33 2.32 2.32 2.31 2.31 695.000 2.31 2.30 2.30 2.30 2.30 700.000 2.30 2.30 2.29 2.29 2.29 705,000 2.29 2.29 2.28 2.28 2.28 710.000 2.28 2.28 2.28 2.27 2.27 715.000 2.27 2.27 2.27 2.27 2.26 720.000 2.26 2.26 2.26 2.26 2.26 725.000 2.26 2.26 2.26 2.26 2.26 730.000 2.25 2.25 2.25 2.25 2.25 735.000 2.25 2.25 2.25 2.25 2.25 740.000 2.25 2.25 2.25 2.24 2.24 745.000 2.24 2.24 2.24 2.24 2.24 750.000 2.24 2.24 2.24 2.24 2.24 755.000 2.24 2.23 2.23 2.23 2.23 760.000 2.23 2,23 2.23 2.23 2.23 765.000 2.23 2.23 2.23 2.23 2.22 770.000 2.22 2.22 2.22 2.22 2.22 775.000 2,22 2.22 2.22 2.22 2.22 780,000 2.22 2.22 2.21 2.21 2.21 785.000 2.21 2.21 2.21 2.21 2.21 790.000 2.21 2.21 2.21 2.21 2.20 795.000 2.20 2.20 2.20 2.20 2.20 800.000 2.20 2.20 2.20 2.20 2.20 805.000 2.20 2.20 2.19 2.19 2.19 810.000 2.19 2.19 2.19 2.19 2.19 Bentiey PondPack VSi [08.11.01.51] Page 22 of 27 QC-Basin 4 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Stonn Event: # Time Time V (mm) 815,000 820.000 825.000 830.000 835.000 840.000 845.000 850.000 855.000 860.000 865.000 870.000 875.000 880.000 885.000 890.000 895.000 900.000 905.000 910.000 915.000 920.000 925.000 930.000 935.000 940.000 945.000 950.000 955.000 960.000 965.000 970.000 975.000 980.000 985.000 990.000 995.000 1,000.000 1,005.000 1,010.000 1,015.000 1,020.000 HYDROGRAPH ORDINATES (ft^/s) Output Time Increment s 1.000 min on left represents time for first value in each row. Ftow . I (ftVs) 2.19 2.18 2.18 2.18 2.17 2.17 2.16 2.16 2.15 2.15 2.15 2.14 2.14 2.13 2.13 2.12 2.12 2,11 2,11 2,11 2,10 2,10 2,09 2,09 2,08 2,08 2,07 2.07 2.06 2.05 2.05 2.04 2.04 2.03 2.03 2.02 2.01 2.01 2.00 1.99 1,99 1,98 How (ft^s) 2.19 2.18 2.18 2.17 2.17 2.17 2.16 2.16 2,15 2,15 2,14 2,14 2,14 2,13 2,13 2,12 2,12 2.11 2,11 2,10 2,10 2,09 2,09 2,08 2,08 2,07 2,07 2,06 2,06 2,05 2.05 2.04 2.04 2.03 2.02 2.02 2.01 2.01 2.00 1.99 1.99 1.98 Flp#fe|. ms) 2.19 2.18 2.18 2.17 2.17 2.17 2.16 2.16 2.15 2.15 2.14 2.14 2.13 2.13 2.13 2.12 2.12 2.11 2.11 2.10 2.10 2.09 2.09 2,08 2,08 2,07 2.07 2.06 2.06 2.05 2.05 2.04 2.04 2.03 2.02 2.02 2.01 2.00 2.00 1.99 1.98 1.98 Flow (ft'7s) Ftow ms) 2.19 2.18 2.18 2.17 2.17 2.16 2.16 2.16 2.15 2.15 2.14 2.14 2.13 2.13 2.13 2.12 2.12 2,11 2,11 2.10 2.10 2.09 2.09 2.08 2.08 2.07 2.07 2.06 2.06 2.05 2.05 2.04 2.03 2.03 2.02 2.02 2.01 2.00 2.00 1.99 1.98 1.98 2.18 2.18 2.18 2.17 2.17 2.16 2.16 2.16 2.15 2.15 2.14 2.14 2.13 2.13 2.12 2.12 2.12 2.11 2.11 2.10 2.10 2.09 2.09 2.08 2.08 2.07 2.07 2.06 2.06 2.05 2.04 2.04 2.03 2.03 2.02 2.01 2.01 2.00 1.99 1.99 1.98 1.97 # P0C4.ppc 3/12/2015 Bentiey Systems, Inc. Haestad Methods Soluti'on Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-765-1666 Bentiey PondPack VSi [08.11.01.51] Page 23 of 27 QC-Basin 4 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Stomi Event: Time Time (min) 1,025.000 1,030.000 1,035.000 1,040.000 1,045.000 1,050.000 1,055.000 1,060.000 1,065.000 1,070.000 1,075.000 1,080.000 1,085.000 1,090.000 1,095.000 1,100.000 1,105.000 1,110.000 1,115.000 1,120.000 1,125.000 1,130.000 1,135.000 1,140.000 1,145.000 1,150.000 1,155.000 1,160.000 1,165.000 1,170.000 1,175.000 1,180.000 1,185.000 1,190.000 1,195.000 1,200.000 1,205.000 1,210.000 1,215.000 1,220.000 1,225.000 1,230.000 HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first vaiue in each row. How (ftVs) 1.97 1.97 1.96 1.95 1.94 1.93 1.92 1.92 1,91 1.90 1.89 1.88 1.87 1.86 1,85 1.84 1.83 1.82 1.81 1.80 1.79 1.78 1.77 1.76 1.75 1.74 1,73 1.71 1.70 1.69 1.68 1.66 1.65 1.64 1.62 1.60 1.58 1.56 1.54 1.52 1.49 1.46 How ms) How ms) How (ftVs) 1.97 1.96 1.96 1.95 1.94 1.93 1.92 1.91 1.90 1.90 1.89 1.88 1.87 1.86 1.85 1.84 1.83 1.82 1.81 1.80 1.79 1.78 1.77 1.76 1.75 1.73 1.72 1.71 1.70 1.69 1.67 1.66 1.65 1.63 1.62 1.60 1.58 1.56 1.54 1.51 1.48 1.45 Flow ms) 1.97 1.96 1.95 1.95 1.94 1.93 1.92 1.91 1.90 1.89 1,88 1.88 1.87 1.86 1.85 1.84 1.83 1.82 1.81 1.80 1.79 1.78 1.76 1.75 1.74 1.73 1.72 1.71 1.70 1.68 1.67 1.66 1.64 1.63 1.61 1.60 1.58 1.56 1,53 1,51 1.48 1.44 1.97 1.96 1.95 1.94 1.94 1.93 1,92 1.91 1.90 1.89 1.88 1.87 1.86 1.85 1.84 1.84 1.82 1.81 1.80 1.79 1.78 1.77 1.76 1.75 1.74 1.73 1.72 1.71 1.69 1,68 1.67 1.66 1.64 1.63 1.61 1.59 1.57 1.55 1.53 1.50 1.47 1.43 1.97 1.96 1.95 1.94 1.93 1.93 1.92 1.91 1.90 1.89 1.88 1.87 1.86 1.85 1.84 1.83 1.82 1.81 1.80 1.79 1.78 1.77 1,76 1.75 1,74 1,73 1.72 1.70 1.69 1.68 1.67 1.65 1.64 1.62 1.61 1.59 1.57 1.55 1.52 1.50 1.46 1.42 P0C4.ppc 3/12/2015 Benttey Systems, Inc. Haestad Mettiods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 24 of 27 QC-Basin 4 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: m HYDROGRAPH ORDINATES (ft^/s) Output Time Inaement = 1.000 min Time on left represents time for first vaiue In each row. Time 1,235.000 1,240.000 1,245.000 1,250.000 1,255.000 1,260.000 Flow (ftVs) 1,42 1.37 1.32 1.26 1.16 0.92 Flow (ftVs) Ftow ms) 1.41 1.36 1.31 1.24 1.14 0.77 Flow ms) 1.40 1.35 1.30 1.22 1.11 0.47 1,39 1.34 1.28 1.21 1.07 0.00 Flow (ft^)s), 1.38 1.33 1.27 1.19 1.01 (N/A) # P0C4.ppc 3/12/2015 Bentiey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 BenUey PondPack VSi [08.11.01.51] Page 25 of 27 QC-Basin 4 Subsection: Pond Inflow Summary Return Event: 100 years Label: 1 (IN) Storm Event: Summary for Hydrograph Addition at '1' Upstream Link Upstream Node <Catchment to Outflow Node> CM-1 Node Inflows Inflow Type Element Volume Time to Peak How (Peak) (ac-ft) (min) ms) How (From) CM-1 4.664 252.000 82.70 Flow (In) 1 4.664 252.000 82.70 Bentley Systems, Inc. Haestad Mettiods Soluti'on Bentley PondPack VSi POC4.ppc Center [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 26 of 27 Watertown, CT 06795 USA +1-203-756-1666 QC-Basin 4 Index (JV 1 1 (Etovation-Area Volume Curve).,, 1 (Elevation-Area Volume Curve, 100 years),,.4 1 (Elevation-Volume-Flow Table (Pond))... 1 (Elevation-Volume-How Table (Pond), 100 years)...14,15,16,17 1 (IN) (Level Pool Pond Routing Summary)... 1 (IN) (Level Pool Pond Routing Summary, 100 years)...18 1 (IN) (Pond Inflow Summary)... 1 (IN) (Pond Inflow Summary, 100 years)...26 1 (OUT) (Pond Routed Hydrograph (total out))... 1 (OUT) (Pond Routed Hydrograph (total out), 100 years)..,19,20, 21, 22, 23, 24, 25 1 (Volume Equations).., 1 (Volume Equations, 100 years)...5 C CM-1 (Read Hydrograph)... CM-1 (Read Hydrograph, 100 years)...3 M Master Network Summary...2 0 Outiet#l (Composite Rating Curve)... Outlet#l (Composite Rating Curve, 100 years)...8, 9,10,11,12,13 Outiet#l (Outlet Input Data)... Outlet#l (Outiet Input Data, 100 years)...6, 7 Bentley Systems, Inc. Haestad Mettiods Solution Bentley PondPack VSi P0C4.ppc Center [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 27 of 27 Watertown, CT 06795 USA +1-203-755-1666 POC 5 45.00 40.00 35.00 1? 30.00 t 25.00 S 20.00 o ^ 15.00 10.00 5.00 0.00 0.875 0.750 £ 0.625 S 0.500 V I 0.375 > 0.250 0.125 0.000 118.75 118.13 117.50 ~. 116.88 ^ 116.25 = 115.63 I 115.00 " 114.38 113.75 113.13 112.50 — _. ..... 1 \ / / J / / / \ / I \ 600 900 1500 Time (min) 2400 2700 I— 1 - EXIO - Flow (Totai In) — 1 - EXIO - Flow (Total Out) — 1 - EXIO - Volume" — 1 - EXIO - Elevation Cl Basin 5 Project Summary Titie QC-Basin5 Engineer PDC Company PDC Date 3/12/2015 Notes Bentiey Systems, inc. Haestad Mettiods Solution Bentiey PondPack VSi POC5.PPC Center [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 1 of 19 Watertown, CT 06795 USA +1-203-755-1666 Table of Contents Master Neb/vork Summary 2 vj^^ CM-1 Read Hydrograph 3 1 Elevation-Area Volume Curve ^ Volume Equations 5 Outlet* 1 Outlet Input Data 6 1 1(IN) 1 (OUT) 1(IN) Elevation-Volume-Flow Table (Pond) Level Pool Pond Routing Summary Pond Routed Hydrograph (total out) ^2 Pond Inflow Summary 18 Basin 5 Subsection: Master Network Summary Catchments Summary Label Scenario Return Event (years) Hydrograph Volume (ac-ft) Time to Peak - (min) Peak Flow ms) CM-1 EXIO 0 1.430 245.000 43.60 Node Summary Label Scenario Return Event (years) Hydrograph Volume (ac-ft) Time to Peak (min) "', Peak Flow (ftVs) 0-1 EXIO 0 1.430 250.000 1 8.21 Pond Summary Label Scenario Return Event (years) Hydrograph Volume (ac-ft) Time to Peak (min) Peak How ms) Maximum Water Surface Elevation (rt) Maximum Pond Storage (ac-ft) 1(IN) 1 (OUT) EXIO EXIO 0 0 1.430 1.430 245.000 250.000 43.60 8.21 (N/A) 118.39 (N/A) 0.866 POCS.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Benttey PondPack VSi [08.11.01.51] Page 2 of 19 Basin 5 Subsection: Read Hydrograph Label: CM-1 Return Event: 100 years Storm Event: # Peak Discharge 43.60 ftVs Time to Peak 245.000 min Hydrograph Volume 1.430 ac-ft HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 5.000 min Time on left represents time for first value in each row. Time (mm) ih'^^ Flo^'^ 'f illll. ms) (ftVlj" l|lf^(%s)tiVl •How ms) Flow ms) 0.000 0.00 1.00 1.00 1.10 1.10 25.000 1.10 1.10 1.10 1.10 1.20 50.000 1.20 1.20 1.20 1.20 1.30 75.000 1.30 1.30 1.30 1.40 1.40 100.000 1.40 1.50 1.50 1.50 1,60 125.000 1,60 1.60 1.70 1.70 1,80 150.000 1,90 2.00 2.00 2.10 2,20 175.000 2,30 2,40 2.50 2.60 2,90 200.000 3,00 3.30 3.50 4.10 4.40 225.000 5,40 6.10 9.00 14.60 43.60 250.000 7,20 4.80 3.80 3.20 2.80 275.000 2,50 2.20 2.10 1.90 1.80 300.000 1.70 1,60 1.50 1.40 1.40 325.000 1.30 1,30 1.20 1.20 1.10 350.000 1.10 1,10 1.00 0.00 (N/A) P0C5.ppc 3/12/2015 Benttey Systems, Inc. Haestad Methods Solution Center 27 siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentiey PondPack VSi [08.11.01.51] Page 3 of 10 I Basin 5 Subsection: Label: 1 Elevation-Area Volume Curve Return Event: 100 years Storm Event: Elevation (ft) Planimeter (ft^) Area (ft^) Al+A2+sqr (A1*A2) (ft2) Volume Jl (ac-ft) Volume (Total) (ac-ft) 112.50 0.0 9.880 0.000 0.000 0.000 113.50 0.0 1,029.000 1,139.709 0.009 0.009 115.00 0.0 2,573.300 5,229.545 0.060 0.069 116.00 0.0 6,031.600 12,544.585 0.096 0.165 117.00 0.0 10,908.100 25,051.007 0.192 0.356 118.00 0.0 18,799.600 44,027.893 0.337 0.693 120.00 0.0 21,805.500 60,851.944 0.931 1.625 POCS.ppc 3/12/2015 Bentiey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Benttey PondPack VSi [08.11.01.51] Page 4 of 19 Basin 5 Subsection: Volume Equations Label: 1 Return Event: 100 years Storm Event: # Pond Volume Equations * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2 - Ell) * (Areal + Area2 + sqr(Areal * Area2)) where: ELI, EL2 Lower and upper elevations of the Increment Areal, Area2 Areas computed for ELI, EL2, respectively Volume Incremental volume betiween ELI and EL2 i POCS.ppc 3/12/2015 Bentiey Systems, inc. Haestad MeUiods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentiey PondPack VSi [08.11.01.61] Page 5 of 19 Basin 5 Subsection: Outlet Input Data Label: Outlet* 1 Return Event: 100 years Storm Event: Requested Pond Water Surface Elevations Minimum (Headwater) 112.50 ft Increment (Headwater) 0.10 ft Maximum (Headwater) 120.00 ft Outlet Connectivity structure Type Outiet ID Direction Outfall El E2 (ft) (ft) Orifice-Circular Orifice -1 Fonward TW 112.50 120.00 Orifice-Circular Orifice - 2 Fon/vard TW 117.00 120.00 Rectangular Weir Weir -1 Forward TW 118.00 120.00 Tailwater Settings Tailwater (N/A) (N/A) P0C5.ppc 3/12/2016 Bentley Systems, Inc. Haestad Mettiods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentiey PondPack VSi [0Si11.01.61] Page 6 of 19 Basin 5 Subsection: Outlet Input Data Return Event: 100 years Label: Outlet#l Storm Event: Stmcture ID: Orifice-1 Structure Type: Orifice-Circular Number of Openings 1 Elevation 112,50 ft Orifice Diameter 3.5 In Oriflce Coeffldent 0.670 Structure ID: Weir-1 Structure Type: Rectangular Weir Number of Openings 1 Elevatton 118.00 ft Weir Length 9.20 ft Weir Coefficient 3.00 (ft'^0.5)/s Structure ID: Orifice - 2 Structure Type: Orifice-Circular Number of Openings 1 Elevation 117.00 ft Orifice Diameter 4.0 in Orifice Coeffldent 0.670 Structure ID: TW Structure Type: TW Setup, DS Channel Tailwater Type Free Outfall Convergence Tolerances Maximum Iterations 30 Tailwater Tolerance 0.01 (Minimum) 0.01 ft Tailwater Tolerance 0.50 (Maximum) 0.50 ft Headwater Tolerance 0.01 (Minimum) 0.01 ft Headwater Tolerance 0.50 ft (Maximum) 0.50 ft How Tolerance (Minimum) 0.001 ftVs How Tolerance (Maximum) 10.000 ft3/S Bentiey Systems. Inc. Haestad Methods Solution Benttey PondPack VSi v?pJo'i'? -,,0- [08.11.01.51] 3/12/2015 27 Siemon Company Drive Suite 200 W Page 7 of 19 Watertown, CT 06795 USA +1-203-755-1666 Cf Basin 5 Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Return Event: 100 years Storm Event: infiltration Infiltration Method (Computed) No Infiltration Initial Conditions Elevation (Water Surface, Initial) 112.50 ft Volume (Initial) 0,000 ac-ft How (Initial Outlet) 0.00 ftVs Flow (Initial Infiltration) 0.00 ft3/s Flow (Initial, Total) 0.00 ftys Time Increment 1.000 min Cl Elevation (ft) Outflow ms) Storage (acS^ft) Area (ft^) Inflitration ms) How (Total) ms) 2S/t + 0 ms) 112.50 0.00 0.000 9.880 0.00 0.00 0.00 112.60 0.02 0.000 36.442 0.00 0.02 0.09 112.70 0.06 0.000 79.749 0.00 0.06 0.32 112.80 0.14 0.000 139.799 0.00 0.14 0.76 112.90 0.18 0.001 216.595 0.00 0.18 1.39 113.00 0.21 0.001 310.135 0.00 0.21 2.30 113.10 0.24 0.002 420.419 0.00 0.24 3.54 113.20 0.27 0.003 547.447 0.00 0.27 5.17 113.30 0.29 0.005 691.221 0.00 0.29 7.26 113.40 0.31 0.007 851.738 0.00 0.31 9.85 113.50 0.33 0.009 1,029.000 0.00 0.33 13.00 113.60 0.35 0,011 1,110.312 0.00 0.35 16.58 113.70 0.37 0,014 1,194.715 0.00 0.37 20.44 113.80 0.39 0,017 1,282.210 0.00 0.39 24.58 113.90 0.40 0.020 1,372.797 0.00 0.40 29.02 114.00 0.42 0.023 1,466.475 0.00 0.42 33.77 114.10 0.43 0.026 1,563.246 0.00 0.43 38.83 114.20 0.45 0.030 1,663.107 0.00 0.45 44.22 114.30 0.46 0.034 1,766.061 0.00 0.46 49.95 114.40 0.48 0.038 1,872.106 0.00 0.48 56.03 114.50 0.49 0.043 1,981.242 0,00 0.49 62.46 114.60 0.50 0.047 2,093.470 0.00 0.50 69.27 114.70 0.51 0.052 2,208.790 0.00 0.51 76.45 114.80 0.53 0.058 2,327.202 0.00 0.53 84.02 114.90 0.54 0.063 2,448.705 0.00 0.54 91.99 115.00 0.55 0.069 2,573.300 0.00 0.55 100.37 115.10 0.56 0.075 2,853.832 0.00 0.56 109.43 115.20 0.57 0.082 3,148.875 0.00 0.57 119.44 115.30 0.59 0.089 3,458.429 0.00 0.59 130,46 POCS.ppc 3/12/2015 Bentiey Systems, inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentiey PondPack VSi [08.11.01.51] Page 8 of 19 Basin 5 Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Return Event: 100 years Storm Event: # Elevation (ft) 115,40 115,50 115,60 115.70 115.80 115.90 116.00 116.10 116.20 116.30 116.40 116.50 116.60 116.70 116.80 116.90 117.00 117,10 117,20 117,30 117,40 117.50 117.60 117.70 117.80 117.90 118.00 118.10 118.20 118.30 118.40 118.50 118.60 118.70 118.80 118.90 119.00 119.10 119.20 119.30 119.40 119.50 119.60 Outflow (ftVs),,| 0.60 0.61 0.62 0.63 0,64 0.65 0.66 0,67 0,68 0.69 0.70 0.70 0.71 0.72 0.73 0.74 0.75 0.78 0.84 0.91 1.01 1.06 1.11 1.15 1.19 1.22 1.26 2.16 3.79 5,89 8.36 11.17 14.27 17.63 21.24 25.08 29.14 33.41 37.87 42.52 47.35 52.36 57,54 Storage (ac-ft) 0,098 0,107 0,117 0,127 0,139 0,151 0,165 0,179 0,194 0,211 0,228 0,247 0.266 0.287 0.309 0.332 0.356 0.382 0.410 0.439 0.470 0.502 0.537 0.573 0.611 0.651 0.693 0.737 0.780 0.824 0.869 0.913 0.958 1.004 1.049 1.095 1.142 1.188 1.236 1.283 1.331 1.379 1.427 Area (ft^) 3,782.493 4,121.067 4,474.153 4,841.749 5,223,855 5,620,472 6,031.600 6,454.712 6,892.166 7,343,962 7,810.099 8,290.578 8,785.399 9,294.562 9,818.066 10,355.912 10,908.100 11,601.192 12,315.630 13,051.414 13,808.544 14,587.021 15,386.844 16,208.014 17,050.530 17,914,392 18,799.600 18,944,603 19,090.163 19,236.280 19,382.954 19,530,185 19,677.973 19,826.319 19,975.221 20,124.680 20,274.697 20,425,270 20,576,401 20,728.089 20,880.333 21,033,135 21,186,494 Inflitration ms) 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 How (Total) (ftVs) 0.60 0.61 0.62 0.63 0.64 0.65 0.66 0.67 0.68 0.69 0.70 0.70 0,71 0,72 0,73 0.74 0.75 0.78 0.84 0.91 1.01 1.06 1.11 1.15 1.19 1.22 1.26 2.16 3.79 5.89 8.36 11.17 14.27 17.63 21.24 25.08 29.14 33.41 37.87 42.52 47.35 52.36 57.54 P0C5.ppc 3/12/2015 Bentley Systems, Inc. Haestad MettKXIs Solution Center 27 Siemon Company Drive Suite 200 W Watertown. CT 06795 USA +1-203-755-1666 2S/t + O (ftVs) 142.53 155.71 170.04 185.58 202.36 220.44 239,86 260,68 282,93 306,66 331,93 358,77 387,23 417,37 449.23 482.86 518.30 555.84 595.75 638.10 682.96 730.33 780.33 833.02 888.49 946,79 1,008.01 1,071.82 1,136.84 1,202.81 1,269,66 1,337,31 1,405.76 1,474.96 1,544.91 1,615.58 1,686.97 1,759,07 1,831.87 1,905.36 1,979.54 2,054.41 2,129.95 Bentiey PondPack. VSi [08.11.01.51] Page 9 of 19 I Basin 5 Subsection: Elevation-Volume-Flow Table (Pond) Label: 1 Return Event: 100 years Storm Event: Elevation Outflow Storage Area Inflitration Flow (Total) 2S/t + 0 (ft) ms) (ac-ft) (ft^') . ms) (ftVs) (ft^s) 119.70 62.88 1.476 21,340,410 0.00 62.88 2,206.17 119.80 68.37 1.525 21,494,883 0.00 68.37 2,283.06 119.90 74.03 1.575 21,649,913 0.00 74.03 2,360.62 120.00 79.83 1,625 21,805.500 0.00 79.83 2,438.84 POCS.ppc 3/12/2015 Bentiey Systems, Inc. Haestad Mettiods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentley PondPack VSi [08.11.01.51] Page 10 Of 19 Basin 5 Subsection: Level Pool Pond Routing Summary Label: 1 (IN) Return Event: 100 years Storm Event: # Infiltration Inflitration Method (Computed) No Inflltiatlon Initial Conditions Elevation (Water Surface, Initial) Volume (Initial) Flow (Initial Outiet) Flow (Initial Inflitration) Ftow (Initial, Total) Time Increment 112.50 ft 0.000 ac-ft 0.00 ft3/s 0.00 ft3/s O.OOfts/s 1.000 min Inflow/Outflow Hydrograph Summary How (Peak In) 43.60 ft^/s How (Peak Outiet) 8.21 ft^/s Time to Peak (Flow, In) Time to Peak (How, Outiet) 245.000 min 250.000 min Elevation (Water Surface, Peak) Volume (Peak) Mass Balance (ac-ft) Volume (Initial) Volume (Total Inflow) Volume (Total Inflitration) Volume (Total Outlet Outflow) Volume (Retained) Volume (Unrouted) Error (Mass Balance) 118.39 ft 0.866 ac-ft 0.000 ac-ft 1.430 ac-ft 0.000 ac-ft 1.430 ac-ft 0.000 ac-ft 0.000 ac-ft 0.0 % I POCS.ppc 3/12/2015 Bentley Systems, Inc. Haestad Mettiods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Benttey PondPack VSI [08.11.01.51] Page 11 of 19 m Basin 5 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: Cl Peak Discharge Time to Peak Hydrograph Volume 8.21 fts/s 250.000 min 1.430 ac-ft HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min Time on left represents time for first value in each row. Time Flow How How Flow HoW'f (min), ms) (ftVs) ms) (ftVs) ms)' 0.000 0.00 0.04 0.13 0.18 0.22 5.000 0.25 0.27 0.29 0.30 0.31 10.000 0.32 0.33 0.34 0.34 0.35 15.000 0.36 0.37 0.37 0.38 0.38 20.000 0.39 0.39 0.40 0.40 0.41 25.000 0.41 0.42 0.42 0.43 0.43 30.000 0.43 0.44 0.44 0.44 0.45 35.000 0.45 0.45 0.46 0.46 0.46 40.000 0.47 0.47 0.47 0.48 0.48 45.000 0.48 0.48 0.49 0,49 0.49 50.000 0.50 0.50 0.50 0.50 0.51 55.000 0.51 0.51 0.51 0.52 0.52 60,000 0.52 0.52 0.52 0.53 0.53 65,000 0.53 0.53 0.54 0.54 0.54 70.000 0.54 0.54 0.55 0.55 0.55 75.000 0.55 0.55 0.56 0.56 0.56 80.000 0.56 0.56 0.57 0.57 0.57 85.000 0.57 0.57 0.57 0.58 0.58 90.000 0.58 0.58 0.58 0.58 0.59 95.000 0.59 0.59 0.59 0.59 0.59 100.000 0.59 0.60 0.60 0.60 0.60 105.000 0.60 0.60 0.60 0.61 0.61 110.000 0.61 0.61 0.61 0.61 0.61 115.000 0.61 0.62 0.62 0.62 0.62 120.000 0.62 0.62 0.62 0.63 0.63 125.000 0.63 0.63 0.63 0.63 0.63 130.000 0.63 0.63 0.64 0.64 0.64 135.000 0.64 0.64 0.64 0.64 0.64 140.000 0.65 0.65 0.65 0.65 0.65 145.000 0.65 0.65 0.65 0.65 0.66 150.000 0.66 0.66 0.66 0.66 0.66 155.000 0.66 0,66 0.67 0.67 0.67 160.000 0.67 0.67 0.67 0.67 0.67 165.000 0.68 0.68 0.68 0.68 0.68 170.000 0.68 0,68 0.68 0.69 0.69 175.000 0.69 0.69 0.69 0.69 0.69 180.000 0.69 0.69 0.70 0.70 0.70 POCS.ppc 3/12/2015 Bentiey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 BenUey PondPack VSi [08.11,01.51] Page 12 of 19 Basin 5 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Storm Event: m Time Time (min) _ 185.000 190.000 195.000 200.000 205.000 210,000 215,000 220,000 225.000 230.000 235.000 240.000 245.000 250.000 255.000 260.000 265.000 270.000 275.000 280.000 285.000 290.000 295.000 300.000 305.000 310.000 315.000 320.000 325.000 330.000 335.000 340.000 345.000 350.000 355.000 360,000 365.000 370.000 375.000 380.000 385.000 390.000 POCS.ppc 3/12/2015 HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first vaiue in each row. Flow How . How Flow (ftVs) 0.70 0.71 0.71 0.72 0.73 0.73 0.74 0.75 0.79 0,87 1.00 1.11 2.07 8.21 7.48 6.46 5.56 4.84 4.22 3.72 3.36 3.05 2.78 2.55 2.34 2.16 2.07 1.98 1.89 1.81 1.74 1.67 1.60 1.53 1.47 1.42 1.29 1.25 1.25 1.24 1.23 1.23 . BenUey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Flow ) (ftVs) (ftVs) (ft^s) 0.70 0,70 6.70 0.70 0.71 0.71 0.71 0.71 0.71 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.73 0.73 0.73 0.73 0.74 0,74 0.74 0.74 0.74 0.74 0.75 0.75 0.76 0.76 0.77 0.78 0.80 0.81 0.83 0.85 0.89 0.91 0,94 0.97 1.02 1.05 1.07 1.09 1.14 1.17 1.21 1.25 3.93 5.76 7.19 8.00 8.12 8.00 7.85 7.68 7,28 7.07 6.87 6.66 6.25 6.06 5.87 5.71 5.41 5.26 5.11 4.97 4.71 4.58 4.46 4.34 4,11 4.00 3.90 3.80 3.64 3.57 3.50 3.43 3.30 3.23 3.17 3.11 2.99 2.94 2.88 2.83 2.73 2.68 2.64 2.59 2.50 2.46 2.42 2.38 2.31 2.27 2.23 2.20 2.14 2.13 2.11 2.09 2.05 2.03 2.01 2.00 1.96 1.94 1.93 1.91 1.88 1.86 1.84 1.83 1.80 1.78 1.77 1.75 1.72 1.71 1.69 1.68 1.65 1.64 1.63 1.61 1.58 1.57 1.56 1.54 1.52 1.51 1.49 1.48 1.46 1.45 1.44 1.43 1.40 1.38 1.36 1.33 1.26 1.26 1,26 1.25 1.25 1.25 1,25 1.25 1.24 1,24 1.24 1.24 1.24 1.24 1.24 1,23 1.23 1.23 1.23 1,23 1.22 1.22 1.22 1.22 • Benttey PondPack VSi [08.11.01.51] Page 13 of 19 m Basin 5 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) Return Event: 100 years Stonn Event: Time Time (min) 395.000 400.000 405.000 410,000 415.000 420.000 425.000 430.000 435.000 440.000 445.000 450.000 455.000 460.000 465.000 470.000 475.000 480.000 485.000 490.000 495.000 500.000 505.000 510.000 515.000 520.000 525.000 530.000 535.000 540.000 545.000 550.000 555.000 560.000 565.000 570.000 575.000 580.000 585.000 590.000 595.000 600.000 HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min on left represents time for first value in each row. Flow Ftow -- Flow , How (ft3/s) (ft3/s) (ftVs) , ,(ftVs) 1.22 1.21 1.20 1.20 1.19 1.18 1.17 1.16 1.16 1.15 1.14 1.13 1.12 1.11 1.10 1.09 1.08 1.07 1.06 1.05 1.04 1.03 1.02 1.00 0.98 0.96 0.94 0.92 0.90 0.88 0.87 0.85 0.84 0.82 0.81 0.80 0.79 0.78 0.77 0.77 0.76 0.75 1.22 1.21 1.20 1.19 1.19 1.18 1.17 1.16 1.15 1.15 1.14 1.13 1.12 1.11 1.10 1.09 1.08 1.07 1.06 1.05 1,04 1.02 1.01 0.99 0.97 0.95 0.93 0.91 0.90 0.88 0.86 0.85 0.83 0.82 0,81 0.80 0.79 0.78 0.77 0.76 0.76 0.75 1.21 1.21 1.20 1.19 1.18 1,18 1.17 1.16 1.15 1.14 1.13 1.13 1.12 1.11 1.10 1.09 1.08 1.07 1.06 1.04 1.03 1.02 1.01 0,99 0.97 0.95 0.93 0.91 0.89 0.88 0.86 0.84 0.83 0.82 0.81 0.79 0.78 0.77 0.77 0.76 0.76 0.75 1.21 1.21 1.20 1.19 1.18 1.17 1.17 1.16 1.15 1.14 1.13 1.12 1.11 1.11 1.10 1,09 1.08 1.07 1.05 1.04 1.03 1.02 1.01 0.99 0.97 0.95 0.93 0.91 0.89 0.87 0.86 0.84 0.83 0,82 0.80 0.79 0.78 0.77 0.77 0.76 0.76 0.75 How <ftVs) . 1.21 1.20 1.20 1.19 1.18 1.17 1.16 1.16 1.15 1.14 1.13 1.12 1.11 1.10 1.09 1.08 1.07 1.06 1.05 1.04 1.03 1.02 1.00 0.98 0.96 0.94 0.92 0.90 0.89 0.87 0.85 0.84 0.83 0.81 0.80 0.79 0.78 0.77 0.77 0.76 0.76 0.75 POCS.ppc 3/12/2015 Bentiey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentiey PondPack VSi [08.11.01,51] Page 14 of 19 Basin 5 Subsection: Pond Routed Hydrograph (total out) Label: l(OUT) Return Event: 100 years Storm Event: # Time Time (min) 605.000 610.000 615.000 620.000 625,000 630,000 635.000 640.000 645.000 650,000 655,000 660,000 665.000 670.000 675.000 680.000 685.000 690.000 695.000 700.000 705.000 710.000 715.000 720.000 725.000 730.000 735.000 740.000 745.000 750.000 755.000 760.000 765.000 770.000 775.000 780.000 785.000 790.000 795.000 800.000 805.000 810.000 Flow POCS.ppc 3/12/201S HYDROGRAPH ORDINATES (ft'/s) Output Time Increment = 1.000 min on left represents time for first value in each row. How ms), 0.75 0.75 0.75 0,74 0,74 0,74 0.74 0.74 0,73 0.73 0.73 0.73 0.73 0.72 0.72 0.72 0.72 0.72 0.71 0.71 0.71 0.71 0,70 0,70 0,70 0.70 0.69 0.69 0.69 0,69 0.68 0,68 0.68 0.68 0.67 0.67 0.67 0.66 0.66 0.66 0.65 0,65. Benttey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Flow Flow Ftow ) (ftVs) ms) (ftVs) ' 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.74 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0,73 0.73 0.72 0.72 0,72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0,72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0,71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.71 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.69 0.69 0.69 0.69 0,69 0.69 0.69 0.69 0.69 0.69 0.69 0.69 0.69 0.69 0.69 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.68 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.67 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.65 0.65 0.65 0.65 0.65 0.65 0.65 0.65 I Benttey PondPack VSi [08.11.01.51] Page 15 of 19 # Basin 5 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) HYDROGRAPH ORDINATES (ft^/s) Output Time Increment = 1.000 min Time on left represents time for first value in each row. Return Event: 100 years Storm Event: Time Flow Row Ftow Flow Flow (min) ms) (ftVs) (ftVs) (ftVs) (ftVs) 815.000 0.65 0.65 0.65 0.65 0.65 820.000 0.64 0.64 0.64 0.64 0.64 825.000 0.64 0.64 0.64 0.64 0.64 830.000 0.64 0.64 0.64 0.64 0.63 835.000 0,63 0.63 0.63 0.63 0.63 840.000 0.63 0.63 0.63 0.63 0.63 845.000 0.63 0.63 0.62 0.62 0.62 850.000 0.62 0.62 0.62 0.62 0.62 855.000 0.62 0.62 0.62 0.62 0.61 860.000 0.61 0.61 0.61 0.61 0.61 865.000 0.61 0.61 0.61 0.61 0.61 870.000 0.60 0,60 0.60 0.60 0.60 875.000 0.60 0.60 0.60 0.60 0.60 880.000 0.59 0.59 0.59 0.59 0.59 885.000 0.59 0.59 0.59 0.59 0.58 890.000 0.58 0.58 0.58 0.58 0.58 895.000 0.58 0.58 0.58 0.57 0.57 900.000 0.57 0.57 0.57 0.57 0.57 905.000 0.56 0.56 0,56 0.56 0.56 910.000 0.56 0.56 0.56 0.55 0.55 915.000 0.55 0.55 0.55 0.55 0.54 920.000 0.54 0.54 0.54 0.54 0.54 925.000 0.54 0.53 0.53 0.53 0.53 930.000 0.53 0.53 0.52 0.52 0.52 935.000 0.52 0.52 0.52 0.51 0.51 940.000 0.51 0.51 0.51 0.50 0.50 945.000 0.50 0.50 0.50 0.50 0.49 950.000 0.49 0.49 0.49 0.49 0.48 955.000 0.48 0.48 0.48 0.48 0.47 960.000 0.47 0.47 0.47 0.46 0.46 965.000 0.46 0.46 0.46 0.45 0.45 970.000 0.45 0.45 0.44 0.44 0.44 975.000 0.44 0.43 0.43 0,43 0.43 980.000 0.42 0.42 0.42 0.42 0.41 985,000 0.41 0.41 0.41 0.40 0.40 990.000 0.40 0.39 0.39 0.39 0.39 995.000 0.38 0.38 0.38 0.37 0.37 1,000.000 0.37 0.36 0.36 0.36 0.35 1,005.000 0.35 0.35 0.34 0.34 0.34 1,010.000 0.33 0.33 0.32 0.32 0.32 1,015.000 0.31 0.31 0.30 0,30 0.29 1,020.000 0.29 0.28 0.27 0,27 0.26 POCS.ppc 3/12/2015 Bentley Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentiey PondPack VSi [08.11.01.51] Page 18 of 19 Basin 5 Subsection: Pond Routed Hydrograph (total out) Label: 1 (OUT) HYDROGRAPH ORDINATES (ft»/s) Output Time Increment = 1.000 min Return Event: 100 years Storm Event: Time Flow Flow Ftow -Flow How (min) ms) (ftVs) (ftVs) , ms) ms) 1,025.000 0.25 0.24 0.23 0.22 0.21 1,030,000 0.19 0.18 0.16 0.13 0.08 1,035,000 0.05 0.03 0.02 0.01 0.01 1,040.000 0.00 0.00 0.00 0.00 0.00 # POCS.ppc 3/12/2015 BenUey Systems, Inc. Haestad Methods Sduflon Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Benttey PondPack VSi [08.11.01.51] Page 17 of 19 I Basin 5 Subsection: Pond Inflow Summary Label: 1 (IN) Return Event: 100 years Storm Event: Summary for Hydrograph Addition at '1' tJpstream Node Upstream Link <Catchment to Outflow Node> Inflow Type Flow (From) Flow (In) Element' CM-1 1 CM-1 Node Inflows Volume Time to Peak (ac-ft) (min) 1.430 245.000 1.430 245.000 Ftow(Peak) (ftVs) 43.60 43.60 POCS.ppc 3/12/2015 Benttey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Bentiey PondPack VSi [08.11.01.51] Page 18 of 19 Basin 5 Index 1 1 (Elevation-Area Volume Curve)... 