Stormwater Management Report for the Macri Dixon Condo Block
|
|
- Rolf Fleming
- 6 years ago
- Views:
Transcription
1 for the Macri Dixon Condo Block Town of Milton February 2017 JFSA Ref. No.: Prepared for : Prepared by : David Schaeffer Engineering Ltd.
2 52 Springbrook Drive, Ottawa, ON K2S 1B9 tel.: , fax: , in the Town of Milton February 2017 Prepared for : David Schaeffer Engineering Ltd. Prepared by : J.F. Sabourin, M.Eng., P.Eng. Laura Pipkins, P.Eng. Paul Wilson JFSA Ref. No.:
3 TABLE OF CONTENTS in the Town of Milton 1 INTRODUCTION AND OBJECTIVES DESIGN CRITERIA AND GUIDELINES Minor System Major System ASSUMPTIONS AND SOURCE OF DATA USED IN THIS STUDY PROPOSED MINOR AND MAJOR SYSTEM DRAINAGE Major System and DDSWMM Analysis Minor System and Hydraulic Gradeline Analysis EROSION AND SEDIMENT CONTROL DURING AND AFTER CONSTRUCTION SUMMARY, CONCLUSIONS AND RECOMMENDATIONS APPENDICES Appendix A: Appendix B: Appendix C: Appendix D: Rational Method Design Sheets (as per DSEL) DDSWMM Input and Output Files XPSWMM Model Schematic and Manhole Loss Coefficient Nomograph and Table Tables and Calculation Sheets Back Pocket: CD with DDSWMM and XPSWMM Modelling Files Page i
4 LIST OF TABLES Table 1: Comparison of Minor System Flows to the SWM Ponds... Page 9 Table 2A: Pipe Data and Hydraulic Simulation Results for the 100-Year, 4-Hour Chicago Storm (Free Outfall Conditions)... Page 11 Table 2B: Pipe Data and Hydraulic Simulation Results for the 100-Year, 4-Hour Chicago Storm (Restricted Outfall Conditions)... Page 16 LIST OF FIGURES Figure 1 : General Site Location... Page 3 Figure 2 : Proposed Minor System...(Back Pocket; Reduced Copy on Page 24) Figure 3 : Proposed Major System...(Back Pocket; Reduced Copy on Page 25) Figure 4 : Silt Control Measures during Construction (Silt fences)... Page 22 Figure 5 : Silt Control Measures during Construction (Catchbasin protection)... Page 22 Page ii
5 in the Town of Milton February INTRODUCTION AND OBJECTIVES (JFSA) were retained by David Schaeffer Engineering Ltd. (DSEL) to prepare a Stormwater Management (SWM) Plan for the Macri Dixon condo block, within the Mattamy Church Property. The Mattamy Church Property is tributary to SWM Ponds G and K, located within the Town of Milton. As shown by Figure 1, the development is on an angle relative to the compass, but will be described based on the nearest compass orientation for ease of reference. As shown by Figure 1, the proposed development is located west of Regional Road No. 25 and future development, east of Bronte Street, north of Britannia Road and future development, and south of Louis St. Laurent Avenue. Sixteen Mile Creek Tributary SWS-1-A passes through the site. The proposed Macri Dixon condo block is 1.63 ha, and was modelled at 99% imperviousness and fully tributary to SWM Pond G in the submitted June 2016 Design Brief for Stormwater Management Facility G for the Mattamy Church Property and December 2016 Stormwater Management Report for the Mattamy Church Property. The updated detailed design of the condo block proposes 1.43 ha at 82% imperviousness tributary to Pond G, with 0.20 ha of rearyard areas at 18% imperviousness draining directly to Tributary SWS-1-A. The February 2017 Addendum to Design Brief for Stormwater Management Facility G for the Macri Dixon Condo Block demonstrates that, with the latest design of the Macri Dixon condo block, Pond G will still operate in conformance with the requirements of the June 2016 Design Brief for Stormwater Management Facility G for the Mattamy Church Property. The Mattamy Church Property has a total drainage area of ha. Approximately 7.19 ha of the subdivision (in Phases 1 and 3) will drain uncontrolled to Tributary SWS-1-A, including 1.46 ha of residential rearyards, 0.20 ha of rearyards in the Macri Dixon condo block, and 5.52 ha of channel and buffer blocks. Similarly, a 0.01 ha buffer / road widening block (in Phase 2) will drain overland to Bronte Street. Another 8.17 ha of residential development (in Phase 3) of the subdivision drains to proposed SWM Pond K (designed by others). Finally, ha of the Mattamy Church Property (in Phases 1, 2 and 4) is tributary to SWM Pond G, including a 1.56 ha pond block (Pond G), a 2.75 ha school block, a 4.23 ha park block, 1.43 ha of the Macri Dixon condo block, and ha of residential development. The total drainage area to SWM Pond G is ha, including ha of the Mattamy Church Property (including the Macri Dixon condo block), a 1.21 ha external pond block (Pond G), a 7.33 ha external existing school block (Jean Vanier Catholic Secondary School), 2.18 ha of external Bronte Road, 1.02 ha of external future residential development, and 0.21 ha of Page 1
6 external existing residential development. Note that the external future residential development is located on Whitlock Avenue, Day Terrace, Leger Way, and south of Hatt Court. The external existing residential development is located north of Lemieux Court. Also note that only minor system flows will be conveyed to Pond G from 0.98 ha of the west side of external Bronte Road, with excess major system flows continuing south under interim conditions, and draining west to a future development under ultimate conditions. The total drainage area to SWM Pond K is ha, including 8.17 ha of the Mattamy Church Property, a 1.94 ha external pond block (Pond K), a 2.15 ha external school block (Boyne Public School), and ha of external future residential development. SWM Ponds G and K discharge to Sixteen Mile Creek Tributary SWS-1-A. The purpose of the present study/report is to evaluate the major and minor system flows of the proposed development to Ponds G and K, including the Macri Dixon condo block tributary to Pond G, with respect to the Town of Milton stormwater management guidelines and to check the adequacy of the proposed pipe sizes to convey the 5-year and the 100-year storm flows from within the development and from external areas. Background documents that were reviewed in preparing this report include the following: - Stormwater Management Planning and Design Manual, Ministry of the Environment, March Erosion and Sediment Control Guidelines for Urban Construction, Conservation Halton et al., December Town of Milton Engineering and Parks Standards, Town of Milton, August Boyne Survey Block 2 Final Subwatershed Impact Study, More Than Engineering, July [ ] RE: Bronte Street and Britannia Road Reconstruction Sizing for Facilities H and G, Boyne Survey Block 2 Area, AMEC Environmental and Infrastructure, November 5, Functional Stormwater and Environmental Management Strategy, Boyne Survey Secondary Plan Area, AMEC Environmental and Infrastructure, November Mattamy Church Property / Hydraulic Analysis of Tributary SWS-1-A, J.F. Sabourin and Associates Inc., March Gulfbeck Developments Subdivision - Stormwater Management Design Report SWM Pond K, The Municipal Infrastructure Group Limited, October Design Brief for Stormwater Management Facility G for the Mattamy Church Property, David Schaeffer Engineering Ltd. and, June for the Mattamy Church Property, J.F. Sabourin and Associates Inc., December The DDSWMM and XPSWMM programs were used to model the major and minor systems, to ensure that all of the Town of Milton s stormwater management requirements are satisfied. The general SWM design criteria and guidelines which are to be met are described in Section 2. Page 2
7 Figure 1: General Site Location Page 3
8 2 DESIGN CRITERIA AND GUIDELINES The design criteria and guidelines used for the stormwater management of the subject subdivision are those that were developed in the background documents as well as those provided in the August 2014 Town of Milton Engineering and Parks Standards and generally accepted stormwater management design guidelines. During the course of the detailed design, it was determined that the 1.63 ha Macri Dixon condo block has an average imperviousness of 74%. The ha Church Property (including the Macri Dixon condo block) has an average imperviousness of 49%. Including external areas, the ha drainage area to SWM Pond G has an average imperviousness of 59%. Including external areas, the ha drainage area to SWM Pond K has an average imperviousness of 62%. Average imperviousness values are calculated based on a weighted average of the relevant subcatchment areas, as presented in Figure 3. A detailed analysis of the proposed dual drainage system was required to confirm that the following general design criteria and guidelines for the minor and major systems would be met. 2.1 Minor System a) Storm sewers on local roads are to be designed to provide a 5-year level of service. b) Sump pumps will be provided within residential units where the storm sewer is not sufficiently deep or where the storm sewer will be subject to elevated water levels during infrequent storms. Sump pumps are to be installed in accordance with Section of the August 2014 Town of Milton Engineering and Parks Standards. c) Inlet control devices shall not be installed. d) Grates for road catchbasins are to be flush type OPSD , and grates for catchbasins in rear yards, park and open spaces with pedestrian traffic are to be flush type OPSD e) Single catchbasins are to be equipped with 250 mm minimum lead pipes and double catchbasins are to be equipped with 300 mm minimum lead pipes. f) Under full flow conditions, the allowable velocity in storm sewers is to be no less than 0.75 m/s and no greater than 6.0 m/s. Page 4
