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HomeMy WebLinkAboutMiscI I I I I I I I I I I I I I I I I I I Draft Technical Information Report Boeing Commercial Airplanes Renton Site Logistics Project Renton, Washington Submitted to The Boeing Company 800 North Sixth Street Renton, Washington 98055 19 August 2013 Prepared by: BergerABAM 33301 Ninth Avenue South, Suite 300 Federal Way, Washington 98003-2600 Job No. A13.0362.00 RECE\VED AUG 2 0 2013 CITY OF RENTON PLANNING DIVISION I I I I I I I I I I I I I I I I I I I SECTION DRAFT TECHNICAL INFORMATION REPORT Renton Site Logistics Project Renton, Washington TABLE OF CONTENTS PAGE PROJECT ENGINEER'S CERTIFICATE .................................................................................................... 1 Section 1: Project Overvlew .................................................................................................................. 2 Boeing Renton Site Overall Existing Conditions .................................................................................... 3 Proposed Conditions ............................................................................................................................. 3 Soils Conditions ..................................................................................................................................... 4 Section 1.1: Project Tasks Overview .................................................................................................... 5 1.1.la SW Marshaling Yard ................................................................................................................... 5 1.1.lb Truck Inspection ......................................................................................................................... 7 1.1.2 Task 2 -Parts Movement Road Improvement ........................................................................... 10 1.1.3 Task 3 -Gate D-35 and Badge Office Relocation and Perimeter Fence Relocation ................... 13 1.1.4 Task 4 -Spine Road, Parking Improvements and Perimeter Fence Relocation ......................... 15 1.1.5 Task 5 -Lot 1 Marshaling Yard ................................................................................................... 18 1.1.6 Task 6-Duct Banks .................................................................................................................... 19 1.1.7a Task 7a -Air Compressor Building ............................................................................................ 20 1.1.7b Task 7b -Existing Truck Inspection Reconfiguration ............................................................... 22 Section 2: Conditions and Requirements Summary ........................................................................ 23 Requirements Summary: Stormwater Management Guidelines ...................................................... 23 Core Requirement 1 -Discharge at the Natural Location ................................................................... 23 Core Requirement 2 -Off-site Analysis ............................................................................................... 23 Core Requirement 3 -Flow Control .................................................................................................... 23 Core Requirement 4 -Conveyance System ......................................................................................... 23 Core Requirement 5 -Erosion and Sediment Control ........................................................................ 24 Core Requirement 6 -Maintenance and Operations ......................................................................... 24 Core Requirement 7 -Financial Guarantees and Liability .................................................................. 24 Core Requirement 8 -Water Quality .................................................................................................. 24 Technical Information Report Renton Site Logistics Project Renton, Washington B«ge,ABAM. A13.0362.00 19 August 2013 Page ii of ii Special Requirement 1-Other Adopted Area-Specific Requirements ............................................... 24 Special Requirement 2-Flood Hazard Delineation ............................................................................ 25 Special Requirement 3 -Flood Protection Facilities ........................................................................... 25 Special Requirement 4 -Source Control ............................................................................................. 25 Special Requirement 5 -Oil Control... ................................................................................................. 25 Special Requirement #6 -Aquifer protection Area ............................................................................ 25 Section 3: Off-site Analysis ................................................................................................................ 26 3.0 Nishiwaki Lane Trunkline -Outfall 02L ....................................................................................... 26 3.1 Basin 31-0utfall 021 ..................................................................................................................... 28 3.2 Basin 32 -Outfall 021 ................................................................................................................... 31 3.3 Basin 34 -Outfall 021 ................................................................................................................... 35 3.4 Basin 21-0utfall 001 .............................................. , .................................................................... 39 3.5 Basin 25 -Outfall 002 ................................................................................................................... 40 3.6 Basin 27 -Outfall 004 ................................................................................................................... 42 Section 4: Flow Control and Water Quality Faclllty Analysis and Design ....................................... 46 4.1 Water Quality Treatment., ... ,, ............................................................................. , ... ,, .................... 46 4.2 Water Quantity Detention .................................... , ...................................... , ................................ 46 Section 5: Conveyance System Analysis and Design ....................................................................... 48 Section 6: Special Reports and Studies ............................................................................................ 