1 (Elevation-Area Volume Curve, 100 years)...4 1 (Elevation-Volume-Flow Table (Pond))... 1 (Elevation-Volume-Flow Table (Pond), 100 years)...8, 9,10 1 (IN) (Level Pool Pond Routing Summary)... 1 (IN) (Level Pool Pond Routing Summary, 100 years)... 11 1 (IN) (Pond Inflow Summary)... 1 (IN) (Pond Inflow Summary, 100 years)...18 1 (OUT) (Pond Routed Hydrograph (total out))... 1 (OUT) (Pond Routed Hydrograph (total out), 100 yeare)...12,13,14,15,16,17 1 (Volume Equations)... 1 (Volume Equations, 100 years)...5 C CM-1 (Read Hydrograph)... CM-1 (Read Hydrograph, 100 years)...3 M Master Network Summary...2 0 Outlet#l (Outlet Input Data)... Outlet#l (Outlet Input Data, 100 years)...6, 7 m POCS.ppc 3/12/2015 Bentiey Systems, Inc. Haestad Methods Solution Center 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Benttey PondPack VSi [08.11.01.51] Page 19 of 19 m Cl Weir Analysis for Riser in Basin 3-7 Q - CBCWLH 1.5 Where: Q CBCW L H flow through the weir (ftVs); broad-crested weir discharge coefficient; length of weir crest (ft); head above the weir crest, excluding velocity head (ft); Basin No. CBCW L H Q Basin No. (ft) (ft) (cfs) 3-7 3 9.20 0.62 13.60 APPENDIX 5 Temporary Desiltation Basin Calculations Quarry Creel< Tennporary Desiltation Capacity Table Basin No. Drainage Area Basin Capacity Basin Capacity Basin No. (ac) (yd') (ft') 1 6.0 162 4,374 2 1.9 54 1,458 3 9.4 254 6,858 4 1.1 30 810 5 6.7 180.9 4,884 Note: Basin capacity interpolated from City of Carlsbad Supplemental Standard No. DS-3. Quarry Creel< Temporary Basin 1 Elevation Area Elevation Difference Volume Total Volume Provided Total Volume Provided (ft) (ft') (ft) (ft') (ft') (ac-ft) 123 1874.67 4 9739.56 9739.56 0.22 127 2995.11 9739.56 0.22 Temporary Basin 2 Elevation Area Elevation Difference Volume Total Volume Provided Total Volume Provided (ft) (ft') (ft) (ft') (ft') (ac-ft) 120 452.57 4 3533.46 3533.46 0.08 124 1314.16 3533.46 0.08 Temporary Basin 3 Elevation Area Elevation Difference Volume Total Volume Provided Total Volume Provided (ft) (ft') (ft) (ft') (ft') (ac-ft) 110 1121.57 5 10807.4 10807.4 0.25 115 3201.39 10807.4 0.25 Temporary Basin 4 Elevation Area Elevation Difference Volume Total Volume Provided Total Volume Provided (ft) (ft') (ft) (ft') (ft') (ac-ft) 105.5 230.57 3 1388.445 1388.445 0.03 108.5 695.06 1388.445 0.03 Temporary Basin 5 Elevation Area Elevation Difference Volume Total Volume Provided Total Volume Provided (ft) (ft') (ft) (ft') (ft') (ac-ft) 112.5 1212.57 4 7853.46 7853.46 0.18 116.5 2714.16 7853.46 0.18 Riser Sizing Calculations for Temporary Desiltation Basins Where: Q = flow through the orifice (ftVs); Cscw = sharp-crested weir discharge coefficient; L = length of weir crest (ft) H = head above of weir crest, excluding velocity head (ft) Basin No. D L Qcw H Drainage Area Q/A Ratio Qestlmate Q Basin No. (ft) (ft') (ft) (ac) Q/A Ratio Qestlmate (cfs) 1 2.5 7.85 3.33 0.49 6 1.5 9.0 8.90 2 1.5 4.71 3.33 0.32 1.9 1.5 2.9 2.90 3 3.5 10.99 3.33 0.53 9.4 1.5 14.1 14.30 4 1.5 4.71 3.33 0.23 1.14 1.5 1.7 1.70 5 2.5 7.85 3.33 0.53 6.7 1.5 10.1 10.10 Note: Fronn the Q£stim,,e, calibrate Q by changing h. 4 LENGTH PER PLAN _STANDPIPE-18 0 PIPE,MINIMUM WITH NO PERFORATIONS #6 REBAR.SPACED 6'O.C. AROUND RISER CIRCUMFERENCE 4" RED PAINT jj^ fj^^ STRIPE ALL y-3-+ pip^ Q.D, AROUND RISER PLAN VIEW NTS .SLOPE FACES SHALL BE HYDROSEEDED SIMILAR TO SDRS D-70 2:1 OR FLATTER IF SO SPECIFIED ON PLANS TYPICAL THROUGHOUT SEE SECTION 300-6 STD. SPECS. SLOPE PER PLAN, 2% MINIMUM^ D ^ DRAIN PIPE SECTION B-B NTS DETAIL A NTS DETAIL B NTS 1 1/2"x 2" A-36 STL ANGLE 4 LOCATIONS 1/2"0 MB w/ NUT & WASHER NOTES: 1) DESILTATION BASINS BUILT ON LOTS ADJACENT TO DWELUNGS SHALL BE COMPLETELY UNED WITH 3" GUNITE. 2) ALL STEEL PIPE AND HARDWARE TO BE HOT DIP GALVANIZED AFTER FABRICATION. TRACT AREA (ACRES) AVERAGE SLOPES TRACT AREA (ACRES) 2% 5% 8% 10% 12% 15% 10 270 350 370 400 450 500 15 400 420 460 600 675 750 20 540 700 740 800 900 1000 40 1080 1400 1480 1600 1800 2000 80 2160 2800 2960 3200 3600 4000 100 2700 3500 3700 4000 4500 5000 150 4000 4200 4600 6000 6750 7500 200 5400 7000 7400 8000 9000 10000 IREV. APPROVED DATE CITY OF CARLSBAD X^-^^ 1^^^— 6-04 TEMPORARY DESILTATION BASIN OUTLET AND CAPACITY TABLE X^-^^ 1^^^— 6-04 TEMPORARY DESILTATION BASIN OUTLET AND CAPACITY TABLE CITY ENGINEER DATE SUPPLEMENTAL HQ '5 STANDARD NO. I-'O-O TEMPORARY DESILTATION BASIN OUTLET AND CAPACITY TABLE CITY ENGINEER DATE SUPPLEMENTAL HQ '5 STANDARD NO. I-'O-O APPENDIX 6 WSPG Results Printed: 3/17/2015 SDA1.WSW Modified: 3/17/2015 9:37:52 AM AM Tl QUARRY CREEK 0 T2 STORM DRAIN Al T3 106-YEAR STORIN EVENT SO 1000. 000 85 360 1 84.480 R 1023. 120 85 480 1 .013 .000 .000 0 3X 1027. 120 85 810 3 14 .013 8 600 85.810 90.0 R 1063. 390 87 150 3 .013 .000 .000 0 R 1119. 590 89 040 3 .013 -64.400 .000 0 :x 1123.590 89 730 15 .013 R 1167. 280 91 340 3 .013 .000 .000 0 R 1182. 770 91 910 3 .013 4.329 .000 0 R 1266. 510 95 000 3 .013 .000 .000 0 R 1312. 830 96 710 3 .013 -13.611 .000 0 R 1332. 640 97 080 3 .013 .000 .000 0 DX 1336. 640 97 410 4 .013 R 1407 650 97 790 4 .013 81.371 .000 0 R 1434.220 97 920 4 .013 .000 .000 0 :x 1438 220 98 250 5 .013 R 1611 200 99 .220 5 .013 .000 .000 0 R 1676 030 99 .580 5 .013 74.301 .000 0 R 1700 020 99 .710 5 .013 1.057 .000 0 3X 1704 020 100 .040 7 6 .013 1 500 100.040 -90.0 R 1871 260 101 .040 7 .013 -7.371 .000 0 :x 1875 260 101 .370 9 8 .013 10 400 101.370 -90.0 R 2056 610 102 .440 9 .013 -7.993 .000 0 R 2312 670 103 .950 9 .013 .000 .000 0 DX 2318 670 104.280 11 .013 _ 56 R 2368 920 109 .200 11 .013 .000 -56.000 0 WE 2368 920 109 .200 12 .500 SH 2368 920 109 .200 12 109.200 CD 1 4 1 .000 5.000 .000 .000 .000 .00 CD 2 4 1 .000 3.000 .000 .000 .000 .00 CD 3 4 1 .000 5.000 .000 .000 .000 .00 CD 4 4 1 .000 5.000 .000 .000 .000 .00 CD 5 4 1 .000 5.000 .000 .000 .000 .00 CD 6 4 1 .000 1.500 .000 .000 .000 .00 CD 7 4 1 .000 5.000 .000 .000 .000 .00 CD 8 4 1 .000 1.500 .000 .000 .000 .00 CD 9 4 1 .000 5.000 .000 .000 .000 .00 CD 10 4 1 .000 5.000 .000 .000 .000 .00 .000 ,000 ,000 P;\2468,20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_A Pagel of 2 f::=}SS||!|!la aijlliiililllillfllli^pfil^B ' Printed:-3/17/2015 i'' . •, .• i. llMll,..;,fl. I ' "i • ' ; CD 11 4 1 .000 5.000 .000 .000 .000 .00 CD 12 4 1 .000 5.000 .000 .000 .000 .00 CD 14 4 1 .000 4.000 .000 .000 .000 .00 CD 15 4 1 .000 5.000 .000 .000 .000 .00 Q 195 300 .0 SDA1.WSW iBiiiiiiiiiiPSliH Modified: 3/17/2015 07552.AM AM P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_A Page 2 of 2 '; -. . nr\£*il SDAI.OUT '..isicwirp -i-Printed: 3/17/2015ii.'. III• pii L Modifiedi,3/^7/2015 9:58:18 AM-^AM FILE: SDAl.WSW Date: 3-17-2015 Time: WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN Al 100-YEAR STORM EVENT Station L/Elem 9|( :((3fc * 4c 4c * 1000.000 23.120 1023.120 DUNCT STR 1027.120 36.270 1063.390 56.200 1119.590 DUNCT STR 1123.590 43.690 1167.280 15.490 Invert Elev Ch Slope 85.360 .0052 85.480 .0825 85.810 .0369 87.150 .0336 89.040 .1725 89.730 .0369 91.340 .0368 Depth (FT) 2.539 2.461 2.318 2.337 2.351 2.429 2.497 Water Elev 87.899 87.941 88.128 89.487 91.391 92.159 93.837 Q (CFS) :f4(^4c=1c't'H''fc4c 215.80 215.80 207.20 207.20 207.20 207.20 207.20 Vel Vel (FPS) Head SF Ave 21.55 7.21 -I- .0275 22.42 7.81 -I- .0309 23.26 8.40 -I- .0324 23.02 8.23 .0316 22.84 8.10 .0296 21.90 7.45 -I- .0267 21.14 6.94 -I- .0249 Energy Grd.El. HF 95.11 .64 95.75 .12 96.53 1.18 97.71 1.78 99.49 .12 99.61 1.17 100.77 .39 Super Elev SE Dpth .00 2.54 .00 2.46 .00 2.32 1.64 3.98 .00 2.35 .00 2.43 .34 2.84 Critical Depth Froude N 4.17 2.68 4.17 2.85 4.10 3.07 4.10 3.02 4.10 2.99 4.10 2.81 4.10 2.66 Flow Top Width Norm Dp 5.00 5.00 5.00 4.99 2.24 4.99 2.30 4.99 5.00 2.24 5.00 2.24 Height/ Dia.-FT "N" 5.000 .013 5.000 .013 5.000 .013 5.000 .013 5.000 .013 5.000 .013 5.000 .013 Base Wt or l.D. X-Fall .000 .00 .000 .00 .000 .00 .000 .00 .000 .000 .00 .000 .00 ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PAGE 1 9:38: 9 ******** No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 PIPE 1 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 0 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_A Page 1 of 7 Printed: 3/17/2015 ^^"^ Iiil aiai -«ifird: 3/17/20f5S38:1.8*AM V\M^ i^MlVili i , -p>Ss3'iailii* III •I-•I-35.205 .0369 •I-•I- 6.72 1 101 16 1 .00 1 4.10 .0230 1 81 1 2.53 1 2.60 1 6.14 1 101 1 97 1 1 .00 1 4.10 .0203 56 2.62 2.43 27.500 .0369 a FILE: SDAl.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN Al 100-YEAR STORM EVENT ************************************************************************************************************************** ******** 5.00 5.000 1 1 .000 .00 1 .0 1 _ 2.24 .013 1 1 .00 .00 1 PIPE 1 4.99 1 1 5.000 1 1 - .000 .00 1 1 .0 1 _ 2.24 .013 _ .00 .00 1 PIPE PAGE 2 Date: 3-17 -2015 Time: 9:38: 9 Station L/Elem (Envert Elev Ch Slope 1245.475 94.224 2 722 21.035 .0369 1266.510 95.000 2.830 12.896 .0369 1279.406 95.476 2 915 13.833 .0369 1293.239 95.987 3 033 10.979 .0369 1304.219 96.392 3 158 8.611 .0369 Depth (FT) ******** Water Elev ********* 96.946 97,830 98.391 99.020 99.550 Q (CFS) ********* 207.20 207.20 207.20 207.20 207.20 Vel (FPS) Vel Head SF Ave ******* I ******* 18.96 5.58 17.43 .0179 18.07 5.07 -I- .0161 4.72 .0144 4.29 .0128 3.90 .0113 16.62 15.85 Energy HF 102.53 .38 102.90 .21 103.11 .20 103.31 .14 103.45 .10 1 Super .j Elev Critical Depth Flow Top Width Height/ Dia.-FT Base Wt| or l.D. ZL |No Wth 1Prs/Pip jSE Dpth Froude N ******** Norm Dp ******** "N" ******* X-Fall1 ******* 1 ZR ***** I Type Ch ******* .00 4.10 4.98 5.000 .000 .00 1 .0 2.72 2.25 2.24 .013 .00 .00 PIPE .26 4.10 4.96 5.000 .000 .00 1 .0 3.09 2.09 2.24 .013 .00 .00 PIPE .24 4.10 4.93 5.000 .000 .00 1 .0 3.15 1.98 2.24 .013 .00 .00 PIPE .21 4.10 4.88 5.000 .000 .00 1 .0 t 3.25 1.83 2.24 .013 .00 .00 PIPE .19 4.10 4.82 5.000 .000 .00 1 .0 3.35 1.70 2.24 .013 .00 .00 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_A Page 2 of 7 %lfl 'I 5*i lii fjiW^ililSni In 3/17/^v;i SDA1.0UT, iSil .... ifiiiliil Modified: 3/>7T2015 9:38r1&^AM?AM* 1312 830 96.710 3. 292 19 810 .0187 1332.640 97.080 3. 425 DUNCT STR .0825 1336 640 97.410 3. 904 33 218 .0054 1369 858 97.588 3. 724 37 792 .0054 100.002 100.505 101.314 101.312 207 20 15.11 1 3.55 1 .0101 207 20 14.45 1 3.24 1 .0083 207 20 12.60 1 2.46 -1 -.0073 207 20 13.21 -1- 2.71 103.55 .20 103.75 .03 103.78 .24 104.02 .0082 .31 .00 4.10 4.74 5.000 .000 .00 1 .0 3.29 1.57 2.74 .013 .00 .00 PIPE .00 4.10 4.64 5.000 .000 .00 1 .0 4.03 1.45 .013 .00 .00 PIPE .20 4.10 4.14 5.000 .000 .00 1 .0 4.11 1.11 5.00 .013 .00 .00 PIPE .24 4.10 4.36 5.000 .000 .00 1 .0 3.96 1.23 5.00 .013 .00 .00 PIPE B FILE: SDAl.WSW PAGE 3 Date: 3-17-2015 Time: 9:38: 9 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN Al 100-YEAR STORM EVENT ****************************************************************************•*******•***************************+********* ******** I Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/1 Base Wt| |No Wth Station i Elev j (FT) j Elev | (CFS) | (FPS) Head | Grd.El.| Elev j Depth | Width |Dia.-FT|or l.D.| ZL |Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- -I L/Elem jch Slope | | I | SF Ave| HF |SE Dpth|Froude NjNorm Dp | "N" j X-Fall| ZR ********* I ********* I ******** I ********* I ********* I ******* I ******* I ********* I ******* I ******** I ******** I ******* I ******* I***** I Type Ch ******* 1407.650 1 97.790 1 26.570 1 .0049 1 1434.220 1 97.920 - 1 - DUNCT STR 1 .0825 1 1438.220 98.250 1 59.684 .0056 I I 3.560 101.350 -I- -I- I I 3.442 101.362 4.101 102.351 -I- -I- I I 207.20 13.85 -I- -I I 207.20 14.38 -I- -I- -I .0079 2.98 104.33 -I- .0090 .24 I 3.21 104.57 .00 4.10 4.53 -I- -I- 3.56 1.34 5.00 I I .00 4.10 4.63 .03 I 207.20 12.02 2.24 104.60 -I- .0061 .36 3.44 1.44 I .00 4.10 4.10 1.00 3.84 4.47 5.000 1 .000 1 .00 1 1 .0 .013 1 .00 1 .00 1 PIPE 1 1 5.000 1 1 .000 1 .00 1 1 1. .0 -1 .013 1 .00 1 .00 1 PIPE 1 1 5.000 1 1 .000 1 .00 1 1 1. .0 .013 .00 .00 1 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_A Page 3 of 7 , ^1^ l^r'^^ 1497.904 98.585 113.296 .0056 1611.200 99.220 17.079 .0056 1628.279 99.315 HYDRAULIC DUMP 1628.279 99.315 7,591 .0056 1635.870 99.357 40.160 .0056 1676.030 99.580 23.990 .0054 Printed: 3/17/2015 iiiiliiiii Modified: 3/17i(2li16"9:38i»AMfA^M i, I I ii|ii Illll' :||||hNl|iil|l^^ I'I'! - 4.332 4.395 4.395 3,812 3.780 3.612 102.917 103.615 103,710 103.127 103.137 103.192 207 20 11.46 2.04 .0058 207 20 11.33 1 1.99 1 .0057 207 20 11.33 -1- 1,99 207 20 12.90 1 2.58 1 .0074 207 20 13.01 1 2.63 1 .0079 207 20 13.64 -1- 2.89 104.96 .65 105.61 .10 105.70 105.71 .06 105.76 .32 106.08 .0086 .21 .00 4.10 3,40 5.000 ,000 .00 1 .0 4.33 .88 4,47 .013 ,00 .00 PIPE .13 4.10 3.26 5.000 ,000 .00 1 .0 4.53 .84 4.52 .013 ,00 .00 PIPE .13 4.10 3.26 5.000 .000 .00 1 .0 .22 4.10 4.26 5.000 .000 .00 1 .0 4.03 1.17 4.52 .013 .00 .00 PIPE .23 4.10 4.29 5.000 .000 .00 1 .0 4.01 1.19 4.52 .013 .00 .00 PIPE .01 4.10 4.48 5.000 .000 .00 1 .0 3,62 1,31 5.00 ,013 .00 .00 PIPE FILE: SDAl.WSW PAGE 4 Date: 3-17-2015 Time: 9:38: 9 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN Al 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Invert Depth Water Q Vel Vel Energy Super 1 Critical(Flow Top|Height/1Base Wt| |No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El, Elev 1 Depth 1 Width iDia.-FTlor l.D.j -I. -1- -1- -1. .1 ZL IPrs/Pip 1 L/Elem Ch Slope SF Ave HF 1 1 1 -| SE Dpth1Froude N|Norm Dp | "N" | X-Fall| ZR 1 |Type Ch ********* ********* ******** ********* ********* ********* ******* 1 ******** 1 ******** I ******* 1 ******* j 1 III ***** j ******* 1 1700.020 99.710 3.515 103.225 207,20 14,05 3,06 106,29 Illll ,00 4,10 4,57 5,000 ,000 1 - 1 1 1 1 .00 1 1 .0 1 DUNCT STR .0825 .0076 .03 1 1 1 1 1 3,54 1,38 ,013 .00 .00 1 - PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_A Page 4 of 7 SDA1.0UT 1704.020 51.414 1755.434 115.826 1871.260 DUNCT STR 1875.260 118.494 1993.754 62.856 2056.610 33.424 2090.034 222.636 2312.670 100.040 .0060 100.347 .0060 101.040 .0825 101.370 .0059 102.069 .0059 102.440 .0059 102.637 .0059 103.950 Printed: 3/17/2015 4.088 4.202 4.202 4.498 4.236 4.082 3.996 3.996 104.128 104.549 105.242 105.868 106.305 106.522 106.633 107.946 205.70 205.70 205.70 195.30 195.30 195.30 195.30 195.30 11.97 11.68 11.68 10.50 11.01 11.38 11.61 11.61 I- 2.22 .0061 2.12 .0060 2.12 .0055 1.71 .0051 1.88 .0055 2.01 .0058 2.09 .0059 2.09 106.35 .31 106.67 .69 107.36 .02 107.58 .61 108.19 .35 108.53 .19 108.73 1.31 110.04 Modified: 3/17/2015 9:38:18 AM AM .01 4.09 .01 4.21 .00 4.21 .00 4.50 .01 4.24 .00 4.08 .00 4.00 5.00 DUNCT STR .0550 a FILE: SDAl.WSW 5.00 4.09 1.00 4.09 .94 4.09 .94 3.99 .74 3.99 .87 3.99 .95 3.99 1.00 3.99 1.00 3.86 4.20 3.66 4.20 3.66 3.01 3.99 3.60 3.99 3.87 4.00 4.01 4.00 4.01 5.000 .013 5.000 .013 5.000 .013 5.000 .013 5.000 .013 5.000 .013 5.000 .013 5.000 .013 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Date: 3-17-2015 Time: 9:38: 9 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN Al 100-YEAR STORM EVENT ************************************************************************************************************************** I Invert j Depth j Water j Q j Vel Vel | Energy | Super [CriticaljFlow Top|Height/|Base Wtj 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE PAGE .0 I No Wth P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_A Page 5 of 7 SDA1 .OUT .,11 ihW Printed: 3/17/2015 . . f Modified: 3/17/2015,9:38;fiAM AM.i station L/Elem ********* Elev Ch Slope ********* 2318.670 104.280 2,286 6.420 .0979 2325.090 104.909 2.345 7,962 .0979 2333,053 105.688 2,433 6,759 .0979 2339.812 106.350 2.526 5,765 .0979 2345,577 106.914 2.623 4,910 .0979 2350,487 107.395 2.725 4.162 .0979 2354.649 107.803 2.833 3.523 .0979 2358,172 108.148 2.946 2,940 .0979 2361.113 108.436 3.066 2.412 .0979 (FT) ******** Elev ********* 106.566 107.254 108.121 108.876 109.538 110,120 110.636 111.094 111.502 (CFS) ********* 195.30 195,30 195,30 195.30 195.30 195.30 195.30 195.30 195,30 (FPS) Head SF Ave ******* I ******* 22.32 •I- 21.59 20.59 19.63 I- 18,71 17.84 17.01 16.22 7.74 .0293 7.24 .0263 6.58 .0232 5.98 .0204 5.44 ,0180 4.94 .0159 4.49 .0140 4.09 .0124 15,47 3.71 .0110 Grd.El. HF ********* 114.30 .19 114.49 .21 114.70 .16 114,86 ,12 114.98 .09 115.06 .07 115.13 .05 115.18 .04 115.22 .03 Elev SE Dpth ******* Depth Froude N ******** Width Norm Dp ******** Dia.-FT "N" * * * ** ** .00 3,99 4.98 5.000 .000 ,00 1 .0 2.29 2,97 1.67 .013 .00 .00 PIPE .00 3.99 4.99 5.000 .000 .00 1 .0 2.35 2.83 1.67 .013 .00 .00 PIPE .00 3.99 5,00 5.000 .000 .00 1 .0 2.43 2.63 1,67 .013 .00 .00 PIPE .00 3.99 5,00 5.000 .000 .00 1 .0 2.53 2.45 1,67 .013 .00 .00 PIPE .00 3,99 4,99 5.000 .000 .00 1 .0 2.52 2,28 1,67 ,013 .00 .00 PIPE .00 3.99 4,98 5,000 .000 .00 1 .0 2.73 2.12 1.67 .013 .00 .00 PIPE .00 3.99 4.96 5.000 ,000 .00 1 .0 2.83 1.97 1.67 .013 .00 .00 PIPE .00 3.99 4.92 5.000 .000 .00 1 .0 2.95 1.83 1.67 .013 .00 .00 PIPE .00 3.99 4,87 5,000 .000 .00 1 .0 3.07 1.69 1.67 .013 ,00 .00 PIPE or l.D. X-Fall ******* ZL ZR ** ** * Prs/Pip Type Ch ******* P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_A Page 6 of 7 aai SDA1.0UT Printed: 3/17/2015 " Modified: 3/17/2015" 9:38: IB^M AM 0 FILE: SDAl.WSW PAGE 6 Date: 3-17-2015 Time: 9:38: 9 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN Al 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Station Invert Elev L/Elem |Ch Slope ********* I ********* Depth (FT) ******** Water Elev ********* Q (CFS) ********* Vel Vel (FPS) Head -I- SF Ave ******* I ******* 2363.525 1 108.672 3. 194 111 866 195 30 14.75 1 3.38 115.24 .00 3.99 4,80 5,000 .000 • 1 • 1.939 1 .0979 1 .0098 .02 3.19 1.57 1,67 .013 .00 1 2365.464 1 108.862 3. 330 112 192 195 30 14.06 3.07 115.26 .00 3.99 4,72 5.000 .000 - 1 1,502 1 ,0979 .0087 .01 3.33 1,44 1,67 .013 .00 1 2366,966 1 109,009 3. 475 112,484 195 30 13.41 - 1 - 2.79 115,27 ,00 3,99 4.60 5.000 .000 1 1,072 1 ,0979 1 .0077 .01 3,48 1,33 1.67 ,013 .00 1 2368,038 1 109,114 3, 632 112 746 195 30 12.78 -1 - 2.54 115.28 ,00 3,99 4.46 5.000 .000 - 1 ,655 1 ,0979 1 .0069 .00 3,63 1,22 1.67 ,013 .00 1 2368,694 109.178 3, 803 112 981 195.30 12.19 1 2.31 115.29 .00 3,99 4,27 5.000 ,000 - 1 - - 1 - ,226 .0979 WALL ENTRANCE .0062 .00 3.80 1,11 1,67 .013 .00 1 2368.920 -1- 109.200 3. 994 113 194 195 30 11.61 -1- 2.09 115.29 .00 3,99 4,01 5.000 ,000 Energy Grd.El. HF Super Elev SE Dpth ******* Critical Depth Froude N ******** Flow Top Width Norm Dp Height/ Dia.-FT "N" ******* Base Wt or l.D. X-Fall ******* ZL ZR * **** .00 .00 .00 .00 .00 .00 .00 .00 ,00 ,00 No Wth Prs/Pip Type Ch ******* 1 ,0 PIPE 1 ,0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 0 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_A Page 7 of 7 Tl QUARRY CREEK SDA2.WSW Printed: 5/27/2015 Modified: 5/7/2015 9 24-23 AMAM T2 STORM DRAIN A2 T3 100-YEAR STORM EVENT SO 1000.000 85.810 1 88.128 R 1057,070 86,700 1 .013 WE 1057,070 86,700 2 .500 SH 1057.070 86,700 2 86.700 CD 14 1 .000 2 500 ,000 .000 .000 .00 CD 2 4 1 ,000 2 500 ,000 .000 .000 .00 Q 8.600 0 .000 .000 0 \\projects\p_drive\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_A Page 1 of 1 E FILE: SDA2.WSW SDA2.0UT ..Printed: 5/27/2015 Modified: 5/7/2015 9:25:3tAM AM PAGE 1 Date: 5- 7-2015 Time: 9:25:15 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number; 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN A2 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Station L/Elem ********* 1000.000 9.327 1009,327 7,341 1016,668 6,266 1022.934 5.517 1028.451 4.960 1033.411 4.532 1037,943 4,097 Invert Elev Ch Slope 85,810 .0156 85.955 ,0156 86.070 .0156 86.168 .0156 86.254 .0156 86.331 .0156 86.402 .0156 Depth (FT) ******** 2.318 2,171 2.054 1,953 1,863 1,781 1,705 Water Elev ********* 88,128 88,127 88,124 88,121 88.117 88.112 88.107 Q (CFS) 8.60 8.60 8.60 8.60 8.60 8,60 8,60 Vel Vel (FPS) Head SF Ave ******* I ******* 1,81 ,05 .0004 1.90 .06 -I- .0004 1.99 .06 -I- 2.09 .0005 .07 2.19 .0005 .07 2.30 .0006 .08 2.41 ,0006 ,09 ,0007 Energy Grd,El, HF 88.18 .00 88,18 ,00 88,19 .00 88.19 .00 88.19 .00 88.19 .00 88,20 ,00 Super Elev SE Dpth ******* .00 2.32 .00 2.17 .00 2.05 .00 1.95 .00 1,86 ,00 1.78 ,00 1.71 Critical Depth Froude N ******** .98 .17 .98 .20 .98 .23 .98 .26 .98 .29 .98 .31 .98 .34 Flow Top Width Norm Dp 1.30 .69 1.69 .69 1.91 .69 2.07 .69 2.18 .69 2.26 .69 2.33 .69 Height/ Dia,-FT "N" ******* 2,500 ,013 2,500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 Base Wt or I,D. X-Fall ******* ,000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ,000 ,00 ,000 ZL ZR ** ** * .00 .00 ,00 ,00 ,00 .00 .00 .00 ,00 ,00 ,00 .00 ,00 .00 No Wth Prs/Pip Type Ch 1 .0 PIPE 1 .0 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 .0 PIPE 1 ,0 PIPE \\projects\p_(irive\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_A Pagel of2 SDA2.0UT , III II*^ ' Printed: 5/27/2015 llli 1042.040 86.466 1,635 88,101 poSlSfiiplfliffB:; Modified:. 5/7/2015,9;25:31.AM AM . .I**' , 8,60 2,53 I I .10 88,20 .00 •I-I- 3.791 I 1045.831 .0156 I 86.525 I I 1.569 88.094 .0008 I .11 .00 88.20 1.64 I 3.478 ,0156 FILE: SDA2.WSW ,98 ,37 ,98 ,40 2,38 2,500 -I- I I ,000 ,00 1 ,0 ,69 2,42 .69 .013 2.500 .013 .00 .00 I .000 .00 .00 00 8.60 2.65 .11 88.20 .00 -I- -I- -I- -I- -I- .0009 .00 1,57 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN A2 100-YEAR STORM EVENT ************************************************************************************************************************** I Invert | Depth | Water | Q | Vel Vel | Energy | Super [Critical|Flow Top|Height/|Base Wt| Station Elev | (FT) | Elev | (CFS) | (FPS) Head j Grd.El,j Elev | Depth | Width iDia.-FT|or l.D.| ZL -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- L/Elem jch Slope j | | | SF Avej HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR ********* I ********* I ******** I ********* I ********* I ******* I ******* I ********* I ******* I ******** I ******** 1*******1*******!***** PIPE I 1 I- PIPE PAGE Date: 5- 7-2015 Time: 9:25:15 ******** I No Wth IPrs/Pip 1049.309 3.225 1052,534 2,894 1055,428 I > I- "l \ I- I I ! •I- 86.579 -I- .0156 I 86,629 -I- ,0156 I 86,674 -I- ,0156 1.507 I I I I I Type Ch I ******* I 88.086 8.60 2.78 1,642 WALL ENTRANCE I I 1057.070 86.700 -I- -I 1.448 1.393 -I' 1.362 88,077 I- I t •I- I 8.60 2.92 88.067 88.062 8.60 3.06 .12 1 88.21 1 .00 1 .98 1 2.45 2.500 1 - - 1 - ,000 -1 - .00 1 1 . .0 -1 - .0010 1 -1 • .00 1 -1 1.51 1 .44 1 .69 .013 1 1 ,00 1 .00 1 PIPE 1 1 .13 1 1 88.21 1 1 .00 1 1 .98 1 2.47 1 1 2.500 1 - 1. 1 .000 - 1 - .00 1 1 1 . .0 -|- .0012 1 .00 1 1.45 1 .47 1 .69 .013 1 1 .00 1 .00 1 PIPE 1 1 .15 1 1 88.21 1 1 .00 1 1 .98 1 2.48 1 1 2.500 1 -1 - 1 .000 - 1 - .00 1 1 1 . .0 -|- .0013 .00 1.39 .51 .69 .013 .00 .00 1 PIPE 8.60 3.15 .15 •I- 88.22 .00 .98 2.49 2.500 .000 -I- -I- -I- -I- -I- -I 0 .0 \\projects\p_drive\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_A Page 2 of 2 SDA3.WSW Printed: 12/3/2014 .*'dified: 12/3/20,14 1:00:42 PM^PM Tl QUARRY CREEK T2 STORM DRAIN @ STA 13+60.53 - SDA3 T3 100-YEAR STORM EVENT SO 1000.000 100.040 1 104.128 R 1031.360 104.870 1 .013 WE 1031.360 104.870 2 .500 SH 1031.360 104.870 2 104.870 CD 14 1 .000 1,500 000 .000 .000 .00 CD 2 4 1 .000 1.500 000 .000 .000 .00 Q 1.630 0 .000 .000 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_A Page 1 of 1 SDA3.0UT Printed: 12/3/2014 Modified: 12/3/2014 1:01:07 PM PM E FILE: SDA3.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN § STA 13+60.53 - SDA3 PAGE 1 Date:12- 3-2014 Time: 1: 0:59 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Station L/Elem ********* 1000.000 16,830 1016,830 ,895 1017.724 .511 1018.235 .425 1018.660 .366 1019.026 .332 1019.358 ,298 Invert Elev Ch Slope 100.040 .1540 102.632 ,1540 102.770 .1540 102.848 .1540 102.914 .1540 102.970 .1540 103.021 .1540 Depth (FT) ******** 4.088 1,500 1,360 1,280 1.213 1.155 1,102 Water Elev ********* 104,128 104,132 104.130 104.129 104.127 104.125 104.124 Q (CFS) ********* 1.63 1,63 1,63 1.63 1.63 1.63 1.63 Vel (FPS) Vel Head SF Ave *******!