9 2.2 Major System a) The major system shall be designed with sufficient capacity to allow the excess runoff of a 100-year storm to be conveyed within municipal property. b) Roof leaders shall be installed to direct the runoff to splash pads and on to grassed areas. c) Flow across road intersections shall not be permitted for minor storms (generally 5-year or less). d) For the 100-year storm and for all roads, the depth of water at the crown shall not exceed 0.15 m. The maximum depth of water on streets, rearyards, public space and parking areas shall not exceed 0.30 m. e) A minimum of 0.30 m freeboard is to be provided to building openings. When catchbasins are installed in rear yards, safe overland flow routes are to be provided to allow the release of excess flows from such areas. f) The product of the maximum flow depths on streets and maximum flow velocity must be less than 0.65 m 2 /s on all roads. Page 5
10 3 ASSUMPTIONS AND SOURCE OF DATA USED IN THIS STUDY Sources of information and assumptions made in this study are listed below: - Stormwater management model: DDSWMM (release 2.1) and XPSWMM (version 2014) - Minor system design: 1:5 year (see rational method in Appendix A) - Major system design: 1:100 year - Max. flow depth on roads: 0.3 m above gutter; 0.15 m above crown - DDSWMM model parameters: Fo = 76.2 mm/hr, Fc = 13.2 mm/hr, DCAY = 4.14/hr, D.Stor.Imp. = 0.80 mm, D.Stor.Per. = 1.50 mm Detailed Area Imperviousness: based on development layout and taken as fully effective in the front lot portion and half effective in rear lot portion of each house. Lumped Area Imperviousness: based on runoff coefficient (C) where C = 0.7 x imperviousness ratio Design storms: 4-hour Chicago as per Town of Milton s criteria; peak averaged over 10 minutes. - Street catchbasin covers: OPSD Rearyard catchbasin covers: OPSD (100% capture) - Curb and gutter: OPSD on Gore Court, OPSD elsewhere. In the absence of flow capture curves for OPSD and curb and gutters, OPSD curb and gutters are assumed. - Manning's' roughness coeff.: for concrete and PVC pipes (free flow). - Minor system losses: Refer to Appendix C for manhole loss coefficients. - Extent of major system: Must be contained within the municipal right-of-way. - Depth of backyard swales: As per DSEL s Grading Plan - Street and pipe dimensions: As per DSEL s Plan and Profiles - Right-of-way characteristics: As per DSEL s Details of Roads - Downstream channel HGL: m based on the 100-year water level in Channel SWS-1-A at HEC-RAS cross-section 580 for Pond G, and m based on the 100-year water level in Channel SWS-1-A at HEC-RAS cross-section for Pond K, as per the March 2016 Mattamy Church Property / Hydraulic Analysis of Tributary SWS-1-A memo. Page 6
11 4 PROPOSED MINOR AND MAJOR SYSTEM DRAINAGE The proposed minor and major system drainage routes are shown in plan view in Figures 2 and 3, respectively. In accordance with the Town of Milton standards, the minor system has been designed to accommodate the 5-year post development flows from within the site and from external areas. A Rational Method design was conducted by DSEL (refer to Appendix A) in order to estimate minor system flows based on the Town of Milton IDF relationship and selected runoff coefficients. Note that the minor system capture on the following areas in the Church Property should be limited to the 5-year Rational Method flows (estimated below): External Existing Secondary School Block (A003SC1, ha, C = 0.65) : Elementary School Block 334 (A023SC1, ha, C = 0.75) : Neighbourhood Park Block 335 (A049PK1, ha, C = 0.40) : Neighbourhood Park Block 335 (A053PK1, ha, C = 0.40) : Neighbourhood Park Block 335 (A300PK1, ha, C = 0.35) : Neighbourhood Park Block 335 (A300PK2, ha, C = 0.36) : Neighbourhood Park Block 335 (A301PK1, ha, C = 0.38) : Neighbourhood Park Block 335 (A302PK1, ha, C = 0.39) : Neighbourhood Park Block 335 (A303PK1, ha, C = 0.39) : Neighbourhood Park Block 335 (A304PK1, ha, C = 0.40) : Neighbourhood Park Block 335 (Total) : External School Block (A103SC1, ha, C = 0.67) : 1382 L/s 603 L/s 59 L/s 369 L/s 5 L/s 8 L/s 11 L/s 22 L/s 28 L/s 35 L/s 537 L/s 421 L/s Excess flows from the areas above spill onto the street and are conveyed overland to the SWM ponds. For modelling purposes, minor system capture rates on undetailed existing and future external residential areas in the Mattamy Church Property were also limited to the 5-year Rational Method flows. Minor system capture rates on external Bronte Road were limited to the 5-year flow + 12%, as simulated using DDSWMM. The additional 12% capture is to account for the additional flows conveyed by surcharged pipes during the 100-year storm; that is, a greater head acting on the catchbasins, lead pipes and main storm sewer pipes during the 100- year storm results in greater capture than during smaller storm events. Page 7
12 Note that only minor system flows will be conveyed to Pond G from the west side of Bronte Road, with excess major system flows draining to an external system. The surface runoff collected by rearyard catchbasins is not to be controlled; hence they capture 100% of the 100-year flow. There are eighty-nine (89) such catchbasins within the Mattamy Church Property, two (2) of which are within the Macri Dixon condo block. Refer to Figure 2 for catchbasin locations. The street segments within the proposed development have been designed using a 'saw tooth' or 'sagged' road profile. The runoff from within these segments will be conveyed to catchbasins located at the lowest point within the street segment. Flows in excess of the catchbasin capture rate will be temporarily stored within the 'sagged' street segments and released slowly to the storm sewers. When the storage on a specific street segment is surpassed, the excess water will flow towards the next downstream street sag, and eventually to the appropriate outlet. It should be noted that the major system would outlet without flooding any of the properties within the subdivision. A 3.0 m wide overland flow route from Chretien Street to Neighbourhood Park Block 335, with a curb cut of 6.0 m, is provided west of the park. A 4.0 m wide overland flow route from Day Terrace to Pond G, with a curb cut of 10.0 m, is provided west of the pond. Refer to Calculation Sheet 2 of Appendix D for the capacity of the overland flow routes. Overland flow routes to Pond K are external to the proposed development, and are to be designed by others. The DDSWMM and XPSWMM analyses, discussed in the next sections, have demonstrated that the proposed drainage system for the subdivision will have sufficient capacity to control the excess flow during a 100-year event and safely capture and convey the 5-year flow to the ponds. 4.1 Major System and DDSWMM Analysis The DDSWMM computer program was used to model the major and minor system flows within the proposed development. The DDSWMM model presented in Appendix B was developed based on the information provided in Figures 2 and 3. Two simulations were conducted, one for each of the following rainfall events: i) A simulation of the 5-year, 4-hour Chicago storm; and ii) A simulation of the 100-year, 4-hour Chicago storm. The models use actual catchbasin capture flow curves, and the inflows are limited by lead pipe capacities. Note that 250 mm diameter lead pipes were assumed and are required between single catchbasins and the storm sewers, and 300 mm diameter lead pipes were assumed and are required between double or rearyard catchbasins and the storm sewers. Page 8