48 Section 7: Other Permits .................................................................................................................... 48 Section 9: Construction SWPPP Analysis and Design ..................................................................... 49 Section 10: Bond Quantities, Facility Summaries, and Declaration of Covenant .......................... 49 Section 11: Operations and Maintenance Manual .......................................................................... 49 LIST OF APPENDICES Appendix A · Appendix e·· Appendix C Appendix D Appendix E Appendix F Appendix G Site Maps Drainage Maps and Calculations City of Renton Maps Flood Zone Maps Geotechnlcal Report Stormwater Pollution Prevention Plan Forms Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.00 19 August 2013 Page iii of ii I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TECHNICAL INFORMATION REPORT Renton Site Logistics Project RENTON, WASHINGTON PROJECT ENGINEER'S CERTIFICATE I hereby certify that this Draft Technical Information Report for the Renton Site Logistics Project has been prepared by me or under my direct supervision and meets minimum standards of care and expertise, which is usual and customary in this community for professional engineers. I understand that the City of Renton does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me. Reviewed by ~r~ Connie Linden, PE Project Manager Technical Information Report Renlon Site Logistics Project Renton, Washington BergerABAI,I, A\3.0362.200 19 August 2013 Page 1 of 49 I I I I I I I I I I I I I I I I I I I SECTION 1: PROJECT OVERVIEW The proposed project is located at The Boeing Commercial Airplane 737 Airplane Production Renton Plant located on the southern shore of Lake Washington, within the City limits of the City of Renton, Washington. The facility is bordered by the Cedar River to the west and Logan Ave to the east. The City of Renton Stadium is located directly south of the Boeing Renton Production Plant. Surrounding land use is-predominantly commercial, industrial, and retail. The City of Renton Municipal Airport is located adjacent to the project site on the western bank of the Cedar River. The Landing, a mixed-use development, and an outdoor storage yard are located just west of the site. A site vicinity map is provided in Appendix A. The Renton Site Logistics Project encompasses modifications to site layout, materials movement and infrastructure improvements necessary for increased production of the 737 aircraft and planned future growth of the Boeing Renton Facilities. The project objectives include • Optimizing efficiency by improving material management flow; • Reducing congestion by revising and repurposing site layout and minimizing the number of personnel vehicles within the secured perimeter area; and • Improving site safety by providing better separation of parts, equipment, and people. The project will be sequenced to maintain operations during all phases of construction and to minimize impacts to the movement of people, parts, and equipment. The project consists of seven tasks. Task 1: Southwest Marshaling Yard and Truck Inspection Task 2: Parts Movement Road Improvement Task 3: Gate D-35 and Badge Office Relocation and Perimeter Fence Relocation (portion) Task 4: Spine Road, Parking Improvements and Perimeter Fence Relocation (portion) Task 5: Lot 1 Marshaling Yard Task 6: Duct Banks Task 7: Air Compressor Building and Existing Truck Inspection Reconfiguration These improvements will affect that portion of the site which lies north of N 6th St. and north of Lake Washington. The eastern limit of the proposed improvements will be the 200-foot shoreline setback of the Cedar River and the western extent of the proposed improvements will be Logan Ave. These limits define the "project site" as addressed in this TIR. Please see the Project Site and Task Identification Maps provided in Appendix A. It is the intent of this Technical Information Report to address the' site improvements of each individual project task and the applicable conditions and requirements as they pertain to each task as well as to address hydrologic impacts to the entire project site as a whole. Technical Information Report Renton Site Logistics Project Renton, Washington BcrgerABAM, A13,0362.200 19 August 2013 Page 2 of 49 Boeing Renton Site Overall Existing Conditions The topography of the entire project site is relatively flat, with slopes generally ranging from less than 1 to approximately 2 percent. The Boeing Renton Production Plant is predominantly covered by production facilities and supporting interior roadways and parking areas. Less than I-percent of the surface cover is pervious in the existing site condition. Site runoff from the project site is collected by closed (pipe) conveyance systems which outfall either directly or indirectly to Lake Washington. Due to the flat topography of the site and surrounding area, the storm drainage outfalls are partially or fully submerged at all times. The Boeing Commercial Airplane 737 Airplane Production Renton Plant operates 24-hours a day, 365-days of the year. The industrial activities which occur at the project site require the Boeing Renton facilities to participate in a statewide Industrial Stormwater General Permit (ISWGP) and maintain a Storm water Pollution Prevention Plan (SWPPP) meeting the requirements of the Washington State Department of Ecology. The storm drainage systems at the Boeing Renton Facilities are divided into over 25 basins for reference in the above mentioned SWPPP. The closed conveyance system has 21 separate outfalls which, directly or indirectly, drain north to Lake Washington. The Drainage Basin and Outfall definitions and naming conventions used in this Report will follow the existing SWPPP conventions for continuity. A total of six Basins (21, 25, 27, 31, 32, and 34) and four Outfalls (John's Creek-001, 002, 004, and 021) will be affected by the proposed improvements. Each of these drainage elements will be discussed further in Section 3, Offsite Analysis. Proposed Conditions Surface cover, topography and hydrology at the project site will be essentially unchanged by the proposed improvements. The proposed improvements will affect vehicular and pedestrian traffic patterns, changes to materials handling (delivery routes and temporary storage locations), and infrastructure improvements to upgrade outdated and insufficient facility support systems. Table 1.0 below summarizes existing and proposed surface coverage for the overall project site. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, Al3.0362.200 19 August 2013 Page 3 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I TABLE 1.0 -Site Surface Cover Surface Cover Existing Developed Condition Condition 46.486 acres Total Site Area (2,024,947 sf) 3.076 acres 3.258 acres Pervious (Landscape) (133,997 sf) (141,939 sf) Impervious (Pavement, buildings, etc.) 43.41 acres 43.228 acres (1,890,950 sf) (1,883,008 sf) 1.328 acres Total New Impervious Area (57,849 sf) Total New Pollution-Generating Impervious 2.595 acres (113,030 sn 8.461 acres Total Replaced Impervious Area (368,577 s() Total Replaced Pollution-Generating Impervious 7.195 acres (313,396 sf) The existing conditions and improvements proposed by each task are described in Section 1.1, Project Tasks Overview. Solis Conditions The City of Renton Stormwater Management Design Manual (2009) Amendment, Reference llC, shows site soils as Urban Land. A copy of the aforementioned soils map is provided in Appendix C of this report. Urban land is generally soil that has been significantly modified by urbanization and disturbance of the natural soil layers. The probable erosion hazard is slight to moderate. A memo addressing Geotechnical Considerations for the Boeing Renton Logistics Site prepared by Soil & Environmental Engineers, Inc. is included as Appendix E of this Report. This memo summarizes the site history, general sub-surface, soils, and groundwater conditions at the site, and anticipated design and construction considerations. Project task specific site soils investigations will be performed prior to final design and a geotechnical soils investigation summary will be included as a part of the final TIR. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, AI3.0362.200 19 August 2013 Page 4 of 49 Section 1.1: Project Tasks Overview 1.1.la SW Marshaling Yard This task includes improvements for the proposed SW Marshaling Yard, located at the existing parking Lot 16 north of Building 04-68, south of Building 4-21, and east of Nishiwaki Lane. The yard will receive semi-truck vehicles from the proposed Truck Inspection Area to the south, and will serve as an offloading and temporary storage area for materials and equipment prior to distribution within the facility. Existing Conditions The site currently serves as a privately owned vehicle (POV) parking lot. A number of existing utilities are located within the proposed yard, including a sanitary sewer pump station (4A-07), an oil/water separator for stormwater (OWS-043), and a manually actuated sluice gate (Vault No. 591) that can isolate the on-site stormwater conveyance system, in the event of an accidental spill. Other utilities present within the site include yard lighting, underground power, storm drains, sanitary sewer, potable water, compressed air, and fire water. Fire hydrants are located on the east and south perimeter of the site. A covered pedestrian canopy extends along the east side of the existing POV parking lot. Storm water runoff within the site is managed with a system of catch basins located throughout the parking area. The entire site sits within stormwater drainage Basin 32. Basin 32 ultimately drains to Lake Washington. Drainage from the site is directed through an oil/water separator (OWS-043) and passes through the above mentioned sluice gate (No. 591) prior to being conveyed to a storm trunk line in Nishiwaki Lane. This trunk line ranges in diameter from a 30- inch-diameter pipe near Apron D located south of N 61" St., and increases in size as the trunk routes to the north through 42-, 48-, and 54-inch lines, before finally discharging to Lake Washington at Outfall 021 via a 60-inch pipe. All existing surfaces within the project site are impervious and considered to be pollution generating. A summary area table is provided below. Proposed Improvements The proposed improvements will be limited to that necessary for converting the existing POV parking lot into a truck marshaling yard, along with minor repair work to existing pavement. Major improvements will include construction of a new office building, truck canopy, truck ramp, utility relocation, utility service to the new building and canopy, signage, and pavement reconstruction and restriping. The existing stormwater collection and conveyance system is undersized and contains pipe segments with negative slopes in this portion of the project site. These conditions create nuisance flooding problems upstream and adjacent to the new SW Marshaling Yard site. Replacement of inadequate conveyance pipe and re-routing the storm conveyance facilities to accommodate the new buildings discussed below will be performed as a part of this Project Task. A further discussion of conveyance system improvements can be found in Section 5 of this report. In addition to the project task improvements above, a water quality treatment facility will also be constructed within the limits of the SW Marshaling Yard project Task. The stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, AlJ.0362.200 19 August 2013 Page 5 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I trade for the target surface areas created by the entire project. The system will consist of a flow splitter, pre-treatment system, a stormfilter vault, and stormwater pump. A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2, Conditions and Requirements Summary, and in Section 4, Flow Control and Water Quality Facility Analysis and Design. Buildings The building components of the project include the construction of a steel canopy and adjacent office building. The steel canopy, approximately measuring 100 feet by 100 feet, will have a minimum clearance height of 18 feet within the canopy. The canopy will be enclosed with siding on the south and west sides. A 2.5-ton gantry crane will operate within the canopy. The one-story office building, measuring approximately 20 feet wide by 75 feet long, will provide space for a material handling dispatch office, break area, restroom, kitchenette, and electrical/communication closet. Paving Replacement The existing POV parking area asphalt concrete pavement (ACP) will be demolished and replaced with a heavy-duty ACP section suitable for truck traffic and material and equipment storage. Ut//lty Improvements New potable water, fire sprinkler connections, sanitary sewer, power, and communication lines will be extended to the new office building. Compressed air lines will be extended to the new truck canopy. Existing utilities will be protected and preserved to the extent possible, aside from underground power to yard light, which will be relocated with the yard lights. Stormwater Improvements In general, storm water runoff patterns from