******* .92 .01 .0002 .92 .01 .0002 .97 .01 .0002 1.01 .02 -I- .0002 1.06 .02 .0003 1.12 .02 .0003 1.17 .02 -I- .0003 Energy Grd.El. HF ********* 104.14 .00 104.15 ,00 104,14 .00 104.14 .00 104.14 .00 104.14 .00 104.14 ,00 Super Elev SE Dpth ,00 4,09 ,00 1.50 .00 1.36 .00 1.28 1.21 .00 1.16 .00 1.10 Critical Depth Froude N ******** .48 .00 ,48 ,00 ,48 .12 .48 .15 .48 .16 .48 .18 .48 .20 Flow Top Width Norm Dp .00 .20 .00 .20 .87 .20 1.06 .20 1,18 ,20 1,26 ,20 1.32 .20 Height/ Dia.-FT "N" ******* 1.500 .013 1,500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or l.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .000 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 ,00 .00 ,00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 ,0 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGV\A20140807\SD_A Pagel of6 Printed: 12/3/2014 SDA3.0UT Modified: 12/3/2014;1C1:07^PM PM^- 1019.656 103.067 -I- -I- .271 .1540 I I 1019.928 103.109 -I- -I- . 257 .1540 0 FILE: SDA3.WSW 1.054 104.122 I I 1.010 104.119 1.63 1.23 1.63 1.29 •I- .02 1 104.14 1. .00 1 .48 - 1 .0004 1 1 .00 1 1 1.05 1 .22 1 .03 1 1 104.15 1 1 .00 1 .48 - 1" .0004 1 .00 1 1.01 .24 1.37 .20 1.41 .20 1,500 .013 1.500 .013 .000 1 .00 1 1 -1 - .00 1 .00 1 PIPE 1 1 .000 1 .00 1 1 1 1 .00 .00 1 PIPE PAGE Date:12- 3-2014 Time: 1: 0:59 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN @ STA 13+60.53 - SDA3 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Station Invert Elev Depth 1 (FT) 1 L/Elem Ch Slope ********* ******** 1020.184 103.149 .968 .236 .1540 1020.420 103,185 .929 .162 ,1540 1020.582 103.210 .893 HYDRAULIC DUMP 1020.582 103.210 .221 .598 .1540 1021.179 103.302 .228 1.874 .1540 Water Elev ********* 104.117 104.114 104.103 Q (CFS) ********* Vel (FPS) Vel Head SF Ave *******!******* Energy Grd.El. HF ********* Super Elev SE Dpth 103.431 1 63 10 06 1 1.57 105.00 .00 .48 1.06 1.500 ,000 .00 1 .0 -1--1 -.1023 .06 .22 4.54 .20 .013 .00 .00 PIPE 103.530 1 63 9 58 1 1.42 104.95 .00 .48 1.08 1.500 .000 .00 1 .0 -1--1 -.0892 .17 .23 4.25 .20 .013 .00 .00 PIPE Critical Depth Froude N ******** 1 63 1.35 1 .03 104.15 .00 .48 1.44 1.500 .000 ,00 1 .0 - 1 -.0005 .00 .97 .26 .20 .013 .00 .00 PIPE 1 63 1.42 1 .03 104.15 .00 .48 1.46 1.500 .000 .00 1 .0 - 1 -.0005 .00 .93 .28 .20 .013 .00 .00 PIPE 1 63 1.49 .03 104.14 .00 .48 1.47 1.500 ,000 .00 1 .0 Flow Top Width Norm Dp Height/ Dia.-FT "N" ******* Base Wt or l.D. X-Fall ******* ZL ZR ***** No Wth Prs/Pip Type Ch ******* P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_A Page 2 of 6 SDA3.0UT Printed: 12/3/2014 Modified: '12/3/2014 1:01:07"PM^-PM 1023.053 103.591 .236 1.442 .1540 1024.495 103.813 .244 1.152 .1540 1025.647 103.990 .252 .944 .1540 1026.591 104.135 .260 .778 .1540 103.827 104.057 104.242 104.396 1.63 9. 13 1 1.30 .0779 1.63 8 71 1.18 .0680 1.63 8 30 1 1.07 .0594 1.63 7 92 -1- .97 105.12 .11 105.23 .08 105.31 .06 105.37 FILE: SDA3.WSW .0518 .04 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN @ STA 13+60.53 - SDA3 100-YEAR STORM EVENT .00 .48 1,09 1,500 ,000 ,00 1 .0 .24 3.98 .20 .013 ,00 .00 PIPE ,00 .48 1.11 1.500 .000 ,00 1 .0 .24 3.73 .20 .013 .00 ,00 PIPE .00 .48 1.12 1.500 .000 ,00 1 .0 .25 3,50 .20 .013 .00 ,00 PIPE .00 ,48 1.14 1.500 .000 .00 1 .0 .26 3.28 ,20 .013 .00 .00 PIPE PAGE 3 Date:12- 3-2014 Time: 1: 0:59 ******************** ******** I Invert I Depth | Water | Q | Vel Vel | Energy | Super [Critical|Flow Top|Height/|Base Wt No Wth Station I Elev | (FT) | Elev [ (CFS) |(FPS) Head[ Grd.El.j Elev | Depth [Width |Dia.-FT or l.D. ZL Prs/Pip -I- - - - - - - -|- -[- -I- -1- -I- -I- -I- -I- -|- l/ElPm Ch Slooe I I I SF Ave| HF |SE Dpth[Froude N|Norm Dp | "N" | X-Fall| ZR Type Ch **;*t!!**j****t****i********i********^ ******* I 1027.369 104.255 -I- .657 .1540 I 1028.025 104.356 -I- ,552 ,1540 I 1028,577 104,441 -I- ,481 .1540 I .269 104.524 .278 104.635 I .288 104.729 1.63 7.55 1.63 7.20 1.63 6.86 I- .88 1 105.41 .00 .48 1 1.15 1.500 1 - - 1 - .000 1. .00 1 j- .0 .0453 1 .03 1 .27 1 3.07 1 ,20 .013 1 1 .00 1 ,00 PIPE 1 1 .80 1 1 105.44 1 .00 1 1 .48 1 1,17 1 1 1.500 1 -1 - 1 .000 -1 - .00 1 1 1. .0 -1- .0396 1 .02 1 .28 1 2.88 1 ,20 .013 1 1 .00 1 ,00 1 PIPE 1 1 .73 1 1 105.46 1 .00 1 .48 1,18 1 1 1.500 1 - 1 - 1 .000 -1 - .00 1 1 1 . .0 -1 .0346 .02 .29 2.70 .20 .013 .00 .00 1 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_A Page 3 of 6 SDA3.0UT 1029 058 104.515 .297 399 .1540 1029 457 104.577 .308 352 .1540 1029 810 104.631 .318 297 .1540 1030 107 104.677 .329 257 .1540 1030 364 104.717 .340 .215 .1540 1030 .578 104.750 ,352 .184 .1540 104,813 104.885 104.949 105.006 105.057 105.102 1.63 1.63 1.63 1.63 1.63 1.63 6.54 6.24 I- 5.95 5.67 5.41 5.16 Modified: 12/3/20141«:ai:07 PM'PM .66 .0302 .60 .0264 .55 .0231 .50 .0202 ,45 .0176 .41 .0154 105.48 .01 105.49 .01 105.50 .01 105.51 .01 105.51 .00 105.51 .00 .00 .48 1. 20 1.500 .000 .30 2.53 20 .013 .00 .00 .48 1. 21 1.500 .000 .31 2.37 • 20 .013 .00 .00 .48 1. 23 1.500 .000 .32 2.22 20 .013 .00 .00 .48 1. 24 1.500 .000 .33 2.08 20 .013 .00 .00 .48 1. 26 1.500 .000 .34 1.95 20 .013 .00 .00 .48 1. 27 1.500 .000 .35 1.82 20 .013 .00 FILE: SDA3.WSW .00 1 1 . .0 .00 1 PIPE 1 .00 1 1 1 .0 .00 1 PIPE 1 .00 1 1 1 .0 .00 1 - PIPE 1 .00 1 1 1 .0 .00 1 PIPE 1 .00 1 1 1 .0 .00 1 PIPE 1 .00 1 1 1 .0 .00 1 PIPE PAGE 4 Date:12- 3-2014 Time: 1: 0:59 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN § STA 13+60.53 - SDA3 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Super [Critical I Flow Top[Height/[Base Wt| |No Wth Elev I Depth | Width |Dia.-FT|or I.D,| ZL jprs/Pip Invert Depth Water Q Vel Vel Energy [ Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. 1 L/Elem Ch Slope SF Ave HF 1 ********* ********* ******** ********* ********* ******* ******* ********* 1 1030.763 104.778 -I- -I .157 .1540 .364 105.142 1,63 4,92 SE DpthiFroude N|Norm Dp | "N" [ X-Fall[ ZR ****************************************** .38 105.52 .00 .48 1.29 1.500 .000 .00 -I- -I- -I- -I- -I- -I- -I- ,0135 .00 .36 1.71 ,20 .013 ,00 .00 [Type Ch I ******* 1 .0 I- PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_A Page 4 of 6 SDA3.0UT 1030. 920 104.802 127 .1540 1031.047 104.822 099 .1540 1031 145 104.837 080 .1540 1031 225 104.849 064 .1540 1031 289 104.859 .042 .1540 1031 .331 104.866 .022 .1540 1031 .353 104.869 .007 .1540 WALL ENTRANCE FILE: SDA3.WSW Printed: 12/3/2014' Modified: 12/3/20141«i37 PM'RM- .376 105.178 .389 105.211 ,403 105.240 .417 105.266 .431 105.290 .446 105.312 -I- I .462 105.331 1.63 1.63 1.63 1.63 1.63 1.63 1.63 4.69 4.47 4.26 4.06 3.87 3.69 3.52 .34 .0118 .31 .0103 .28 .0090 .26 .0079 .23 .0069 .21 .0061 .19 .0053 105.52 .00 105.52 .00 105.52 .00 105.52 .00 105.52 .00 105.52 .00 105.52 .00 .00 .38 .39 .00 .40 .00 .42 .00 .43 .00 .45 .00 .46 .48 1.60 .48 1.50 .48 1,40 ,48 1.31 .48 1.23 .48 1.15 .48 1.07 1.30 .20 1.31 .20 1.33 .20 1.34 .20 1.36 .20 1.37 .20 1.39 .20 1.500 .013 1,500 ,013 1,500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Date:12- 3-2014 Time: ******************** I Invert | Station I Elev | -I- -I L/Elem jch Slope [ WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN @ STA 13+60.53 - SDA3 100-YEAR STORM EVENT ****************************************************************************************************** Depth I Water | Q | Vel Vel | Energy | Super [Critical|Flow Top[Height/[Base Wtj (FT) I Elev (CFS) I (FPS) Head j Grd.El,| Elev | Depth j Width |Dia.-FT|or l.D,| ZL -I- -[- -[- -I- -I- -I- -I- -I- -I- -I- -I- I [ SF Ave| HF [SE DpthIFroude N[Norm Dp | "N" | X-Fall| ZR 1 .0 PIPE 1 ,0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE PAGE 5 1: 0:59 ******** [No Wth [Prs/Pip •I [Type Ch P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_A Page 5 of 6 SDA3.0UT ' ', Printed: 12/3/2014 Modified: 12/3/2014 1:01:07 PM PM ********* I ********* I ******** I ********* I ********* I ******* I ******* I*********[*******I ******** I ******** I*******[*******I***** I******* Illll I I I I I I I I 1031 360 104.870 .481 105.351 1.63 3.34 .17 105.52 .00 .48 1.40 1.500 .000 .00 0 .0 -I- -I- -I- -I- -I- . -I- -I- -I- -I- -I- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_A Page 6 of 6 SDA4.WSW Printed: 12/3/20:14 Modified:i2/3/2014 1:02:16 PU PU Tl QUARRY CREEK T2 STORM DRAIN @ STA 15+31.77 - SDA4 T3 100-YEAR STORM EVENT SO 1000.000 101.370 1 105.868 R 1036.400 103.230 1 .013 WE 1036.400 103.230 2 .500 SH 1036.400 103.230 2 103.230 CD 14 1 .000 1.500 000 .000 .000 .00 CD 2 4 1 .000 1.500 000 .000 .000 .00 Q 11.600 0 .000 .000 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_A Page 1 of 1 SDA4.0UT Printed: 1273^2014 Modified: 12/3/20.f41:02:53 PM PM ^ 0 FILE: SDA4.WSW WSPGW- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date:12- 3-2014 Time: 1: 2:45 QUARRY CREEK STORM DRAIN @ STA 15+31.77 - SDA4 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert [ Depth j Water [ Q | Vel Vel | Energy [ Super [Critical[Flow Top[Height/[Base Wt| |No Wth Station | Elev | (FT) j Elev j (CFS) j (FPS) Head j Grd.El.j Elev j Depth j Width joia.-Fljor l.D.| ZL jprs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem |Ch Slope | | | | SF Ave[ HF [SE Dpth[Froude N[Norm Dp [ "N" | X-Fall[ ZR [Type Ch ********* j ********* j ******** I ********* I ********* I ******* I ******* I ********* j ******* I ******** I ******** I ******* I ******* j ***** j ******* Illll I I I I I I I I 1000.000 101.370 4.498 105.868 11.60 6.56 .67 106.54 .00 1.30 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 36.400 .0511 .0122 .44 4.50 .00 .74 .013 .00 .00 PIPE WALL ENTRANCE Illll I I I I I I I I 1036.400 103.230 3.082 106.312 11.60 6.56 .67 106.98 .00 1.30 .00 1.500 .000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_A Page 1 of 1 SDB1.WSW Printed: 3/18/2015 Modified: 3/18/2015 10:26:12 AM AM Tl QUARRY CREEK T2 STORM DRAIN SYSTEM SDBl T3 100-YEAR STORM EVENT SO 1000 000 85.080 1 85.080 R 1002 890 85.700 1 .013 .000 .000 0 R 1059 400 109.670 1 .013 .000 .000 0 R 1092 230 110.000 1 .013 .000 .000 0 WE 1092 230 110.000 2 .500 SH 1092 230 110.000 2 110.000 CD 1 4 1 .000 1 500 000 .000 .000 .00 CD 2 4 1 .000 1 500 000 .000 .000 .00 Q 8.200 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_B Page 1 of 1 iiSli SDB1.0UT Printed: 3/18/2015 Modified: 3/18/2015 10:26:39 AM AM 0 FILE: SDBl.WSW WSPGW- CIVILDESIGN Version 14,06 PAGE 1 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 3-18-2015 Time:10:26:30 QUARRY CREEK STORM DRAIN SYSTEM SDBl 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Station L/Elem ********* 1000,000 2.890 1002.890 14.050 1016.941 11.019 1027.960 6.412 1034,372 4.434 1038.806 3.325 1042.132 2.620 Invert Elev Ch Slope ********* 85,080 .2145 85.700 .4242 91.660 ,4242 96,334 ,4242 99,054 ,4242 100.935 .4242 102.345 .4242 Depth (FT) .363 .356 .363 .375 .388 .401 .415 Water Elev ********* 85.443 86.056 92.023 96.709 99.442 101.336 102.760 Q (CFS) ********* 8.20 8.20 8.20 8.20 8.20 8.20 8.20 Vel (FPS) Vel Head SF Ave ******* I******* 24.89 9.62 -I- .3857 25.56 10.14 .3847 24.85 9.59 .3462 23.69 8.72 .3026 22.59 7.92 .2647 21.54 7.20 •I-.2315 20.54 6.55 -I- .2027 Energy Grd.El. HF ********* 95.07 1.11 96.20 5.41 101.61 3.81 105.42 1.94 107.37 1.17 108.54 .77 109.31 .53 Super Elev SE Dpth ******* .00 .36 .00 .36 ,00 ,36 .38 .00 .39 .00 .40 .00 .42 Critical Depth Froude N ******** 1.11 8.66 1.11 8.98 1,11 8,64 1,11 8,09 1.11 7.57 1.11 7.09 1.11 6.63 Flow Top Width Norm Dp ******** 1.28 .42 1.28 .35 1.29 .35 1.30 .35 1.31 .35 1.33 .35 1.34 .35 Height/ Dia,-FT "N" ******* 1,500 ,013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or l.D. X-Fall ******* .009 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_B .00 .000 .00 ,000 .00 .000 ,00 .000 .00 .000 ,00 ,000 ,00 ZL ZR ***** ,00 ,00 .00 .00 .00 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE Page 1 of 5 Printed: 3718/2015 SDB1.0UT Modified: 3/18/2015<.10:26:39 AM AM 1044.751 103.456 -I- -I 2.133 .4242 1 I 1046.884 104.361 .430 103,886 ,445 104.806 8.20 19.58 5.95 109.84 .1775 .38 I I 8.20 18.67 5.41 110.22 •I- .00 1.11 1.36 1,500 -I- -I- -I- .43 6.21 .35 .013 I I I .00 1.11 1.37 1,500 ,000 ,00 1 ,0 -I- I- ,00 ,00 PIPE I I ,000 .00 1 .0 I-I- 1.774 .4242 FILE: SDBl.WSW .35 .013 .00 .00 PIPE PAGE 2 Date: 3-18-2015 Time:10:26:30 ,1553 ,28 .45 5.81 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN SYSTEM SDBl 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Station L/Elem 1048.658 1,496 1050,154 1.277 1051.431 1.099 1052.530 .956 1053.486 .833 Invert Elev Ch Slope ********* 105.114 .4242 105.748 .4242 106.290 .4242 106.756 .4242 107.161 ,4242 Depth (FT) ******** .460 .476 .493 .511 .529 Water Elev ********* 105.574 106.224 106.783 107.267 107.690 Q (CFS) ********* 8.20 8.20 8.20 8.20 8,20 Vel Vel (FPS) Head SF Ave *******!******* 17,80 4,92 .1359 16.97 4.47 .1190 16.18 4.07 •I-.1043 15.43 3.70 •I-.0915 14.71 3.36 -I- .0802 Energy Grd.El. HF ********* 110.49 .20 110.70 .15 110.85 .11 110.96 .09 111.05 .07 Super Elev SE Dpth ******* .00 .46 .00 .48 .00 .49 .00 .51 .00 .53 Critical Depth Froude N ******** 1.11 5.44 1.11 5.08 1.11 4.76 1.11 4.45 1.11 4.16 Flow Top Width Norm Dp 1.38 .35 1.40 .35 1.41 .35 1.42 .35 1.43 .35 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or l.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 ,000 .00 ZL ZR ** ** * ,00 ,00 .00 .00 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_B Page 2 of 5 iiiSill^^Pf'f™?'' ^^IWfll|! i'>lll'll Printed: 3/18/2015 III "HI', lliiii:!*'' SDBigyj^'^rr; '' ^odifiedi:'3/18/2Q,W10:26S9 AMfAM pi* ""'iiil .lull .jimilf •-ii:;!;:*!!!''' #«|Sii'¥fPi*?'' 1054 .319 107.515 .548 .731 .4242 1055.050 107.825 .567 .638 .4242 1055 688 108.095 .588 563 .4242 1056 251 108.334 .609 493 .4242 108.063 108.392 108.684 108.944 8.20 8.20 8.20 8.20 .00 .55 .00 .57 .00 .59 .00 1.11 3.89 1.11 3.63 1,11 3.39 1.11 3.17 1.44 .35 1,45 ,35 1.46 .35 1.47 .35 B FILE: SDBl.WSW 1.500 .013 1.500 .013 1.500 .013 1.500 .013 .000 .00 .000 .00 .000 .00 .000 .00 .00 .00 .00 .00 .00 .00 .00 1 PIPE 1 PIPE 1 PIPE 1 .0 .0475 .02 .61 3.17 .35 .013 .00 .00 PIPE WSPGW- CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number; 1355 WATER SURFACE PROFILE LISTING Date: 3-18-2015 Time:10:26:30 QUARRY CREEK STORM DRAIN SYSTEM SDBl 100-YEAR STORM EVENT I Invert j Depth | Water [ Q [Vel Vel | Energy [ Super [Critical[Flow Top[Height/[Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head [ Grd.El.| Elev [ Depth [ Width |Dia.-FTjor l.D.| ZL Prs/Pip -I- -I- -[- -I- -I- -I- -I- -[- -I- -I- -I- -I- -I- -I L/Elem [Ch Slope | | | [ SF Ave| HF |SE Dpth|Froude N|Norm Dp j "N" j X-Fall| ZR [Type Ch ********* I ********* I ******** I ********* I ********* I ******* I I I ^^^^^^^i^^^ I******* I I I I I I I I I 8.20 11.59 2.09 111.26 .00 1.11 1.48 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .0417 .02 .63 2.96 .35 .013 .00 .00 PIPE 1056.744 108.544 -I- -I .436 .4242 .632 109.176 1057.180 108.728 -I- -I- .383 .4242 I I 1057,563 108,891 I I .655 109.383 .679 109.570 8.20 11.05 1.90 111.28 1.11 8.20 10. 54 .334 .4242 [• .0366 .01 I 1.72 111.29 -I- .0322 .01 I- .66 2.76 I ,00 1.11 -I- .68 2.57 1,49 ,35 1,500 •[• ,013 I I 1,49 1.500 .000 .00 1 .0 -I- I- .00 .00 PIPE .35 .013 ,000 -I ,00 .0 I- .00 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_B Page 3 of 5 Printed: 3/18/20,1.5 109.737 SDB1.0UT „ . . sfeiijiiil!' ^^Modified:. 3/48/201510:€6:39'A#AM III W.I '?\ _ 1057.897 109.032 .705 .294 .4242 1058.191 109.157 .731 .254 .4242 1058.445 109.265 .759 ,221 .4242 1058,666 109.359 .788 ,188 .4242 1058.854 109.438 .819 ,161 .4242 1059.015 109.506 .851 .133 .4242 109.888 110.024 110.147 110,258 110.358 8.20 10.05 _ 1 1.57 111.31 1 .0283 .01 8.20 9.58 - 1. 1.43 111.31 1 .0249 .01 8,20 9.13 1 1.30 111.32 1 .0220 .00 8,20 8.71 1 1.18 111.32 1 .0194 .00 8,20 8.30 1 1.07 111.33 1" .0171 .00 8.20 7.92 -1 - .97 111.33 1 .0151 .00 .00 1.11 1 .50 1.500 .000 .00 1 .0 .71 2.40 35 .013 .00 .00 PIPE .00 1.11 1 50 1.500 .000 .00 1 .0 .73 2.23 35 .013 ,00 .00 PIPE .00 1.11 1 50 1.500 ,000 .00 1 .0 .76 2.08 35 .013 .00 .00 PIPE .00 1.11 1 50 1.500 .000 .00 1 .0 .79 1.94 35 .013 ,00 .00 PIPE .00 1.11 1,49 1.500 ,000 .00 1 .0 .82 1.80 35 .013 ,00 .00 PIPE ,00 1.11 1 49 1.500 ,000 .00 1 .0 .85 1.67 35 .013 .00 .00 PIPE PAGE 4 Date: 3-18-2015 Time:10:26:30 3 FILE: SDBl.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN SYSTEM SDBl 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Station Invert Elev Depth (FT) Water Elev Q (CFS) Vel (FPS) Vel Head Energy Grd.El. Super [Critical I Flow Top[Height/[Base Wt Elev 1 Depth 1 Width |Dia,-FT|or I,D, 1 - -1 - 1 1 ZL [No Wth 1Prs/Pip 1 L/Elem ********* Ch Slope ********* ******** ********* ********* SF Ave ******* HF ********* 1 1 1 1 SE Dpth[Froude N|Norm Dp [ "N" | X-Fall *******!********I ******** I ******* I ******* ill ZR ***** 1 [Type Ch 1 ******* 1 1059.148 109,563 ,885 110,448 8.20 7.55 .88 111.33 1 1 1 1 .00 1.11 1.48 1.500 .000 llli .00 1 1 .0 1 .108 ,4242 .0133 .00 -|- -|- -I -j- .89 1.55 .35 .013 .00 .00 1 - PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_B Page 4 of 5 SDB1.0UT 1059.256 109.609 -I- .083 .4242 1059.339 109.644 -I- .061 ,4242 I 1059.400 109.670 -I- 17.813 .0101 1077.213 109.849 -I- 12.939 .0101 1090.152 109.979 2,078 .0101 WALL ENTRANCE I 1092.230 110.000 Printed: 3/18/2015 Modified: 3/18/2015 10:26':'39 AM*AM .921 .960 1.001 1.014 1.059 1.110 110.530 110.604 110.671 110.863 111.038 111.110 8.20 7.20 .80 .0118 8.20 6.86 1 .73 -1 .0105 8.20 6.54 1 .66 - 1 .0097 8.20 6.44 .64 .0090 8.20 6.14 .59 .0080 8.20 5.85 -I- .53 111.33 111.34 ,00 111,34 .17 111.51 .12 111.62 .02 111.64 ,00 1,11 1.46 1.500 .000 .00 1 1 1 _ ,0 .92 1.44 .35 .013 .00 .00 1 PIPE 1 .00 1.11 1.44 1.500 .000 .00 1 1 1 _ ,0 ,96 1.33 .35 .013 ,00 .00 1 PIPE 1 ,00 1.11 1.41 1.500 .000 .00 1 1 1 . .0 1.00 1.22 1.00 .013 .00 .00 1 PIPE 1 .00 1.11 1.40 1,500 .000 .00 1 1 1. .0 1,01 1.19 1.00 .013 .00 .00 1 PIPE 1 ,00 1.11 1.37 1,500 .000 ,00 1 1 1. .0 1,06 1.10 1.00 ,013 .00 ,00 1 PIPE ,00 1.11 1.32 1.500 .000 ,00 1 0 1- .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_B Page 5 of 5 SDB2:WSW Printed: 5/1-4/2015 Modified: 5/14/2015 1:47:24 PM PM Tl QUARRY CREEK T2 STORM DRAIN AT STA, 32+81.14 - SDB2 T3 100-YEAR STORM DRAIN SO 1000. 000 116.770 1 118.390 R 1049. 470 117.140 1 .013 .000 DX 1053 470 117.470 3 2 .013 4 100 117.470 -90.0 R 1105,020 117.730 3 .013 .000 WE 1105 020 117.730 4 .500 SH 1105 020 117.730 4 117.730 CD 1 4 1 .000 3,000 000 .000 .000 .00 CD 2 4 1 .000 1,500 000 .000 .000 .00 CD 3 4 1 ,000 3,000 000 ,000 .000 .00 CD 4 4 1 ,000 3,000 000 ,000 .000 .00 Q 35,000 .0 .000 0 .000 .000 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_B Page 1 of 1 SDB2.0UT Printed: 5/14/2015 Modified: 5/14/2015 1:48:32 PM PM 0 FILE: SDB2.WSW PAGE 1 Date: 5-14-2015 Time: 1:48: 9 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN AT STA. 32+81.14 - SDB2 100-YEAR STORM DRAIN Station L/Elem 1000.000 25.339 1025,339 20.314 1045.653 3.817 1049.470 DUNCT STR 1053.470 25.262 1078.732 21.909 1100.641 4.379 Invert Elev Ch Slope ********* 116.770 .0075 116.960 .0075 117.111 .0075 117.140 .0825 117.470 .0050 117.597 .0050 117.708 .0050 Depth (FT) ******** 1.841 1,872 1.950 2.035 2.165 2.071 1.985 Water Elev ********* 118.611 118,832 119,062 119.175 119.635 119.669 119.693 Q (CFS) ********* 39.10 39.10 39.10 39.10 35.00 35.00 35.00 Vel (FPS) Vel Head SF Ave ******* I ******* 8.60 1.15 -I- .0069 8.43 1.10 -I- .0064 8.04 1.00 -I- .0057 7.66 .91 -I- .0045 6.41 .64 -I- .0039 6.72 .70 -I- .0043 7.05 .77 -I- .0046 Energy Grd.El. HF ********* 119.76 .18 119.93 .13 120.06 .02 120.09 .02 120.27 .10 120.37 .09 120.46 .02 Super Elev SE Dpth ******* .00 1.84 .00 1.87 .00 1.95 .00 2.04 .00 2.16 .00 2.07 .00 1.99 Critical Depth Froude N ******** 2.04 1.21 2.04 1.18 2.04 1.09 2.04 1.00 1.92 .79 1.92 .86 1.92 .94 Flow Top Width Norm Dp ******** 2.92 1.81 2.91 1.81 2.86 1.81 2.80 2.69 1.92 2.77 1.92 2.84 1.92 Height/ Dia.-FT "N" ******* 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 Base Wt or l.D. X-Fall .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ******** No Wth Prs/Pip Type Ch 1 .0 PIPE 1 .0 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 .0 PIPE 0 0 0 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_B Page 1 of 2 SDB2.0UT • *"Printe'd:-5/t4/2015 •'...... Modified: 5/14/20T5 1:48:32 PM PM WALL ENTRANCE [III! I I I I I I I I 1105 020 117.730 1.968 119,698 35.00 7.12 .79 120.49 .00 1.92 2.85 3,000 ,000 ,00 0 ,0 -I- -[- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_B Page 2 of 2 SbB3.WSW Printed: 5/14/2015 Modified: 5/14y2'0151:56:41 PM PM Tl QUARRY CREEK T2 STORM DRAIN LATERAL FOR STA 3281 - SDB3 T3 100-YEAR STORM EVENT SO 1000,000 117.470 1 119.635 R 1120,700 118,280 1 .013 22.165 DX 1124,700 118.610 2 1 .013 5, 410 118.610 90,0 R 1188.050 118.930 2 ,013 ,000 WE 1188.050 118.930 3 ,500 SH 1188.050 118,930 3 118.930 CD 14 1 ,000 1, 500 000 .000 .000 ,00 CD 2 4 1 .000 1, 500 000 .000 .000 ,00 CD 3 4 1 ,000 1. 500 000 ,000 .000 ,00 Q .690 .0 ,000 0 ,000 .000 0 P:\2468,20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_B Page 1 of 1 e>4 SDB3.0UT Printed: 5/14/2015 Modified: 5/14/2015 1:57:33 PM PM FILE: SDB3.WSW Invert Station Elev L/Elem Ch Slope ********* ********* 1000.000 117.470 120.700 - .0067 1 1120.700 118.280 1 DUNCT STR 1 .0825 1 1124.700 1 118.610 I - 63.350 1 .0051 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN LATERAL FOR STA 3281 - SDB3 100-YEAR STORM EVENT Date: 5-14-2015 Time: PAGE 1 1:57:20 ******** [No Wth [Prs/Pip I- WALL ENTRANCE I I 1188.050 118.930 2.165 119.635 1.780 120.060 -I- -I 1.823 120.433 1- 1.505 120.435 Q I Vel Vel I Energy | Super [Critical[Flow Top[Height/[Base Wt| (CFS) (FPS) Head Grd.El. Elev Depth j Width |Dia.-FT|or I.D.| ZL -I- -I- -I- -I- -I- -I- -I- -I- -I- -I [ SF Ave I HF [SE Dpth[Froude N|Norm Dp | "N" | X-Fall| ZR [Type Ch I.******* I ******* I ******* I ********* I ******* I ******** I ********[*******[******* [***** I******* I I 6.10 3.45 .19 119.82 -I- -I- -I- .0034 .41 I I 6.10 3.45 .19 120.25 -I- -I- -I- .0017 .01 I I .69 .39 .00 120.43 -I- -I- -I- .0000 .00 I I .69 .39 .00 120.44 .00 1 1 .95 1 .00 1.500 1 1 .000 -1 - .00 1 1 . .0 .00 1 1 .00 1 .93 .013 1 1 .00 1 .00 1 PIPE 1 1 1 .00 1 1 1 .95 1 .00 1 1 1.500 1 1 1 .000 1. .00 1 1 1 . .0 1.78 1 1 .00 1 .013 1 1 .00 1 .00 1 PIPE 1 1 1 .00 1 1 1 .31 1 .00 1 1 1.500 1 1 1 .000 - 1. .00 1 1 1 . .0 1.82 .00 .31 .013 .00 .00 1 PIPE .00 .31 .00 1.500 .000 .00 0 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_B Page 1 of 1 Tl QUARRY CREEK Printed: 5/14/201.5 SDB4.WSW T2 STREET 'A' STORM DRAIN SDB4 T3 100-YEAR STORM EVENT SO 1000.000 118.610 1 120,433 R 1069.160 118.960 1 013 WE 1069.160 118.960 2 500 SH 1069.160 118.960 2 118,960 CD 14 1 .000 1, 500 000 ,000 ,000 .00 CD 2 4 1 ,000 1. 500 000 .000 .000 .00 Q 5,500 ,0 .000 .000 0 1. "1*1111 Modif^r5M4/2015 2\mQ PMPM lifi;: ?iiiif P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_B Page 1 of 1 ^i^^^-i... - PMe&..-^imm<f-- MoSled: 5/14/2015 2:03:22 RM PM;*^' a FILE: SDB4.WSW WSPGW- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 5-14-2015 Time: 2: 3:11 QUARRY CREEK STREET 'A' STORM DRAIN SDB4 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert | Depth | Water | Q | Vel Vel | Energy | Super [Critical[Flow Top[Height/|Base Wt[ [No Wth Station j Elev | (FT) | Elev | (CFS) | (FPS) Head 1 Grd.El,j Elev | Depth j Width |Dia.-FT|or I,D,i ZL \Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem [Ch Slope | [ [ [ SF Ave| HF [SE Dpth[Froude N|Norm Dp | "N" [ X-Fall[ ZR |Type Ch *********!*********I********!*********I ********* I ******* I ******* I*********!*******I ******** I ******** I ******* I ******* I***** I******* Illll I I I I I I I I 1000.000 118.610 1.823 120.433 5.50 3.11 .15 120.58 .00 .90 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 69.160 .0051 ,0027 ,19 1,82 ,00 ,96 .013 .00 ,00 PIPE WALL ENTRANCE I II I I I I I I I I I I 1069.160 118.960 1,663 120,623 5.50 3.11 .15 120.77 .00 .90 .00 1.500 .000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_B Page 1 of 1 Tl QUARRY CREEK 0 T2 STORM DRAIN SYSTEM SDDl T3 100-YEAR STORM EVENT SO 1000.000 106.100 1 110.200 R 1041.350 107.000 1 ,013 WE 1041.350 107.000 2 ,500 SH 1041,350 107,000 2 107,000 CD 14 1 ,000 3,000 .000 .000 .000 ,00 CD 2 4 1 .000 3.000 .000 .000 .000 ,00 Q 16,000 ,0 ,000 ,000 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 1 of 1 SDD1.0UT 'Printed: 3/1-2/2015 Modified. 3/12/2015 7 57 33 PM PM« B FILE: SDDl.WSW PAGE Date: 3-12-2015 Time: 7:57:26 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN SYSTEM SDDl 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert | Depth [ Water [ Q | Vel Vel j Energy [ Super [Critical[Flow Top[Height/[Base Wt[ jNo Wth Station | Elev | (FT) | Elev j (CFS) | (FPS) Head j Grd.El.j Elev j Depth | Width |Dia.-FT|or l.D,j ZL jPrs/Pip •I-•I-•I-I L/Elem [Ch Slope [ | | I SF Ave] HF jsE DpthjFroude N|Norm Dp [ "N" | X-Fall[ ZR [Type Ch *********l*********l******** *********!********* *******!