13 100-year intakes are located at the east end of Hinton Terrace near Lot 68 in order to prevent overland flow from draining overland to the adjacent channel block. For the 100-year storm, simulation results show that 185 L/s and 182 L/s are directed towards the catchbasins at the 100-year intake points on Hinton Terrace (on subcatchments A061NE and A061NW). Based on the assumed catchbasin grate capture curves and the capacity of lead pipes (refer to Calculation Sheet 3 of Appendix D), it was determined that two (2) OPSD double catchbasin grates on the east side of the road equipped with one (1) shared 300 mm diameter lead pipe, and two (2) OPSD double catchbasin grates on the west side of the road equipped with one (1) shared 300 mm diameter lead pipe, would have enough capacity to capture the incoming flow, even if the grates were 50% blocked. 4.2 Minor System and Hydraulic Gradeline Analysis The minor system analysis was completed using the XPSWMM program based on the peak flows captured during the 5- and 100-year Chicago storms as calculated with the DDSWMM program. Since several pipes will potentially surcharge to ground level during a 100-year storm, the XPSWMM model was extended on the surface to allow for the excess flow that cannot enter the minor system to be routed through the major system. These excess flows were reinserted into DDSWMM in the next downstream segment as hydrographs. The minor system was analyzed for both free outfall and restrictive downstream conditions. Restrictive downstream conditions for all storms were based on the 100-year water level of m in Channel SWS-1-A at the Pond G outfall (HEC-RAS cross-section 580), and m in Channel SWS-1-A at the Pond K outfall (HEC-RAS cross-section ), as per the March 2016 Mattamy Church Property / Hydraulic Analysis of Tributary SWS-1-A memo. Pond G was modelled as designed in the June 2016 Design Brief for Stormwater Management Pond G for the Mattamy Church Property by DSEL and JFSA, updated to reflect as-built conditions. Pond K was modelled as per the October 2016 Gulfbeck Developments Subdivision Stormwater Management Design Report SWM Pond K by The Municipal Infrastructure Group Limited. Table 1 presents the peak minor system inflows to the SWM ponds obtained with the Rational Method and with the above mentioned simulations. Table 1: Comparison of Minor System Flows to the SWM Ponds Location 5-Year Rational 5-Year DDSWMM/ 100-Year DDSWMM/ Method Flow XPSWMM Flow XPSWMM Flow (m 3 /s) (m 3 /s) (m 3 /s) MH 71 to Pond G MH 127 to Pond K Page 9
14 Table 1 shows that the 5-year total flow simulated with the DDSWMM/XPSWMM models is slightly higher than the Rational Method flow. This may be partly explained by the difference in the selected time of concentration and the fact that the Rational Method tends to underestimate design peak flows for areas larger than 10 ha. The DDSWMM/XPSWMM simulations have determined that for the selected 5- and 100-year storms, the total minor system peak inflows to Pond G would be m³/s and m³/s, respectively. For the selected 5- and 100-year storms, the total minor system peak inflows to Pond K would be m³/s and m³/s, respectively. The 100-year flow will surcharge most parts of the minor system; however for this analysis this is not critical as residential units with basements will be protected by sump pumps. In order to determine the extent of pipe surcharge, the 100-year water levels generated by the combined DDSWMM/XPSWMM models were compared against ground elevation, represented by the manhole cover elevation. When the computed HGL reached the manhole cover elevations in the XPSWMM, the excess flow was routed in a downstream DDSWMM segment to re-enter the minor system in a downstream pipe. This situation occurred at forty-four (44) locations within the proposed storm sewer network during the 100-year storm, one (1) of which is within the Macri Dixon condo block. Refer to Tables 2A and 2B below for spill locations and peak flows; all spill nodes in the XPSWMM model are prefixed with an S. Note that manholes within the Macri Dixon condo block are prefixed with M ( SM for spills). Within the proposed Church Property, including the Macri Dixon condo block, the depth of water on the road will be retained within the right-of-way and will not exceed the maximum allowable value of 30 cm at the gutter or 15 cm at the crown during the 100-year Chicago Storm (refer to Calculation Sheet 1 of Appendix D, where the calculated maximum was 14.5 cm at the gutter and 4.4 cm at the crown). Furthermore, it was determined that, for the 100-year event and for all major system segments, the product of the depth of water (m) at the gutter multiplied by the velocity of flow (m/s) will not exceed the maximum allowable 0.65 m 2 /s (refer to Calculation Sheet 1 of Appendix D, where the calculated maximum was m 2 /s). Tables 2A and 2B summarize the pipe data and hydraulic simulation results for the 100-year storm under free and restricted outfall conditions, respectively. Note that the flowing full pipe velocities are not less than 0.75 m/s and no greater than 6.0 m/s for all proposed pipes. Page 10
15 Table 2A: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Free Outfall Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) N/A N/A N/A N/A S4 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S9 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S10 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S11 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S22 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S27 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S32 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S34 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S35 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
16 Table 2A: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Free Outfall Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) N/A N/A S37 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S39 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S42 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S43 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S45 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S46 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S60 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
17 Table 2A: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Free Outfall Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) PondG N/A S101 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S103 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S104 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S105 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S107 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S110 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S112 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S113 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S115 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S116 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S117 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S118 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S119 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S120 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
18 Table 2A: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Free Outfall Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) N/A PondK N/A S144 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S340 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S400 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S401 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S402 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S403 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S404 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S405 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S406 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S407 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A PondG Gout N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A PondK Kout N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S3401 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S3402 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S92 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S93 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
19 Table 2A: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Free Outfall Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) N/A N/A N/A N/A S304 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A M N/A M101 M N/A M102 M N/A M102 SM102 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A M103 M N/A M103 SM103 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A M104 M N/A M104 SM104 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A MB104 M N/A Note: (1) A negative surcharge implies that the pipe is not flowing full
20 Table 2B: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Restrictive Downstream Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) N/A N/A N/A N/A S4 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S9 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S10 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S11 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S22 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S27 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S32 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S34 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S35 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
21 Table 2B: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Restrictive Downstream Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) N/A N/A S37 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S39 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S42 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S43 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S45 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S46 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S60 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