the new site will mimic existing. All surface runoff from within the improved site will drain to catch basins within the Project Task area .. Replacement of inadequate conveyance pipe and re-routing the storm conveyance facilities to accommodate the new buildings discussed above will be performed as a part of this Project Task. Some minor changes to flow paths may occur, due to re-grading of the replacement pavement. This may alter flow rates within individual catchment areas. Existing and proposed surface coverage areas are summarized in the table below: Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 6 of 49 Table 1.1.1a SW Marshaling Yard Surface Cover Surface Cover Existing Developed Condition Condition Total Site Area 1.769 acres (77,060 sf) Pervious (Landscape) 0.013 acres 0.004 acres (551 sf) (170 sf) Impervious (Pavement, buildings, etc.) 1.756 acres 1.765 acres (76,509 sf! (76,890 sf) New Impervious 0.002 acres (95 sf) New Pollution-Generating Impervious 0.016 acres (712 sf! Replaced Impervious 1.462 acres (63,700 sf) Replaced Pollution-Generating Impervious 1.448 acres (63,083 sf) Stormwater Fae/I/ties A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area. This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project. A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2, Conditions and Requirements Summary, and in Section 4, Flow Control and Water Quality Facility Analysis and Design. 1.1.1b Truck Inspection The Truck Inspection Relocation project will relocate the existing truck inspection area from Park and Logan Avenues to a new location at North Sixth Street. The relocated truck inspection area will be located south of Gate D-30 and on the north side of North Sixth Street, between the flight line access road to the west and the proposed Spine Road to the east. The site will be enlarged to accommodate additional vehicles and located for more direct access to the proposed SW Marshaling Yard, located to the north of Gate D-30 and the Building 4-68. Once completed, delivery trucks will enter the relocated inspection area at the east end from westbound North Sixth Street and exit at the west end. The majority of truck traffic will make a right turn exit and continue northbound along the flight line access road to the new SW Marshaling Yard. The exit will be signed and configured to allow a left turn exit and return to North Sixth Street in the eastbound direction. The existing security fence will be relocated to the north and east sides of the site so the relocated inspection area remains outside the secure perimeter. The existing truck Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 7 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I inspection area will be demolished and the site repurposed as a new vehicle parking area as a part of Task 7. Existing Conditions The proposed site will occupy the southwest corner of a POV parking lot. The project area contains about 20 parking stalls, although most of the existing area is currently used for temporary storage and trailer parking. Approximately two-thirds of the site is paved, and the remaining area landscaped, including a 30-foot-wide landscaped strip on the north side of North Sixth Street and a landscaped island next to Gate 0-9. Existing utilities within the site include storm, sanitary, fire water, potable water, communication, underground power, and compressed air lines. Most of these utilities are concentrated within a 20-foot-wide corridor running east to west along the north edge of the landscaped strip. Most of the existing site lies within the secured area behind the security fence on the west and south sides. Proposed Improvements The proposed improvements include construction of a single-truck inspection bay, truck staging area, inspection bay canopy, office building, utilities, landscaping, and pavement striping and signage. Each element is described in detail below. Buildings The building component of the project includes the construction of a truck inspection canopy and inspection office. The steel truck inspection canopy, measuring approximately 32 feet wide by 80 feet long, will provide protection for vehicles and inspectors from the elements during inspections. The canopy will be enclosed on the two longitudinal faces. The inspection office, measuring approximately 12 feet by 32 feet, will provide office space and restroom facility for inspection personnel. Staging Area A truck staging area will be constructed behind the inspection bay and sized to allow a minimum of eight trucks to park and maneuver without encroaching on to North Sixth Street. Given the length constraints between the Flight Line access road to the west and proposed Spine Road to the east, the staging area will contain three adjacent staging bays. A through-lane will be constructed on the south side of the staging area to allow vehicles to bypass the inspection bay and return to North Sixth Street eastbound. Utlllties New u_tilities will include water, sanitary sewer, power, and communication service to the new inspection office. Impacts to existing utilities will be avoided to the extent possible, although at a minimum, at least two yard lights will be relocated with this project. Paving Replacement The existing POV parking area ACP will be demolished and replaced with a heavy-duty ACP section suitable for truck traffic. Traffic Signals New traffic signals will be installed to eliminate conflicts between truck traffic entering and exiting the inspection area, and vehicles travelling along North Sixth Street, the Flight Line access road, and Nishiwaki Lane. This may include installing a light on westbound North Sixth Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 8 of 49 Street to stop traffic prior to the intersection with the Flight Line access road to permit a truck making a U-turn exit from the inspection area to eastbound North Sixth Street. Stormwater Management The project task site sits within storm drainage Basin 34. Stormwater runoff within this basin is managed by a system of catch basins. Collected runoff is conveyed north to an oil/water separator which provides oil control treatment for the entirety of Basin 34. From this point, it is conveyed north via the trunkline located within Nishiwaki Lane to Outfall OF-021, which discharges to Lake Washington. Stormwater run-off from North 6th Street and its adjoining landscape buffer are collected via a roadside swale and several catch basins. Stormwater run-off from 6<h is combined at the southwestern corner of the Truck Inspection site and is then directed to the above mention trunkline which lies directly west