*******************************I ******** I ******* I*******I***** I******* Illll I I I I I I I I 1000 000 106,100 4,100 110.200 16.00 2.26 .08 110.28 .00 1.28 .00 3.000 .000 .00 1 .0 -I- -I- -1- -1- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 41.350 .0218 -0006 .02 4.10 .00 .82 .013 .00 ,00 PIPE WALL ENTRANCE , , , , Illll I I I I I I 1 I 1041 350 107,000 3.224 110,224 16.00 2,26 ,08 110.30 ,00 1,28 .00 3.000 .000 .00 0 .0 -I- -(- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 1 of 1 SDE1.WSW Printed: 5/14/2015 Tl QUARRY CREEK T2 STREET 'B' STORM DRAIN SDEl T3 100-YEAR STORM EVENT Modified: 5/14/20154:38:24 PMTM SO 1000.000 97.000 1 101,090 R 1020,910 97.120 1 .013 .000 .000 0 DX 1024,910 97,450 1 2 ,013 3.800 97.450 90.0 .000 R 1052.160 97.590 1 ,013 .000 90,000 0 DX 1056.160 97,950 3 4 ,013 3.100 97.910 90.0 90,000 R 1213.640 98,740 3 ,013 .000 ,000 0 DX 1217,640 99,070 7 .013 R 1489,250 111,040 7 .013 .000 ,000 0 DX 1493,250 111.370 9 8 .013 1,100 111.370 -90.0 ,000 R 1589,760 114,800 9 ,813 .000 ,000 0 R 1632,330 116,300 9 ,013 7.818 .000 0 R 1696,910 118,600 9 ,013 .000 90.000 0 DX 1700,910 118.930 10 .013 90.00 R 1797.770 123.170 10 .013 .000 -90.000 0 DX 1801.770 128.600 12 11 ,013 0,001 128.600 90,0 -90.000 R 1836.270 128.770 12 ,013 ,000 .000 0 DX 1840,270 129.100 12 12 .013 3.400 129.100 90,0 39.000 R 1885,930 130.100 12 .013 52.334 .000 0 R 2130,750 136,000 12 .013 ,000 .000 0 DX 2136,750 136.500 12 .013 -39.000 R 2173.570 136.680 12 .013 ,000 .000 0 DX 2179.570 137.180 12 .013 40.000 R 2442.030 138.490 12 .013 -16.100 .000 0 DX 2446.030 138.820 12 .013 R 2560.410 139.390 12 .013 .000 .000 0 DX 2564.410 139.720 12 12 .013 6.200 139.720 90.0 66.000 R 2601.910 142.250 12 .013 .000 ,000 0 WE 2601.910 142.250 13 .500 SH 2601.910 142.250 13 142.250 CD 14 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 ,000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 1.500 .000 .000 .000 .00 CD 6 4 1 .000 1.500 ,000 ,000 ,000 .00 CD 7 4 1 .000 1.500 ,000 ,000 ,000 ,00 CD 8 4 1 .000 1.500 ,000 ,000 ,000 ,00 P:\2468,20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_E Pagel of2 SDE1.WSW Printed: 5/14/2015 Modified: 5/14/2015 4:38:24 PM PIVI CD 9 4 1 ,000 1,500 ,000 .000 .000 .00 CD 10 4 1 .000 1.500 .000 ,000 .000 ,00 CD 11 4 1 ,000 1.500 .000 ,000 .000 ,00 CD 12 4 1 ,000 1.500 .000 .000 .000 ,00 CD 13 4 1 .000 1,500 .000 ,000 .000 .00 CD 14 4 1 ,000 2.000 .000 ,000 .000 .00 CD 15 4 1 ,000 2,000 .000 .000 .000 .00 7.600 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_E Page 2 of 2 SDE1.0UT Printed: 5/14/2015 Modified: 5/14/20154:38:57 PM PM FILE: SDEl.WSW Date: 5-14-2015 Time: WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'B' STORM DRAIN SDEl 100-YEAR STORM EVENT ************************************************************************************************************************** Station L/Elem ********* 1000.000 20.910 1020.910 DUNCT STR 1024.910 27.250 SO^'Z. 1052.160 DUNCT STR 1056.160 157.480 1213.640 DUNCT STR 1217.640 48.942 Invert Elev Ch Slope ********* 97.000 .0057 97.120 .0825 97.450 .0051 97.590 .0900 97.950 .0050 98.740 .0825 99.070 .0441 Depth (FT) ******** 4.090 4.000 3.785 3.715 3.343 2.867 1.043 Water Elev ********* 101.090 101.120 101.235 101.305 101.293 101.607 100.113 Q (CFS) ********* 25.20 25.20 21.40 21.40 18.30 18.30 18.30 Vel (FPS) Vel Head 3.57 SF Ave ******* I ******* 3.57 .20 -I- .0014 .20 .0012 .14 .0010 3.03 .14 -I- .0015 3.73 .22 -I- .0020 3.73 .22 3.03 13.95 3.02 .0441 Energy Grd.El. HF ********* 101.29 .03 101.32 .00 101.38 .03 101.45 .01 101.51 .31 101.82 103.14 2.16 Super Elev SE Dpth ******* .00 4.09 .00 4.00 .00 3.78 .00 .00 .00 3.34 .00 2.87 .00 1.04 Critical Depth Froude N ******** 1.62 .00 1.62 .00 1.49 .00 1.49 .00 1.45 .00 1.45 .00 1.45 2.52 Flow Top Width Norm Dp ******** .00 1.50 .00 .00 1.41 .00 .00 1.44 .00 1.38 1.04 Height/ Dia.-FT "N" 3.000 .013 3.000 .013 3.000 .013 3,000 .013 2.500 .013 2.500 .013 1.500 .013 Base Wt or l.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PAGE 1 4:38:43 ******** No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 PIPE 1 PIPE 1 PIPE 1 .0 PIPE 1 .0 PIPE 0 0 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_E Page 1 of 7 Printed: 5/14/2015 SDE1.0UT Modified: 5/14/20154:38:57 PM PM I 1266.582 101.227 -I- -I- 97.026 .0441 I I 1363.608 105.503 -I- -I- 82.165 .0441 0 FILE: SDEl.WSW 1.043 102.270 1.046 106.549 1.38 1.04 1.38 1.500 .013 1.500 .000 -I .00 I 18.30 13.95 3.02 105.29 .00 1.45 •I- -I- -I- -I- -I- -I- .0439 4.26 1.04 2.52 II III 18.30 13.90 3.00 109.55 .00 1.45 -I- -I- -I- -I- -I- -I- -I- .0413 3.40 1.05 2.51 1.04 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'B' STORM DRAIN SDEl 100-YEAR STORM EVENT *************************************************** + ********************************************************************** .013 00 00 000 .00 -I- .00 .00 1 .0 I- PIPE I 1 .0 I- PIPE PAGE 2 Date: 5-14-2015 Time: 4:38:43 Station L/Elem ********* 1445.773 27.899 1473.672 15.578 1489.250 DUNCT STR 1493.250 1.998 1495.248 94.512 Invert Elev Ch Slope ********* 109.124 .0441 110.353 .0441 111.040 .0825 111.370 .0355 111.441 .0355 Depth (FT) ******** 1.094 1.145 1.203 1.081 1.081 Water Elev ********* 110.218 111.499 112.243 112.451 112.522 Q (CFS) ********* 18.30 18.30 18.30 17.20 17.20 Vel (FPS) Vel Head SF Ave ******* I ******* 13.25 2.73 -I- .0370 12.64 2.48 -I- .0333 12.05 2.25 -I- .0336 12.62 2.47 - -I- .0355 12.62 2.47 -I- .0348 Energy Grd.El. HF ********* 112.95 1.03 113.98 .52 114.50 .13 114.92 .07 114.99 3.29 Super Elev SE Dpth ******* .00 1.09 .00 1.15 .00 1.20 .00 1.08 .00 1.08 Critical Depth Froude N ******** 1.45 2.29 1.45 2.09 1.45 1.88 1.44 2.21 1.44 2.21 Flow Top Width Norm Dp ******** 1.33 1.04 1.27 1.04 1.20 1.35 1.08 1.35 1.08 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or l.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR ** ** * .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ******** No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_E Page 2 of 7 SDE1.0UT Printed: 5/14/2015 Modified:,.5/14/2015 4:38:57vBM PM. 1589.760 42.570 1632.330 14.129 1646,459 24.641 1671.099 114.800 .0352 116.300 .0356 116,803 .0356 117.681 1.098 1.123 1,140 1,196 115,898 117.423 117.943 118.877 17.20 17.20 17.20 17.20 12.41 2.39 .0333 12.12 2.28 .0318 11,93 2.21 .0297 11.38 2.01 118.29 1.42 119.70 .45 120.15 .73 120.89 .02 1.12 .00 1,12 ,00 1,14 .00 1.44 2.14 1.44 2.04 1.44 1.98 1.44 1.33 1,08 1,30 1,08 1,28 1.08 1.21 1.500 .013 1.500 .013 1.500 .013 1.500 .000 .00 .000 .00 ,000 ,00 .000 .00 .00 .00 .00 ,00 ,00 .00 13,684 ,0356 0 FILE: SDEl.WSW ,00 .00 .0269 .37 1.20 1,79 1.08 .013 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'B' STORM DRAIN SDEl 100-YEAR STORM EVENT ************************************************************************************************************************** I Invert [ Depth | Water [ Q [Vel Vel | Energy | Super [Critical[Flow Top[Height/[Base Wtj Station I Elev I (FT) [ Elev | (CFS) | (FPS) Head [ Grd.El,! Elev | Depth [ Width [Dia.-FT|or l.D.[ ZL -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- L/Elem ICh Slope I I I I SF Avej HF |SE Dpth[Froude N[Norm Dp 1 "N" [ X-Fall| ZR ************************** I ********* I ********* I ******* I*******[****************I ******** I ******** I ******* I ******* I***** llli I I I I I I I 1684.783 118.168 1.260 119.428 17.20 10.85 1.83 121.26 .00 1.44 1.10 1.500 .000 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE PAGE ; Date: 5-14-2015 Time: 4:38:43 ******** I No Wth IPrs/Pip I [Type Ch ******* •I-•I-•I-•[• 8.290 .0356 .0247 .21 1.26 1.59 I 1693.074 118.463 1,336 119,799 17,20 10,34 1.66 121.46 .00 1.44 •I- 1.08 .013 I .94 1.500 .00 .00 I .000 .00 I- 3.836 .0356 llli 1696,910 118.600 1,442 120.042 •I- -I- -1- -I- -I .0236 .09 1.34 I III 17.20 9,86 1,51 121,55 1,50 1,37 1.08 .013 .00 .00 llli 1.44 .58 1.500 .000 .00 I- DUNCT STR .0825 1.50 1,00 ,013 .00 ,00 1 .0 I- PIPE I 1 .0 I- PIPE I 1 .0 I- PIPE P:\2468.20\Engf\Reports\DRAIN-FE\HYDRA\WSPGW\SD_E Page 3 of 7 SDE1.0UT 1700.910 118.930 .986 23.538 ,0438 1724.448 119,960 .978 47.921 .0438 1772.369 122.058 .938 25.401 .0438 1797,770 123.170 .902 DUNCT STR 1.3575 1801,770 128.600 1,442 1,025 ,0049 1802,795 128,605 1.500 33.475 .0049 Printed: 5A14/2015' 119,916 120.938 122.996 124.072 130.042 130.105 Modified: 5/14/2015 4:38:57 PM PM 17,20 13.96 1 3,03 1 .0459 17,20 14.10 1 3.08 .0494 17,20 14,78 1 3.39 _ 1. .0557 17,20 15,50 1 3.73 .0412 17,20 9,86 1 1.51 .0242 17.20 9,73 1 1.47 -1 .0259 122,94 1.08 124.02 2.37 126.39 1.41 127.80 .16 131.55 .02 131,58 .87 .00 1.44 1.42 1.500 .000 ,00 1 .0 .99 2.64 1.00 .013 .00 ,00 PIPE .00 1.44 1.43 1.500 .000 ,00 1 .0 .98 2.69 1.00 .013 .00 .00 PIPE ,00 1.44 1.45 1.500 .000 .00 1 .0 .94 2.91 1.00 .013 .00 .00 PIPE 1.50 1,44 1.47 1,500 ,000 .00 1 .0 1.50 3,14 ,013 ,00 ,00 PIPE .00 1.44 ,58 1,500 ,000 ,00 1 .0 1.44 1.00 1.50 ,013 ,00 ,00 PIPE .00 1.44 .00 1,500 .000 ,00 1 ,0 1.50 .00 1.50 .013 ,00 .00 PIPE E FILE: SDE1,WSW PAGE 4 Date: 5-14-2015 Time: 4:38:43 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'B' STORM DRAIN SDEl 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Super I Critical I Flow Top[Height/[Base Wtj |No Wth Elev I Depth I Width |Dia.-Fljor l.D.j ZL [Prs/Pip Station Invert Elev Depth (FT) Water Elev Q (CFS) Vel (FPS) Vel Head Energy | Grd.El.I L/Elem ********* Ch Slope ********* ******** ********* ********* ******* SF Ave ******* HF 1 ********* 1 -I [Type Ch ******* 1836.270 128,770 -I- -I DUNCT STR ,0825 2,233 131,003 17,20 9,73 1,47 132,47 -I- .0220 SE DpthIFroude N[Norm Dp [ "N" [ X-Fall1 ZR ******* I ******** I ******** I ******* I ******* I***** I I llli ,00 1,44 .00 1,500 .000 .00 1 -I- -I- -I- -I- -I- -I- I- 09 .00 ,00 ,013 ,00 .00 PIPE ,0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_E Page 4 of 7 SDE1.0UT 1840.270 45.660 1885,930 193,439 2079.369 HYDRAULIC 2079,369 9.838 2089.208 21.977 2111.184 11,352 2122.537 6,083 2128,620 129,100 .0219 130.100 .0241 134,762 DUMP 134,762 .0241 134.999 .0241 135.528 .0241 135.802 .0241 135,949 Printed: 5/14/2015 Modified: 5/14/20154:38:5:7 PM PM 3,039 2.971 1,647 1,109 1,109 1,163 1.222 1.290 132.139 133.071 136.409 135.871 136.108 136.692 137.024 137.239 13.80 13.80 13,80 13,80 13.80 13.80 13.80 13.80 7.81 7.81 7,81 .95 133.09 .00 1 38 ,0173 .79 .00 .00 .95 134.02 .00 1 38 .0173 3.34 2.97 .00 .95 137.36 .00 1 .38 9.85 9.84 9.39 8.95 8.53 1.51 .0214 1.50 .0203 1.37 .0183 1.24 .0167 1.13 137.38 .21 137.61 .45 138.06 .21 138.27 .10 138.37 .00 1.500 .000 .00 1 .0 1.10 .013 .00 ,00 PIPE .00 1.500 .000 ,00 1 .0 1.06 .013 .00 .00 PIPE .00 1.500 .000 .00 1 .0 2.130 .0241 E FILE: SDEl.WSW .00 1.38 1 1.32 1.500 .000 .00 1 .0 1.11 1.68 1 1.06 .013 ,00 ,00 PIPE .00 1 1.38 1 1.32 1.500 .000 ,00 1 ,0 1.11 1.68 1 1.06 .013 .00 .00 PIPE .00 1 1,38 1 1.25 1.500 .000 .00 1 ,0 1.16 1,53 1 1.06 .013 .00 .00 PIPE .00 1 1,38 1 1.17 1.500 .000 .00 1 .0 1.22 1.37 1 1.06 .013 .00 .00 PIPE .00 1 1.38 1 1.04 1.500 ,000 .00 1 ,0 1.29 1.21 1.06 .013 .00 .00 PIPE PAGE 5 Date: 5-14-2015 Time: 4:38:43 .0155 .03 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'B' STORM DRAIN SDEl 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Vel Vel I Energy | Super [Critical 1 Flow Top|Height/[Base Wt| |No Wth I Invert | Depth 1 Water | Q P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_E Page 5 of 7 SDE1.0UT station L/Elem 2130.750 DUNCT STR 2136,750 4,213 2140,963 32,607 2173.570 DUNCT STR 2179.570 262.460 2442.030 DUNCT STR 2446.030 114.380 2560.410 DUNCT STR 2564,410 37.500 Elev Ch Slope 136.000 .0833 136.500 .0049 136.521 .0049 136.680 .0833 137.180 .0050 138.490 ,0825 138,820 .0050 139.390 .0825 139,720 .0675 Printed: 5/14/2015 (FT) [ Elev I (CFS) I (FPS) Modified: 5/14/20154:38:57 PM PM^ 1,376 1.376 1.500 1.903 1,507 4,807 4,546 5.950 6,984 137.376 137.876 138.021 138.583 138.687 143.297 143.366 145.340 146.704 ********* 13.80 13.80 13.80 13.80 13.80 13.80 13.80 13.80 7.60 Head 8.13 8,13 7,81 7,81 7.81 7.81 7.81 7.81 4.30 SF Ave ******* 1.03 1.03 .0155 .95 .0167 .95 .0173 .95 .0173 .95 .0173 .95 ,0173 .95 .0112 .29 .0052 Grd.El, HF ********* 138.40 138.90 .07 138.97 .54 139.53 .10 139.63 4.53 144.24 .07 144,31 1,97 146,29 ,04 146.99 .20 Elev SE Dpth 1.50 1.50 .00 1.38 .00 1.50 .00 .00 .00 .00 .00 4.81 .00 4.55 .00 .00 .00 6.98 Depth I Width |Dia.-FT|or l.D Froude N 1.38 1.00 1.38 1.00 1.38 ,00 1,38 ,00 1,38 1.38 ,00 1,38 .00 1.38 .00 1.07 Norm Dp .83 .83 1.50 .00 1.50 .00 .00 1.50 .00 1.50 .00 ,00 ,54 "N" 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .000 ,00 ,000 .00 .000 .00 .000 ZL ZR ** * * * .00 .00 .00 .00 .00 ,00 ,00 ,00 ,00 .00 .00 .00 .00 ,00 ,00 ,00 .00 Prs/Pip Type Ch ******* 1 ,0 PIPE 1 ,0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_E Page 6 of 7 SDE1.0UT Printed: 5/14/2015 Modified: 5/.14/20154i3'8:57 PM PM FILE: SDEl.WSW Date: 5-14-2015 Time: PAGE 6 4:38:43 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'B' STORM DRAIN SDEl 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert [ Depth | Water | Q | Vel Vel | Energy | Super [Critical[Flow Top[Height/[Base Wt| [No Wth Station Elev | (FT) [ Elev [ (CFS) i (FPS) Head j Grd.El.| Elev j Depth | Width [Dia,-FT|or I,D,| ZL |Prs/Pip -I- -[- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- -I- -I L/Elem |Ch Slope [ | | | SF Ave| HF [SE Dpth[Froude N|Norm Dp | "N" | X-Fall| ZR [Type Ch ********* I ********* I ******** I ********* I ********* I ******* I ******* I ********* I ******* I ******** I ******** I ******* I ******* I***** I******* WALL ENTRANCE Illll I I I I I I I I 2601 910 142.250 4.651 146.901 7,60 4,30 ,29 147,19 ,00 1.07 .00 1.500 .000 .00 0 .0 -[- -[- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_E Page 7 of 7 SDE2.WSW Printed: 5/14/2015 - Modified:'5/14/2015 4:49:22 PM PM I Tl QUARRY CREEK T2 STORM DRAIN E2 T3 100-YEAR STORM EVENT SO 1000. 000 97.950 1 101.305 R 1003. 250 98.110 1 ,013 DX 1007 250 98.440 6 5 ,013 2 700 98.1 R 1022.600 99.450 6 .013 WE 1022 600 99,450 4 ,500 SH 1022 600 99.450 4 98.110 CD 1 4 1 .000 1.500 ,000 ,000 ,000 .00 CD 2 4 1 .000 1, 500 ,000 ,000 ,000 .00 CD 3 4 1 .000 1, 500 ,000 .000 ,000 .00 CD 4 4 1 .000 1, 500 .000 ,000 .000 .00 CD 5 4 1 .000 1, 500 .000 .000 .000 .00 CD 6 4 1 .000 1. 500 .000 .000 .000 .00 Q 0.310 0 .000 .000 0 90.0 45.000 .000 .000 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_E Page 1 of 1 3 FILE: SDE2.WSW SDE2.0UT iiiis Printed: 15-/.W20T5' • Modified: 5/14/20.15 4:49:55PM-PM PAGE 1 Date: 5-14-2015 Time: 4:49:46 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN E2 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert j Depth [ Water [ Q [Vel Vel | Energy | Super [Critical|Flow Top|Height/[Base Wt[ [No Wth Station Elev (FT) | Elev | (CFS) j (FPS) Head | Grd.El.| Elev | Depth | Width [Dia.-FT|or l.D,[ ZL |Prs/Pip -I- -[- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem Ch Slope j j | | SF Ave[ HF |SE Dpth[Froude N[Norm Dp | "N" | X-Fall[ ZR [Type Ch *********|*********|******** *************************[****************I*******(********[********I ******* I ******* I***** [******* I I I I I I I I I 3.01 1.70 .05 101.35 .00 .66 .00 1,500 ,000 ,00 1 ,0 -I- -1- -I- -I- -I- -I- -1- -I- -I- I- ,0008 .00 3.36 .00 .36 .013 .00 .00 PIPE I I I I I 1 I I I 3.01 1.70 .05 101.35 .00 .66 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .0004 .00 .00 .00 .013 ,00 .00 PIPE I I I I I I I i I 31 .18 ,00 101,40 ,00 ,21 ,00 1,500 ,000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .0000 .00 2.96 .00 .11 ,013 .00 .00 PIPE I I 1000.000 97.950 -I- -I 3.250 .0492 I I 1003.250 98.110 -I- -I DUNCT STR .0825 I I 1007.250 98.440 3.355 101.305 I- 3.198 101.308 I- I 2.958 101.398 -1- -I- 15.350 .0658 WALL ENTRANCE I 1022.600 99.450 1.949 101.399 -I- -I- .31 .18 .00 101.40 .00 .21 .00 1.500 I I .000 .00 0 -I- I- .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_E Page 1 of 1 SDE3.WSW Printed: 11/26/2014 Modified: 11/26/2014 8:19:54 AMAM Tl QUARRY CREEK 0 T2 STORM DRAIN E3 T3 100-YEAR STORM EVENT SO 1000.000 111.370 1 112.451 R 1023.790 115,000 1 ,013 .000 .000 0 WE 1023.790 115,000 2 ,500 SH 1023.790 115.000 2 115,000 CD 1 4 1 .000 1.500 ,000 ,000 ,000 .00 CD 2 4 1 ,000 1.500 ,000 ,000 ,000 .00 Q 1,150 ,0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_E Page 1 of 1 lliiiiiliilH Printed: il/26/2014i ,1 si(,i,ii,<iiiiiii n 0 FILE: SDE3.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 I I I'i 11 i|>|!|:i;|<;illl;:!' - nil" Modified: lT/26/2m8:20: PAGE 1 Date:11-26-2014 Time: 8:20: 9 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN E3 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Station L/Elem ********* Invert Elev Ch Slope 1000.000 111,370 1.081 .300 ,1526 1000.300 111,416 1.034 .274 ,1526 1000.575 111.458 .991 ,254 .1526 1000,828 111.496 .951 ,240 .1526 1001,068 111.533 .913 ,226 .1526 1001,294 111.567 .877 ,205 .1526 1001,499 111.599 .844 ,197 .1526 Depth (FT) ******** Water Elev ********* 112.451 112.450 112.449 112.448 112.446 112.445 112.443 Q (CFS) ********* 1.15 1.15 1.15 1.15 1.15 1.15 1.15 Vel Vel (FPS) Head SF Ave ******* j ******* .84 .01 -1- .0002 .88 I- .01 .0002 .93 .01 -I- .0002 .97 .01 1.02 1.07 1.12 .0002 .02 .0003 .02 .0003 .02 .0003 Energy Grd.El. HF 112.46 .00 112.46 .00 112.46 .00 112.46 .00 112.46 .00 112.46 .00 112.46 ,00 Super Elev SE Dpth ******* .00 1.08 .00 1.03 .00 .99 .00 .95 .00 .91 ,00 .88 .00 .84 Critical Depth Froude N .40 .15 .40 .16 ,40 .18 .40 .19 .40 .21 .40 .22 .40 .24 Flow Top Width Norm Dp ******** 1.35 .17 1.39 .17 1.42 .17 1.45 .17 1.46 .17 1.48 .17 1,49 .17 Height/ Dia.-FT "N" ******* 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 ,013 Base Wt or l.D. X-Fall .000 .00 .000 .00 .000 .00 ,000 .00 .000 .00 .000 .00 .000 .00 ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 ,00 .00 .00 .00 .00 .00 0 0 No Wth Prs/Pip Type Ch 1 .0 PIPE 1 PIPE 1 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 ,0 PIPE P:\2468.20\Engr\Reports\DRAlN-FE\HYDRA\WSPGW\20140807\SD_E Page 1 of 5 Printed: 11/2B/?6'i4 SDE3.0UT ^psapiiliiK^ Modified: 11/26/2014 8&0;,18^AM AM 1001.696 111.629 .812 112.441 1.15 1.18 .02 112.46 -I- -I- -I- -I- -I- -I- .00 •I-.110 ,1526 I I 1001.806 111.646 HYDRAULIC DUMP a FILE: SDE3.WSW ,781 112,427 -I- -I-1,15 1,24 .0004 I .02 .00 .81 .26 I I 112.45 .00 ,40 1,49 1,500 1 1 .000 1 .00 1 1 _ ,17 ,013 1 1 .00 .00 1 PIPE 1 1.50 1 1 1,500 .000 .00 1 1 •I-I- PAGE 2 Date:ll-26-2014 Time: 8:20: 9 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN E3 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Station L/Elem ********* 1001.806 7.439 1009,245 3,674 1012,920 2,286 1015,205 1.622 1016.828 1,222 Invert Elev Ch Slope ********* 111.646 .1526 112.781 ,1526 113,341 ,1526 113,690 ,1526 113,938 ,1526 Depth (FT) ******** .174 .180 .186 .192 .198 Water Elev 111.820 112.961 113.527 113.882 114.136 Q (CFS) 1.15 1.15 1.15 1.15 1.15 Vel (FPS) Vel Head SF Ave *******!******* 10.05 1.57 -I- ,1373 9.55 1.42 9.11 8.68 8.28 .1192 1.29 .1040 1.17 ,0907 1,06 ,0791 Energy Grd,El, HF ********* 113.39 1.02 114.38 .44 114.82 .24 115.05 .15 115.20 .10 Super Elev SE Dpth ******* .00 .17 .00 .18 .00 .19 .19 .00 .20 Critical Depth Froude N ,40 5.13 .40 4.79 .40 4.49 .40 4.21 .40 3.95 Flow Top Width Norm Dp ******** .96 .17 .98 .17 .99 .17 1.00 .17 1.02 .17 Height/ Dia.-FT "N" 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 Base Wt or l.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 ,000 .00 ZL ZR *** ** .00 ,00 ,00 .00 .00 .00 .00 .00 ,00 ,00 No Wth Prs/Pip Type Ch ******* 1 ,0 PIPE 1 .0 PIPE 1 ,0 PIPE 1 .0 PIPE 1 .0 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_E Page 2 of 5 SDE3.0UT Printed: 11/26/2014 • Modified: 11/26/2014 8:20:18.AM AM 1018.050 ,971 1019,021 .792 1019.812 .658 1020.470 114.124 .1526 114.272 .1526 114.393 .1526 114.493 ,205 ,212 ,219 .226 114.329 114,484 114.612 114,720 1,15 1,15 1.15 1.15 7.90 .97 .0691 7.53 ,88 7.18 .0604 .80 6.84 .0527 .73 I- 115.30 .07 115.36 .05 115.41 .03 115.45 .00 .21 .00 .21 .00 .22 .00 .40 3,70 ,40 3,47 .40 3.25 .40 1.03 .17 1.05 .17 1.06 .17 1.07 1.500 .013 1.500 .013 1,500 ,013 1.500 .000 .00 .000 ,00 ,000 ,00 .000 .00 ,00 .00 .00 ,00 .00 .00 .545 .1526 FILE: SDE3.WSW ,00 ,00 .0460 .03 ,23 3,05 ,17 ,013 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN E3 100-YEAR STORM EVENT ************************************************************************************************************************** I Invert | Depth [ Water [ Q | Vel Vel [ Energy j Super [Critical[Flow Top|Height/|Base Wt[ Station | Elev | (FT) [ Elev [ (CFS) | (FPS) Head [ Grd.El.[ Elev [ Depth | Width [Dia.-FT|or l.D.[ ZL -I- -[- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- • L/Elem Ch Slope j | I | SF Ave| HF [SE Dpth|Froude N[Norm Dp | "N" [ X-Fall| ZR *********l*********|******** *************************[*******************************I********[*******I ******* I***** Illll I I I I I I I 1021.015 114.577 .234 114.811 1.15 6,52 ,66 115,47 ,00 ,40 1,09 1,500 ,000 ,00 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE PAGE ] •I-I- ,464 ,1526 I I 1021,479 114,647 .0402 ,02 I .242 114.889 1.15 6.22 .60 115.49 •I .23 2.86 I .00 .40 •I-.397 .1526 I I 1021,876 114,708 .0351 .01 I .250 114.958 1.15 5.93 ,55 115,50 ,24 2.68 I .00 .40 .342 .1526 .0306 .01 .25 2.51 .17 Date:ll-26-2014 Time: 8:20: 9 [No Wth IPrs/Pip I [Type Ch I ******* I 1 .0 I- PIPE I 1 .0 I- PIPE I 1 .0 I- PIPE .17 .013 I 1.10 1,500 ,00 .00 I .000 .00 .17 ,013 I 1,12 1,500 .00 .00 I ,000 ,00 ,013 ,00 ,00 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_E Page 3 of 5 SDE3.0UT Printed: 11/26/2014 Modified: 11/26/2014 8:20:18 AM AM 1022.217 114.760 ,258 115. 018 ,287 .1526 1022,505 114.804 .267 115. 071 .248 ,1526 1022.753 114,842 .276 115. 118 .214 ,1526 1022,967 114,874 .285 115. 160 ,178 ,1526 1023,144 114,902 .295 115. 197 .152 ,1526 1023.297 114,925 .305 115 230 .130 .1526 FILE: SDE3.WSW 1,15 5.66 .50 .0268 1,15 5.39 1 .45 1 -.0234 1,15 5.14 1 .41 - 1 -.0204 1.15 4.90 1 .37 .0178 1.15 4.67 1 .34 - 1" .0156 1.15 4.46 .31 115.51 .01 115.52 .01 115.53 .00 115.53 .00 115.54 .00 115.54 .0136 .00 .00 ,40 1.13 1.500 .000 .00 1 .0 ,26 2,35 .17 .013 .00 ,00 PIPE ,00 .40 1.15 1.500 .000 ,00 1 .0 .27 2.20 .17 .013 ,00 .00 PIPE .00 .40 1.16 1.500 ,000 ,00 1 .0 ,28 2.07 .17 .013 ,00 ,00 PIPE .00 .40 1.18 1,500 ,000 .00 1 .0 .29 1,94 ,17 ,013 ,00 ,00 PIPE ,00 .40 1.19 1,500 ,000 .00 1 .0 ,30 1.81 .17 ,013 ,00 .00 PIPE ,00 .40 1.21 1,500 ,000 .00 1 .0 .31 1.70 .17 .013 .00 .00 PIPE PAGE 4 Date:11-26-2014 Time: 8:20: 9 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN E3 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Station Invert Elev Depth (FT) Water Elev Q (CFS) Vel (FPS) Vel Head Energy Grd.El. Super [Critical[Flow Top[Height/[Base Wt[ Elev 1 Depth i Width |Dia,-FTjor I,D,| ZL [No Wth 1Prs/Pip 1 L/Elem ********* Ch Slope ********* ******** ********* ********* - ******* _ SF Ave ******* HF ********* -1 - " 1" 1 1 1 SE DpthIFroude N|Norm Dp [ "N" [ X-Fall| ******* 1********1 ******** 1*******1*******! 1 1 III ZR * ** ** I |Type Ch 1 1023.426 114.945 .315 115,260 1.15 4,25 .28 115.54 Illll ,00 .40 1.22 1.500 .000 -1- -1- -1- -1- 1 .00 1 1 ,0 1 - .103 .1526 .0119 .00 .32 1.59 .17 .013 .00 .00 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_E Page 4 of 5 SDE3.0UT 1023.529 114,960 ,086 .1526 1023.615 114.973 .063 .1526 1023.678 114.983 .049 .1526 I 1023.728 114,990 -I- .037 ,1526 1 1023,765 114.996 -I- ,019 .1526 1023,784 114,999 -I- ,006 .1526 WALL ENTRANCE I 1023.790 115.000 Prihted:-11/26'/2014 Modified: 11/26/2014 8:20:18 AM AM^ .326 .337 ,349 .361 .373 .386 ,402 115.286 115.310 115.332 115,352 115,369 115,385 115,402 1,15 4.05 1 .25 1 .0104 1.15 3.86 1 ,23 1 ,0091 1,15 3,68 ,21 ,0080 1,15 3,51 1 ,19 ,0070 1,15 3,35 ,17 ,0061 1,15 3,19 .16 .0053 1.15 3.02 -1 .14 115.54 .00 115.54 .00 115,54 ,00 115.54 .00 115.54 .00 115.54 .00 115.54 .00 .40 1,24 1,500 .000 .00 1 .0 .33 1,49 ,17 ,013 ,00 .00 PIPE .00 ,40 1,25 1,500 ,000 ,00 1 .0 .34 1,40 ,17 ,013 ,00 .00 PIPE .00 ,40 1,27 1,500 ,000 ,00 1 .0 .35 1,31 ,17 .013 ,00 ,00 PIPE .00 .40 1.28 1.500 ,000 ,00 1 .0 .36 1,22 .17 .013 ,00 ,00 PIPE .00 ,40 1.30 1.500 ,000 .00 1 .0 .37 1,15 .17 .013 ,00 ,00 PIPE .00 ,40 1,31 1,500 ,000 .00 1 .0 .39 1,07 ,17 ,013 .00 .00 PIPE .00 ,40 1,33 1,500 .000 .00 0 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_E Page 5 of 5 SDFIWSW Printed: 3/13/2015 Tl QUARRY CREEK T2 STORM DRAIN Fl T3 100-YEAR STORM DRAIN SO 1000,000 98,100 1 99.000 R 1180,060 99,430 1 ,013 -48.799 .000 0 R 1202,390 99,600 1 ,013 .000 .000 0 DX 1206,390 99.930 2 ,013 R 1359,950 101.040 2 ,013 .000 ,000 0 R 1432.890 101,560 2 ,013 22.230 .000 0 R 1479,050 101.890 2 ,013 .000 90,000 0 R 1490,140 101.980 2 ,013 -2.997 ,000 0 DX 1494.140 102.480 4 3 ,013 20 200 102.480 -90.0 R 1496.890 103.290 4 .013 .000 ,000 0 DX 1500,890 103.620 6 5 .013 1 800 103.620 -87 R 1623,310 104.240 6 ,013 .000 .000 0 WE 1623.310 104,240 7 .500 SH 1623,310 104,240 7 104.240 CD 14 1 ,000 2. 500 .000 ,000 .000 .00 CD 2 4 1 ,000 2, 500 ,000 ,000 .000 ,00 CD 3 4 1 .000 1, 500 .000 ,000 .000 ,00 CD 4 4 1 ,000 1, 500 .000 .000 .000 ,00 CD 5 4 1 ,000 1, 500 .000 .000 .000 ,00 CD 6 4 1 ,000 1, 500 .000 .000 ,000 ,00 CD 7 4 1 ,000 1. 