22 Table 2B: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Restrictive Downstream Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) PondG N/A S101 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S103 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S104 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S105 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S107 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S110 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S112 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S113 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S115 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S116 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S117 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S118 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S119 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S120 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
23 Table 2B: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Restrictive Downstream Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) N/A PondK N/A S144 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S340 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S400 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S401 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S402 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S403 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S404 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S405 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S406 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S407 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A PondG Gout N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A PondK Kout N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S3401 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S3402 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S92 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A S93 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
24 Table 2B: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Restrictive Downstream Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) N/A N/A N/A N/A S304 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A M N/A M101 M N/A M102 M N/A M102 SM102 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A M103 M N/A M103 SM103 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A M104 M N/A M104 SM104 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A MB104 M N/A Note: (1) A negative surcharge implies that the pipe is not flowing full
25 5 EROSION AND SEDIMENT CONTROL DURING AND AFTER CONSTRUCTION Silt and erosion control strategies shall be implemented during construction activities in order to minimize the transfer of silt off site. The following measures should be implemented: i) Silt control fences shall be installed as required in order to prevent the movement of silt off-site during rainfall events. ii) Construction of a mud mat shall be installed at the site entrance in order to promote selfcleaning of truck tires when leaving the site. iii) All catchbasins shall be equipped with a crushed stone filter in order to prevent the capture of silt in the storm sewer system. iv) Regular cleaning of the adjacent roads shall be undertaken during the construction activities. v) Regular inspection and maintenance of the silt control measures shall be undertaken until the site has been stabilized. vi) The erosion and sediment control devices shall be removed after the site has been stabilized. vii) Refer to Site Alteration Permits , and associated with this development. Page 21
26 Figure 4: Typical installation of silt fences Figure 5: Catchbasin with geotextile to protect storm sewer pipes from sediment contamination Page 22
Stormwater Management Pond Design Brief. Greely Village Centre - Commercial Phase - Ultimate Conditions - - City of Ottawa -
Stormwater Management Pond Design Brief Greely Village Centre - Commercial Phase - Ultimate Conditions - - City of Ottawa - December 2008 Ref: 647-07 J.F. Sabourin and Associates Inc. Water Resources and
More informationAPPENDIX J HYDROLOGY AND WATER QUALITY
APPENDIX J HYDROLOGY AND WATER QUALITY J-1 Technical Report on Airport Drainage, Northern Sector Airport and Ordinance Creek Watershed / Preliminary Creek Constructed Natural Channel Culvert J-2 Preliminary
More informationAppendix G. Alternative Solutions Details. Krosno Creek Flood Reduction Project PROJECT FILE REPORT CITY OF PICKERING
Krosno Creek Flood Reduction Project PROJECT FILE REPORT CITY OF PICKERING Appendix G Alternative Solutions Details TMIG THE MUNICIPAL INFRASTRUCTURE GROUP LTD Krosno Creek Flood Reduction Project PROJECT
More informationEvaluating Surge Potential in CSO Tunnels
14 Evaluating Surge Potential in CSO Tunnels Karen E. Ridgway Tunnels are being proposed to control combined sewer overflow (CSO) in numerous cities in the United States and Canada. The tunnels are intended
More informationIndiana LTAP Road Scholar Core Course #10 Culvert Drainage. Presented by Thomas T. Burke, Jr., PhD, PE Christopher B. Burke Engineering, Ltd.
Indiana LTAP Road Scholar Core Course #10 Culvert Drainage Presented by Thomas T. Burke, Jr., PhD, PE Christopher B. Burke Engineering, Ltd. Objectives Review culvert shapes, end sections, and materials
More informationCity of Guelph. Hanlon Creek Business Park Stormwater Management Report Ponds 1, 2, 3 and 4
City of Guelph Hanlon Creek Business Park Stormwater Management Report Ponds 1, 2, 3 and 4 City of Guelph Hanlon Creek Business Park Stormwater Management Report Ponds 1, 2, 3 and 4 Prepared by: AECOM
More informationPlan B Dam Breach Assessment
Plan B Dam Breach Assessment Introduction In support of the Local Sponsor permit applications to the states of Minnesota and North Dakota, a dam breach analysis for the Plan B alignment of the Fargo-Moorhead
More informationTechnical Report Culvert A Hydraulic Analysis
DATE: November 3, 2011 Technical Report Culvert A Hydraulic Analysis TO: FROM: RE: Jim Reiser, P.E. Project Manager Parsons Brinckerhoff, Inc. Kurt Killian, P.E., CFM Parsons Brinckerhoff, Inc. Design
More informationCITY OF ROSEVILLE DESIGN STANDARDS
CITY OF ROSEVILLE DESIGN STANDARDS Section 1 Purpose and Definitions 1-1 Purpose PD 1 1-2 Design Practice PD 1 1-3 Definitions PD 1 Section 2 General Requirements 2-1 Plans by an Appropriate Engineer GR
More informationCHAPTER 4 SPALDING COUNTY, GEORGIA 4.0 CULVERT DESIGN
SPALDING COUNTY, GEORGIA CHAPTER 4 4.0 CULVERT DESIGN... 4-1 4.1 INTRODUCTION... 4-1 4.2 SYMBOLS AND DEFINITIONS... 4-1 4.3 ENGINEERING DESIGN CRITERIA... 4-2 4.3.1 FREQUENCY FLOOD... 4-2 4.3.2 VELOCITY
More informationLow Gradient Velocity Control Short Term Steep Gradient Channel Lining Medium-Long Term Outlet Control Soil Treatment Permanent [1]
Check Dams DRAINAGE CONTROL TECHNIQUE Low Gradient Velocity Control Short Term Steep Gradient Channel Lining Medium-Long Term Outlet Control Soil Treatment Permanent [1] [1] Though not generally considered
More informationEngineering Design Criteria & Standard Drawings
Engineering Design Criteria & Standard Drawings (January 2018) APPENDIX A STANDARD DRAWINGS Engineering Design Criteria & Standard Drawings APPENDIX A STANDARD DRAWINGS FOREWORD The Standard Drawings presented
More informationLecture 10 : Sewer Appurtenances
1 P age Module 8 : Sewer Appurtenances Lecture 10 : Sewer Appurtenances 2 P age The structures, which are constructed at suitable intervals along the sewerage system to help its efficient operation and
More informationChapter 11. Culverts and Bridges Design Checklist for Culvert Design
Yes No N/A Design Requirements I. GENERAL DESIGN GUIDELINES Chapter 11. Culverts and Bridges A. Culvert design is in accordance with the Culverts chapter of Volume 2 of the UDFCD Manual for additional
More informationModelling of Pressurised Pipes within InfoWorks ICM and CS
Modelling of Pressurised Pipes within InfoWorks ICM and CS 1. Introduction Correctly modelling pressurised pipes, variously described as forcemains or rising mains, can be one of the more difficult aspects
More informationAPPENDIX C VEGETATED EMERGENCY SPILLWAY. VERSION 1.0 March 1, 2011
APPENDIX C VEGETATED EMERGENCY SPILLWAY VERSION 1.0 March 1, 2011 [NOTE: Could use a better photo more clearly showing the emergency spillway in the context of the dam.] SECTION C-1: DESCRIPTION OF PRACTICE
More informationDUNBOW ROAD FUNCTIONAL PLANNING
DUNBOW ROAD FUNCTIONAL PLANNING Final Report August 3, 216 #31, 316 5th Avenue NE Calgary, AB T2A 6K4 Phone: 43.273.91 Fax: 43.273.344 wattconsultinggroup.com Dunbow Road Functional Planning Final Report
More informationSection 10 - Hydraulic Analysis
Section 10 - Hydraulic Analysis Methodology Documentation Functionality Summary Sizing Methodology Fixed/Resize Combined Flow Storm: Sizing as per d/d Structures.dat Storm vs. Sanitary Methodology HGL/EGL
More informationTM /AFM 88-5, Chap Underground hydraulic design Inlets UFC - Drainage In Areas Other Than Airfields
sults of laboratory research concerning soil infiltration through pipe joints and the effectiveness of gasketing tapes for waterproofing joints and seams are available. 3 6. Underground hydraulic design.