of the site. Stormwater patterns will remain largely unchanged by this project. Additional Catchment Basins may be added as a part of this project task. A very small increase in runoff may be expected, due to the slight increase in impervious area, although with the addition of the inspection bay canopy and office building, there will be a net decrease in pollution generating surface. Existing and proposed surface coverage are summarized in the table below. Table 1.1.1b Truck Inspection Surface Cover Su,rface Cover I Existing Developed Condition Condition Total Site Area 1.151 acres (50,124 sf) Pervious (Landscape) 0.417 acres 0.408 acres (18,183 sf) (17,792 sf) Impervious (Pavement, buildings, etc.) 0.733 acres 0.742 acres (31,941 sfJ (32,332 sf) New Impervious 0.081 acres (3,515 sf) New Pollution-Generating Impervious 0.081 acres (3,515 sf) Replaced Impervious 0.560 acres (24,397 sf! Replaced Pollution-Generating Impervious 0.081 acres (3,515 sf! Stormwater Fae/I/ties The site, as indicated above, drains to Lake Washington, which is a flow control exempt receiving water. A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area. This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 9 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I created by the entire project. A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2, Conditions and Requirements Summary, and in Section 4, Flow Control and Water Quality Facility Analysis and Design. 1.1.2 Task 2 -Parts Movement Road Improvement The Parts Movement Road is used to transport materials and equipment between the various fabrication buildings. This roadway will be widened to the south from two lanes to three lanes to accommodate larger and more frequent movement of parts. The road improvements will follow the existing parts road alignment along the south side of Buildings 4-21 and 4-17. The proposed Parts Movement Road will then run parallel to the existing rail spur adjacent to Logan Ave east of Building 4-17. The road will then intersect an existing drive along the south side of Buildings 4-81 and 4-82. From this intersection, the Parts Movement Road then follows the southern and eastern face of Building 4-82 east and north to terminate at the southwest corner of Building 4-86. The proposed Parts Movement Road will provide a route for transporting wing parts from Building 4-86 to Building 4-21. Wing parts will be transported by cart with a required minimum width of 24 feet. To allow parts transport while allowing vehicular movement to the east, the existing two-lane roadway is proposed to be expanded to three lanes consisting of two 12-foot lanes and a 13-foot center striped lane for parts movement. The proposed roadway widening includes converting parking lot and transportation areas to roadway in the western portion of the project area, and parking aisle and some landscaped area to roadway in the eastern portion of the project area, south of Building 4-86. This task also includes the conversion of an existing two-way road between Buildings 4-17 and 4-21 to a southbound, one-way road. This work includes the removal of a center landscape median and new asphalt paving and striping. Existing Conditions In the existing condition, the western segment of the proposed Parts Movement Road alignment is currently a two-lane interior roadway, bordered by parking lots, transportation area, and buildings. The eastern segment alignment consists of an interior drive and parking lot drive aisle, and is bordered to the south by a landscaped boulevard park area. The Parts Movement Road project lies within three drainage basins, Basin 31 for the western portion of the project task, Basins 27 for the central portion of the project task, and Basin 25 for the eastern portion of this project task. The storm systems within this project task area are closed conveyance systems. Other utilities that are present within the project area are light standards, underground power, private potable and fire water mains, post indicator valves and fire hydrant, and water vaults and water vaults. Fire hydrants and post indicator valves are located on the north side of the Parts Movement Road. This north lane will remain in its existing condition; therefore, existing hydrants and post indicator valves will not be altered. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 10 of 49 Proposed Improvements Proposed improvements include demolition of existing pavement in parking lot and transportation areas along the south side of the project area in the western portion of the site to allow for the construction of a new 12-foot concrete paved lane. The two existing Janes will be retained and restriped. In the eastern portion of the project area, drive aisles will be restriped to provide the new center 13-foot lane. The corridor between Buildings 4-20, 4-21, 4-42, 4-44, and 4-45 will also be re-striped as a part of this project. Utility Improvements Existing utilities will be protected and preserved to the extent possible. Light standards within the project area will be relocated. Water main valves within the new 12-foot widened road section will be adjusted to new pavement elevation. The portion of the duct bank that lies within the new pavement areas will be installed. Utilities lids and covers will be adjusted within the new pavement area. Stormwater Improvements In general, stormwater runoff patterns from the new site will mimic existing. The existing drainage pattern within the separate Basins will be retained with some modification to the size of Basin 27. Surface runoff will be directed to existing catch basin locations in the northern pavement section to remain within the western and central portion of the project task site, Basins 31 and 27. The new 12-foot pavement section will be graded to direct run-off to these existing collection points, mimicking the existing drainage pattern. Stormwater run-off within Basin 25 will continue to sheet flow north to channel drains located just south of buildings 4-81 and 4-82. Existing undersized storm laterals with negative slopes and flat pavement grades create nuisance flooding problems at the western end of the parts road within Basin 31. Replacement of inadequate storm conveyance pipe and the addition of a concrete valley gutter to direct drainage to catch basins in flat areas are proposed as a part of this project to resolve some of these nuisance flooding occurrences. Run-off collected from the western portion of the Parts Movement Road in Basin 31 is conveyed north via 16-, 18-and 24-inch closed conveyance pipes where it is combined with run-off from paved areas and roof