500 ,000 .000 .000 ,00 Q 11,000 .0 Modified: 3/13/2015 1:33:20 PM PM P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_F Page 1 of 1 SDF1.0UT Printed: 3/.1'3/201'5 ModifiM: 3/13/2015 1:33:51 PM PM 0 FILE: SDFl.WSW PAGE 1 Date: 3-13-2015 Time: 1:33:42 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN Fl 100-YEAR STORM DRAIN ************************************************************************************************************************** ******** Station L/Elem 1000,000 64,569 1064,569 16,078 1080.646 34,092 1114.738 25,219 1139,957 21,092 1161,049 19,011 1180.060 4.680 Invert Elev Ch Slope 98,100 ,0074 98,577 ,0074 98,696 .0074 98,948 ,0074 99,134 .0074 99,290 ,0074 99,430 ,0076 Depth (FT) 1.919 1.919 1.903 1.817 1.739 1.666 1.599 Water Elev ********* 100.019 100.496 100.599 100.765 100.873 100.956 101.029 Q (CFS) ********* 33.00 33.00 33.00 33.00 33.00 33.00 33.00 Vel Vel (FPS) Head SF Ave ******* I ******* 8,16 1,03 8,16 ,0074 1,03 8,23 ,0075 1,05 8,63 ,0079 1,16 9,05 ,0089 1,27 9.49 ,0100 1,40 9,96 .0112 1.54 .0120 Energy Grd.El, HF 101,05 ,48 101.53 .12 101.65 .27 101,92 .22 102,15 .21 102,36 ,21 102.57 ,06 Super Elev SE Dpth ******* ,02 1.94 .02 1.94 .02 1.92 .02 1.84 ,03 1,77 ,03 1.70 .00 1,60 Critical Depth Froude N ******** 1,96 1,04 1,96 1,04 1.96 1,06 1.96 1.16 1.96 1.27 1.96 1.38 1,96 1.49 Flow Top Width Norm Dp ******** 2.11 1.92 2.11 1.92 2.13 1.92 2.23 1,92 2.30 1,92 2,36 1,92 2,40 1,89 Height/ Dia,-FT "N" 2,500 ,013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 Base Wt or l.D, X-Fall ******* ,000 ,00 .000 .00 ,000 ,00 ,000 ,00 ,000 ,00 ,000 .00 .000 ,00 ZL ZR ,00 ,00 ,00 ,00 ,00 ,00 ,00 ,00 ,00 ,00 ,00 ,00 ,00 .00 No Wth Prs/Pip Type Ch 1 ,0 PIPE 1 .0 PIPE 1 .0 PIPE 1 ,0 PIPE 1 .0 PIPE 1 .0 PIPE 1 ,0 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_F Page 1 of 4 Printed: 3/13/2015 SDF1.0UT Modified: 3/13/2015 1:33:51 PM™ Illll I I I I I I I I 1184.740 99,466 1,582 101,048 33,00 10,07 1,58 102.62 .00 1.96 2.41 2,500 .000 ,00 1 .0 •I-17.650 .0076 I I 1202.390 99.600 DUNCT STR ,0825 a FILE: SDF1,WSW ,0130 .23 I 1.58 1.52 1.520 101,120 33,( 10,57 1,73 102.85 1.89 2.44 ,013 2,500 .013 .00 I .00 PIPE I .000 .00 -I- .00 .00 .00 1,96 -I- -I- -I ,0105 ,04 1,52 1,65 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN Fl 100-YEAR STORM DRAIN ************************************************************************************************************************** PIPE PAGE Date: 3-13-2015 Time: 1:33:42 Station L/Elem 69,935 1429,885 3.005 1432,890 23.197 Invert Elev Ch Slope ,0071 101,539 .0071 101.560 .0071 Depth (FT) 1,951 1,948 Water Elev ********* 103.489 103.508 Q (CFS) ********* 33.00 33.00 Vel (FPS) Vel Head SF Ave ******* I ******* 1206.390 99,930 1,938 101.868 33,00 8,08 1.01 102.88 .00 1.96 2 09 2,500 .000 147.726 .0072 .0072 1.07 1.94 1.02 1 94 .013 .00 1354,116 100,998 1,938 102.936 33,00 8,08 1.01 103.95 .00 1.96 2 09 2.500 .000 5,834 ,0072 .0072 .04 1.94 1.02 1 94 .013 .00 1359,950 101,040 1.951 102,991 33,00 8,03 1.00 103.99 .02 1.96 2 07 2.500 .000 8.03 8.04 .0071 1.00 .0071 1.00 .0071 Energy Grd.El. HF ,50 104,49 ,02 104,51 .17 Super Elev SE Dpth 1,97 ,02 1.97 ,00 1,95 Critical Depth Froude N 1.00 1.96 1.00 1.96 1.01 Flow Top Width Norm Dp 1.95 2.07 1.95 2.07 1,95 Height/ Dia.-FT "N" ******* .013 2,500 .013 2,500 ,013 Base Wt or I,D. X-Fall ******* .00 .000 ,00 ,000 ,00 ZL ZR ,00 ,00 ,00 ,00 ,00 .00 .00 .00 .00 .00 * ******* No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_F Page 2 of 4 SDF1.0UT Printed: 3/13/2015 Modified: 3/13/2015 1:33:51 PM PM 1456.087 101.726 1 948 103 674 33 00 8.04 1. 1.00 22.963 .0071 1 .0075 1479.050 101.890 1 875 103 765 33 00 8.36 -1 - 1.08 11.090 .0081 1 .0074 1490.140 101.980 1 955 103 935 33 00 8.01 - 1 - 1.00 DUNCT STR .1250 1 .0110 1494.140 102.480 3 311 105 791 12 80 7.24 .81 -1 • - 1 -- 1 • - 1 -- 1 --1-- 1 -2.750 .2945 FILE: SDFl.WSW .0148 104.68 .17 104.85 .08 104.93 .04 106.61 .04 .00 1.96 2.07 2.500 .000 .00 1 .0 1.95 1.01 1.95 .013 .00 .00 PIPE .02 1.96 2.17 2.500 .000 .00 1 .0 1.90 1.09 1.84 .013 .00 .00 PIPE .00 1.96 2.06 2.500 .000 .00 1 .0 1.96 1.00 .013 .00 .00 PIPE .00 1.34 .00 1.500 .000 .00 1 .0 3.31 .00 .48 .013 .00 .00 PIPE PAGE 3 Date: 3-13-2015 Time: 1:33:42 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN Fl 100-YEAR STORM DRAIN ************************************************************************************************************************** ******** I Invert [ Depth | Water | Q [Vel Vel | Energy [ Super [Critical[Flow Top|Height/[Base Wt| |No Wth (CFS) I (FPS) Head | Grd.El.| Elev j Depth j Width |Dia.-FT|or I.D.j ZL |Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem |Ch Slope | | | | SF Ave| HF [SE Dpth[Froude N|Norm Dp | "N" [ X-Fall| ZR [Type Ch • ' ' I ******* Station Elev I (FT) I Elev I- -I- ********* i ********* I ******** I *********!********* I ******* I ******* 1*********1 ******* I ******** I ********!******* 1*******1***** [• I I 1496.890 103.290 -I- DUNCT STR .0825 2.542 105.832 12.80 7.24 1500.890 103.620 -I- -I 122.420 .0051 WALL ENTRANCE I I 1623.310 104.240 2.657 106.277 11. 6.22 .81 1 106 65 1 .00 . 1 1 34 - 1 • .0129 1 1 05 1 1 .00 1 00 1 .60 1 106 1 88 1 1 .00 1 1 27 -1 • .0110 1 1 34 1 2.66 .00 .00 1.500 1 1 .000 1 .00 1 1 . .013 1 1 .00 1 .00 1 PIPE 1 .00 1 1 1.500 1 1 1 .000 1 .00 1 1 1 . 1.50 .013 .00 .00 1 PIPE .0 3.380 107.620 11.00 6.22 .60 108.22 .00 1.27 .00 1.500 .000 .00 0 .0 I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_F Page 3 of 4 SDF1.0UT Printed: 3/13/2015 Modified: 3/13/2015 1:33:51 PM' PM P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_F Page 4 of 4 SDF2.WSW Printed: 3/13/2015 Modified: 3/13/2015:.,1:54:43 P,M PM_ Tl QUARRY CREEK T2 STORM DRAIN F2 T3 100-YEAR STORM EVENT SO 1000. 000 102.480 1 105.791 R 1026.750 103.100 1 ,013 .000 ,000 0 DX 1030.750 103.430 3 2 ,013 1, 800 103.430 90,0 ,000 R 1070.340 109.000 3 .013 ,000 ,000 0 WE 1070 340 109.000 4 .500 SH 1070.340 109.000 4 109.000 CD 1 4 1 .000 1 500 000 ,000 .000 .00 CD 2 4 1 .000 1. 500 000 ,000 ,000 .00 CD 3 4 1 .000 1 500 000 .000 ,000 .00 CD 4 4 1 .000 1 500 000 .000 ,000 .00 Q 19.000 ,0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_F Page 1 of 1 SDF2.0UT Printed: "3y,1"3/2015 Modified:'3'A1.3/2015't55-04 PM PM:1 B FILE: SDF2.WSW PAGE 1 Date: 3-13-2015 Time: 1:54:57 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN F2 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Station L/Elem 1000.000 26,750 1026,750 DUNCT STR 1030,750 7,950 1038,700 HYDRAULIC 1038,700 5.043 1043,743 5,667 1049,409 4,532 Invert Elev Ch Slope 102,480 ,0232 103.100 ,0825 103,430 ,1407 104.549 DUMP 104,549 ,1407 105,258 .1407 106.055 .1407 Depth (FT) 3.311 3.740 4.266 3.406 .860 .887 ,923 Water Elev ********* 105,791 106,840 107.696 107.955 105.409 106.145 106.978 Q (CFS) ********* 20,80 20,80 19,00 19,00 19,00 19,00 19.00 Vel (FPS) Vel Head SF Ave ******* I ******* 11.77 2,15 .0392 11,77 2.15 ,0360 10,75 1,80 •[• .0327 10,75 1,80 18,12 5,10 17,45 ,0795 4,73 16.64 .0712 4.30 .0631 Energy Grd.El, HF ********* 107,94 1.05 108.99 ,14 109,49 .26 109.75 110.51 .40 110.87 .40 111.28 .29 Super Elev SE Dpth ******* .00 3.31 ,00 3,74 ,00 4.27 .00 .00 .86 .00 .89 .00 .92 Critical Depth Froude N ******** 1.47 .00 1.47 .00 1,46 ,00 1,46 1,46 3.80 1.46 3.58 1.46 3.31 Flow Top Width Norm Dp ******** ,00 1,50 .00 .00 .73 .00 1,48 ,73 1.47 .73 1,46 ,73 Height/ Dia.-FT "N" 1.500 .013 1.500 .013 1,500 ,013 1,500 1.500 .013 1,500 .013 1.500 .013 Base Wt or I,D, X-Fall .000 .00 .000 .00 .000 .00 .000 ,000 ,00 ,000 ,00 ,000 .00 ZL ZR * *** * .00 .00 ,00 .00 .00 ,00 ,00 ,00 .00 .00 ,00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 1 ,0 PIPE 1 ,0 PIPE 1 .0 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_F Page 1 of 3 Printed: 3/13/2015 SDF2.0UT Modified: 3/13/20f51:55:0?'PM P IP'K"* 1053.941 106.693 -I- -I 3.710 ,1407 1 I 1057,651 107,215 I I I ,962 107,655 -I- -I 19,00 15,86 3,91 111,56 ,0560 .21 I I .00 1.46 -I- .96 3.06 1.003 108.218 .00 1.46 llli 1.44 1.500 .000 .00 1 .0 -I- -I- -I- I- .73 ,013 .00 .00 PIPE Iill 1.41 1.500 .000 .00 1 ,0 •I- 3,069 ,1407 FILE: SDF2.WSW .73 .013 .000 .00 1 -I- I- .00 ,00 PIPE PAGE 2 19.00 15,12 3.55 111.77 -I- -I- -I- -I- -I- -1- ,0498 .15 1,00 2,83 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN F2 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Date: 3-13-2015 Time: 1:54:57 Station L/Elem 1060,720 2,561 1063,282 2,129 1065,411 1,769 1067,180 1,437 1068,618 1,105 Invert Elev Ch Slope ********* 107,647 ,1407 108,007 .1407 108.307 .1407 108,555 ,1407 108.758 ,1407 Depth (FT) ******** 1,047 1.094 1.146 1,203 1,268 Water Elev ********* 108,694 109.101 109.453 109.759 110.026 Q (CFS) 19.00 19,00 19,00 19,00 19,00 Vel Vel (FPS) Head -I- SF Ave ******* I ******* 14,42 13,75 13,11 12,50 11,92 3,23 .0445 2.93 .0398 2.67 .0358 2.43 ,0325 2,21 ,0299 Energy Grd,El. HF 111,92 ,11 112.04 .08 112.12 .06 112,18 .05 112.23 .03 1 Super ,1 Elev Critical Depth Flow Top Width Height/ Dia.-FT Base Wt| or I,D, 1 ZL 1 [SE Dpth * 1 ******* Froude N ******** Norm Dp ******** "N" ******* X-Fall ******* ZR 1 ***** 1 ,00 1.46 1.38 1.500 ,000 .00 1.05 2.60 .73 .013 .00 ,00 t .00 1.46 1.33 1.500 .000 .00 1.09 2.38 .73 .013 .00 ,00 .00 1.46 1.27 1.500 ,000 ,00 1.15 2.17 .73 .013 ,00 ,00 ! .00 1,46 1.20 1.500 .000 ,00 1.20 1,95 .73 .013 .00 ,00 i .00 1.46 1.08 1,500 .000 ,00 1.27 1,73 ,73 ,013 ,00 ,00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_F Page 2 of 3 SDF2.0UT Printed: 3/13/2015 Modified: 3/1-3/2015 1:55!04 PM*PM ^ I II I I I I I I I I I I 1069.723 108.913 1,346 110,259 19,00 11,36 2,00 112,26 ,00 1,46 ,91 1,500 ,000 ,00 1 ,0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- ,617 .1407 ,0289 ,02 1.35 1.48 .73 .013 .00 .00 PIPE WALL ENTRANCE Illll I I I I I I I I 1070,340 109,000 1,461 110.461 19,00 10.83 1,82 112,28 ,00 1,46 ,48 1.500 ,000 .00 0 ,0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_F Page 3 of 3 SDG1.WSW Tl QUARRY CREEK T2 STORM DRAIN GI T3 100-YEAR STORM EVENT Printed: 5/14/2015 Modified: 5/14/2015 4:35:06 PM PM SO 999.330 94.000 11 98.800 R 1036.200 95.600 11 ,013 .000 ,000 0 DX 1041,200 97,100 3 2 ,013 21, 800 98.590 90.0 -90 R 1068,500 97,200 3 ,013 7.378 ,000 0 R 1111,170 98,100 3 .013 .000 ,000 0 DX 1119,170 98,520 5 4 .013 23, 080 1.820 98.520 98.520 90.0-90,0 R 1271,610 99,280 5 .013 .000 ,000 0 R 1287,630 99,360 5 .013 4.330 ,000 0 R 1371,370 99,780 5 .013 .000 ,000 0 R 1416,030 100,000 5 .013 -13.611 ,000 0 R 1489.880 100,370 5 .013 .000 ,000 0 DX 1493,880 100,700 7 6 .013 24.500 100.700 90.0 R 1594,880 101,210 7 ,013 .000 ,000 0 DX 1598,880 101.540 9 8 9,013 1. 030 2,570 101,540 101.540 90.0-90.0 R 1626,530 101,680 9 ,013 .000 .000 0 R 1653,320 101,810 9 ,013 -8.165 .000 0 R 1854,680 102,810 9 ,013 .000 .000 0 WE 1854,680 102,810 9 .013 SH 1854,680 102,810 9 102,810 CD 14 1 ,000 3. 500 000 .000 ,000 ,00 CD 2 4 1 .000 2. 000 000 .000 ,000 .00 CD 3 4 1 .000 3. 500 000 ,000 ,000 .00 CD 4 4 2 ,000 2. 500 000 ,000 ,000 .00 CD 5 4 1 ,000 3. 000 000 ,000 ,000 .00 CD 6 4 1 .000 2. 000 000 ,000 ,000 .00 CD 7 4 1 .000 2. 000 000 ,000 ,000 .00 CD 8 4 1 .000 1. 500 000 ,000 ,000 .00 CD 9 4 1 .000 1. 500 000 ,000 ,000 .00 CD 10 4 1 .000 2. 000 000 ,000 ,000 .00 CD 11 4 1 .000 5.000 000 ,000 ,000 .00 Q 5.100 .0 .000 .000 .000 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 Printed: 5/14/2015 SDG1.0UT -Modified: 5/14/20154:35:46 PM PM Date: 5-14-2015 Time: 0 FILE: SD61.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN GI 100-YEAR STORM EVENT ************************************************************************************************************************** Station L/Elem 999.330 7,529 1006,859 5.266 1012.125 4,265 1016,390 3,609 1019,998 3.109 1023.108 2.719 1025,827 2,341 Invert Elev Ch Slope 94,000 ,0434 94,327 ,0434 94,555 ,0434 94.740 ,0434 94,897 ,0434 95,032 ,0434 95,150 ,0434 Depth (FT) ******** 4.800 4.453 4.200 3,987 3,799 3,629 3.472 Water Elev ********* 98,800 98,780 98,755 98,727 98,696 98,661 98,622 Q (CFS) 79,90 79,90 79,90 79,90 79,90 79.90 79.90 Vel Vel (FPS) Head SF Ave ******* I ******* 4.12 ,26 ,0008 4,33 ,29 ,0009 4,54 .32 .0009 4.76 .35 .0010 4.99 .39 .0012 5.23 .43 -I- .0013 5.49 .47 -I- .0015 Energy Grd.El. HF 99.06 .01 99.07 .00 99.07 .00 99.08 .00 99.08 .00 99.09 .00 99.09 .00 Super Elev SE Dpth .00 4.80 .00 4.45 .00 4.20 .00 3.99 .00 3.80 .00 3.63 ,00 3,47 Critical Depth Froude N 2,53 ,23 2,53 ,31 2.53 .36 2.53 .41 2.53 .45 2.53 ,50 2,53 .54 Flow Top Width Norm Dp ******** 1,96 1.30 3,12 1,30 3,67 1,30 4,02 1.30 4.27 1.30 4.46 1.30 4.61 1.30 Height/ Dia.-FT "N" ******* 5.000 .013 5,000 ,013 5,000 ,013 5,000 ,013 5,000 ,013 5.000 .013 5,000 .013 Base Wt or I,D. X-Fall ******* .000 .00 .000 .000 .00 .000 .00 ,000 .00 ,000 ,00 ,000 .00 ZL ZR ***** ,00 ,00 ,00 ,00 ,00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PAGE 1 4:35:33 ******** No Wth Prs/Pip Type Ch 1 .0 PIPE 1 PIPE 1 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE 0 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Pagel of6 SDG1.0UT Printed: 5/14/2015 •Modified: 5/14/20154:35:46 PM^PM I 1028,168 -I 2,024 I 1030,192 -I 1,694 I- 95.251 -I- ,0434 I 95,339 -I- ,0434 3.327 98,579 -I- -I 3.191 98,530 79,90 79,90 5,76 ,51 -I- -I ,0016 I 6,04 ,57 99.09 .00 99.10 I •[• ,013 ,000 -I ,00 I ,000 0 I I I I ,00 2,53 4,72 5,000 -I- -I- 3,33 ,59 1.30 llli ,00 2,53 4,81 5.000 -I- -I- -I- -I- -I- -[- -.j- -[ ,0018 ,00 3.19 .64 1.30 ,013 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 5-14-2015 Time: 4:35:33 QUARRY CREEK STORM DRAIN GI 100-YEAR STORM EVENT ************************************************************************************************************************** ******** FILE: SDGl.WSW .00 1 I- ,00 PIPE I ,00 1 ,0 PIPE PAGE 2 Station L/Elem 1031,885 1,397 1033,282 ,965 1034,248 HYDRAULIC 1034,248 ,296 1034,543 ,932 Invert Elev Ch Slope ********* 95,413 ,0434 95,473 ,0434 95.515 DUMP 95,515 ,0434 95.528 .0434 Depth (FT) 3.064 2.944 2.845 2.240 2.263 Water Elev 98,477 98,417 98,360 97,755 97,791 Q (CFS) 79,90 79,90 79,90 79,90 79,90 Vel (FPS) Vel Head SF Ave ******* I ******* 6,33 ,62 6,64 6,93 ,0021 .69 .0023 ,74 9,38 9,25 1,37 ,0054 1.33 .0050 Energy Grd.El. HF 99.10 .00 99.10 .00 99.10 99.12 .00 99.12 .00 Super Elev SE Dpth .00 2.24 .00 Critical Depth Froude N ******** 2.53 1.26 2.53 Flow Top Width Norm Dp ******** 2.26 1.24 4.97 1.30 4.98 1.30 Height/ Dia.-FT "N" ******* .00 2,53 4,87 5,000 .000 ,00 1 ,0 3.06 .69 1,30 .013 .00 ,00 PIPE .00 2.53 4,92 5.000 ,000 ,00 1 .0 2.94 .75 1,30 ,013 ,00 ,00 PIPE ,00 2,53 4,95 5.000 ,000 ,00 1 ,0 5.000 .013 5.000 .013 Base wt or l.D. X-Fall ******* ,000 ,00 .000 .00 ZL ZR ** ** * .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 ,0 PIPE 1 ,0 PIPE P:\2468,20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 2 of 6 SDG1.0UT Printed: 5/14/2015 Modified: 5/14/20154:35:46 PM PM 1035 475 95.569 2 348 559 .0434 1036 035 95.593 2 436 165 .0434 1036.200 95.600 2 530 DUNCT STR .3000 1041 200 97.100 1 904 11 546 .0037 97.917 98.029 98.130 99.004 79 90 8.82 1 1.21 1 .0044 79 90 8.41 1 1.10 - 1 -.0039 79 90 8.01 -1- 1.00 58 10 10.86 1 1.83 - 1 -.0106 99.12 .00 99.13 .00 99.13 100.84 .00 2.53 4. 99 5.000 .000 .00 1 .0 2.35 1.15 1. 30 .013 .00 .00 PIPE .00 2.53 5. 00 5.000 .000 .00 1 .0 2.44 1.07 1. 30 .013 .00 .00 PIPE 5.00 2.53 5. 00 5.000 .000 .00 1 .0 5.00 1.00 .013 .00 .00 PIPE .03 2.39 3. 49 3.500 .000 .00 1 .0 1.93 1.55 2. 73 .013 .00 .00 PIPE E FILE: SDGl.WSW PAGE 3 Date: 5-14-2015 Time: 4:35:33 .12 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN GI 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert [ Depth [ Water [ Q [ Vel Vel | Energy | Super [Critical[Flow Top[Height/[Base Wt[ [No Wth Station | Elev | (FT) j Elev | (CFS) j (FPS) Head j Grd.El.j Elev j Depth j Width |Dia.-Fljor l.D.| ZL jPrs/Pip -I- -[- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- L/Elem [Ch Slope | | | [ SF Ave| HF |SE Dpth[Froude N[Norm Dp | "N" [ X-Fall[ ZR ****************** I ******** I ********* I ********* I ******* I ******* I ********* I ******* I ******** I ******** I ******* I ******* I***** Illll I I I I I I I I Type Ch ******* 1052 745 1 97.142 1 1 851 1 98.993 1 58 10 1 11.25 - 1 - 1.96 - 1 - 100 96 1 .03 - 1 - 2.39 15 - 1 - 755 1 - 1 - .0037 1 - 1 - 1 1 1 1 1 1 1 .0118 1 1 19 1 1 1.88 1 1.63 1068 1 500 1 1 97.200 1 1 1 783 1 1 98.983 1 58 1 10 1 11.80 -1 - 1 2.16 -1 - 101 1 14 1 1 .00 _ 1 2.39 5 -1 - 143 1 -1 - .0211 1 -1 - 1 1 1 1 1 1 1 .0123 1 1 06 1 1 1.78 1 1.75 1073 1 643 1 1 97.308 1 1 1 805 1 1 99.114 1 58 1 10 11.61 1 1 2.09 - 1. 101 1 21 1 1 .00 . 1 2.39 12 -1 - 263 -1 - .0211 -1 --1 -1 1 .0113 1 14 1 1.81 1.71 3.49 2.73 3.50 1.53 3.50 1.53 3.500 .013 3.500 .013 3.500 .013 .000 .00 -I- .00 .00 I .000 .00 -I- .00 .00 I .000 .00 -I- .00 .00 1 .0 I- PIPE I 1 .0 I- PIPE I 1 .0 I- PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 3 of 6 Printed:'5/l'4/2015 SDG1.0UT Modified: 5/14/2015 4:35:46fM PM 1085.906 8.885 1094.790 6.520 1101.311 4.572 1105.883 3.019 1108.902 1,741 1110.643 97,567 .0211 97.755 .0211 97.892 .0211 97.988 .0211 98,052 ,0211 98,089 1,875 1,949 2,026 2,108 2.195 2.287 99.442 99.704 99.918 100.097 100.247 100.376 58.10 58.10 58.10 58.10 58.10 58.10 11.07 [• 10.55 10.06 9.59 1.90 .0100 1.73 .0088 1.57 .0078 1.43 .0069 9.15 1.30 .0061 8.72 1,18 101,34 ,09 101,43 .06 101.49 .04 101.53 .02 101.55 .01 101,56 .00 2.39 3.49 3,500 ,000 .00 1 .0 1,88 1.59 1.53 ,013 ,00 .00 PIPE ,00 2.39 3.48 3.500 ,000 ,00 1 .0 1,95 1,48 1.53 .013 ,00 ,00 PIPE .00 2,39 3.46 3.500 .000 ,00 1 .0 2.03 1.37 1.53 .013 .00 ,00 PIPE .00 2.39 3.43 3.500 .000 ,00 1 .0 2.11 1.27 1.53 .013 .00 .00 PIPE .00 2.39 3.38 3.500 .000 .00 1 .0 2.20 1.18 1.53 .013 .00 .00 PIPE .00 2.39 3,33 3,500 .000 .00 1 ,0 .527 .0211 H FILE: SDGl.WSW 1.09 1.53 .013 .00 .00 PIPE PAGE .0054 .00 2.29 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN GI 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Date: 5-14-2015 Time: 4:35:33 Station Invert Elev Depth (FT) Water Elev Q (CFS) Vel (FPS) Vel Head Energy Grd.El, Super 1 Critical!Flow Top[Height/[Base Wt| Elev 1 Depth j Width iDia.-FT|or I,D,j -1- -j. .!_ _|. .1 ZL |No Wth IPrs/Pip 1 L/Elem Ch Slope ******** ********* ********* SF Ave ******* HF SE DpthIFroude N|Norm Dp | "N" [ X-Fallj ******* 1 ******** 1 ******** 1 ******* 1 ******* 1 1 1 III ZR 1 [Type Ch j ******* 1 1111.170 98.100 2.387 100.487 58.10 8.31 1.07 101,56 Illll ,00 2,39 3,26 3.500 .000 _|_ .1- .1- -1- -1 .00 1 1 .0 1 _ - DUNCT STR - .0525 ----.0038 ,03 1 1 1 1 1 2.39 1.00 .013 .00 .00 1 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 4 of 6 SDG1.0UT Printed: 5/14/2015 Modified: 5/14/20154:35:46 PM PM 1119 170 98.520 3. 442 101 962 152 440 .0050 -I--1- 1271 610 99.280 3. 060 102.340 16 020 .0050 1287 630 99.360 3. 034 102 394 13 544 .0050 1301 174 99.428 3. 000 102 428 70 196 .0050 1371 370 99.780 2. 785 102 565 44.660 .0049 1416 .030 100.000 2 632 102 632 39 375 .0050 1455 405 100.197 2.487 102 684 32.277 .0050 1487 682 100.359 2. 364 102 723 2 FILE 198 .0050 SDGl.WSW 33 20 4.70 1 .34 - 1 -.0025 33 20 4.70 1 .34 1 .0025 33 20 4.70 1 .34 - 1 -.0025 33 20 4.70 - 1 - .34 1 .0023 33 20 4.85 1 .37 -1 -.0022 33 20 5.05 - 1 - .40 1 .0023 33 20 5.30 1 .44 1 .0025 33 20 5.56 1 .48 1 .0027 102.30 .38 102.68 .04 102.74 .03 102.77 .16 102.93 .10 103.03 .09 103.12 .08 103.20 .00 3.44 .00 .00 .00 3.03 .00 3.00 .01 2.79 .00 2.63 .00 2.49 .00 1.87 .00 1.87 .00 1.87 .00 1.87 .00 1.87 .41 1.87 .49 1.87 .56 1.87 .63 .00 1.86 .00 1.86 .00 1.85 .00 1.85 1.55 1.87 1.97 1.86 2.26 1.86 2.45 1.86 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 .0 .0 .0 .0 Date: 5-14-2015 Time: 4:35:33 .01 2.36 .63 1.86 .013 .00 .00 PIPE WSPGW- CIVILDESIGN Version 14.06 PAGE Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN GI 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert | Depth | Water [ Q [Vel Vel | Energy | Super [Critical[Flow Top|Height/[Base Wt| [No Wth P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 5 of 6 SDG1.0UT Printed: 5/14/2015 Modified: 5/14/20154:35:46 PM PM station [ Elev -I- L/Elem [Ch Slope ****************** ^15 1489 880 1 100.370 2 356 DUNCT 1 STR 1 .0825 1493 1 880 100.700 3 134 - 1 101.000 1 .0050 1 1594.880 101.210 2 773 DUNCT -1 STR 1 .0825 1598 1 880 1 101.540 2 569 27 1 650 1 .0051 1626 1 530 1 101.680 2 494 26 1 790 1 .0049 1653 1 320 1 101.810 2 435 201 1 360 .0050 WALL ENTRANCE I 1854.680 102.810 (FT) ******** 1.910 Elev ********* 102.726 103.834 103.983 104.109 104.174 104.245 104.720 (CFS) ********* 33.20 8.70 8.70 5.10 5.10 5.10 5.10 (FPS) Head SF Ave ******* I ******* 5.58 .48 -I- 2.77 2.77 2.89 2.89 2.89 2.89 .0021 .12 .0015 .12 .0019 .13 .0024 .13 .0024 .13 .0024 .13 Grd.El. HF ********* 103.21 .01 103.95 .15 104.10 .01 104.24 .07 104.30 .06 104.37 .47 104.85 Elev SE Dpth ******* .00 2.36 .00 3.13 .00 2.77 .00 2.57 .00 .00 .00 2.44 .00 Depth Froude N ******** 1.87 .63 1.05 .00 1.05 .00 .87 .00 .87 .00 .87 .00 .87 Width Norm Dp ******** 2.46 .00 1.05 .00 .00 .91 .00 .92 .00 .91 .00 Dia.-FT "N" 3.000 .013 2.000 .013 2.000 .013 1.500 .013 1.500 .013 1.500 .013 1.500 or l.D. X-Fall .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 ZL ZR ***** .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 0 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 6 of 6 SDG2.WSW Printed: 5/14/2015 Modified: 5/14/2015 5:03:26 PM PM Tl QUARRY CREEK 0 T2 STORM DRAIN 49+43.47 NORTH SDG2 T3 100-YEAR STORM EVENT SO 1000.000 99.520 1 101,962 R 1002.750 99.550 1 ,013 ,000 .000 0 WE 1002.750 99.550 2 .500 SH 1002.750 99.550 2 99.520 CD 1 4 1 .000 1.500 .000 .000 ,000 ,00 CD 2 4 1 ,000 1,500 ,000 ,000 ,000 ,00 Q 2,900 ,0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 SDG2.0UT Printed: 5/14/2015... Modified: 5/14/2015 5:04:00 PM PM 3 FILE: SDG2,WSW WSPGW- CIVILDESIGN Version 14,06 PAGE 1 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 5-14-2015 Time: 5: 3:47 QUARRY CREEK STORM DRAIN 49+43,47 NORTH SDG2 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert | Depth | Water [ Q [Vel Vel | Energy [ Super [Critical[Flow Top[Height/[Base Wt[ [No Wth Station j Elev | (FT) | Elev | (CFS) j (FPS) Head | Grd.El,j Elev j Depth i Width [Dia.-FTior l.D.j ZL |Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem |Ch Slope | [ [ [ SF Ave[ HF [SE Dpth[Froude NjNorm Dp [ "N" [ X-Fall| ZR [Type Ch ********* I ********* I ******** I ********* I ********* I ******* I ******* 1*********1 ******* I ******** I ******** I ******* I ******* I***** I******* Illll I I I I I I I I 1000.000 99.520 2.442 101.962 2,90 1,64 ,04 102,00 ,00 ,65 ,00 1,500 ,000 ,00 1 ,0 -I- -I- -I- -[- -[. -[- -j- -I- -[- -[- -[- -I- -[- I- 2,750 ,0109 ,0008 ,00 2,44 ,00 .53 .013 ,00 ,00 PIPE WALL ENTRANCE Illll I I I I I I I I 1002,750 99.550 2.414 101.964 2.90 1.64 .04 102.01 .00 .65 .00 1.500 ,000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 SDG3.WSW Printed: 5/14/2015, v.- Modified: 5/14/2015 5:05:08 PM PM ' -',VIS"'V""^' ' ' "-".„•? • I'l''" Tl QUARRY CREEK 0 T2 STORM DRAIN AT STA. 49+43.47 SOUTH - SDG3 T3 100-YEAR STORM EVENT SO 1000.000 98.520 1 101.962 R 1026.750 99.450 1 .013 ,000 ,000 0 DX 1031.750 99.870 3 2 .013 4,300 99,870 90,0 -47,000 R 1094.570 100,410 3 ,013 .000 .000 0 WE 1094.570 100.410 4 .500 SH 1094.570 100.410 4 100.410 CD 1 4 2 .000 2.500 .000 .000 .000 .00 CD 2 4 1 .000 1,500 .000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 Q 32.500 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 SDG3.0UT Printed. 5/14/2015 Modified: 5/14/2015 5:05:36 PM PM 0 FILE: SDG3,WSW Date: 5-14-2015 Time: WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN AT STA, 49+43,47 SOUTH - SDG3 100-YEAR STORM EVENT ************************************************************************************************************************** Station L/Elem ********* 1000.000 26,750 1026.750 DUNCT STR 1031,750 ,757 1032.507 39.096 1071,603 15,042 1086.644 6.277 1092,921 1,649 Invert Elev Ch Slope 98.520 ,0348 99.450 .0840 99.870 .0086 99.877 ,0086 100,213 ,0086 100,342 ,0086 100,396 ,0086 Depth (FT) 3,442 2,566 1,581 1.581 1.642 1.707 1.776 Water Elev ********* 101.962 102,016 101,451 101,458 101.855 102.049 102.172 Q (CFS) 36.80 36.80 32,50 32,50 32,50 32.50 32.50 Vel (FPS) Vel Head SF Ave ******* I ******* 3.75 .22 .0020 3.75 .22 -I- 8.61 1.15 -I- 8.60 .0080 1.15 8.20 .0075 1.04 7.82 .0066 .95 7.46 .0058 .86 .0052 Energy Grd.El, HF 102.18 .05 102.23 102.60 .01 102.61 .29 102.90 .10 103.00 .04 103.04 .01 Super Elev SE Dpth .00 3.44 .00 .00 .00 1,58 .00 1.58 .00 1.64 .00 1.71 Critical Depth Froude N ******** 1.45 .00 1.45 ,00 1.85 1,35 1,85 1.35 1.85 1.25 1.85 1.78 1.17 1.85 1.08 Flow Top Width Norm Dp ******** .00 .83 .00 3,00 1.54 3.00 1.54 2.99 1.54 2.97 1.54 2.95 1.54 Height/ Dia,-FT "N" ******* 2,500 ,013 2.500 .013 3,000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 Base Wt or l.D. X-Fall ******* .000 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G .00 .000 ,00 .000 .000 ,00 .000 .00 .000 ,00 ,000 ,00 ZL ZR ,00 .00 .00 .00 .00 ,00 ,00 .00 .00 ,00 .00 .00 .00 .00 PAGE 1 5: 5:26 No Wth Prs/Pip Type Ch 2 ,0 PIPE 2 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE Page 1 of 2 Printed: 5/14/2015 Modified: 5/14/2t)l5 5:05:36 PM PM WALL ENTRANCE Illll I I I I I I I I 1094,570 100.410 1.851 102.261 32.50 7.10 .78 103.04 .00 1.85 2.92 3.000 .000 .00 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 2 of 2 Printed: 5/14/2015 SDG4.WSW Modified: 5/14/2015'5:07:14?M PM Tl QUARRY CREEK T2 STORM DRAIN G4 T3 100-YEAR STORM EVENT SO 1000,000 100,700 1 103,834 R 1073,100 101,240 1 ,013 .000 .000 0 DX 1077,100 101.570 2 4 ,013 3. 300 101,570 -90.0 R 1257,210 102,470 2 .013 .000 .000 0 R 1311,750 102,740 2 .013 69.443 .000 0 WE 1311,750 102,740 3 .500 SH 1311,750 102,740 3 102,740 CD 14 1 ,000 2, 500 ,000 ,000 .000 ,00 CD 2 4 1 ,000 2. 000 ,000 ,000 .000 ,00 CD 3 4 1 ,000 2, 000 .000 .000 .000 ,00 CD 4 4 1 ,000 1. 500 .000 .000 .000 ,00 Q 21,900 ,0 .000 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 SDG4.0UT Printed: 5/14/2015 Modified: 5/14/2015 5:08:16 PM PM Date: 5-14-2015 Time: PAGE 1 5: 8: 7 D FILE: SDG4.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN G4 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert Station | Elev -I- L/Elem [Ch Slope ********* I ********* I 1000.000 100.700 -I- 73.100 .0074 I 1073.100 101.240 DUNCT STR .0825 I 1077.100 101.570 -I- 180.110 .0050 I 1257.210 102.470 -I- 54.540 .0050 WALL ENTRANCE I 1311.750 102.740 Depth (FT) ******** 3.134 2.870 2.386 3.174 3.548 Water Elev 103.834 104.110 103.956 105.644 106.288 Q (CFS) ********* 25.20 25.20 21.90 21.90 21.90 Vel Vel (FPS) Head SF Ave ******* I ******* 5.13 .41 -I- .0038 .41 5.13 6.97 6.97 6.97 .0066 .75 .0094 .75 .0094 .75 Energy Grd.E HF ****** 104.24 .28 104.52 .03 104.71 1.69 106.40 .51 107.04 I Super .j Elev Critical Depth Flow Top Width Height/ Dia.