More informationOutlet Structures T-12
Description This section provides guidance and details for outlet structures for use primarily with BMPs utilizing sedimentation, (i.e., extended detention basins (EDBs), retention ponds, and constructed
More informationGeneral Information for Culvert Design
Design Manual Chapter 2 - Stormwater 2E - Culvert Design 2E-1 General Information for Culvert Design A. Introduction A culvert is a conduit under an embankment that transports stormwater from one side
More informationAPPENDIX L. Design Criteria
APPENDIX L Design Criteria DRAFT PRELIMINARY DESIGN CRITERIA Page 1 of 18 APPROVALS MANAGER, ENGINEERING CITY OF HAMILTON MANAGER, ENGINEERING REGION OF HALTON DATE This Design Criteria for the New East-West
More informationCHAPTER 5 CULVERT DESIGN
CHAPTER 5 CULVERT DESIGN HYDRAULICS OF CULVERTS There are two major types of culvert flow: 1) flow with inlet control, and 2) flow with outlet control. For each type, different factors and formulas are
More informationOFFICE OF STRUCTURES MANUAL FOR HYDROLOGIC AND HYDRAULIC DESIGN CHAPTER 11 APPENDIX B TIDEROUT 2 USERS MANUAL
OFFICE OF STRUCTURES MANUAL FOR HYDROLOGIC AND HYDRAULIC DESIGN CHAPTER 11 APPENDIX B TIDEROUT 2 USERS MANUAL APRIL 2011 APRIL 2011 Page 1 Preface TIDEROUT 2, Build 1.22 dated June 29, 2006 is the current
More informationAlberta Infrastructure HIGHWAY GEOMETRIC DESIGN GUIDE AUGUST 1999
Alberta Infrastructure HIGHWAY GEOMETRIC DESIGN GUIDE AUGUST 1999,1'(; A ACCELERATION Data on acceleration from stop D-29 Effects of grade D-35 Intersections D-97, D-99 Lanes D-97, F-5, F-7, F-15, F-21,
More informationDesign Criteria. Design Criteria
F Design Criteria Design Criteria Ministry of Transportation Ministère des Transports DESIGN CRITERIA Page: 1 of 13 WORK PROJECT NO. N/A GO Bloomington Station TYPE OF PROJECT LOCATION Bloomington Road
More informationSouth Burlington Multi-Site Stormwater Infrastructure Assessment Site No. 2 Bartlett Bay Road Culvert
South Burlington Multi-Site Stormwater Infrastructure Assessment Site No. 2 Bartlett Bay Road Culvert Assessment of Culvert Capacity and Recommendations for Improvements Prepared for: Tom DiPietro Deputy
More informationOperation and Maintenance Manual. First Defense and First Defense High Capacity. Vortex Separator for Stormwater Treatment
Operation and Maintenance Manual First Defense and First Defense High Capacity Vortex Separator for Stormwater Treatment Page 2 Page 3 Table of Contents I. First Defense by Hydro International 3 First
More informationMODELLING ANCILLARIES: WEIR COEFFICIENTS
WaPUG USER NOTE No 27 MODELLING ANCILLARIES: WEIR COEFFICIENTS David Balmforth, MWH 1. SCOPE This user note gives advice on the choice of coefficient for overflo eirs and orifices hen modelling storm seage
More informationCSO/STORMWATER MANAGEMENT. HYDROVEX VHV / SVHV Vertical Vortex Flow Regulator
CSO/STORMWATER MANAGEMENT HYDROVEX VHV / SVHV Vertical Vortex Flow Regulator HYDROVEX VHV / SVHV VERTICAL VORTEX FLOW REGULATOR APPLICATIONS One of the major problems of urban wet weather flow management
More informationPicture Spring Branch Hydrologic and Hydraulic Analysis Report. Prepared for: Anne Arundel County. Final
Picture Spring Branch Hydrologic and Hydraulic Analysis Report Prepared for: Anne Arundel County Final Date: November 30, 2017 Picture Spring Branch Hydrologic and Hydraulic Analysis Report November 30,
More informationTRAFFIC IMPACT STUDY CRITERIA
Chapter 6 - TRAFFIC IMPACT STUDY CRITERIA 6.1 GENERAL PROVISIONS 6.1.1. Purpose: The purpose of this document is to outline a standard format for preparing a traffic impact study in the City of Steamboat
More informationCITY OF SOUTH DAYTONA
CITY OF SOUTH DAYTONA FIVE YEAR WORK PLAN for HALF-CENT SALES TAX FY 2020-2025 Table of Contents Executive Summary Purpose of the Work Program... 3 Project List Magnolia Avenue North Roadway, Drainage
More informationSediment Basin 7E-12. Design Manual Chapter 7 - Erosion and Sediment Control 7E - Design Information for ESC Measures BENEFITS.
7E-12 Design Manual Chapter 7 - Erosion and Sediment Control 7E - Design Information for ESC Measures Sediment Basin BENEFITS Flow Control Erosion Control Sediment Control Runoff Reduction Flow Diversion
More informationCOST EFFECTIVE STORAGE CAPACITY INCREASE FOR ALUMINA TAILINGS DISPOSAL AREA THROUGH SPILLWAY OPTIMISATION
COST EFFECTIVE STORAGE CAPACITY INCREASE FOR ALUMINA TAILINGS DISPOSAL AREA THROUGH SPILLWAY OPTIMISATION Abstract Lonie I * Tailings and Dams, GHD Brisbane, QLD, Australia Queensland Alumina Limited operates
More information22. Specialty Valves.