drainage adjacent to buildings 4- 45, 4-44, 4-42, and 4-41. North of building 4-41, stormwater run-off from the majority of Basin 31 is routed through an oil/water separator prior to entering the trunkline which conveys stormwater run-off from the south to Outfall 021. South of the central portion of the Parts Movement Road, re-grading and conveyance system changes that will occur as a part of Task 3 Badge Office Relocation and Task 4 Spline Road will re-direct a portion of Basin 27 to Basin 32. In the existing condition, stormwater run-off sheet flowed from the existing parking areas and Transportation Yard to catch basins located within the existing road. The amount of area sheet flowing to these catch basins will be reduced in the proposed condition as described in Task 3 and Task 4. Replacement of inadequate storm conveyance pipe and the addition of a concrete valley gutter to direct drainage to catch basins in flat areas are also proposed as a part of this project. Run-off collected from the central portion of the Parts Movement Road in Basin 27 is conveyed north via 4-, 6-, and 8-inch pipes to two oil/water separators located at the south edge of building 4-21. From these oil/water separators, Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 11 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I pump stations direct run-off north via 12-and 18-inch pipes to north edge of building 4-20 where stormwater run-off is combined with the remainder of run-off from Basin 27 prior to discharging into Lake Washington at Outfall 004. In the eastern portion of the project site area, some minor changes to flow paths may occur due to re-grading and new PGIS along the existing landscape strip. This may alter flow rates within individual catchment areas; however, overall basin flow patterns will remain the same as the existing condition. Run-off from the Parts Movement Road within Basin 25 is conveyed north via 15-, 24-, and 36-inch pipes and is discharged to Lake Washington at Outfall 002. Existing and proposed surface coverage within the project Task Area are summarized in the table below. Table 1.1.2 Parts Movement Road Surface Cover Existing Developed Condition Condition 5.185 acres Total Site Area (225,870 sf) 0.167 acres 0.038 acres Pervious (Landscape) (7,269 sf) (1,660 sf) Impervious (Pavement, buildings, etc.) 5.018 acres 5.147 acres (218,601 sf) (224,210 sf) 0.129 acres New Impervious (5,609 sf) New Pollution-Generating Impervious 0.241 acres (10,490 sf) 0.842 acres Replaced Impervious (36,662 sf) Replaced Pollution-Generating Impervious 0.730 acres (31,781 sf) Stormwater Facllities The site, as indicated above, drains to Lake Washington, which is a flow control exempt receiving water. A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area. This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project. A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2, Conditions and Requirements Summary, and in Section 4, Flow Control and Water Quality Facility Analysis and Design. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 12 of 49 l.l.3 Task 3 -Gate D-35 and Badge Office Relocation and Perimeter Fence Relocation Existing Gate D-35 (including the Gatehouse) and the Badge Office, currently located near the intersection of North Eighth Street and Logan Avenue, are proposed to be relocated from their current location to the intersection of the new Spine Road and North Eighth Street. The Gatehouse, which is equipped with lift rings, will be moved to the new Spine Road northern segment, south of Building 4-21. The Badge Office, a module structure, will be relocated to the east of the new Gatehouse, west of Building 4-89. The perimeter security fence will also be reconstructed to interface with the Gatehouse. The Badge Office and reconfigured parking lot located on the south side of the new Badge Office building site will be set outside the perimeter security fence. Work at this location includes removal of existing asphalt and landscape installation of new private roadway and parking, vehicle control bollards, striping, and signage. Utility work includes relocation of impacted underground utilities and stormwater improvements. Existing Conditions The relocation site for the Gatehouse is currently an interior roadway drive. Utilities within the immediate area include storm lines, underground power, and telephone lines. The relocation site for the Badging Office is currently developed with a parking lot for service vehicles, modular buildings, and building ramps. Utilities on this site include storm lines in the southern and northern portions of the site; underground power and gas along the southern boundary of the project site; telephone along the northern site boundary; and private domestic and fire line mains located along the south and east side of the site. The nearest sanitary sewer manhole, which is a privately maintained sewer system, is approximately 165 feet to the northwest of the project site. Stormwater runoff within the Badge Office site is managed with a system of catch basins located along the northern and southern sides of the existing parking area. For the Gatehouse site, storm lines are primarily located along the west side of the site. The Gatehouse and Badge Office proposed sites are located in stormwater drainage Basin 32. Basin 32 ultimately drains to Lake Washington, which is a flow control exempt receiving water. Proposed Improvements Proposed improvements for the Gatehouse site include demolition of existing pavement at the Gatehouse footprint and at a vehicle "turn-out" area directly northeast of the Gatehouse; relocating 12-and 15-inch storm lines to construct the Gatehouse foundation; new power and communication lines to serve the Gatehouse; new turnstile gate for pedestrian employee access; perimeter security fencing relocation to interface the Gatehouse and turnstile gate; perimeter/security lighting; new covered pedestrian walkways along the north-leg of the new Spine Road at the Gatehouse location; pavement grinding and overlay; and pavement striping and signage. Improvements for the Badge Office site include demolition of existing pavement at the building foundation and building ramps; demolition of a section of existing covered pedestrian walkway to install a new drive entrance for the site; relocation and reconstruction of 12-inch storm lines and catch basins; new sanitary side sewer, domestic water, and fire services for the building; Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, Al3.0362.200 19 August 2013 Page 13 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I new communication