-FT Base Wt or l.D. ZL [No Wth IPrs/Pip [SE Dpth * 1 ******* Froude N ******** Norm Dp ******** "N" X-Fall ZR ***** |Type Ch 1 ******* .00 1 71 .00 2.500 .000 .00 1 .0 3.13 .00 1.56 .013 .00 .00 PIPE .00 1 71 .00 2.500 .000 .00 1 .0 2.87 00 .013 .00 .00 PIPE .00 1 67 .00 2.000 .000 .00 1 .0 2.39 .00 2.00 .013 .00 .00 PIPE .00 1 67 .00 2.000 .000 .00 1 .0 .00 .00 2.00 .013 .00 .00 PIPE .00 1 67 .00 2.000 .000 .00 0 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 SDG5.WSW Printed:'3717/2015 Modified: 3/17/201"511 :17.:3B^?;M AM Tl QUARRY CREEK 0 T2 STORM DRAIN @ STA 13+20.00 SOUTH SDG5 T3 100-YEAR STORM EVENT SO 1000.000 103,200 1 106,283 R 1008,250 103,500 1 ,013 .000 .000 0 WE 1008,250 103,500 2 .500 SH 1008,250 103,500 2 103,500 CD 1 4 1 ,000 1,500 ,000 ,000 ,000 ,00 CD 2 4 1 ,000 1.500 ,000 .000 ,000 .00 Q 15.000 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 SDG5.0UT ... r *i€«w . Printed: 3/17/2015 Modified: 3/17/2015 11:17:57-AM AM iillipi 3 FILE: SDG5.WSW WSPGW- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 3-17-2015 Time:ll:17:49 QUARRY CREEK STORM DRAIN @ STA 13+20.00 SOUTH SDG5 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert [ Depth j Water | Q [Vel Vel | Energy [ Super [Critical[Flow Top[Height/[Base Wt| |No Wth Station | Elev | (FT) [ Elev j (CFS) j (FPS) Head | Grd.El.j Elev j Depth [ Width joia.-FTlor I,D,| ZL jprs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem [Ch Slope | | | [ SF Ave[ HF |SE Dpth|Froude N[Norm Dp [ "N" | X-Fall| ZR |Type Ch ********* I ********* I ******** I ********* I ********* I ******* I ******* I ********* I ******* I ******** I ******** I ******* I ******* I***** I******* Illll I I I I I I I I 1000,000 103,200 3,083 106,283 15,00 8.49 1.12 107,40 ,00 1,41 ,00 1,500 ,000 ,00 1 ,0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 8.250 ,0364 ,0204 ,17 3,08 ,00 ,97 ,013 .00 ,00 PIPE WALL ENTRANCE Illll I I I I I I I I 1008,250 103,500 2.951 106.451 15.00 8.49 1.12 107.57 .00 1.41 .00 1.500 ,000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 SDG6.WSW Printed: 3/17/2015 Modified: 3/17/201 •37-SM AM'^^ i, 1 Tl QUARRY CREEK T2 STORM DRAIN @ STA 13+20.00 NORTH SDG6 T3 100-YEAR STORM EVENT SO 1000.000 105,700 1 106.283 R 1022,250 105,810 1 ,013 WE 1022,250 105,810 2 ,500 SH 1022,250 105.810 2 105,810 CD 14 1 .000 1, 500 000 ,000 .000 ,00 CD 2 4 1 ,000 1. 500 000 ,000 .000 ,00 Q 6.900 ,0 ,000 ,000 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 SDG6.0UT '••^•'Printed: 3/17/2015-Modified: 3/17/2015 11:24:59 AM AM FILE: SDG6,WSW PAGE 1 Date: 3-17-2015 Time:ll:21:52 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN § STA 13+20,00 NORTH SDG6 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert | Depth | Water [ Q [Vel Vel | Energy | Super [Critical[Flow Top[Height/[Base Wt| [No Wth Station j Elev | (FT) [ Elev | (CFS) j (FPS) Head j 6rd,El,| Elev | Depth i Width [Dia.-FTjor I,D,| ZL jprs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem [Ch Slope | | | | SF Ave[ HF |SE Dpth|Froude N[Norm Dp [ "N" [ X-Fall[ ZR [Type Ch ********* I ********* I ******** I ********* I ********* I ******* I ******* I ********* I ******* I ******** 1********1 ******* I ******* I***** I******* Illll I I I I I I I I 1000,000 105,700 1,017 106,717 6,90 5,41 .45 107,17 ,00 1,02 1,40 1,500 ,000 ,00 1 ,0 I-I-I-2,167 .0049 llli 1002,167 105,711 1.061 106.772 I- 6.90 5,16 ,0063 ,01 I ,41 107,19 1,02 I ,00 •I- 1,00 1,15 .013 ,00 Iill 1.02 1,36 1.500 .000 -I- -I- -I- -I 15.867 .0049 llli 1018,034 105,789 1,110 106,899 .0057 I .09 6.90 4.92 .38 107,28 -I- 1,06 ,92 I ,00 1,02 1.15 .013 .00 I I I 1.32 1.500 .000 -I- -I- -I 4.216 .0049 WALL ENTRANCE llli 1022,250 105,810 1,117 106,927 -I- -I- -I- -I- ,0053 ,02 1,11 .84 1.15 .013 .00 6.90 4.89 .37 107.30 .00 1.02 1.31 1.500 .000 -I- -I- -I- -I- -I- -I- -I- -I- -I ,00 PIPE I ,00 1 ,0 I- ,00 PIPE I ,00 1 .0 I- .00 PIPE I .00 0 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 SDG7:WSW Printed: 5/14/2015 Modified: 5/14/2015 5:09:48 P¥PM Tl QUARRY CREEK T2 STORM DRAIN 54+27.12 NORTH SDG7 T3 100-YEAR STORM EVENT SO 1000.000 101.540 1 104.109 R 1003,250 101,560 1 .013 WE 1003,250 101,560 2 .500 SH 1003,250 101,560 2 101.560 CD 14 1 ,000 1 500 .000 .000 .000 .00 CD 2 4 1 ,000 1 500 .000 .000 .000 .00 Q 1,000 0 .000 .000 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 Printed: 5/14/2015 sdg7.0UT Modified: 5/14/20f5 5:10:32TM PM B FILE: sdg7,WSW PAGE 1 Date: 5-14-2015 Time: 5:10:18 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN 54+27.12 NORTH SD67 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Vel Vel [ Energy j Super [Critical[Flow Top|Height/|Base Wt[ [No Wth (FPS) Head I Grd.El.i Elev j Depth j Width |Dia.-FT|or l.D.j ZL \Prs/Pip •I- -I- I Invert j Depth | Water | Q Station | Elev i (FT) j Elev j (CFS) -I- -I- -I- -I- . . . L/Elem [Ch Slope [ | | | SF Ave| HF jSE Dpth[Froude N[Norm Dp [ "N" | X-Fallj ZR [Type Ch I 1000,000 101,540 2,569 104,109 1,00 .57 .00 104.11 I .00 ,37 ,00 1,500 ,0001 ,00 2.57 .00 .35 .013 .000 .00 -I- .0 .00 .00 PIPE 3,250 ,0062 WALL ENTRANCE Illll I I I I I I I I 1003,250 101,560 2,549 104,109 1,00 ,57 ,00 104,11 ,00 ,37 ,00 1,500 ,000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -1- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 SDG8.WSW Printed: 5/14/2015 ' Modified: 5/14/2015 5:11:54 PM PM -if- Tl QUARRY CREEK 0 T2 STORM DRAIN 54+27.12 SOUTH SDG8 T3 100-YEAR STORM EVENT SO 1000.000 101.540 1 104.109 R 1027.250 101.680 1 .013 .000 ,000 0 WE 1027,250 101,680 2 ,500 SH 1027,250 101.680 2 101.680 CD 1 4 1 .000 1,500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 ,00 Q 2,500 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 i 11 1 ii ii ^ ."(••^Iffl[fl"KfHH.-' ' ""i FILE: SDG8.WSW SDG8.0UT Printed: 5/14/2015:.- = 1 Modified: 5/14/2015 5:'f2:34 PtP-M*'" PAGE Date: 5-14-2015 Time: 5:12:23 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN 54+27.12 SOUTH SDG8 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert [ Depth [ Water | Q | Vel Vel | Energy | Super [Critical[Flow Top[Height/[Base Wt| [No Wth Station j Elev j (FT) | Elev | (CFS) | (FPS) Head | Grd.El.j Elev j Depth j Width |Dia.-FT|or l.D.j ZL [Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem [Ch Slope j | | [ SF Ave| HF [SE Dpth[Froude N|Norm Dp | "N" | X-Fall| ZR [Type Ch ********* I*********!********I ********* I ********* I ******* I ******* I ********* I ******* I ******** I ******** I ******* I ******* I***** I******* Illll I I I I I I I I 1000.000 101.540 2.569 104.109 2,50 1,41 ,03 104,14 ,00 ,60 ,00 1,500 ,000 ,00 1 ,0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 27.250 .0051 .0006 .02 2,57 ,00 ,60 ,013 ,00 .00 PIPE WALL ENTRANCE Illll i I I I I I I I 1027,250 101.680 2.444 104,124 2,50 1,41 ,03 104,16 ,00 .60 .00 1.500 .000 ,00 0 ,0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\SD_G Page 1 of 1 SDH.WSW Printed: 12/3/2014 • ^ ^ " ' -Modified: 12/3/2014^8:13:54^M AM Tl QUARRY CREEK T2 STORM DRAIN AT STA 11+76,35 STREET B - SDH T3 100-YEAR STORM EVENT SO 1000.000 102.000 1 104.320 R 1133.870 102.670 1 ,013 WE 1133.870 102.670 2 ,500 SH 1133.870 102,670 2 102.670 CD 14 1 ,000 2,500 ,000 ,000 .000 .00 CD 2 4 1 ,000 2,500 ,000 ,000 ,000 .00 Q 25,740 ,0 .000 .000 0 P:\2468,20\Engr\Report8\DRAIN-FE\HYDRA\WSPGW\20140807\SD_H Page 1 of 1 SDH.OUT Printed: 12/3/2014 Modified: 1273/201 4«4:17^:AM AM' 3 FILE: SDH.WSW WSPGW- CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date:12- 3-2014 Time: 8:14: 9 QUARRY CREEK STORM DRAIN AT STA 11+76.35 STREET B - SDH 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert j Depth | Water [ Q [ Vel Vel [ Energy | Super [Critical[Flow Top|Height/jBase Wt| |No Wth Station j Elev | (FT) [ Elev j (CFS) j (FPS) Head j Grd.El.j Elev j Depth j Width |Dia.-FT|or I.D.j ZL jprs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem [Ch Slope [ | [ [ SF Ave[ HF |SE Dpth[Froude N[Norffl Dp | "N" [ X-Fall| ZR |Type Ch I II I I'l I I I I I I I 25.74 5.42 .46 104.78 .00 1.73 1.29 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .0035 .24 2.32 .50 1.83 .013 .00 .00 PIPE I I I I I I I I I 25.74 5.68 .50 105.01 .00 1.73 1.69 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .0038 .20 2.17 .61 1.83 .013 .00 .00 PIPE I I I I I I I I I 25.74 5.96 .55 105.21 .00 1.73 1.91 2.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .0040 .05 2.06 .70 1.83 .013 .00 .00 PIPE 1000.000 102.000 -I- 68,065 ,0050 I I 1068.065 102,341 -I- -I 53.442 .0050 I- 2,320 104.320 -I- -I I 1121.507 102.608 -I- -[• 12.363 .0050 WALL ENTRANCE I I 1133.870 102,670 2.172 104.513 I I 2.055 104.663 -I- -[• I I 2.030 104.700 25.74 6.03 I- I .56 105.26 -I- I .00 1.73 -I- I 1.95 2.500 I I .000 .00 0 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20140807\SD_H Page 1 of 1 LINE-ltWSW - • '""^ - . .-j-^ , Printed: 3/18/20.15.--. ' Modified: 2/28/2012 6:20:53 PM PM ' Tl 2468 QUARRY CREEK T2 LINE 1 PER DWG 470-5A T3 PROPOSED Q SO 70.140 84.850 3 84,850 R 86.830 84.880 3 ,045 .000 R 101,820 85.000 3 ,040 .000 TS 101,830 85,010 1 ,040 .000 R 221,660 92,500 1 ,013 .000 DX 225,660 93.000 4 ,013 R 559,970 102.820 4 ,013 .000 WE 559.970 102.820 4 ,500 SH 559.970 102.820 4 102,820 CD 14 1 .000 5. 000 .000 .000 000 ,00 CD 3 10 .000 1, 000 4.000 3.000 3 000 .00 CD 4 4 1 ,000 4, 500 4.000 3,000 3 000 .00 Q 210.000 ,0 .000 0 .000 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE 1 Page 1 of 1 LINE-1.0UT Printed: 3/18/2015 Modified: 2/28/2012 6:22:03. PM PM PAGE 1 Date: 2-28-2012 Time: 5:22: 2 il FILE: LINE-l.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING 2468 QUARRY CREEK LINE 1 PER DWG 470-5A PROPOSED Q ************************************************************************************************************************** ******** Station L/Elem 70.140 .288 70.428 1.262 71,689 1,320 73,010 1.362 74.372 1.390 75.762 1.406 77,168 1,413 Invert Elev Ch Slope 84,850 .0018 84,851 .0018 84.853 .0018 84.855 .0018 84.858 .0018 84.860 .0018 84,863 ,0018 Depth (FT) 2,128 2.113 2.051 1.991 1,933 1,875 1.820 Water Elev 86,978 86.963 86.904 86,846 86,790 86,736 86.682 Q (CFS) 210.00 210.00 210.00 210.00 210.00 210,00 210.00 Vel Vel (FPS) Head SF Ave 9,50 1,40 .0614 9.61 1.43 .0667 10.08 1.58 -I- .0758 1.74 10.57 11.09 .0862 1.91 11.63 .0981 2,10 12,20 ,1116 2,31 ,1269 Energy Grd,El, HF ********* 88.38 ,02 88,40 ,08 88,48 .10 88,58 .12 88.70 .14 88,84 ,16 88,99 ,18 Super Elev SE Dpth ******* ,00 2.13 .00 2.11 ,00 2,05 ,00 1.99 1.93 .00 1.88 ,00 1,82 Critical Depth Froude N ******** 2,56 1,46 2.56 1.48 2.56 1,57 2.56 1.67 2.56 1.77 2.56 1.88 2.56 2,00 Flow Top Width Norm Dp 16,77 4,60 16,68 4.60 16,31 4.60 15.95 4.60 15.60 4.60 15.25 4.60 14,92 4.60 Height/ Dia.-FT "N" ******* 1.000 .045 1.000 .045 1,000 ,045 1,000 ,045 1.000 .045 1.000 .045 1,000 ,045 Base Wt or I,D, X-Fall ******* 4,000 ,00 4,000 .00 4,000 .00 4.000 .00 4.000 .00 4,000 ,00 4,000 ,00 ZL ZR 3,00 00 00 00 00 00 00 00 00 00 00 00 00 00 No Wth Prs/Pip Type Ch 0 ,0 TRAP 0 .0 TRAP 0 .0 TRAP 0 .0 TRAP 0 ,0 TRAP 0 ,0 TRAP 0 .0 TRAP P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE1 Page 1 of 6 LINE-1.0UT -.-it - Printed: 3/18/2015 I •Modified: 2/28/2012 6:22:03 PM PM 78,581 84.865 1.765 86.631 210.00 12.80 -I- -I- -I- -I- -I- -I 1.411 .0018 Illll 79.993 84.868 1.713 86.580 210.00 13.42 2.54 89,17 -I- ,1444 ,20 I 2,80 89,38 ,00 2.56 I I 4.000 3,00 0 ,0 I- 14.59 1.000 -I- -I- -I- 1.77 2.13 4.60 .045 I I llli .00 2.56 14,28 1,000 4,000 3.00 0 .0 .00 3.00 TRAP I-•I-1.403 .0018 FILE: LINE-l.WSW .045 ,00 3,00 TRAP PAGE ,1643 ,23 1.71 2.26 4.60 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING 2468 QUARRY CREEK LINE 1 PER DWG 470-5A PROPOSED Q ************************************************************************************************************************** ******** Date: 2-28-2012 Time: 5:22: 2 Station L/Elem 81.396 1.389 82.785 1.371 84.156 1.349 85.505 1.325 86.830 .133 Invert Elev Ch Slope ********* 84.870 .0018 84.873 .0018 84.875 .0018 84,878 ,0018 84,880 ,0080 Depth (FT) ******** 1.661 1,611 1,562 1,514 1.468 Water Elev 86,531 86.483 86.437 86.392 86.348 Q (CFS) 210.00 210.00 210.00 210.00 210.00 Vel Vel (FPS) Head -I- SF Ave ******* I ******* 14.07 3.08 -I- .1870 14.76 3.38 .2129 15.48 3.72 .2423 16.24 4.09 .2758 17.03 4.50 -I- .2332 Energy Grd.El, HF 89,61 ,26 89,87 ,29 90,16 ,33 90.49 .37 90.85 .03 Super Elev SE Dpth ******* .00 1.66 .00 1.61 1.56 .00 1.51 Critical Depth Froude N ******** 2.56 2.40 2.56 2.55 2.56 2.71 2.56 1,47 2,88 2,56 3.06 Flow Top Width Norm Dp 13.97 4.60 13.66 4.60 13.37 4.60 13.08 4,60 12,81 3,18 Height/ Dia.-FT ******* 1,000 .045 1.000 .045 1,000 ,045 1,000 .045 1.000 .040 Base Wt or l.D. X-Fall ******* 4.000 .00 4.000 .00 4.000 .00 4,000 ,00 4,000 .00 ZL ZR 3,00 3,00 3,00 3.00 3,00 3.00 3.00 3,00 3,00 3.00 No Wth Prs/Pip Type Ch ******* 0 .0 TRAP 0 .0 TRAP 0 .0 TRAP 0 .0 TRAP 0 .0 TRAP P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE1 Page 2 of 6 LINE-1.0UT Printed: 3/18/2015 Modified: 2/28/2012 6:22:03 PM PM 86,963 84.881 1.464 1,684 .0080 88.647 84.895 1.419 1.641 .0080 90.287 84.908 1.375 1,597 ,0080 91,884 84,920 1.332 1.552 ,0080 86.345 86.313 86,282 86,252 210,00 17 09 4.54 .2506 210,00 17 93 1 4.99 1 .2854 210.00 18 80 1 5.49 1 .3250 210.00 19 72 -1- 6.04 90.88 .42 91.30 .47 91.77 .52 92.29 .00 1.46 .00 1.42 .00 1.37 .00 I 2.56 12,78 -I- 3,07 3,18 I 2,56 12,51 3,27 3,18 I 2.56 12.25 -I- 3.47 3,18 I 2,56 11,99 3,69 3,18 1,000 ,040 1.000 .040 1.000 .040 1,000 ,040 4,000 ,00 4,000 ,00 4.000 .00 4.000 3.00 3.00 3.00 3.00 3.00 3.00 3.00 0 ,0 TRAP 0 ,0 TRAP 0 .0 TRAP 0 ,0 .00 3.00 FILE: LINE-l.WSW TRAP PAGE 3 Date: 2-28-2012 Time: 5:22: 2 .3702 .57 1.33 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING 2468 QUARRY CREEK LINE 1 PER DWG 470-5A PROPOSED Q ************************************************************************************************************************** ******** I Invert [ Depth [ Water | Q | Vel Vel [ Energy [ Super [Critical|Flow Top[Height/[Base Wt[ [No Wth (CFS) I (FPS) Head j Grd.El.j Elev j Depth j Width |Dia.-FT|or I.D.j ZL [Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem |Ch Slope | | | j SF Avej HF |SE Dpth|Froude NjNorm Dp | "N" [ X-Fall| ZR |Type Ch Station Elev (FT) Elev ********* 1*********1 ******** 1*********1 ********* I ******* I ******* I ********* I ******* I ******** I ******** I*******!*******I***** I I 93.436 -I 1.508 I 94.944 84,933 -I .0080 I 84,945 1,290 1,249 86.223 86.194 210.00 20.68 210.00 21.69 6.64 -I .4217 7.31 -I .4804 92.87 .64 93,50 [• ,70 1,463 ,0080 Illll II 96,407 84.957 1,210 86,166 210.00 22.75 8,04 94,20 -I- -[- -I- -I- -I- -I- -I- -I- -I- 1.419 .0080 .5475 .78 1.21 4.43 .00 2.56 11.74 -I- -I- 1.29 3.92 3,18 I I .00 2.56 11,50 -I- -I- 1.25 4.17 3,18 I I ,00 2,56 11.26 1.000 I 4.000 3.00 .040 1.000 .00 3.00 I I 4.000 3.00 -I- I 3.18 .040 ,00 3.00 I I 1.000 4.000 3.00 -I- -I- .040 .00 3.00 0 .0 TRAP 0 .0 I- TRAP I 0 .0 I- TRAP P:\2468.2G\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE1 Page 3 of 6 LINE-1.0UT 97.826 1.375 99.200 1,331 100,532 1,288 101,820 TRANS STR 101.830 28.029 129.859 Printed: 3/18/2015 Modified': 2/28/2012 6:22:03 PM PM' 84.968 .0080 84,979 ,0080 84,990 ,0080 85,000 1,0000 85,010 ,0625 86.762 1.171 1.134 1.097 1.062 2.117 2.157 86.139 86.113 86.087 86.062 87.127 88.919 210.00 210.00 210.00 210.00 210.00 210,00 23,86 8.84 •I-.6239 25.03 9.73 .7112 26.25 10.70 -I- .8108 27,53 11.77 -I- .6524 26.55 10.94 -I- .0450 25,89 10,41 94,98 .86 95.84 .95 96.79 1,04 97,83 ,01 98.07 1.26 99.33 40.068 .0625 0 FILE: LINE-l.WSW ,00 2.56 11,03 1.000 4,000 3.00 0 ,0 1,17 4,71 3.18 .040 ,00 3.00 TRAP .00 2.56 10.80 1.000 4.000 3.00 0 ,0 1,13 5.00 3.18 .040 .00 3.00 TRAP ,00 2.56 10.58 1.000 4.000 3.00 0 .0 1,10 5.32 3.18 ,040 .00 3.00 TRAP .00 2.56 10.37 1.000 4.000 3.00 0 .0 1.06 5.66 .040 .00 3.00 TRAP .00 4.13 4.94 5.000 .000 .00 1 .0 2.12 3.70 1.95 .013 .00 .00 PIPE ,00 4,13 4.95 5,000 .000 ,00 1 .0 2,16 3,57 1.95 ,013 .00 ,00 PIPE .0409 1.64 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING 2468 QUARRY CREEK LINE 1 PER DWG 470-5A PROPOSED Q ************************************************************************************************************************** ******** PAGE 4 Date: 2-28-2012 Time: 5:22: 2 Invert Depth Water Q Vel Vel Energy Super [Critical[Flow Top|Height/[Base Wt [No Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. Elev I Depth I Width | 1 - -1 - -1 - -1 Dia.-FTjor l.D. 1 ZL jPrs/Pip 1 L/Elem Ch Slope SF Ave HF 1 1 -1 - -1 SE Dpth[Froude N[Norm Dp [ 1 "N" 1 X-Fall ZR 1 [Type Ch ********* ********* ******** ********* ********* ******* ********* ******* 1 ******** 1 ******** 1 1 1 1 ******* 1 ******* 1 ***** I ******* 169.927 89.266 2.237 91.504 210.00 24.69 9.47 100.97 1 1 1 .00 4.13 4.97 1 1 1 1 5.000 .000 1 .00 1 1 ,0 1 29.256 .0625 _ .0359 1.05 1 1 1 2.24 3.33 1.95 - 1 - .013 .00 .00 1 - PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE1 Page 4 of 6 LINE-1.0UT 199,184 22,476 221,660 DUNCT STR 225,660 52,324 277,984 101,880 379,864 58,223 438,087 38,788 476.875 27,742 504.617 91.095 .0625 92.500 .1250 93.000 .0294 94,537 ,0294 97.530 .0294 99.240 .0294 100.379 .0294 101,194 Printed: 3/18/2015 Modified: 2/28/2012'6:22*03 PM*PM . ^^^^ 2.320 2.408 2.654 2.685 2.795 2.912 3.037 3.170 93.415 94.908 95.654 97.222 100.325 102.152 103.416 104.364 210.00 210.00 210.00 210.00 210.00 210.00 210.00 210,00 23,54 8,61 ,0316 22,45 7,82 21,52 21.21 20,23 19,29 ,0281 7,19 ,0262 6,99 ,0242 6,35 .0215 5.78 .0191 18.39 5.25 -I- ,0170 17.53 4.77 102.02 .71 102.73 .11 102,84 1,37 104,21 2,47 106.68 1.25 107.93 .74 108.67 .47 109.14 20.300 .0294 0 FILE: LINE-l.WSW ,00 4.13 4.99 5,000 .000 .00 1 .0 2.32 3.10 1.95 ,013 ,00 .00 PIPE .00 4.13 5.00 5,000 ,000 .00 1 .0 2.41 2.89 ,013 ,00 .00 PIPE .00 4.10 4.43 4,500 ,000 .00 1 .0 2.65 2.55 2.57 ,013 ,00 .00 PIPE .00 4.10 4.42 4.500 ,000 .00 1 .0 2,69 2.50 2.57 .013 ,00 .00 PIPE ,00 4.10 4.37 4.500 .000 .00 1 .0 2,80 2.31 2.57 .013 .00 .00 PIPE .00 4.10 4.30 4.500 .000 .00 1 .0 2.91 2.14 2.57 .013 .00 .00 PIPE ,00 4.10 4.22 4.500 .000 .00 1 .0 3.04 1.97 2.57 .013 .00 .00 PIPE .00 4.10 4.11 4.500 .000 .00 1 ,0 3.17 1.81 2.57 ,013 .00 .00 PIPE PAGE 5 Date: 2-28-2012 Time: 5:22: 2 ,0151 .31 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING 2468 QUARRY CREEK LINE 1 PER DWG 470-5A PROPOSED Q ************************************************************************************************************************** ******** Depth I Water | Q | Vel Vel [ Energy j Super [Critical|Flow Top[Height/[Base Wtj [No Wth Invert P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE1 Page 5 of 6 Station I Elev -I- L/Elem [Ch Slope *********!********* I 524.917 101.790 -1- 14,902 ,0294 I 539,819 102,228 -I- 10,655 ,0294 I 550,475 102,541 -I- Printed: 3/18/2015 6,851 ,0294 I 557,325 102,742 -I- 2,645 ,0294 WALL ENTRANCE I 559,970 102,820 -I- HYDRAULIC DUMP I 559,970 102,820 -I- (FT) ******** 3.315 3,474 3,650 3,851 4,099 4.098 Elev 105,105 105,702 106,191 106.593 106,919 106.918 (CFS) 210.00 210.00 210.00 210.00 210.00 210.00 LINE-1.0UT |i]Siiil#i^3 mmm M&dified: 2/28/2012 6:22:03 PM PM (FPS) Head 1 Grd.El. SF Ave I HF *******I ******* I ********* I 16.72 4.34 109.44 -I- -I- .0136 .20 I 15.94 3.94 109.65 -I- -I- .0122 .13 I 15.20 3.59 109.78 .0111 .08 14.49 3.26 109.85 -I- -I- .0103 .03 13.81 2.96 109.88 -I- -I- 13.81 2.96 109.88 -I- -I- Elev SE Dpth ******* .00 3.32 .00 3.47 .00 3.65 .00 3.85 .00 .00 Depth Froude N 4.10 1.65 4.10 1.50 4.10 1.35 4.10 1.19 4.10 4.10 Width Norm Dp ******** 3.96 2.57 3.78 2.57 3.52 2.57 3.16 2.57 2.56 2.57 Dia,-FT "N" ******* 4.500 .013 4.500 ,013 4.500 .013 4.500 .013 4.500 4.500 or l.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 ,000 ,000 ZL ZR ,00 ,00 ,00 .00 .00 .00 .00 .00 .00 .00 Prs/Pip Type Ch ******* 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE 0 ,0 1 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE1 Page 6 of 6 LINE3.WSW Printed: 3/12/2015 Modified: 3/12/2015 7:43:48 PM PM Tl QUARRY CREEK T2 STORM DRAIN LINE3 T3 100-YEAR STORM EVENT SO 887 000 71 260 1 84.500 R 926 000 71 460 1 .013 .000 .000 0 DX 930 000 71 790 1 .013 R 978 000 85 230 1 .013 .000 .000 0 DX 982 000 85 560 3 .013 59 000 R 998 000 86 150 3 .013 .000 .000 0 DX 1002 000 86.481 3 .013 R 1138 640 90 970 3 .013 .000 .000 0 DX 1142 640 91 300 6 5 .013 14.100 96.640 -90.0 000 R 1238 720 97 120 6 .013 .000 .000 0 DX 1242 720 97 450 3 .013 ' 0 000 R WE 1445 1445. 990 990 99 99 130 130 6 8 .013 .500 .000 .000 0 SH 1445. 990 99 130 8 99.130 CD 1 4 1 000 3. 500 .000 .000 .000 .00 CD 2 4 1 000 3. 500 .000 .000 .000 .00 CD 3 4 1 000 2. 000 .000 .000 .000 .00 CD 5 4 1 000 2. 000 .000 .000 .000 .00 CD 6 4 1 000 2. 000 .000 .000 .000 .00 CD 7 4 1 000 2. 000 .000 .000 .000 .00 CD 8 4 1 000 2. 000 .000 .000 .000 .00 Q 11.500 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 1 of 1 LINE3.0UT Printed: 3/12/2015 iSiiilMlli^^^KB Modified. 3"/12/2015 7^44:24 PM PM FILE: LINES.WSW PAGE 1 Date: 3-12-2015 Time: 7:44:12 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN LINE3 100-YEAR STORM EVENT **************************************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^_^^^^^^^^^^^^^^_^^^^^^^^ ******** Station L/Elem ********* 887.000 39.000 926.000 DUNCT STR 930.000 33.069 963.069 1.120 964.189 ,630 964.818 .092 964.911 HYDRAULIC Invert Elev Ch Slope ********* 71,260 ,0051 71,460 ,0825 71,790 ,2800 81,049 .2800 81.363 .2800 81,539 ,2800 81,565 DUMP Depth (FT) ******** 13,240 13,065 12,738 3.500 3.175 2.987 2.959 Water Elev ********* 84.500 84.525 84.528 84.549 84.538 84.526 84,524 Q (CFS) 25,60 25.60 25,60 25.60 25.60 25.60 25.60 Vel (FPS) Vel Head SF Ave *******{******* 2.66 .11 ,0006 2.66 .11 .0006 2.66 .11 .0006 2,66 ,11 ,0006 2,79 ,12 2,93 ,0006 ,13 2.95 ,0006 .14 Energy Grd.El, HF ********* 84,61 .03 84,64 ,00 84,64 .02 84,66 ,00 84,66 .00 84.66 .00 84.66 Super Elev SE Dpth ******* .00 13.24 .00 13.07 .00 12.74 .00 3.50 ,00 3,18 ,00 2,99 .00 Critical Depth Froude N ******** 1.56 ,00 1,56 1,56 .00 1.56 .00 1,56 .23 1,56 .27 1.56 Flow Top Width Norm Dp ******** .00 1.44 .00 .00 .52 .00 .52 2.03 .52 2,48 ,52 2,53 Height/ Dia,-FT "N" 3.500 .013 3.500 .013 3.500 .013 3.500 .013 3.500 .013 3.500 .013 3.500 Base Wt or l.D. X-Fall ******* ,000 ,00 .000 .00 .000 .00 .000 .00 ,000 .00 .000 .00 ,000 ZL ZR * ** * * ,00 ,00 ,00 ,00 ,00 ,00 .00 ,00 .00 ,00 .00 .00 ,00 No Wth Prs/Pip Type Ch ******* 1 ,0 PIPE 1 .0 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 1 of 9 LINE3.0UT illlll^^BlllliilMOTa I I 964.911 81.565 -I- .614 .2800 I I 965.524 81.737 Printed: 3/12/2015* Modified: 3/12/20ir7:44:24«PM PM' •I- .737 82.302 -I- -I- .747 82.484 1.750 ,2800 FILE: LINE3,WSW 17 35 -1 - 4.67 1 86.98 1 .0666 1 .04 17 02 - 1 - 1 4.50 1 86.98 1 1 .0607 .11 .00 1,56 -I- ,74 4,25 I ,00 1,56 2,85 3.500 .000 ,00 1 1 .0 .52 .013 1 1 -1 - ,00 1 .00 1 - PIPE 1 2.87 1 1 3.500 1 ,000 .00 1 1 1 .0 .52 1 - - 1 - .013 - 1 - ,00 .00 1 - PIPE .75 4.14 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN LINE3 100-YEAR STORM EVENT *******************************'lf*:¥**************************:* ******** PAGE 2 Date: 3-12-2015 Time: 7:44:12 Station L/Elem ********* Invert Elev Ch Slope ********* 967.274 82.227 .772 1.518 ,2800 968.792 82,652 ,799 1.330 ,2800 970.122 83,024 .826 1.165 ,2800 971.288 83,351 .854 1.019 ,2800 972.307 83.636 .884 .899 .2800 Depth (FT) ******** Water Elev 82.999 83,451 83.850 84.205 84.520 Q (CFS) 25,60 25.60 25.60 25.60 25.60 Vel Vel (FPS) Head SF Ave ******* I ******* 16.22 4.09 -I- .0530 15.47 3.72 -I- .0464 14.75 3.38 14.06 13.41 .0405 3.07 ,0354 2.79 .0310 Energy Grd.El. HF 87.09 .08 87.17 .06 87.23 .05 87.28 .04 87.31 .03 1 Super .1 Elev Critical Depth Flow Top Width Height/ Dia.-FT Base Wt or l.D. ZL [No Wth 1Prs/Pip [SE Dpth * 1 ******* Froude N ******** Norm Dp ******** "N" ******* X-Fall ZR ***** iType Ch .00 1,56 2,90 3,500 .000 ,00 1 .0 .77 3,88 ,52 .013 .00 .00 PIPE .00 1,56 2,94 3,500 .000 ,00 1 ,0 .80 3,63 .52 .013 .00 ,00 PIPE .00 1,56 2.97 3,500 .000 ,00 1 ,0 .83 3,40 .52 ,013 .00 .00 PIPE .00 1,56 3,01 3,500 .000 .00 1 ,0 .85 3.18 ,52 ,013 .00 .00 PIPE ,00 1.56 3,04 3,500 .000 ,00 1 ,0 ,88 2.98 ,52 ,013 ,00 .00 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 2 of 9 LINE3.0UT Printed: 3/12/2015 Modified: 3/12/2015 7:44:24 PM PM 973,206 83.888 .914 .786 .2800 973.991 84.108 .946 .690 .2800 974,681 84.301 .979 .604 .2800 975.285 84.470 1.013 .528 .2800 84.802 85.054 85.280 85.483 25.60 12 78 1 2.54 .0271 25.60 12 19 2.31 .0237 25.60 11 62 1 2.10 -1 -.0208 25.60 11 08 -1- 1.91 .0182 87.34 .02 87.36 .02 87.38 .01 87.39 .01 .00 1.56 3.07 3.500 ,000 ,00 1 ,0 .91 2.79 .52 .013 .00 ,00 PIPE .00 1.56 3,11 3.500 .000 ,00 1 .0 .95 2.61 .52 ,013 .00 ,00 PIPE .00 1.56 3.14 3,500 .000 ,00 1 .0 .98 2.45 .52 ,013 .00 ,00 PIPE .00 1.56 3.17 3,500 .000 ,00 1 .0 1.01 2.29 .52 ,013 ,00 ,00 PIPE FILE: LINE3.WSW PAGE 3 Date: 3-12-2015 Time: 7:44:12 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN LINE3 100-YEAR STORM EVENT +*+**********+**+*********************+*********************************************************************************** ******** I Invert j Depth | Water [ Q | Vel Vel [ Energy | Super (Critical|Flow Top[Height/[Base Wt[ [No Wth Station | Elev | (FT) | Elev j (CFS) j (FPS) Head j Grd.El.( Elev [ Depth j Width Dia.-FT or l.D. ZL Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem jch Slope | [ [ | SF Ave| HF [SE Dpth[Froude NjNorm Dp | "N" | X-Fall| ZR jlype Ch *********!*********!********!*********!*********I*******!*******I ********* I ******* I ******** I ******** I*******!