22. Specialty Valves. a. Types of Specialty Valves. 1) Use of the following specialty valves is covered in this section: Altitude Valve, Pressure Reducing Valve, Pressure Relief Valve, Swing Check Valve,
More informationGlenn Avenue Corridor Traffic Operational Evaluation
Glenn Avenue Corridor Traffic Operational Evaluation PREPARED FOR: THE CITY OF AUBURN PREPARED BY: DECEMBER 2007 Glenn Avenue Corridor Study--Auburn, Alabama TABLE OF CONTENTS Introduction... 1 Background
More informationKERBWAY CONTENTS. Note: AutoCAD.dwg files, K1 to F1, may be downloaded from maxq.com.au.
KERBWAY CONTENTS Contents Page 1 Introduction Page 2 Grates and Inlets Page 3 Design Charts: Mountable Kerb 1:30 Crossfall Chart 1 Barrier Kerb 1:30 Crossfall Chart 2 Mountable Kerb 1:40 Crossfall Chart
More informationBistro 6. City of Barrie. Traffic Impact Study for Pratt Hansen Group Inc. Type of Document: Final Report. Project Number: JDE 1748
City of Barrie Traffic Impact Study for Pratt Hansen Group Inc. Type of Document: Final Report Project Number: JDE 1748 Date Submitted: June 12 th, 2017 06/12/17 John Northcote, P.Eng. Professional License
More informationStormwater Level of Service Study - Phase 2 Flooding Adjacent to Rock Creek
Stormwater Level of Service Study - Phase 2 Flooding Adjacent to Rock Creek City of Fairway, Kansas Fairway Stormwater Level of Service Study - Phase 2 Project No. 108200 Revision 1 12/6/2018 Stormwater
More informationSixth Line Development - Transit Facilities Plan
Memorandum Date: November 13, 2012 To: From: c.c. Subject: Rob Freeman (Freeman Planning) Kevin Phillips Sixth Line Development - Transit Facilities Plan 33016631 This memo was prepared to review the transit
More informationPRELIMINARY STORM DRAINAGE REPORT
PRELIMINARY STORM DRAINAGE REPORT DRURY LANE DEVELOPMENT 704 1ST STREET SULTAN, WA 98294-94240 PARCEL #28083200305500 AUDITOR S FILE NO. 1090255 CITY OF SULTAN SNOHOMISH COUNTY, WASHINGTON PREPARED FOR:
More informationTraffic Calming St. Clarens Avenue between Brandon Avenue and Davenport Road
STAFF REPT ACTION REQUIRED Traffic Calming St. Clarens Avenue between Brandon Avenue and Davenport Road Date: February 2, 2012 To: From: Wards: Reference Number: Etobicoke York Community Council Acting
More informationAPPENDIX H LAKE OKEECHOBEE FLOOD ROUTINES
1 2 3 APPENDIX H LAKE OKEECHOBEE FLOOD ROUTINES 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 LAKE OKEECHOBEE FLOOD ROUTINGS
More informationVIRGINIA SOIL AND WATER CONSERVATION BOARD GUIDANCE DOCUMENT ON DAM BREAK INUNDATION ZONE AND INCREMENTAL DAMAGE ANALYSIS AND MAPPING PROCEDURES
(Approved XXXXX, 2010) Working Draft Version January 14, 2010 VIRGINIA SOIL AND WATER CONSERVATION BOARD GUIDANCE DOCUMENT ON DAM BREAK INUNDATION ZONE AND INCREMENTAL DAMAGE ANALYSIS AND MAPPING PROCEDURES
More information19.1 Problem: Maximum Discharge
19.1 Problem: Maximum Discharge In partially full channel having an equilateral triangular cross section, the rate of discharge is Q = KAR/3 in which K is a constant, A flow area, R is the hydraulic mean
More informationModelling a Stormcell Storage System Within The Micro Drainage Program Win Des - Source Control
Modelling a Stormcell Storage System Within The Micro Drainage Program Win Des - Source Control There are probably several different ways of modelling Stormcell within Win Des - Source Control Module.
More informationPrepared For: Shieldbay Developments Inc. c/o Matson, McConnell Ltd. 2430A Bloor Street West Toronto, Ontario M6S 1P9.
Prepared For: Shieldbay Developments Inc. c/o Matson, McConnell Ltd. 2430A Bloor Street West Toronto, Ontario M6S 1P9 Prepared By: URS Canada Inc. 4 th Floor, 30 Leek Crescent Richmond Hill, Ontario L4B
More informationHURRICANE SANDY LIMITED REEVALUATION REPORT UNION BEACH, NEW JERSEY DRAFT ENGINEERING APPENDIX SUB APPENDIX D SBEACH MODELING
HURRICANE SANDY LIMITED REEVALUATION REPORT UNION BEACH, NEW JERSEY DRAFT ENGINEERING APPENDIX SUB APPENDIX D SBEACH MODELING Rev. 18 Feb 2015 1 SBEACH Modeling 1.0 Introduction Following the methodology
More informationSUMMARY PROBLEMS CAUSED BY BACKFLOW IN PIPE SYSTEMS.
Page 1 of 11 SUMMARY There are many problems derived from a reverse flow in a piping system. A solution presented in this paper is the WaStop inline check valve. The paper aims to explain some of the important
More informationSELBY CREEK SILVERADO TRAIL CULVERT FISH PASSAGE ASSESSMENT
SELBY CREEK SILVERADO TRAIL CULVERT FISH PASSAGE ASSESSMENT NAPA COUNTY, CALIFORNIA PREPARED BY NAPA COUNTY RESOURCE CONSERVATION DISTRICT 1303 JEFFERSON ST. SUITE 500B NAPA, CALIFORNIA 94559 WWW.NAPARCD.ORG
More informationIllinois State Water Survey
Illinois State Water Survey HYDROLOGY DIVISION SWS Contract Report 508 COMPARISON OF 1987 AND 1989 BED PROFILE SURVEYS OF THE LOWER CACHE RIVER by Richard Allgire Office of Sediment and Wetland Studies
More informationSUNRAY DRIVE/PERRINE RANCH ROAD FROM WEST OF DARLINGTON ROAD TO GRAND BOULEVARD AND PERRINE RANCH ROAD AT SEVEN SPRINGS BOULEVARD
SUNRAY DRIVE/PERRINE RANCH ROAD FROM WEST OF DARLINGTON ROAD TO GRAND BOULEVARD AND PERRINE RANCH ROAD AT SEVEN SPRINGS BOULEVARD FINAL ROUTE AND POND STUDY PROJECT NO. C-9570.10 Prepared for: Pasco County
More informationWMS 8.4 Tutorial Hydraulics and Floodplain Modeling HY-8 Modeling Wizard Learn how to model a culvert using HY-8 and WMS
v. 8.4 WMS 8.4 Tutorial Hydraulics and Floodplain Modeling HY-8 Modeling Wizard Learn how to model a culvert using HY-8 and WMS Objectives Define a conceptual schematic of the roadway, invert, and downstream
More informationSouth Albion-Bolton Community Plan North Hill Supermarket Transportation Study Part B: Evaluation of Alternatives