and power services; new perimeter security fencing constructed along the north and east sides of the site; new site/parking lot lighting; new landscaped islands and signage; and pavement grinding, overlay and striping. Buildings The buildings component of the project includes the relocation of the existing Gatehouse and Badge Office currently located near the intersection of North Eighth Street and Logan Avenue. The Gatehouse, measuring approximately 11 feet 4 inches wide by 19 feet long, will provide a restroom and office space for security personnel. The Badge Office, measuring approximately 60 feet wide by 85 feet long, will serve to provide badge and identification functions for visitors to the Boeing Renton site. Ut/1/ty Improvements Existing utilities will be protected and preserved to the extent possible. The existing stormwater collection and conveyance system within the project task site will be reconstructed to accommodate the proposed improvements. Light standards within the project area will be relocated or replaced. Water main valve lids, catch basin rims, and underground utilities vault lids will be adjusted to finish overlay pavement elevations. A portion of the duct bank will be installed in the roadway template, from the intersection of North Eighth Street and the new Spine Road to the intersection of the new Spine Road and the new Parts Movement Road. Stormwater Improvements In general, stormwater runoff patterns for the new Gatehouse and Badge Office sites will mimic existing. Stormwater run-off collected east of the project site within Basin 32 will continue to be directed west through the re-constructed conveyance system. Catch basins will be added within the northern leg of the Spline Road and the re-purposed parking area north of the Badge office will collect run-off from approximately 19,000 sf of PGIS that previously drained to the Parts Movement Road within Basin 27 and redirect it to Basin 32. Drainage from the Basin 32 flows west to an oil/water separator and sluice gate within the SW Marshaling Yard contracted as a part of Task 1. Stormwater run-off from the entirety of Basin 32 will receive water quality treatment via the storm water treatment system constructed as a part of Task 1. Run-off then enters the storm line trunk in Nishiwaki Lane which then discharges to Lake Washington at Outfall No. OF-021 via a 60-inch pipe. A summary area table is provided below. Technical Information Report Renton Site Logistics Project Renton, Washington BcrgerABAM, A13.0362.200 19 August 2013 Page 14 of 49 Table 1.1.3 Gate D-35 and Badge Office Relocation Surface Cover Existing Developed Condition Condition Total Site Area 2.978 acres (129,719 sf) Pervious (Landscape) 0 acres 0.162 acres (0 sfJ (7,048 sfJ Impervious (Pavement, buildings, etc.) 2.978 acres 2.816 acres (129,719 sfJ (122,671 sfJ New Impervious 0 acres (0 sf) New Pollution-Generating Impervious 0.138 acres (6,031 sf) Replaced Impervious 1.758 acres (76,577 sf) Replaced Pollution-Generating Impervious 1.620 acres (70,546 sf) Stormwater Fae/I/ties The site, as indicated above, drains to Lake Washington, which is a flow control exempt receiving water. A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area. This storm water treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project. A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2, Conditions and Requirements Summary, and in Section 4, Flow Control and Water Quality Facility Analysis and Design. 1.1.4 Task 4 -Spine Road, Parking Improvements and Perimeter Fence Relocation 1.14a -Perimeter Fence Relocation The existing perimeter fencing will be reconfigured at the Renton facility to improve the flow of personal vehicles to the site and to reduce pedestrian-vehicle conflicts. The new secured perimeter will be created inboard of the main personal vehicle parking areas, providing streamlined entry and exit to the site during shift changes. Sections of existing fencing will be removed and new ornamental fencing will be installed along with new employee turnstiles as part of this work. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 15 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1.1.lb -Spine Road and Parking Improvements A central interior roadway, the Spine Road, is proposed to be constructed from North Sixth Street to Gate D-35. The Spine Road will provide Boeing employee access to POV parking lots located in the southern portion of the Boeing plant site from North Sixth Street. A traffic light is proposed at the intersection of the new Spine Road and North Sixth Street. The perimeter security fence will be reconstructed such that POV areas are outside the perimeter security fence. The southern parking lots will be reconfigured to interface the new Spine Road. Covered walkways bordering the new Spine Road will be provided. A second access to the southern parking lots is proposed at North Seventh Street, which is proposed as a right-in, right-out at the roadway intersection with Logan Avenue. Additional parking will also be provided at the existing transportation area, with the demolition of a total of 8-bays of the existing transportation/auto shop canopy. Existing Conditions In the existing condition, land cover along the proposed Spine Road alignment is nearly entirely pollution generating impervious surface. The existing parking areas are nearly all impervious area, with the exception of small landscaped end islands at the terminus of the parking row aisles. There are also landscaped areas along the existing covered walkway on the eastern side of the southern parking area, along the Logan Avenue frontage. The proposed Spine Road and southern parking lots lay within three site drainage basins, namely Basin 34 in the sou them portion of the project and Basins 27 and 32 in the northern portion of the project. These drainage basins ultimately drain to Lake Washington, a flow control exempt receiving water. Proposed Improvements Proposed improvements include demolishing existing pavement along the proposed Spine Road alignment and reconstructing an asphalt roadway with central landscaped islands. Covered pedestrian walkways will align the Spine Road. The southern parking areas will be reconfigured to interface the new Spine Road. Existing landscape islands will be converted to pavement and new landscaped islands will be constructed. A new intersection is proposed to be constructed at the intersection of North Seventh Street and Logan Avenue. This new intersection, serving the southern POV lots, is proposed as a right-in and right-out only movement. A signaled intersection is proposed at the