*******I***** I******* I 975.814 1 84.618 1 .457 ,2800 976.270 1 84.746 1 .396 1 .2800 1 976.666 1 84.857 .337 .2800 1.048 1.085 85.666 85.831 I 1,123 25,60 10,57 1,73 -I- -I- -I- .0159 I I 25.60 10.07 1.58 -I- -I- -I- .0139 85.980 25.60 9,61 1,43 I-,0122 87.40 ,01 87.41 .01 87.41 .00 1.56 •I- 1.05 .00 1.56 -I- 1.09 2.00 I .00 1,56 3,21 3.500 -I- -I- 2,14 ,52 ,013 1,12 1,87 3,24 .52 3.27 .52 3.500 .013 3,500 ,013 ,000 ,00 -I- ,00 ,00 I .000 .00 -I- .00 .00 I .000 .00 -I- ,00 ,00 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 3 of 9 LINE3.0UT 977.003 .287 977.290 .239 977.529 .198 977,727 ,154 977,881 ,119 978.000 84,951 ,2800 85,031 ,2800 85,098 ,2800 85,154 ,2800 85,197 .2800 85,230 Printed: 3/12/2015 Modified: 3/12/2015 7:44?"4 pf PM 1,163 1,204 1,247 1.291 1.338 1.386 86,114 86,235 86,345 86,445 86.535 86,616 25,60 9 16 -1 - 1.30 87.42 .00 1.56 3, 30 3.500 .000 .00 1 .0 1 ,0107 .00 1.16 1.75 52 .013 .00 ,00 PIPE 25,60 8 73 -1 - 1,18 87.42 .00 1.56 3, 33 3.500 .000 ,00 1 ,0 1 ,0094 .00 1.20 1,64 • 52 .013 .00 ,00 PIPE 25,60 8 33 - 1 - 1,08 87.42 .00 1,56 3. 35 3.500 .000 ,00 1 .0 ,0082 .00 1.25 1,53 • 52 .013 .00 .00 PIPE 25,60 7 94 - 1 - ,98 87.42 .00 1.56 3. 38 3.500 .000 .00 1 .0 1 .0072 .00 1.29 1.43 • 52 .013 .00 .00 PIPE 25.60 7 57 .89 87.42 .00 1.56 3.40 3.500 .000 .00 1 .0 .0063 .00 1.34 1.34 • 52 .013 .00 .00 PIPE 25,60 7 22 -1- .81 87.43 1.43 1,56 3. 42 3.500 .000 .00 1 .0 DUNCT STR .0825 E FILE: LINE3.WSW 1.25 .013 .00 .00 PIPE PAGE .0205 .08 2.81 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN LINE3 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Date: 3-12-2015 Time: 7:44:12 Station Invert Elev Depth (FT) Water Elev Q (CFS) Vel (FPS) Vel Head Energy Grd.El, Super [Critical I Flow Top[Height/[Base Wt[ Elev j Depth | Width [Dia,-FTior I,D,j -1 - -1 - 1 1 1 ZL |No Wth 1Prs/Pip 1 L/Elem ********* Ch Slope ******** ********* ********* _ ******* _ SF Ave ******* HF ********* 1 1 1 1 1 SE Dpth[Froude N[Norm Dp | "N" | X-Fall| *******!********I ******** 1*******1*******! 1 1 III ZR ***** 1 [Type Ch I ******* 1 982.000 85.560 1.121 86.681 25.60 14.13 3.10 89,78 Illll .00 1.78 1.99 2.000 .000 1 1 III ,00 1 1 ,0 1 16,000 .0369 _ _ .0348 ,56 1 -|- -j- -|- -| 1,12 2.61 1.10 .013 .00 ,00 1 - PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 4 of 9 LINE3.0UT Printed: 3/12/2015 998,000 86.150 1.127 87.277 DUNCT STR ,0828 -1- 1002,000 86,481 1,165 87.646 22,842 ,0329 -1- 1024,842 87.231 1.175 88.407 46.645 .0329 -1- 1071.487 88.764 1.223 89.987 23.403 ,0329 1094.890 89,533 1.273 90,806 14,662 ,0329 -1- 1109,552 90.014 1.327 91.341 10.088 .0329 1119.639 90.346 1.385 91,731 7.182 .0329 -1- 1126.822 90.582 1.448 92,030 5.180 .0329 -1- Modified: 3/12/2015PM'PM 25 ,60 14,04 3.06 .0328 25 ,60 13,48 -1 - 2,82 1 ,0307 25 60 13,33 1 2,76 1 ,0285 25 60 12,71 1 2,51 1 ,0252 25 60 12.12 1 2,28 1 .0224 25 60 11.56 2,07 ,0199 25, 60 11.02 1 1,89 1 .0178 25, 60 10.51 -1- 1.71 90.34 .13 90.47 .70 91.17 1.33 92.50 .59 93.09 .33 93.42 .20 93.62 .13 93.74 .0159 .08 ,00 1.78 1.98 2.000 .000 .00 1 .0 1,13 2.58 .013 .00 .00 PIPE .00 1,78 1 97 2.000 .000 .00 1 .0 1.16 2,42 1 14 .013 .00 .00 PIPE .00 1,78 1 97 2.000 ,000 .00 1 ,0 1,18 2,38 1 14 .013 .00 .00 PIPE ,00 1,78 1 95 2.000 .000 .00 1 .0 1,22 2,20 1. 14 .013 .00 .00 PIPE .00 1.78 1. 92 2.000 .000 .00 1 ,0 1.27 2.04 1. 14 .013 .00 .00 PIPE .00 1.78 1. 89 2.000 .000 .00 1 .0 1.33 1.88 1. 14 .013 .00 .00 PIPE .00 1.78 1.85 2.000 .000 .00 1 .0 1.39 1,73 1. 14 .013 .00 .00 PIPE .00 1,78 1. 79 2.000 .000 .00 1 .0 1.45 1,59 1. 14 .013 .00 .00 PIPE 0 FILE: LINE3.WSW PAGE Date: 3-12-2015 Time: 7:44:12 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN LINE3 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert [ Depth | Water | Q | Vel Vel | Energy | Super [Critical[Flow Top[Height/[Base Wtj [No Wth P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 5 of 9 LINE3.0UT Printed: 3/12/2015 Modified: 3/12/2015 7:44:24 PM PM station L/Elem ********* 1132.001 3.593 1135.594 2.250 1137,844 ,796 1138.640 DUNCT STR 1142.640 19.301 1161.941 HYDRAULIC 1161.941 7,638 1169,579 24,530 1194,109 13.179 Elev Ch Slope ********* 90,752 .0329 90.870 .0329 90.944 ,0329 90,970 ,0825 91,300 ,0606 92.469 DUMP 92.469 .0606 92.932 .0606 94.418 ,0606 (FT) ******** 1,516 1,591 1,675 1,777 3.311 2,192 ,634 .634 .656 Elev ********* 92.268 92.461 92.619 92.747 94,611 94,661 93,103 93,566 95,074 (CFS) 25.60 25.60 25.60 25.60 11.50 11.50 11.50 11,50 11,50 (FPS) Head SF Ave *******!******* 10,02 1,56 .0143 9.55 1.42 .0129 9.11 1.29 .0119 8.68 1.17 .0070 3.66 3.66 13.44 2.80 -I- 13.44 12.82 .0545 2.81 .0511 2.55 .0447 Grd.El. HF ********* 93.83 .05 93.88 .03 93.91 ,01 93.92 .03 .21 94.82 .00 .0026 .05 3.31 .21 94.87 .00 95.91 .42 96.37 1.25 97.62 .59 Elev SE Dpth ******* ,00 1,52 ,00 1,59 ,00 1.68 .00 1.78 .00 .63 .00 .63 .00 .66 Depth Froude N ******** 1.78 1.45 1.78 1,31 1,78 1,16 1,78 1.00 1.22 .00 1.22 1.22 3.49 1.22 3.49 1.22 3.27 Width Norm Dp 1.71 1.14 1.61 1,14 1.48 1,14 1.26 .00 .62 .00 1.86 .62 1.86 .62 1.88 .62 Dia.-FT "N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 2.000 .013 2.000 .013 2.000 .013 or l.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGV\A20150903 .000 .00 .000 .000 .00 .000 ,00 ,000 ,00 ZL ZR ,00 .00 ,00 .00 .00 .00 ,00 ,00 ,00 ,00 ,00 ,00 ,00 ,00 .00 .00 .00 Prs/Pip Type Ch 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 1 ,0 PIPE 1 ,0 PIPE 1 .0 PIPE Page 6 of 9 LINE3.QUT Printed: 3/12/2015^ Modified: 3/12/20-15 7:44:24PM PM E FILE: LINE3.WSW Date: 3-12-2015 Time: WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN LINE3 100-YEAR STORM EVENT *************************************************************************************************^^^^j^^j^^^^^^^^^^^^^^^^^^^ Station L/Elem ********* 1207.289 8,732 1216,021 6,351 1222.372 4.833 1227.205 3.847 1231.052 3.101 1234.154 2.508 1236.661 2.059 Invert Elev Ch Slope 95.216 .0606 95.745 .0606 96,130 ,0606 96,423 ,0606 96.656 .0606 96.843 .0606 96,995 .0606 Depth (FT) .679 .703 .728 .755 .782 .810 .840 Water Elev 95.895 96.448 96.858 97.178 97.438 97,653 97,835 Q (CFS) ********* 11,50 11,50 11,50 11.50 11.50 11.50 11.50 Vel Vel (FPS) Head SF Ave ******* I ******* 12.22 2,32 -I- ,0392 11,65 2.11 -I- .0343 11.11 1.92 .0301 10.59 1.74 .0264 10.10 1.58 -I- .0232 9.63 1.44 .0204 9.18 1.31 -I- .0179 Energy Grd.El. HF ********* 98.21 .34 98.56 .22 98.77 .15 98.92 .10 99.02 .07 99.09 .05 99.14 .04 Super Elev SE Dpth .00 .68 .00 .70 .00 .73 .00 .76 .00 .78 .00 .81 .00 .84 Critical Depth Froude N ******** 1,22 3,05 1,22 2,86 1,22 2,67 1,22 2,49 1,22 2,33 1.22 2,18 1.22 2.03 Flow Top Width Norm Dp 1.89 .62 1.91 .62 1.92 .62 1.94 .62 1.95 ,62 1.96 .62 1,97 ,62 Height/ Dia.-FT "N" ******* 2,000 ,013 2.000 .013 2.( .013 2.000 .013 2.000 .013 2.000 ,013 2,000 ,013 Base Wt or I,D, X-Fall ,000 ,00 ,000 ,00 .000 ,00 ,000 ,00 ,000 ,00 .000 .00 ,000 .00 ZL ZR ***** .00 .00 ,00 .00 .00 PAGE 6 7:44:12 ******** No Wth Prs/Pip Type Ch ******* .00 .00 .00 .00 .00 .00 ,00 ,00 0 0 0 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 PIPE P:\2468.20\Engr\Report8\DRAlN-FE\HYDRA\WSPGW\20150903 Page 7 of 9 ' LINE3.0UT Printed: 3/12/2015 Modified: 3/12/2015 7:44:24 PM PM 1238,720 97.120 -I- -I DUNCT STR .0825 I I 1242.720 97.450 I I .871 97.991 -I- -[• 11.50 8.75 1.069 118,238 ,0083 FILE: LINE3.WSW I 98.519 11.50 6.73 1.19 - 1 - 99 18 1 ,00 1 1.22 1 ,0125 1 05 1 .87 1 1,90 1 ,70 99 1 22 1 ,00 1.22 ,0083 98 1,07 1.28 I 1.98 2.000 ,000 ,00 .013 1 - ,00 1 - ,00 2.00 2.000 1 ,000 ,00 1.07 .013 1 - ,00 - ,00 Date: 3-12-2015 Time: 1 I- PIPE I- PIPE PAGE WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 3-12-2015 Time: 7:44:12 QUARRY CREEK STORM DRAIN LINE3 100-YEAR STORM EVENT **************************************************^fif^e************** ******** [ Invert Station j Elev -I- L/Elem |Ch Slope ********* I ********* I 1360.958 98.427 50.413 I .0083 1411.370 98.844 26.215 .0083 99.061 .0083 1437.585 -I 6.989 1444.573 •I- 99.118 1.417 .0083 WALL ENTRANCE 1445.990 99.130 Depth (FT) 1.069 1.081 1.123 1.168 1,218 Water Elev ********* 99,496 99.925 100,184 100.286 100.348 Q (CFS) 11.50 11,50 11,50 11,50 11,50 Vel Vel (FPS) Head SF Ave 6.73 .70 -I- .0081 6.64 .68 .0075 6.33 .62 -I- .0066 6.03 .57 -I- .0058 5.74 .51 Energy Grd.El, HF ********* 100,20 ,41 100,61 ,20 100,81 ,05 100,85 ,01 100.86 Super Elev SE Dpth ******* .00 1.07 .00 1.08 .00 1.12 .00 1.17 .00 Critical Depth Froude N ******** 1.22 1.28 1.22 1.25 1.22 1.17 1.22 1.08 1.22 Flow Top Width Norm Dp 2,00 1,07 1,99 1.07 1.98 1.07 1.97 1.07 1.95 Height/ Dia.-FT "N" 2.000 .013 2.000 .013 2.000 ,013 2,000 ,013 2,000 Base Wt or I,D. X-Fall ******* ,000 .000 ,00 .000 .00 .000 .00 .000 ZL ZR ***** .00 ,00 ,00 ,00 .00 .00 .00 .00 ,00 No Wth Prs/Pip Type Ch ******* 1 ,0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 0 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGV\A20150903 Page 8 of 9 LINE3.0UT Printed: 3/12/2015 Modified: 3/12/2015 7:44:24 PMPM P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 9 of 9 LINE4.WSW Printed: 3/18/2015 Modified: 3/18/2015 11:43:57 AM AM Tl QUARRY CREEK 0 T2 STORM DRAIN LINE 4 T3 100-YEAR STORM EVENT SO 1000.000 86.030 1 86.030 R 1091.490 91.000 1 .013 .000 .000 0 WE 1091.490 91.000 2 .500 SH 1091.490 91.000 2 91.000 CD 1 4 1 .000 3.500 .000 .000 .000 .00 CD 2 4 1 .000 3.500 .000 .000 .000 .00 Q 4.000 .0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE 4 Page 1 of 1 iiiitSilHlilili^W B FILE: line4.WSW LINE4.0UT Printed: 3/18/2015 mm Modified: 3/r8T201511:44^28 AITAM PAGE 1 Date: 3-18-2015 Time:ll:44:ll WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN LINE 4 100-YEAR STORM EVENT ******************************************^^^ ******** Station L/Elem ********* 1000.000 12.535 1012.535 31.578 1044.113 18.812 1062.925 7.954 1070.880 4.857 1075.737 3,463 1079.200 2.572 Invert Elev Ch Slope 86.030 .0543 86.711 .0543 88.426 .0543 89.448 .0543 89,880 ,0543 90,144 ,0543 90,332 ,0543 Depth (FT) ******** .318 .318 .321 .331 .342 .354 .365 Water Elev ********* 86.348 87.029 88.747 89.779 90.222 90.498 90.697 Q (CFS) ********* 4.00 4.00 4.00 4.( 4.00 4.( 4.00 Vel Vel (FPS) Head SF Ave *******!******* 9.20 1.31 -I- .0543 9.20 1.31 -I- .0532 9.06 1.28 -I- .0487 8.64 1.16 -I- -; .0425 8.24 1.05 ,0371 7,86 ,96 7,49 ,0323 ,87 ,0282 Energy Grd.E HF K****:t 87.66 .68 88.34 1.68 90.02 .92 90.94 .34 91.28 .18 91.46 .11 91.57 .07 ' I Super .j Elev Critical Depth Flow Top Width Height/ Dia.-FT Base Wt or l.D. ZL |No Wth jPrs/Pip |SE Dpth * ******* Froude N ******** Norm Dp ******** "N" ******* X-Fall ******* ZR iType Ch 1 ******* .00 .60 2.01 3.500 .000 .00 1 .0 .32 3.49 .32 .013 .00 .00 PIPE .00 .60 2,01 3.500 .000 .00 1 .0 .32 3.49 ,32 .013 .00 .00 PIPE .00 .60 2.02 3.500 .000 .00 1 .0 .32 3.42 .32 .013 .00 .00 PIPE .00 .60 2.05 3.500 .000 .00 1 .0 .33 3.20 .32 .013 .00 .00 PIPE .00 .60 2.08 3.500 .000 .00 1 .0 .34 3,00 .32 .013 .00 .00 PIPE .00 ,60 2.11 3.500 .000 .00 1 .0 .35 2,82 .32 .013 .00 .00 PIPE .00 ,60 2.14 3.500 .000 .00 1 .0 .37 2,64 .32 .013 ,00 .00 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE4 Page 1 of 4 LINE4.0UT Printed: 3/18/2015 Modified: 3/18/2015 11:44:28 AM-AM Illll I I I I I I I I 1081.772 90.472 .377 90.849 4.00 7.14 .79 91,64 ,00 ,60 2,17 3.500 .000 .00 1 .0 1.986 I 1083.758 .0543 I 90.580 •I-.0246 •I-.05 .390 90.970 I .38 I .00 1.598 .0543 0 FILE: line4.WSW 2.48 .60 2.32 I-.32 2,20 .32 .013 3.500 .013 .00 .00 PIPE I I .000 .00 1 .0 -I- I- .00 .00 PIPE PAGE 2 4.00 6.81 .72 91.69 -I- -I- -I- -I- .0215 .03 .39 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN LINE 4 100-YEAR STORM EVENT ***********************************************************************************************************^^^^^^^^^^^^^^^ ******** Date: 3-18-2015 Time:H:44:ll Station L/Elem ********* 1085,355 1,307 1086,662 1,056 1087,718 ,878 1088.597 ,709 1089.306 .590 Invert Elev Ch Slope ********* 90,667 ,0543 90,738 ,0543 90,795 .0543 90,843 .0543 90,881 ,0543 Depth (FT) ******** ,403 ,416 ,430 ,444 .459 Water Elev 91,070 91,154 91.225 91,287 91,340 Q (CFS) 4,00 4,00 4,00 4,00 4.00 Vel (FPS) Vel Head SF Ave ******* j ******* 6,49 ,65 6,19 ,0188 ,59 5.90 .0164 .54 5.63 .0143 .49 5.37 .0125 .45 Energy Grd.El. HF 91.72 ,02 91,75 ,02 91.77 .01 91.78 .01 91.79 Super Elev SE Dpth ,00 ,40 ,42 .00 .43 .00 .44 .00 Critical Depth Froude N ******** .60 2.18 .60 2,04 .60 1,92 .60 1.80 .60 Flow Top Width Norm Dp ******** 2,23 .32 2.27 .32 2.30 .32 2.33 .32 2.36 Height/ Dia.-FT "N" ******* 3.500 .013 3.500 .013 3.500 .013 3.500 .013 3.500 Base Wt or l.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 ZL ZR * * * * * .00 .0109 .01 .46 1.68 .32 .013 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE4 Page 2 of 4 Prin 1089.896 90,913 .474 .467 .0543 1090.363 90.939 .490 .382 .0543 1090.745 90.960 .506 .287 .0543 1091.033 90.975 ,523 .203 .0543 Printed: 3/18/2015 LINE4.0UT Modified: 3/18/2015 11:44:287\l7(ia" 91,388 91.429 91,466 91,498 4.00 5.12 - 1 - .41 91 .79 1 .0095 00 4.00 4.88 .37 91 80 .0083 00 4.00 4.65 -1 - .34 91 80 1 .0072 00 4.00 4.43 -1- .31 91 80 .00 .47 .49 ,00 .51 .00 .0063 .00 .52 .60 2.40 3.500 ,000 .00 1 ,0 1.58 .32 ,013 ,00 .00 PIPE .60 2,43 3,500 ,000 .00 1 ,0 1.48 .32 ,013 ,00 .00 PIPE .60 2,46 3,500 ,000 ,00 1 ,0 1.39 .32 ,013 ,00 ,00 PIPE .60 2.50 3,500 .000 .00 1 .0 1.30 .32 ,013 .00 .00 PIPE FILE: line4.WSW PAGE 3 Date: 3-18-2015 Time:ll:44:ll WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN LINE 4 100-YEAR STORM EVENT **************»********************************************************************************************************^*^ ******** [ Invert [ Depth | Water | Q [Vel Vel | Energy [ Super [Critical|Flow Top[Height/[Base Wt| [No Wth Station | Elev | (FT) | Elev [ (CFS) | (FPS) Head | Grd.El.| Elev Depth Width Dia.-FT or I.D.j ZL [Prs/Pip -I- -[- -I- -I- -I- -I- -I- -j- -I- -|. -I- -|. .|. L/Elem |Ch Slope | | | | SF Ave| HF [SE Dpth[Froude N[Norm Dp | "N" j X-Fall| ZR jlype Ch ********* I ********* I ******** I ********* I ********* I ******* I ******* j ********* I ******* I ******** I ******** I ******* j ******* I ***** I ******* 1091.236 .148 I 1091.384 ,080 I 1091.464 -I .026 90.986 .0543 90.994 .0543 90.999 ,0543 .541 91.527 4.00 4.23 .28 -I- -I 91.80 .00 I I- ,559 91.553 .578 91,577 -I- -I- ,0055 I 4,00 4,03 .25 -I- -I- -I ,0048 I I 4.00 3.84 .23 -I- -I- -I .0042 .00 I .54 I 91.81 I- 00 00 .56 I 91.81 .00 .00 -I .58 .60 2 53 3.500 .000 .00 1 1 .0 1.22 1 32 .013 1 1 -1 • .00 1 .00 1 - PIPE 1 1 .60 . 1 2 56 1 1 3.500 1 - 1 1 .000 1 .00 1 1 1 .0 1.14 1 32 1 -1 - .013 1 1 1 • .00 1 .00 1 - PIPE 1 1 .60 . 1 2 60 1 1 3.500 1 1 1 .000 1 .00 1 1 1 .0 1.07 32 .013 .00 .00 1 - PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE4 Page 3 of 4 LINE4.bUT Printed: 3/18/2015 Modified: 3/18/201-5-11:44:28-AM AM WALL ENTRANCE Illll I I I I I I I I 1091.490 91.000 ,600 91,600 4,00 3,65 ,21 91,81 .00 .60 2.64 3,500 ,000 00 0 0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE 4 Page 4 of 4 Printed: 3/17/2015 LINE5.WSW Modified: 3/17/201510:17:11 AMAM Tl QUARRY CREEK T2 STREET 'A' STORM DRAIN LINES T3 100-YEAR STORM EVENT 911.620 71.260 9 950.620 71.460 9 .013 954.620 71.800 9 .013 994.840 84.010 9 .013 1000.000 86.010 1 11 .013 1058.690 96.250 1 .013 1062.690 96.580 2 .013 1271.810 98.670 2 .013 1277.810 99.000 4 3 .013 1350.660 101.110 4 .013 1354.660 101.440 4 .013 1528.280 107.520 4 .013 1532.280 109.020 7 5 .013 1579.560 110.430 7 .013 1761.690 114.470 7 .013 1765,690 114,800 7 .013 1807.200 118.600 7 .013 1847.690 122.310 7 .013 1852.690 122.640 7 .013 1872.030 124.450 7 .013 1872.030 124.450 8 .500 1872.030 124.450 8 SO R DX R DX R DX R DX R DX R DX R R DX R R DX R WE SH CD CD CD CD CD CD CD CD CD CD Q 84.500 3.600 84.010 1.200 46.600 100.170 107.850 1 2 3 4 5 6 7 8 9 11 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 13.600 124.450 3.000 .000 .000 .000 .00 3.000 .000 .000 .000 .00 1.500 .000 .000 .000 .00 3.000 .000 .000 .000 .00 3.000 .000 .000 .000 .00 1.500 .000 .000 .000 .00 1.500 .000 .000 .000 .00 1.500 .000 .000 .000 .00 4.500 .000 .000 .000 .00 4.500 .000 .000 .000 .00 .000 .000 0 .000 .000 0 90.0 -77 000 .000 80 .000 0 80 000 .000 -•90 .000 0 90.0 -45 000 9.998 .000 0 -42 000 7.582 .000 0 90.0 7.954 .000 0 .000 .000 0 47.567 .000 0 .000 .000 0 .000 .000 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LlNE5 Page 1 of 1 LINE5.0UT Printed 3/17/2015 Modified: 3/17/201510:18:3rAM AM FILE: LINES,WSW I* • PAGE 1 Date: 3-17-2015 Time:10:18: 8 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'A' STORM DRAIN LINES 100-YEAR STORM EVENT Station L/Elem Invert Elev Ch Slope 911,620 71.260 13.240 39,000 .0051 950,620 71.460 13.083 DUNCT STR .0850 954,620 71,800 12,747 27,264 ,3036 981.884 80,077 4,500 .972 ,3036 982.855 80,372 4,191 HYDRAULIC DUMP 982.855 80,372 1,217 .759 .3036 983.615 80.602 1,237 1.613 .3036 Depth (FT) ******** Water Elev 84,500 84.543 84.547 84.577 84.563 81.588 81.839 Q (CFS) ********* 65.00 65.00 Vel (FPS) Vel Head SF Ave 18.73 18.29 Energy Grd.El. HF Super Elev SE Dpth ******* Critical Depth Froude N ******** 65 00 4.09 1 .26 84.76 .00 2,35 .00 4.500 ,000 .00 1 .0 -1 -.0011 .04 13.24 ,00 2.15 .013 ,00 .00 PIPE 65 00 4.09 1 .26 84.80 .00 2,35 .00 4.500 ,000 .00 1 .0 1 .0011 .00 13.08 ,00 .013 ,00 .00 PIPE 65 00 4.09 1 .26 84.81 .00 2,35 .00 4.500 ,000 ,00 1 ,0 1 .0011 .03 12,75 ,00 .75 .013 ,00 .00 PIPE 65 00 4.09 1 .26 84.84 ,00 2.35 .00 4.500 ,000 ,00 1 ,0 .0010 .00 4,50 .00 .75 .013 .00 .00 PIPE 65 00 4.21 .28 84.84 ,00 2.35 2.28 4,500 .000 .00 1 ,0 Flow Top Width Norm Dp 5,45 87 03 .00 2.35 4,00 4,500 ,000 .00 1 .0 ,0414 03 1.22 3,54 ,75 .013 .00 .00 PIPE 5.19 87 03 .00 2,35 4.02 4.500 .000 ,00 1 .0 .0375 06 1.24 3,43 ,75 ,013 .00 ,00 PIPE Height/ Dia.-FT "N" ******* Base Wt or l.D. X-Fall ******* ZL ZR No Wth Prs/Pip Type Ch ******* P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE5 Pagel of 13 LINE5.0UT Printed: 3/17/2015 Modified; 3/T7/20151'S:i8:30 AM AM 985.228 81.092 1,280 82.372 1.423 .3036 I- llli 986.651 81.524 1.324 82.848 -I- -I- -I- -I- 1.249 .3036 0 FILE: LINES.WSW I I I .00 2.35 4.06 4.500 I 65.00 17.44 4.72 87.09 -I- -I- -I- -I- -I- -I- -I- .0328 ,05 1,28 3,21 .75 ,013 I Illll 65.00 16.63 4.29 87.14 .00 2.35 4,10 4,500 -I- -I- -I- -I- -I- -I- -I- ,0287 .04 1.32 3.00 ,75 ,013 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'A' STORM DRAIN LINES 100-YEAR STORM EVENT ************************************************************************************************************************** ******** ,000 ,00 1 .0 -I- I- .00 .00 PIPE I I .000 .00 1 .0 -I- I- .00 .00 PIPE PAGE 2 Date: 3-17-2015 Time:10:18: 8 Station L/Elem 987.900 1.102 989.001 .968 989,969 ,848 990,818 .741 991.559 .645 Invert Elev Ch Slope ********* 81.903 ,3036 82.238 .3036 82.531 .3036 82.789 .3036 83.014 .3036 Depth (FT) ******** 1,371 1,419 1,469 1.521 1,575 Water Elev ********* 83,274 83,657 84,000 84.310 84,589 Q (CFS) 65,00 65.00 65.00 65.00 65.00 Vel Vel (FPS) Head SF Ave 15.85 3.90 •I- 15.12 .0252 3.55 14.41 .0220 3.23 13.74 .0193 2,93 13,10 ,0169 2,67 ,0148 Energy Grd,El, HF 87,18 ,03 87,20 .02 87.23 .02 87.24 .01 87.25 .01 Super Elev SE Dpth ,00 1,37 ,00 1,42 ,00 1,47 ,00 1,52 .00 1.58 Critical Depth Froude N 2,35 2,81 2.35 2.63 2.35 2.46 2.35 2.30 2.35 2,15 Flow Top Width Norm Dp 4.14 .75 4.18 .75 4.22 ,75 4,26 ,75 4.29 .75 Height/ Dia.-FT "N" ******* 4.500 .013 4.500 .013 4.500 .013 4.500 .013 4.500 .013 Base Wt or l.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR .00 .00 .00 .00 .00 .00 .00 ,00 ,00 ,00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 ,0 PIPE 1 ,0 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE5 Page 2 of 13 LINE5.0UT Printed: 3/17/2015" Modifiefd"^'3/17/201510:48:30 AM'AM^- 992.204 .558 992,763 .477 993,240 ,402 993,642 83.210 .3036 83.379 .3036 83,524 .3036 83.646 1,631 1,689 1.750 1,814 84,841 85,069 85,274 85.460 65.00 65,00 65,00 65,00 12,49 11,91 11,36 2,42 ,0130 2,20 .0114 2.00 .0100 10,83 1,82 87,26 ,01 87,27 ,01 87,28 ,00 87,28 .00 1.63 ,00 1.69 .00 1.75 .00 .338 .3036 FILE: LINES,WSW 2.35 2.01 2.35 1,88 2,35 1,75 2,35 1.64 4.33 .75 4.36 .75 4.39 .75 4.41 .75 4,500 ,013 4,500 ,013 4,500 .013 4.500 .013 .000 .00 .000 .00 .000 .00 .000 .00 ,00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 ,00 PIPE PAGE Date: 3-17-2015 Time:10:18: 8 ,0088 ,00 1.81 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'A' STORM DRAIN LINES 100-YEAR STORM EVENT ************************************************************************************************************************** ******** I Invert | Depth [ Water [ Q [Vel Vel | Energy | Super [Critical[Flow Top[Height/[Base Wt| [No Wth Station [ Elev j (FT) j Elev j (CFS) i (FPS) Head j Grd,El,j Elev j Depth i Width |Dia,-Flior I,D,j ZL jprs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem [Ch Slope | [ j j SF Ave| HF |SE Dpth[Froude NjNorm Dp [ "N" | X-Fall| ZR |Type Ch ********* I ********* I ******** I ********* I ********* I ******* I ******* I ********* I ******* I ******** 1********1 ******* I ******* I***** I******* I I I I 993,979 1 83,749 1 1 880 1 85 629 1 65 00 1 10 32 1 1.65 1 87.28 1 .00 1 2.35 1 ,275 1 .3036 1 1 - 1 1 1 1 1 1 1 .0077 1 1 .00 1 1 1.88 1 1.53 994.254 1 1 83.832 1 1 1 949 1 85 1 781 1 65 1 00 1 9 84 1 1 1.50 1 1 87.29 1 1 .00 1 2.35 - 1 - .218 1 1 .3036 1 1 1 1 1 1 1 1 1 .0068 1 1 .00 1 - 1" 1.95 1,43 1 994.473 1 1 83,898 1 2 1 021 1 85 1 920 1 65 1 00 1 9 39 1 1 1.37 1 1 87,29 1 .00 1 2,35 -1 - ,166 -|- ,3036 1 -1 -- 1" -1 -1 .0060 1" ,00 -1" 2.02 1,33 4,44 4,500 1 - - 1 - .000 1 .00 1 1 .0 ,75 1 1 .013 1 1 1 .00 1 .00 1 - PIPE 1 4,46 1 1 4.500 1 1 1 .000 1 .00 1 1 1 .0 .75 1 1 .013 1 1 1 .00 1 .00 1 PIPE 1 4.48 1 1 4.500 1 1 1 ,000 1 .00 1 1 1 ,0 ,75 1 1 .013 1 ,00 .00 1 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE5 Page 3 of 13 •SI**!,'--LINE5.0UT 994.638 .114 994.753 .066 994.819 .021 994.840 DUNCT STR 1000.000 1.348 1001.348 Printed:-3/17/2015 Modified:.3/.17/201510:.1'8:30AM AM 83.949 ,3036 83,983 .3036 84.004 .3036 84.010 .3876 86.010 .1745 86.245 2.096 2.175 2.258 2.346 1,129 1,134 86,045 86,159 86,262 86,356 87,139 87,379 65,00 8 .95 1 1,24 1 -,0052 65,00 8 53 -1 - 1,13 1 ,0046 65.00 8 14 1 1.03 1 .0041 65.00 7 75 -1- .93 61.40 25 23 1 9.88 -1 -.0926 61.40 25 08 9.77 -1 • -1--1 87.29 .00 87.29 ,00 87,29 ,00 87.29 97,02 ,12 97,15 9.595 .1745 FILE: LINES.WSW ,00 2.35 4.49 4.500 .000 ,00 1 .0 2,10 1.24 .75 .013 .00 ,00 PIPE ,00 2.35 4.50 4.500 .000 ,00 1 .0 2.18 1.16 .75 .013 .00 ,00 PIPE .00 2.35 4.50 4.500 .000 ,00 1 .0 2.26 1.08 .75 .013 .00 ,00 PIPE 4.50 2,35 4.50 4,500 .000 .00 1 .0 4.50 1,00 .013 .00 .00 PIPE .00 2.53 2,91 3.000 ,000 ,00 1 .0 1.13 4.86 ,96 ,013 ,00 ,00 PIPE .00 2.53 2,91 3.000 ,000 .00 1 ,0 1.13 4.82 .96 .013 ,00 .00 PIPE ,0862 ,83 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'A' STORM DRAIN LINES 100-YEAR STORM EVENT ************************************************************************************************************************** ******** PAGE 4 Date: 3-17-2015 Time:10:18: 8 I Invert Depth Water Q Vel Vel Energy Super [Critical I Flow Top[Height/[Base Wt[ [No Wth Station 1 Elev 1 - (FT) Elev (CFS) (FPS) Head Grd.El. Elev j Depth j Width jDia.-FTjor I.D.j - - 1 1 1 1 ZL jPrs/Pip 1 L/Elem |Ch Slope SF Ave HF SE Dpth1Froude NjNorm Dp | "N" j X-Fall[ ZR 1 [Type Ch ********* 1 ******** ********* ********* ******* ********* *******!********I ******** 1*******1*******! 1 III * ** * * 1 ******* 1 1010,943 1 87.919 1 - 1.175 89.094 61.40 23.91 8.88 97.97 Illll .00 2,53 2,93 3.000 .000 1 1 III .00 1 1 ,0 1 7,741 .1745 _ .0756 .59 -j- 1 -|- -|_ .| 1.18 4.50 .96 .013 .00 .00 1 - PIPE P:\2468,20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE5 Page 4 of 13 LINE5.0Ut Printed. 3/17/2015 Modified: 3/17/203'b 10:18:30 AM AM 1018.684 89.270 1.217 90.487 6.373 ,1745 -1- 1025.057 90,382 1.262 91 644 5,347 ,1745 1030,403 91.315 1,308 92 623 4,523 ,1745 -1- 1034,927 92,104 1,357 93 461 3,873 ,1745 1038,800 92.780 1,407 94 187 3,316 .1745 1042.116 93.358 1,461 94 819 2,870 .1745 1044,986 93.859 1,516 95.375 2,478 .1745 1047,464 94.291 1.574 95, 865 2,134 FILE: LINES .1745 WSW 61,40 61,40 61,40 61,40 61,40 61,40 61,40 61,40 22,80 21,74 20,73 19,76 18.84 17.97 8.07 .0664 7.34 .0583 6.67 .0512 6,07 .0450 5.51 ,0396 5,01 ,0349 17,13 4.56 -I- ,0307 16,33 4,14 98,56 .42 98,98 .31 99.29 .23 99.53 .17 99,70 .13 99,83 ,10 99.93 .08 100,01 ,00 2.53 2.95 3,000 .000 .00 1 .0 1,22 4.20 .96 .013 .00 .00 PIPE ,00 2,53 2.96 3.000 .000 .00 1 .0 1,26 3.92 .96 .013 ,00 .00 PIPE ,00 2.53 2.98 3,000 ,000 .00 1 .0 1,31 3.66 .96 .013 ,00 .00 PIPE .00 2.53 2.99 3.000 ,000 .00 1 .0 1,36 3.41 .96 ,013 ,00 .00 PIPE .00 2.53 2.99 3.000 ,000 .00 1 .0 1.41 3.18 ,96 .013 ,00 .00 PIPE ,00 2.53 3,00 3,000 ,000 .00 1 .0 1,46 2.97 ,96 ,013 .00 .00 PIPE ,00 2.53 3,00 3,000 .000 .00 1 .0 1.52 2.76 .96 .013 .00 .00 PIPE .00 2.53 3.00 3.000 .000 .00 1 .0 1.57 2.57 .96 .013 .00 .00 PIPE PAGE 5 Date: 3-17-2015 Time:10:18: 8 .0271 .06 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'A' STORM DRAIN LINES 100-YEAR STORM EVENT ************************************************************************************************************************** ******** j Invert [ Depth | Water | Q [Vel Vel ( Energy [ Super [Critical[Flow Top[Height/[Base Wtj [No Wth P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE5 Page 5 of 13 LINE5.0UT station L/Elem 1049.598 1.849 1051.447 1.586 1053.033 1,348 1054,380 1.147 1055.528 .950 1056.478 .778 1057.256 .610 1057,866 ,443 1058,309 .283 Elev Ch Slope ********* 94.664 .1745 94.986 .1745 95,263 ,1745 95,498 ,1745 95.698 .1745 95,864 ,1745 96,000 .1745 96.106 ,1745 96,184 ,1745 Printed: 3/17/2015 (FT) I Elev I (CFS) Modified: 3/17/2015 10:18:30 AM AM* ******** 1,636 1.700 1,768 1,841 1,917 1.999 2.086 2,180 2,283 ********* 96.300 96,686 97,031 97,339 97,615 97,863 98,086 98,286 98,467 61,40 61,40 61,40 61,40 61.40 61.40 61,40 61,40 61.40 (FPS) Head 15.57 14.85 14,16 13,50 SF Ave ******* 3,77 ,0239 3,42 ,0211 3,11 .0187 2,83 ,0165 12,87 12,27 11,70 11,16 10.64 .0116 1,93 ,0104 1.76 .0094 Grd.El, HF ********* 100.07 .04 100.11 .03 100.14 .03 100.17 .02 .01 100.22 .00 100.22 .00 Elev SE Dpth ******* .00 1,64 ,00 1,70 .00 1.77 .00 1.84 2.09 .00 2,18 ,00 2,28 Depth Froude N ******** 2.53 2,39 2,53 2,22 2,53 2,06 2,53 1,91 2,57 100.19 .00 2.53 2.88 3.000 .000 ,0147 ,01 1.92 1.76 .96 .013 .00 2,34 100.20 .00 2.53 2.83 3.000 .000 ,0131 .01 2.00 1.63 .96 .013 .00 2,13 100.21 .00 2.53 2.76 3.000 .000 1.50 2,53 1,37 2,53 1,25 Width Norm Dp ******** 2,99 ,96 2,97 ,96 2,95 ,96 2,92 ,96 ,96 2,67 .96 2.56 ,96 Dia,-FT "N" ******* 3,000 .013 3,000 .013 3,000 ,013 3,000 ,013 ,013 3,000 .013 3.000 .013 or I,D, X-Fall ******* ,000 ,00 ,000 ,00 ,000 ,00 ,000 ,00 .00 ,000 ,00 .000 .00 ZL ZR ***** .00 .00 ,00 ,00 .00 .00 .00 ,00 ,00 .00 .00 .00 .00 .00 .00 .00 .00 Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE5 Page 6 of 13 LINE5.0UT Printed: 3/17/2015 Modified: 3/17/2015 10:18:30 AM AM 0 FILE: LINES.WSW PAGE Date: 3-17-2015 Time:10:18: WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'A' STORM DRAIN LINES 100-YEAR STORM EVENT **********************************************************************************************************************^^^^ ******** Station L/Elem 1058.592 .098 1058.690 DUNCT STR 1062.690 4.298 1066.988 118.714 1185.702 75.227 1260.929 10.881 1271.810 DUNCT STR Invert Elev Ch Slope ********* 96.233 .1745 96.250 .0825 96.580 .0100 96.623 .0100 97.809 .0100 98.561 .0100 98.670 .0550 Depth (FT) 2.396 2.526 2.269 2.269 2.283 2.396 2.526 Water Elev ********* 98.629 98.776 98.849 98.892 100.093 100.957 101.196 Q (CFS) ********* 61.40 61.40 61.40 61.40 61.40 61.40 61.40 Vel (FPS) Vel Head SF Ave ******* I ******* 10.14 9.67 1.60 .0085 1.45 10.70 10.70 10.64 [• 10.14 9.67 1.78 .0100 1.78 .0099 1.76 .0094 1.60 .0085 1.45 Energy Grd.El. HF ********* 100.23 .00 100.23 100.63 .04 100.67 1.18 101.85 .71 102.55 .09 102.65 Super Elev SE Dpth .00 2.40 3.00 3.00 .00 2.27 .00 2.27 .00 2.28 .00 2.40 3.00 3.00 Critical Depth Froude N ******** 2.53 1.13 2.53 1.00 2.53 1.26 2.53 1.26 2.53 1.25 2.53 1.13 2.53 1.00 Flow Top Width Norm Dp ******** 2.41 .96 2.19 2.58 2.27 2.58 2.27 2.56 2.27 2.41 2.27 2.19 Height/ Dia.