Community Plan North Hill Supermarket Transportation Study Part B: Evaluation of Alternatives Prepared for: The Town of Caledon August 9 Transportation Solutions Ltd. 43 Forest Road Cambridge, ON N1S 3B4
More informationVIVA RETIREMENT COMMUNITIES OAKVILLE TRAFFIC IMPACT STUDY
VIVA RETIREMENT COMMUNITIES OAKVILLE TRAFFIC IMPACT STUDY VIVA RETIREMENT COMMUNITIES OAKVILLE TRAFFIC IMPACT STUDY DECEMBER 2012 READ, VOORHEES & ASSOCIATES TORONTO, ONTARIO Read, Voorhees & Associates
More informationCITY OF SALEM DEPARTMENT OF PUBLIC WORKS STANDARD DRAWINGS TABLE OF CONTENTS
001-099 100-199 200-299 Stormwater 300-399 400-499 500-599 600-699 700-799 800-899 Miscellaneous Sewers and Drains Streets Water Structures Earthwork Street Lighting and Traffic Signals Landscape and Irrigation
More informationMay 5, 2009 File:
MMM Group Limited Suite 600 1455 West Georgia Street Vancouver, BC V6G 2T3 t: 604-685-9381 f: 604-683-8655 www.mmm.ca May 5, 2009 File: 50-09001-007 1420 1055 West Hastings Street Vancouver, BC V6E 2E9
More informationHEC 26 Aquatic Organism Passage Design Manual Evolution & Application
HEC 26 Aquatic Organism Passage Design Manual Evolution & Application Sven Leon, P.E., Hydraulics Engineer Federal Highway Administration 2015 Alaska Fish Passage Meeting October 13 14, 2015 VTRC, Juneau,
More informationCITY OF ROSEVILLE DESIGN AND CONSTRUCTION DETAILS
CITY OF ROSEVILLE DESIGN AND CONSTRUCTION DETAILS Trench Backfill Utility Trench Paving Backfill and Embedment TB 1 HDPE, SRHDPE & PVC Storm Drain Pipe Only (Nonrigid) Bedding and Backfill TB2 Deep Cut
More informationFish Passage Culvert Assessment for Cahilty Creek Watershed FIA Project #
Fish Passage Culvert Assessment for Cahilty Creek Watershed FIA Project # 4602004 Prepared for Weyerhaeuser Company Ltd. Jason Ladyman R.P.F. 1550 Mission Flats Road PO Box 40 Kamloops BC V2C 5K3 Prepared
More informationHY-8 Version 7.2 Build Date January 17, Federal Highway Administration.
HY-8 Version 7.2 Build Date January 17, 2012 Federal Highway Administration http://www.fhwa.dot.gov/engineering/hydraulics/software/hy8/index.cfm SIMPLE Simple to use Use for simple culverts and bridges
More informationTirpur Area Water Supply Project A Report on Transient Modeling Study
y February 2008 1 of 81 y INTRODUCTION: The report presents results from a transient modeling study conducted on the clear water transmission main of Tirpur Areas Water Supply Project, Tamilnadu, India.
More informationThe Basics of Culvert and Inlet Design
PDHonline Course C619 (8 PDH) The Basics of Culvert and Inlet Design Jerry D. Morrow, PE 2013 PDH Online PDH Center 5272 Meadow Estates Drive Fairfax, VA 22030 6658 Phone & Fax: 703 988 0088 www.pdhonline.org
More informationSTATEMENT of POLICY and PROCEDURE
SCHEDULE B to BY-LAW NO. 96-2013 STATEMENT of POLICY and PROCEDURE No. Responsibility: Roads Date: October 21, 2013 Policy: Road Design Standards Revised: Approved by: By-law No. 96-2013 Pages: 6 Purpose:
More information1. In most economical rectangular section of a channel, depth is kept equal to
Objective questions:- 1. In most economical rectangular section of a channel, depth is kept equal to a. One-fourth of the width b. Three times the hydraulic radius c. Hydraulic mean depth d. Half the width
More informationDam Breach Inundation Analysis
Dam Breach Inundation Analysis Using HEC-RAS And GIS TWO CASE STUDIES IN BRITISH COLUMBIA, CANADA Canadian Dam Association 2014 Conference - Banff Alberta Presenters 2 Dwayne Meredith, P.Ag. KWL Vernon
More informationModeling of Long Culverts and Stormdrains A Comparison of Different Methods
Modeling of Long Culverts and Stormdrains A Comparison of Different Methods Shrinivas Kaulgud, P.E., CFM Cheryl Hannan, P.E., CFM, LEED AP October 12, 2017 Presentation Outline Introduction Case Studies
More informationDriveway Design Criteria
Design Manual Chapter 5 - Roadway Design 5L - Access Management 5L-4 Driveway Design Criteria A. General For efficient and safe operations, access drives and minor public street intersections can be improved
More informationROAD OCCUPANCY PERMIT APPLICATION # Damascus Township, 60 Conklin Hill Road, Damascus, PA Tel Fax
Instructions: For a driveway access permit, fill in sections 1, 2, 3 and 4, and the appropriate drawings and sign. For a Utility access, fill in sections 1, 2, 3 and 5, and figures 1 and 3. Prepare a detailed
More information10.0 CURB EXTENSIONS GUIDELINE
10.0 CURB EXTENSIONS GUIDELINE Road Engineering Design Guidelines Version 1.0 March 2017 City of Toronto, Transportation Services City of Toronto Page 0 Background In early 2014, Transportation Services
More informationWelcome to the Open House
Leslie Street Between 19 th Avenue and Stouffville Road Addendum to Class Environmental Assessment Study Welcome to the Open House Please sign in at the front desk. March 28, 2017 Richmond Green Sports
More informationAPPENDIX K CULVERT INSPECTION MEMO
APPENDIX K CULVERT INSPECTION MEMO McCORMICK RANKIN CORPORATION 2655 North Sheridan Way Mississauga, Ontario, L5K 2P8 Tel: (905)823-8500 Fax: (905) 823-8503 E-mail: mrc@mrc.ca Website: www.mrc.ca MEMO
More informationTRAFFIC STUDY GUIDELINES Clarksville Street Department
TRAFFIC STUDY GUIDELINES Clarksville Street Department 9/1/2009 Introduction Traffic studies are used to help the city determine potential impacts to the operation of the surrounding roadway network. Two
More informationBC Ministry of Forests. March Fish Stream Crossing Guidebook. Forest Practices Code of British Columbia.
FRST 557 Lecture 7c Bridges and Culverts: Water Velocity and Discharge Lesson Background and Overview: The previous two lessons presented methods for estimating water volume flow at a particular site and
More informationSuitable Applications Check dams may be appropriate in the following situations: To promote sedimentation behind the dam.
Categories EC Erosion Control SE Sediment Control TC Tracking Control WE Wind Erosion Control Non-Stormwater NS Management Control Waste Management and WM Materials Pollution Control Legend: Primary Category
More informationChutes Part 2: Synthetic linings
s Part 2: Synthetic linings DRAINAGE CONTROL TECHNIQUE Low Gradient Velocity Control Short Term Steep Gradient Channel Lining Medium-Long Term Outlet Control [1] Soil Treatment Permanent [2] [1] s can
More information122 Avenue: 107 Street to Fort Road
: 107 Street to Fort Road November 24, 2015 4:30 8:00 p.m. Meeting Purpose Summarize project work completed to date Share results of public input from Phase 1 Share the draft concept plan and proposed
More informationEast Downtown Tax Increment Reinvestment Zone (TIRZ) No. 15 Infrastructure Assessment Study
East Downtown Tax Increment Reinvestment Zone (TIRZ) No. 15 Infrastructure Assessment Study Houston, TX Technical Memorandum April 15 th, 2009 Prepare by: 2950 North Loop West, Ste. 900 Houston, TX 77092
More information2.0 LANE WIDTHS GUIDELINE
2.0 LANE WIDTHS GUIDELINE Road Engineering Design Guidelines Version 2.0.1 May 2018 City of Toronto, Transportation Services City of Toronto Page 0 Background In early 2014, Transportation Services initiated
More informationAnnex E Bridge Pier Protection Plan
Annex E Bridge Pier Protection Plan Table E1 Bridge Types and Locations Table E2 Flow Conditions For River Sections Figure E1 Bridge Abutment Protection Figure E2 Bridge Pier Protection Figure E3 Central
More informationDESIGN MEMORANDUM WITH DESIGN EXCEPTIONS SP SP
DRAFT NOT FINAL (Note: document was not finalized due to an eastbound stopping site distance design issue that requires more detailed bridge and roadway design considerations. This discussion starts on
More informationDam Modification Report Stingy Run Fly Ash Reservoir Appendix E Spillway System Design Calculations E1: Spillway/Energy Dissipater Design for 100-year Event CHE8273 8 September 4, 2014 Written by: CJW
More informationJanuary 25, Franklin Pasture Sanitary Sewer Cure-In-Place Pipe Lining Bid No Bid Date: 2/7/17 ADDENDUM NO 1
PUBLIC WORKS DEPARTMENT David A. Jones, P.E., Director January 25, 2017 Franklin Pasture Sanitary Sewer Cure-In-Place Pipe Lining Bid. 2017-005 Bid Date: 2/7/17 ADDENDUM NO 1 SPECIFICATION REVISIONS: QUESTIONS
More informationSummary of HEC 18, Evaluating Scour at Bridges FHWA NHI Should really follow HEC 18, but this summary will get you the main points.
Summary of HEC 18, Evaluating Scour at Bridges FHWA NHI 01-001 Should really follow HEC 18, but this summary will get you the main points. 1: Determine scour analysis variables 2: Analyze long-term bed
More informationExercise (3): Open Channel Flow Rapidly Varied Flow
Exercise (3): Open Channel Flow Rapidly Varied Flow 1) A hydraulic jump exists in a trapezoidal channel having a bed width of 7 m and side slope of 1:1. The flowing discharge is 25 m 3 /sec. Construct
More informationChapter 9 System Design Procedures
Chapter 9 CHAPTER 9 SYSTEM DESIGN PROCEDURES TABLE OF CONTENTS PART 9.1 GENERAL 9-1 PART 9.2 EXAMPLE 1, LOW PRESSURE GRAVITY SYSTEM 9-1 PART 9.3 EXAMPLE 2, PUMPED AUTOMATIC PRESSURE PIPELINE 9-4 9.3.1
More informationUSING A LABYRINTH WEIR TO INCREASE HYDRAULIC CAPACITY. Dustin Mortensen, P.E. 1 Jake Eckersley, P.E. 1
USING A LABYRINTH WEIR TO INCREASE HYDRAULIC CAPACITY Dustin Mortensen, P.E. 1 Jake Eckersley, P.E. 1 Plum Creek Floodwater Retarding Structure No. 6 is located in an area of Kyle, Texas, that is currently
More informationPROPOSED RESIDENTIAL SUBDIVISION
PROPOSED RESIDENTIAL SUBDIVISION PART OF TARNEIT ROAD & 1121 DOHERTYS ROAD, TARNEIT Prepared For: TCG (RM) Developments Pty Ltd MARCH 2014 OUR REF: 16740R#1 PROPOSED RESIDENTIAL SUBDIVISION PART OF TARNEIT
More informationAsheville s Fairview Water System Improvements: from Modeling to Contract Documents. April 19, 2016 Meg Roberts, PE
Asheville s Fairview Water System Improvements: from Modeling to Contract Documents April 19, 2016 Meg Roberts, PE City of Asheville Water Distribution System Customer elevations range 1,950 feet to 3,650
More informationFieldgate. Traffic Impact Study Proposed Retail Commercial and Residential Development Thompson Road and Louis St. Laurent Avenue Town of Milton
Fieldgate Traffic Impact Study Proposed Retail Commercial and Residential Development Thompson Road and Louis St. Laurent Avenue Town of Milton September 214 September 23 214 Ms Debbie Pacchiarotti Our
More informationTownline Road Environmental Assessment Final Report
Townline Road Environmental Assessment ORIGINAL February, 2016 Townline Road Environmental Assessment Taunton Road to Conlin Road ORIGINAL February, 2016 Table of Contents 1. Introduction... 1 1.1 Project
More informationCulvert Design An Overview of the NYS Highway Design Manual Chapter 8
Seventeenth Statewide Conference on Local Bridges Culvert Design An Overview of the NYS Highway Design Manual Chapter 8 Tuesday, October 25, 2011 Training Session: Culvert Design, Analysis - talk 2 Presented
More informationCity of Roseville Section 13 Design Standards. _Bikeways January 2016 SECTION 13 BIKEWAYS
SECTION 13 BIKEWAYS 13-1 GENERAL The City of Roseville bikeway standards are designed to insure that transportation and recreational bikeways are constructed in a manner that would provide a safe and comfortable
More informationCITY MANUALS AND STANDARDS REVIEW
GEORGETOWN SIDEWALK MASTER PLAN CITY MANUALS AND STANDARDS REVIEW RESOURCES AND STANDARDS As part of the Master Plan process, a review and evaluation of current City documents and policies relevant to
More informationTECHNICAL MEMORANDUM 002 EMORANNO. 001
TECHNICAL MEMORANDUM 002 EMORANNO. 001 To: Jack Synder, P.E. EES Consulting From: Mort McMillen, P.E. Paul Larson, SE Date: October 13, 2010 Project: Cc: Taylor Bowen Subject: Technical Memorandum (TM)
More informationAccess requests to County streets and roadways are processed through one of the following methods:
13.1 GENERAL APPLICATION PROCESS Access requests to County streets and roadways are processed through one of the following methods: A. Planned Developments may set general locations for access points.
More informationSAWS QA/QC CHECKLIST WATER ADJUSTMENT/RELOCATION PROJECTS
SAWS QA/QC CHECKLIST WATER ADJUSTMENT/RELOCATION PROJECTS Project Name: SAWS Water Job No.: CSJ No. (if applicable): Date: AWS Consultant: PROJECT INFORMATION N/A Yes No Joint Bid (COSA/TxDOT) N/A Yes
More information3.0 Basin and Watershed Characteristics
3.0 Basin and Watershed Characteristics 3.1 Basin Characteristics 3.1.1 Crystal Lake Crystal Lake, located in the cities of Burnsville and Lakeville (Dakota County), covers an area of approximately 292
More informationTotal Suspended Solids, Stable Flow, and Wet Weather Event Monitoring in the Unnamed Tributary to the Grand River Watershed.
Total Suspended Solids, Stable Flow, and Wet Weather Event Monitoring in the Unnamed Tributary to the Grand River Watershed December 2004 The Cadmus Group, Inc. Grand Valley State University Annis Water
More information