-FT "N" ******* 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 Base Wt or l.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ZL ZR ***** 00 00 00 00 00 00 00 00 00 00 00 00 00 No Wth Prs/Pip Type Ch 1 .0 PIPE 1 .0 PIPE 1 PIPE 1 PIPE 1 PIPE 1 .0 PIPE 1 .0 0 0 0 00 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE5 Page 7 of 13 LINE5.0UT Printed: 3/17/2015 Modified: 3/17/201510:18:30-AM AM 1277.810 -I 12.578 99.000 -I .0290 1.695 100.695 -I- -I I Iill 1290.388 99.364 1.721 101,085 •I-I- 23.329 .0290 FILE: LINES.WSW I 60.20 14.62 3.32 104.01 -I- -I- -I- .0213 .27 I I 60.20 14.34 3.19 104.28 .05 2.51 2.97 -I- -I- 1.74 2.19 1.55 I I ,05 2,51 2,97 •I- 3.000 .013 3,000 .000 .00 1 .0 -I- I- ,00 .00 PIPE I I ,000 ,00 1 ,0 ,013 I-,00 PIPE PAGE ,0195 ,46 1,77 2,13 1,55 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'A' STORM DRAIN LINES 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Date: 3-17-2015 Time:10:18: 8 Station L/Elem ********* 1313,717 16,335 1330,052 11,861 1341,913 8,747 1350,660 DUNCT STR 1354.660 54.566 Invert Elev Ch Slope ********* 100.040 .0290 100,513 ,0290 100,857 ,0290 101.110 ,0825 101,440 ,0350 Depth (FT) ******** 1,791 1.864 1.942 2.026 1.518 Water Elev ********* 101.831 102.377 102.799 103.136 102.958 Q (CFS) 60,20 60,20 60,20 60,20 60,20 Vel (FPS) Vel Head SF Ave ******* j ******* 13,67 2,90 13,04 .0173 2.64 12.43 .0153 2.40 11.85 .0136 2.18 16.78 .0221 4.37 .0298 Energy Grd.El. HF ********* 104,73 .28 105.02 .18 105.20 .12 105.32 .09 107.33 1.62 Super Elev SE Dpth ******* .04 1.83 .04 1.90 .03 1.98 3.00 3.00 .02 1.54 Critical Depth Froude N ******** 2.51 1.97 2.51 1.82 2.51 1,69 2,51 1,55 2,51 2,70 Flow Top Width Norm Dp ******** 2,94 1.55 2.91 1.55 2.87 1.55 2.81 3.00 1.47 Height/ Dia.-FT "N" 3,000 .013 3.000 .013 3.006 ,013 3,000 ,013 3,000 ,013 Base Wt or I,D, X-Fall ******* ,000 .00 .00 .000 .00 .000 .00 .000 .00 ZL ZR ***** .00 .00 .00 .00 .00 .00 ,00 ,00 ,00 ,00 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 ,0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE *..„• P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE5 Page 8 of 13 LINE5.0UT Printed- 3/17/2015 Modified: 3/17/2015 10:18:30 AM AM 1409.226 103.351 1, 565 36.091 .0350 1445.317 104.615 1. 626 23.253 ,0350 1468.570 105,429 1. 690 16.429 ,0350 1484.998 106.004 1. 758 12.252 .0350 0 FILE: LINES.WSW 104.916 60 20 16.13 4.04 108.96 .02 2.51 3,00 3.000 1 .000 .00 1 .0 .0265 .96 1.58 2.55 1,47 ,013 .00 1 .00 PIPE 106.241 60 20 15.38 -1- 3.67 109.91 .02 2.51 2,99 3,000 1 .000 1 .00 1 .0 1 .0234 .54 1.64 2.37 1.47 ,013 .00 I .00 PIPE 107.119 60 20 14.67 1 - 3.34 110.46 .02 2.51 2.98 3,000 1 .000 1 .00 1 .0 1 .0207 .34 1.71 2.20 1.47 ,013 .00 I .00 PIPE 107.762 60 20 13.98 -1 - 3.04 110.80 .01 2.51 2,96 3,000 1 .000 1 .00 1 .0 1 .0183 .22 1.77 2.04 1,47 ,013 .00 .00 PIPE PAGE 8 Date: 3-17-2015 Time:10:18: 8 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'A' STORM DRAIN LINES 100-YEAR STORM EVENT *************************************************************************************************^^^^^^^^^^j^^^^^^^^^^^^^^^ ******** I Invert [ Depth [ Water [ Q [Vel Vel | Energy [ Super |Critical[Flow Top|Height/[Base Wt| [No Wth Station | Elev | (FT) [ Elev | (CFS) j (FPS) Head | Grd.El. Elev | Depth Width Dia.-FT or l.D, ZL [Prs/Pip -I- -I- -I- -I- -[- -[- -[- -I- -[- -I- -I- -I- -I- -I L/Elem [Ch Slope [ | [ [ SF Avej HF |SE Dpth|Froude N|Norm Dp j "ti" | X-Fall| ZR [Type Ch ********* I ********* I ******** I ********* I ********* I ******* j ******* I ********* I ******* i ******** I ******** I ******* I ******* I ***** I ******* I 1497,250 106,433 1.829 108.262 -I- -I- -I- -I 9.292 .0350 llli 1506.542 106.759 1.905 108.664 -I- -I- -I- -I 7.124 .0350 llli 1513.666 107.008 1.986 108.994 -I- -I- -I- -I 5.456 .0350 I 60.20 13.33 I 2.76 111.02 -I- -I- -1- ,0162 ,15 I I 60.20 12.71 2.51 111.17 -I- -I- -I- .0144 .10 I I 60.20 12,12 2,28 111,28 ,0128 ,07 ,01 - 1 - - 1 2,51 - 1 2.93 3,000 1 1 .000 1 ,00 1 1 .0 1,84 1 1 1,89 1 1,47 ,013 1 1 .00 ,00 1 - PIPE 1 1 1 ,01 - 1 - - 1 - 1 2.51 2.89 1 1 3,000 1 1 .000 1 .00 1 1 1 ,0 1,92 1 1 1.75 1 1.47 ,013 1 1 .00 1 .00 1 - PIPE 1 1 1 ,01 -1 -1- 1 2.51 _ 1 2.84 1 1 3,000 1 1 1 .000 1 .00 1 1 1 .0 2,00 1.61 1,47 .013 ,00 ,00 1 - PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE5 Page 9 of 13 LINE5.0UT 1519.122 4,042 1523.164 2.834 1525.998 1.694 1527.692 .589 1528.280 DUNCT STR L\l4fc^Q> 1532.280 107.199 .0350 107.341 .0350 107.440 .0350 107.499 .0350 107.520 .3750 109.020 Printed: 3/17/2015 2.072 2.165 2.266 2.378 2.505 4.671 109.271 109.506 109.706 109.877 110.025 113.691 Modified: 3/17/2015 10:18:30 AM AM 60 20 11 56 1 2.07 -1 -.0114 60 20 11 02 1 1.89 1 .0102 60 20 10 51 1 1.71 1 .0092 60 20 10 02 1 1.56 - 1 • .0083 60 20 9 55 1 1.42 - 1 .0123 13 60 7 70 -1- .92 47.280 .0298 FILE: LINES.WSW .0168 111.35 .05 111.39 .03 111.42 .02 111.44 .00 111.44 .05 114.61 .79 .01 2.51 2.77 3.000 .000 .00 1 .0 2.08 1.49 1.47 .013 .00 .00 PIPE .01 2.51 2.69 3.000 .000 .00 1 .0 2.17 1.36 1.47 .013 .00 .00 PIPE .01 2.51 2.58 3.000 .000 .00 1 .0 2.27 1.24 1.47 .013 .00 .00 PIPE .01 2.51 2.43 3.000 .000 .00 1 .0 2.38 1.12 1.47 .013 .00 .00 PIPE .00 2.51 2.23 3.000 .000 .00 1 .0 2.52 1.00 .013 .00 .00 PIPE .00 1.37 .00 1.500 .000 .00 1 .0 .00 .00 .97 .013 .00 .00 PIPE PAGE 9 Date: 3-17-2015 Time:10:18: 8 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'A' STORM DRAIN LINES 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Super I Critical[Flow Top[Height/[Base Wt[ [No Wth Elev j Depth j Width iDia.-Fljor I.D.j ZL jprs/Pip -I- -I- -I- -I- -I- -I [SE Dpth[Froude N[Norm Dp [ "N" | X-Fall[ ZR [Type Ch 1*******1********1********1*******1*******1***** I******* I I llli .00 1.37 .00 1.500 .000 .00 1 .0 Invert Depth Water Q Vel Vel Energy [ Station Elev (FT) Elev (CFS) (FPS) Head Grd.El. j L/Elem Ch Slope SF Ave HF 1 ********* ********* ******** ********* ********* ******* ******* ********* 1579.560 110.430 -I- -I 182.130 .0222 4.108 114.538 13.60 7.70 .92 -I .0168 115.46 3.05 4.11 .00 1.08 .013 .00 .00 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE5 Page 10 of 13 ite.ii|Si|t |I|H 111 I . Printed; 3/j7/201.5 ifJ|,i|fi 1 I A ^ Modified*3/17/2'O1#0t8B Pr-' liiM! 1761.690 114.470 3.121 117, 591 -1 DUNCT STR 1 ,0825 1 1765.690 1 114,800 .695 115, 495 1 2.709 .0915 1768.399 1 115.048 .695 115, 743 - 1 - 38.801 1 .0915 1 1807.200 1 118.600 ,722 119 322 -1 - 13.988 1 ,0916 1 1821.188 1 119,882 ,741 120 623 -1" 11.992 1 ,0916 1 1833.180 1 120.980 .770 121.751 -1 8.312 1 ,0916 1 1841.492 1 121.742 ,800 122 ,542 - 1 6.198 1 .0916 1 1847.690 1 122.310 ,831 123 ,141 -1 DUNCT STR .0660 13,60 13.60 13.60 13,60 13,60 13.60 13.60 13.60 7.70 •I- ,92 16.97 4.47 -I- .0871 16.96 4.47 -I- .0818 16.17 4.06 -I- .0730 15.61 3.78 -I- .0654 14.88 3.44 -I- 14.19 I- 13.53 .0576 3.13 .0508 2.84 118.51 .0464 119.97 .24 120.21 3.17 123.38 1.02 124.40 .78 125,19 ,48 125,67 ,32 125,98 .23 .00 .00 .27 .96 .27 .96 .00 .72 .74 .00 .77 .00 .80 .00 .83 1.37 .00 1.37 4.09 1.37 4.08 1.37 3.81 1.37 3.61 1.37 3,36 1.37 3.12 1.37 2.90 .00 1,500 1,50 ,69 1,50 .69 1.50 .69 1.50 .69 1,50 ,69 1.50 .69 1.49 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 0 FILE: LINES.WSW WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING ,000 .00 ,000 .00 .000 .00 .000 .00 .000 .00 .000 .000 .00 .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 PIPE 1 ,0 PIPE 1 ,0 PIPE 1 ,0 0 ,00 PIPE PAGE 10 Date: 3-17-2015 Time:10:18: 8 QUARRY CREEK STREET 'A' STORM DRAIN LINES ******************************!*;I*****™ **iZT 0 I Vel Vel I Energy I Super I Critical I Flow Top I Height/1 Base WtI [No Wth j Invert Depth Water P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\L!NE5 Page 11 of 13 LINE5.0UT -Printed: 3/17/20.15- -Modified: 3/17/201510:18:30 AM AM station L/Elem 1852.690 2,148 1854.838 3,764 1858,602 3,063 1861,665 2,518 1864,182 2,081 1866,264 1.695 1867.959 1.371 1869,330 1,093 1870,423 .838 Elev Ch Slope 122.640 .0936 122.841 .0936 123,193 ,0936 123,480 ,0936 123,716 ,0936 123.910 ,0936 124,069 .0936 124.197 .0936 124,300 .0936 (FT) .845 .861 .896 .933 .972 1.013 1.058 1,107 1,160 Elev 123,485 123,702 124,089 124,413 124,688 124,923 125,127 125,304 125,460 (CFS) 13,60 13,60 13,60 13,60 13.60 13.60 13,60 13,60 13,60 (FPS) Head 13,26 12,95 12,34 11.77 11,22 10,70 10,20 9,73 9.27 SF Ave ******* 2.73 .0439 2.60 .0400 2,37 ,0354 2,15 .0314 1.96 .0279 1.78 .0248 1.62 .0222 1.47 .0199 1.34 .0179 Grd.El. HF ********* 126.21 .09 126.30 .15 126.46 .11 126.56 .08 126.64 .06 126.70 .04 126.74 .03 126.77 .02 126.80 .02 Elev SE Dpth ******* .00 .85 .00 .86 .00 .90 .00 .93 .00 .97 .00 1.01 .00 1.06 .00 1.11 .00 1.16 Depth Froude N 1.37 2.81 1.37 2.71 1.37 2.51 1.37 2.33 1.37 2.15 1.37 1.98 1.37 1.82 1.37 1.66 1,37 1,51 Width Norm Dp ******** 1,49 ,68 1,48 .68 1,47 .68 1.45 .68 1.43 .68 1.40 .68 1.37 .68 1.32 .68 1.26 .68 Dia.-FT "N" ******* 1.500 .013 1.500 .013 1,500 .013 1,500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 ,013 or l.D. X-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 ,000 ,00 ,000 ,00 ,000 ,00 ,000 ,00 ZL ZR *** * * ,00 ,00 ,00 ,00 ,00 ,00 ,00 ,00 ,00 ,00 ,00 ,00 .00 .00 .00 ,00 ,00 Prs/Pip Type Ch ******* 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE 1 PIPE ,0 ,0 ,0 .0 ,0 .0 P:\2468,20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE5 Page 12 of 13 iiHi LINE5.0UT Printed: 3/17/2015 Modified;- 3/17/2015'10:18:30 AM m ] FILE: LINES.WSW WSPGW- CIVILDESIGN Version 14.06 PAGE 11 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING Date: 3-17-2015 Time:10:18: 8 QUARRY CREEK STREET 'A' STORM DRAIN LINES 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Station Invert Elev Depth [ Water (FT) j Elev -I- Q I Vel Vel I Energy \ Super |Critical[Flow Top[Height/[Base Wt| [No Wth (CFS) i (FPS) Head j Grd.El,j Elev j Depth j Width jDia,-FTjor I,D,j ZL jprs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem |Ch Slope | | | | SF Ave[ HF |SE Dpth[Froude N[Norm Dp | "N" | X-Fall[ ZR [Type Ch ********* I ********* I ******** I ********* I ********* I ******* I ******* I ********* I*******!********I ******** I ******* I ******* I***** I******* Illll I I I I I I I I 1871,261 124,378 1.218 125.596 13,60 8,84 1,21 126.81 .00 1,37 1,17 1,500 .000 ,00 1 ,0 I I-•I-•I-I-I-.548 .0936 llli 1871.809 124.429 1.286 125.715 .0163 1.36 68 13.60 8.43 .01 1.22 llli 1.10 126.82 .00 1.37 1.05 .013 .00 .00 PIPE I I I 1.500 .000 .00 1 .0 I-I-•I-•I- .0151 .00 1.29 1.20 .68 .013 I- .00 .00 PIPE .221 .0936 WALL ENTRANCE Illll I I I I I I I I 1872.030 124.450 1.371 125.821 13.60 8.03 1.00 126.82 .00 1.37 .84 1.500 .000 .00 0 .0 -j- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\LINE5 Page 13 of 13 LINE5A.WSW [ ~ Printed: 3/12/2015 Modified:'3/12/2015 8:15:12 PM PM Tl QUARRY CREEK 0 T2 STREET 'A' STORM DRAIN - LINE5A T3 100-YEAR SO 1000.000 100.170 1 101.196 R 1137.700 102.440 1 .013 ,000 ,000 0 WE 1137,700 102,440 2 .500 SH 1137.700 102.440 2 102.440 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 4 1 .000 1.500 .000 .000 .000 .00 Q 2,000 ,0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 1 of 1 LINE5A.0UT Printed: 3/12/2015 Modified: 3/12/2015 8:15:36 PM PM 0 FILE: LINE5A.WSW PAGE 1 Date: 3-12-2015 Time: 8:15:27 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'A' STORM DRAIN - LINE5A 100-YEAR ************************************************************************************************************************** ******** Station L/Elem ********* 1000.000 2,463 1002.463 2.267 1004.729 2.062 1006.792 1.918 1008.710 1,835 1010,545 1.620 1012,165 1.530 Invert Elev Ch Slope ********* 100,170 ,0165 100,211 ,0165 100,248 ,0165 100,282 ,0165 100,314 ,0165 100,344 ,0165 100,371 .0165 Depth (FT) ******** 1,026 ,983 .943 .906 .871 ,837 .806 Water Elev 101,196 101.194 101.191 101,188 101,185 101,181 101,177 Q (CFS) 2,( 2.00 2.00 2.00 2.00 2,00 Vel Vel (FPS) Head -I- SF Ave ******* I ******* 1,55 1,63 1,71 1,79 1.88 .04 ,0006 ,04 .0007 .05 ,0007 ,05 ,0008 ,05 1,97 ,0009 ,06 2.07 ,0011 ,07 ,0012 Energy Grd,El, HF ********* 101,23 .00 101.23 101.24 .00 101.24 .00 101.24 .00 101.24 .00 101.24 .00 Super Elev SE Dpth ******* .00 1.03 .00 .98 .00 .94 .00 .91 ,00 .87 .00 .84 Critical Depth Froude N ******** .53 .28 .53 .31 .53 ,33 .53 .36 .53 .39 .53 .81 .42 .53 .45 Flow Top Width Norm Dp ******** 1.39 .39 1.43 .39 1.45 ,39 1.47 .39 1.48 .39 1.49 .39 1.50 .39 Height/ Dia.-FT "N" 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1.500 .013 1,500 ,013 1.500 .013 Base Wt or l.D. X-Fall ******* .000 .00 .000 .00 .000 ,00 ,000 ,00 ,000 ,00 ,000 .00 .000 .00 ZL ZR .00 ,00 ,00 ,00 ,00 ,00 ,00 .00 .00 .00 .00 .00 .00 .00 0 0 No Wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 PIPE 1 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 1 of 4 LINE5A.0UT Printed: 3/12/2015 Modified: 3/12/2015 8:15:36 PM PM I I I 1013,696 100,396 -I- -I 1.437 .0165 I I 1015.133 100.419 .776 101.172 .747 101.167 2.00 2.17 .07 101.24 -I- .0014 .00 I .08 101.25 .00 -I .78 I .00 1,272 .0165 FILE: LINE5A,WSW .53 ,49 .53 .52 1.50 .39 1.50 ,39 1,500 ,013 1,500 .013 I I .000 .00 1 -I- I- .00 .00 PIPE .000 .00 .00 .0 .00 PIPE PAGE 2.00 2.27 -I- -I- -I- -I- -I- .0016 .00 .75 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'A' STORM DRAIN - LINE5A 100-YEAR ************************************************************************************************************************** ******** Date: 3-12-2015 Time: 8:15:27 Station Invert Elev Depth I (FT) I L/Elem Ch Slope ********! 1016.404 100.440 ,720 .430 ,0165 1016.834 100,448 .694 HYDRAULIC DUMP 1016.834 100.448 .390 25.498 .0165 1042.332 100.868 .390 48.695 ,0165 1091.027 101.671 .390 27.434 ,0165 Water Elev ********* 101.161 101.142 100.838 101.258 102.061 Q (CFS) ********* 2.00 2.00 Vel (FPS) Vel Head SF Ave *******!******* 2.38 2.50 .09 101 25 .00 .53 1 1.50 1.500 ,000 .00 1 .0 0018 00 .72 .56 1 .39 .013 ,00 .00 PIPE .10 101 24 .00 1 .53 1.50 1.500 .000 .00 1 .0 Energy Grd.El. HF Super Elev SE Dpth Critical[Flow Top Depth I Width -I- Froude NjNorm Dp ********!******** 2.00 5.47 .46 101.30 .00 .53 1.32 1.500 .000 .00 1 .0 .0165 .42 .39 1,83 1 .39 .013 .00 .00 PIPE 2.00 5.47 1 .46 101.72 .00 1 ,53 1 1.32 1,500 .000 .00 1 ,0 -|-.0165 .80 .39 1,83 1 ,39 ,013 ,00 ,00 PIPE 2.00 5.47 1 .46 102.53 .00 1 ,53 1 1,32 1.500 ,000 .00 1 ,0 -1-.0154 .42 .39 1,83 .39 .013 ,00 .00 PIPE Height/ Dia.-FT "N" ******* Base Wt or l.D, X-Fall ******* ZL ZR ***** No Wth Prs/Pip Type Ch ******* P:\2468,20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 2 of 4 LINE5A.0UT Printed: 3/12/2015 Modified: 3/12/2015 8:15:36 PM PM 1118,461 8,128 1126,590 4,252 1130,841 2,720 1133,562 102,123 ,403 102.526 2.00 5.21 -1 - ,42 .0165 1 ,0135 102.257 .417 102.674 2,00 4.97 -1 - .38 .0165 1 .0118 102.327 ,432 102.759 2,00 4,74 - 1 - .35 .0165 1 .0103 102.372 ,447 102.819 2.00 4.52 -1- .32 102,95 ,11 103,06 .05 103,11 ,03 103,14 1,727 ,0165 0 FILE: LINE5A.WSW .00 .53 1.33 1.500 ,000 .00 1 .0 .40 1.71 .39 .013 .00 .00 PIPE .00 .53 1.34 1.500 .000 .00 1 ,0 .42 1.60 .39 .013 .00 .00 PIPE .00 .53 1.36 1.500 .000 .00 1 .0 .43 1.50 .39 .013 .00 .00 PIPE ,00 .53 1.37 1.500 .000 ,00 1 .0 .45 1.40 .39 ,013 .00 ,00 PIPE PAGE 3 Date: 3-12-2015 Time: 8:15:27 .0091 .02 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STREET 'A' STORM DRAIN - LINE5A 100-YEAR ************************************************************************************************************************** ******** I Invert | Depth [ Water [ Q [Vel Vel [ Energy | Super [Critical|Flow Top[Height/[Base Wt[ [No Wth Station Elev | (FT) j Elev j (CFS) i (FPS) Head [ Grd,El,j Elev j Depth [ Width |Dia,-FT|or I,D,| ZL [Prs/Pip -I- -I- -I- -I- -I- -j- -I- -I- -I- -I- -I- -I- -I- -I L/Elem jch Slope | | j I SF Ave[ HF [SE Dpth[Froude N|Norm Dp j "N" [ X-Fall[ ZR [Type Ch ********* I ********* I ******** I *********j*********j******* I ******* I *********j******* 1********1 ******** I ******* I ******* I***** I******* 1135,289 102,400 -I- 1.194 .0165 1 1136.483 102.420 -I- .716 .0165 I 1137,199 102,432 -I- .448 ,0165 I I I ,463 102.863 2.00 4.31 I- .479 102.899 2.00 4.11 -I- -I- -I- -I .29 103,15 -I- -I- ,0079 ,01 I I .26 103.16 -I- -I-.0069 .00 .496 102.928 -I- -I- 2.00 3.92 .24 103.17 -I- .0061 .00 .00 -I .46 I .00 -I .48 I .00 -I .50 .53 1.31 .53 1.23 .53 1.15 1.39 .39 1.40 .39 1.41 .39 1.500 I .000 .00 .0 .013 1.500 .013 1.500 .013 .00 I .000 -I .00 I .000 -I .00 .00 PIPE I .00 1 .0 I- ,00 PIPE I ,00 1 .0 I- ,00 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 3 of 4 t^^r^Mft. UNE5A.0UT '"•^Prihted: 3/12/2015 Modified: 3/12/2015 8:(5:36 PM PM 'I , Illll I I I I I I I I 1137.647 102.439 .513 102.952 2.00 3.74 .22 103.17 .00 .53 1.42 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .053 .0165 .0053 .00 .51 1,07 ,39 ,013 ,00 ,00 PIPE WALL ENTRANCE Illll I I I I I I I I 1137.700 102.440 .534 102,974 2,00 3,54 ,19 103,17 ,00 ,53 1,44 1,500 ,000 ,00 0 ,0 -I- -[- -[- -I- -I- -I- -1- -I- -I- -I- -I- -I- -I- I- P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 4 of 4 Tl QUARRY CREEK LINE5B.WSW Printed: 3/12/2015 Modified: 3/12/2015 8:07:39 PM PMr T2 STORM DRAIN AT STA. 7+48.82 - LINE5B T3 100-YEAR STORM EVENT SO 1000.000 107.850 1 113.691 R 1044.360 115.000 1 013 WE 1044,360 115,000 2 500 SH 1044.360 115.000 2 115.000 CD 14 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 3.000 .000 .000 .000 .00 Q 51.600 .0 .000 .000 0 P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 1 of 1 g|iiiiii|i NE5B.0UT. FILE: LINE5B.WSW : 3/12/2015 ills ^-T^Mfi"-^. Modified: 3/12/20^1:08|i#M PM ' PAGE 1 Date: 3-12-2015 Time: 8: 8: 9 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN AT STA. 7+48.82 - LINE5B 100-YEAR STORM EVENT ******************************************************************************************************************^^***^*^ ******** Station L/Elem ********* Invert Elev Ch Slope ********* 1000.000 107.850 5. 841 6,567 .1612 1006,567 108.908 4. 821 HYDRAULIC DUMP 1006,567 108.908 1. 125 4,012 .1612 1010,579 109.555 1. 153 5.378 .1612 1015.957 110.422 1. 194 4.519 .1612 1020.476 111.150 1. 238 3.851 .1612 1024.327 111.771 1. 283 3.289 .1612 Depth (FT) ******** Water Elev ********* 113.691 113.730 110.034 110.708 111.616 112.388 113.054 Q (CFS) ********* 51 60 7 30 -1 - .83 114.52 .00 2.34 .00 3.000 .000 .00 1 .0 .0060 .04 5.84 .00 .89 .013 .00 .00 PIPE 51 60 7 30 .83 114.56 .00 2.34 .00 3.000 .000 .00 1 .0 Vel Vel (FPS) Head SF Ave Energy Grd.El. HF ********* Super Elev SE Dpth ******* Critical Depth Froude N 51.60 21 30 -1 - 7.04 117 08 .00 2.34 2. 90 3.000 .000 .00 1 .0 1 .0639 26 1.13 4.11 89 .013 .00 .00 PIPE 51.60 20 61 -1 - 6.60 117 31 .00 2.34 2. 92 3.000 .000 .00 1 .0 1 .0573 31 1.15 3.92 89 .013 .00 .00 PIPE 51.60 19 66 -1 - 6.00 117 61 .00 2.34 2. 94 3.000 .000 .00 1 .0 1 .0502 23 1.19 3.66 89 .013 .00 .00 PIPE 51.60 18 74 - 1 - 5.45 117 84 .00 2.34 2. 95 3.000 .000 .00 1 .0 1 .0441 17 1.24 3.42 89 .013 .00 .00 PIPE 51.60 17 87 -1 - 4.96 118 01 .00 2.34 2, 97 3,000 .000 .00 1 .0 1 .0388 13 1.28 3.19 89 ,013 .00 .00 PIPE Flow Top Width Norm Dp Height/ Dia.-FT "N" ******* Base Wt or l.D. X-Fall ******* ZL ZR ***** No Wth Prs/Pip Type Ch P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 1 of 4 iliillifiip Printed: 3/12/2015 ^ ^^^^ 1027.616 1 112.301 1 • 2.838 1 .1612 1 1030.454 -1. 112.759 1 2.442 .1612 1.331 113.632 51.60 17.04 -I- -I I 1.380 114.139 -I- -I 4.51 118.14 -I- .0341 .10 I I 51.60 16.24 4.10 118.24 .00 -1 - -1 - 2.34 -1 2.98 3.000 1 - 1 .000 1 .00 1 1 1.33 1 1 2.98 1 .89 1 1 - .013 1 1 1 - .00 1 .00 1 - PIPE 1 1 .00 - 1 - - 1 1 2.34 1 2.99 1 1 3.000 1 1 1 .000 1 .00 1 1 1 1 1.38 1 2.78 .89 1 -1 - .013 - 1 - .00 .00 1 - PIPE :08;19RMiPM .0 .0 FILE: LINE5B.WSW .0300 .07 WSPGW- CIVILDESIGN Version 14.06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN AT STA. 7+48.82 - LINE5B 100-YEAR STORM EVENT PAGE 2 Date: 3-12-2015 Time: 8: 8: 9 Station L/Elem Invert Elev Ch Slope ********* 1032.896 113.152 1,432 2.111 .1612 1035.007 113.493 1 486 1.818 .1612 1036.825 113.786 1 543 1.562 .1612 1038.387 114.037 1 603 1.344 .1612 1039.732 114.254 1 665 1.131 .1612 Depth (FT) Water Elev 114.584 114.979 115.329 115.640 115.919 Q (CFS) ********* 51.60 51.60 51,60 51,60 51.60 Vel (FPS) Vel Head SF Ave ******* I ******* 15.49 3.72 -I- .0264 14.77 3.39 -I- .0232 14,08 3.08 -I- .0204 13.42 2.80 -I- .0180 12.80 2.54 -I- .0159 Energy Grd.El. HF ********* 118.31 .06 118.36 .04 118.41 .03 118.44 .02 118.46 .02 Super Elev SE Dpth ******* .00 1.43 .00 1.49 .00 1.54 .00 1.60 .00 1.67 Critical Depth Froude N ******** 2.34 2.59 2.34 2.41 2.34 2.24 2.34 2.09 2.34 1.94 Flow Top Width Norm Dp 3.00 .89 3,00 ,89 3,00 .89 2.99 .89 2.98 .89 Height/ Dia.-FT "N" 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 Base Wt or l.D. X-Fall .000 .00 .000 .00 .000 .000 .00 .000 .00 ZL ZR ***** .00 .00 .00 .00 .00 ,00 ,00 ,00 ,00 No Wth Prs/Pip Type Ch 1 .0 PIPE 1 PIPE 1 PIPE 1 PIPE 1 0 0 0 .0 .00 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 2 of 4 Printed: 3/12/2015 1040 863 114.436 1.732 953 .1612 1041 816 114.590 1.802 788 .1612 1042 604 114.717 1.876 638 .1612 1043 241 114.820 1.954 482 .1612 116.168 116.392 116.593 116.774 51.60 12.20 1 2.31 1 .0141 51.60 11.64 1 2.10 1 .0125 51.60 11.09 1 1,91 1 -,0110 51.60 10.58 1 1,74 1 ,0098 1INE6B.QW' ' 1.1 . ^^-'^ W Modifie|i3/12/20jM:Ofel'^ PM 118,48 .01 118.49 .01 118.50 .01 118.51 .00 .00 2.34 2.96 3.000 .000 .00 1 ,0 1.73 1.80 .89 .013 .00 .00 PIPE .00 2.34 2.94 3.000 .000 .00 1 ,0 1.80 1,67 .89 ,013 ,00 .00 PIPE .00 2,34 2.90 3.000 ,000 .00 1 ,0 1.88 1,55 .89 .013 ,00 .00 PIPE .00 2.34 2.86 3.000 .000 .00 1 ,0 1.95 1.43 .89 .013 .00 .00 PIPE B FILE: LINE5B,WSW PAGE 3 Date: 3-12-2015 Time: 8: 8: 9 WSPGW- CIVILDESIGN Version 14,06 Program Package Serial Number: 1355 WATER SURFACE PROFILE LISTING QUARRY CREEK STORM DRAIN AT STA. 7+48.82 - LINE5B 100-YEAR STORM EVENT ************************************************************************************************************************** ******** Station 1 Invert 1 Elev 1 Depth (FT) Water Elev Q (CFS) Vel (FPS) Vel Head Energy Grd.El. 1 Super [Critical I Flow Top[Height/[Base Wt| i Elev j Depth j Width joia.-FTjor I.D.j 1 1 1 1 1 1 ZL [NO Wth [Prs/Pip 1 L/Elem ********* 1 - |Ch Slope 1 - ******** - ********* - ********* ******* SF Ave ******* HF 1 1 1 jSE Dpth[Froude NjNorm Dp 1*******1********1******** 1 "N" 1 ******* 1 X-Fall[ ******* 1 1 ZR ***** 1 [Type Ch 1 ******* 1 1043.724 1 114.897 1 2.039 116.937 51.60 10.09 1.58 118.52 1 .00 1 - 2.34 1 2.80 1 - 1 3.000 1 - 1 .000 - 1 .00 1 1 .0 1. .352 1 - ,1612 1 ---.0087 .00 1 2.04 1 1.31 1 .89 1 1 .013 1 1 .00 1 .00 1 PIPE 1 1044,075 1 114,954 1 2.129 117.083 51.60 9.62 1.44 118.52 1 .00 1 - 2.34 1 2.72 1 - 1 3.000 1 - 1 .000 1 .00 1 1 .0 1 . ,212 ,1612 1 .0078 .00 2.13 1 1.21 .89 1 .013 1 .00 1 .00 1 PIPE 1 1044.287 1 114,988 1 2.227 117.215 51.60 9.17 1.31 118.52 1 .00 1 2.34 1 2.62 1 - 1 3.000 1 - 1 .000 - 1 .00 1 1 .0 1. .073 ,1612 .0070 .00 2.23 1.10 .89 .013 .00 .00 1 PIPE P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 3 of 4 ^.ii? ^'I^I^^Siifec^SL^lle*'-''"'' _ - ,^ , M ! I III I Kill! Ml s I "'fc^-^' •-' ^ir.:.l2ririted: 3/12/2015 .r-' . Modifled:,3&1ffiai,MSBl19 PIfPWg^"^ tUSi,. Sui- <" . -_ >- Ili'ilUi^^ - , . _ ! , , jl I €INE5B.0UT WALL ENTRANCE 1 ..rfnap-i-i'' ,,,llllfl»' I, I I'l'iiliil' Illll I I I I I I I I 1044.360 115.000 2.337 117.337 51.60 8.74 1.18 118.52 .00 2.34 2.49 3.000 .000 ,00 0 ,0 -I- -I- -[. -I- -[- -I- -[- -I- -I- -I- .|. -j- -|. |. P:\2468.20\Engr\Reports\DRAIN-FE\HYDRA\WSPGW\20150903 Page 4 of 4