intersection of the new Spine Road and North Sixth Street. Parking lot improvements include covered pedestrian walkways, parking lot lighting, and landscaping. Buildings Structures associated with this task include the installation of 10-foot-wide covered pedestrian walkways. These structures provide weather protections for employees as they move from parking areas to work areas. Ut/1/ty Improvements The existing storm system within the project area is a closed conveyance system with primarily 12-and 18-inch pipes and Type 1 and Type 2 catch basins. Other utilities that are present within the project area are light standards, underground power and power vaults, private potable and fire water mains, post indicator valves and fire hydrant, water vaults, utilidors, compressed air Technical Information Report Renton Site Logistics Project Renton, Washington BcrgerABAM, Al3.0362.200 19 August 2013 Page 16 of 49 lines, underground communication lines and vaults, gas line (along the southern boundary), · and sanitary sewer lines (in the northern portion of the project site). Existing utilities will be protected and preserved to the extent possible. Light standards within the project area will be relocated and/or new parking lot standards installed. Utilities lids and covers will be adjusted within the new pavement area of the Spine Road and within the grind and overlay areas of the southern POV parking area. A portion of the duct bank will be installed in the roadway template, from the intersection of North Sixth Street and the new Spine Road to the intersection of North Eighth Street and the new Spine Road. Stormwater Improvements Storm water runoff patterns from site improvements will mimic existing; however, drainage will be redirected in some areas to provide water quality treatment at new facilities. Catch basins added within the re-purposed parking area north of the Badge office will collect run-off from approximately 19,000 sf of PGIS that previously drained via sheet flow to the Parts Movement Road within Basin 27 and redirect it to Basin 32. Storm water run-off from the entirety of Basin 32 will receive water quality treatment via the stormwater treatment system constructed as a part of Task 1. A portion of run-off from these parking lots will continue to sheet flow to the Parts Movement Road and Basin 27. Table 1.1.4 Spine Road and Parking Improvements Surface Cover I Existing Developed Condition Condition Total Site Area 27.268 acres (1,187,786 sfl Pervious (Landscape) 2.049 acres 2.242 acres (89,238 sf! (97,651 sf! Impervious (Pavement, buildings, etc.) 25.219 acres 25.026 acres (1,098,548 sfl (1,090,135 sf! New Impervious 1.090 acres (47,492 sf! New Pollution-Generating 2.023 acres Impervious (88,111 sf! Replaced Impervious 2.408 acres (104,880 sf) Replaced Pollution-Generating 1.475 acres Impervious (64,261 sf) Stormwater Fae/I/ties The site, as indicated above, drains to Lake Washington, which is a flow control exempt receiving water. A water quality treatment facility will be constructed within the Ji.mils of the SW Marshaling Yard Project Task Area. This storm water treatment facility will provide water quality treatment for the entire Basin 32 and the additional 19,000 sf Basin 27 area as a treatment Technical Information Report Renton Site Logistics Project Renton, Washington BcrgerABAM, A13.0362.200 19 August 2013 Page 17 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I trade for the target surface areas created by the entire project. A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2, Conditions and Requirements Summary, and in Section 4, Flow Control and Water Quality Facility Analysis and Design. 1.1.5 Task 5 -Lot 1 Marsha/Ing Yard The existing Lot 1 Marshaling Yard, located at the northeast corner of the Renton facility, will be retained and reconfigured with this project. The site is situated between the existing Buildings 4-81 and 4-20 and includes a POV parking lot and a temporary materials staging area. Modifications to this area will be limited to replacing the existing asphalt pavement at the relocated material storage area with heavy duty cement concrete and restriping for the parking stalls, interior vehicle circulation routes, and aircraft parking. Minor utility modifications will also be necessary to accommodate the modified site layout. These will mostly be limited to relocating yard lighting, underground power, and fire hydrants. Existing Conditions The existing Lot 1 Marshaling Yard encompass a 5.842-acre area at the north end of the facility and is bounded on the north side by Lake Washington, to the west by Building 4-20, to the east by Building 4-81, and on the south side by Building 4-17. The existing marshaling yard and storage area is at the northern end of the site with POV parking situated at the south end. Existing utilities within the Marshaling area include yard/area lighting, fire hydrants, and storm drains. Underground power, sanitary sewer, potable water, compressed air, and fire protection lines all route through the site. A sanitary sewer lift station (4A-06) is located at the west side of the site by Building 4-20. A large stormwater vault (No. 487) is situated at the north end of the site. Existing stormwater within the Marshaling Yard area is managed by a system of catch basins and storm drains that drain to a water quality wet vault that provides basic treatment and oil control prior to discharging to Lake Washington. All of the existing area is paved with a mix of impervious concrete and asphalt surfacing and is considered to be pollution generating. The project site lies within drainage Basin 27 which discharges to a water quality wet vault prior to discharging to Lake Washington, a flow control exempt receiving water, via 32-inch pipe at Outfall No. OF-004. Proposed Improvements The proposed improvements will reconfigure the site to relocate the existing marshaling yard and POV parking and expand the existing Apron R area for aircraft parking. Apron R will be expanded into the existing marshaling area and the existing marshaling area will be relocated to the south to between Buildings 4-20 and 4-81. POV parking will be relocated and expanded south of the relocated marshaling yard. Physical improvements will be limited to pavement replacement, restriping, relocating four yard lights and associated electrical panels and underground power, and relocating two fire hydrants. Existing stormwater management will be unchanged by this project as there will be no net increase or reduction in pollution Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 18 of 49 generating impervious surfaces. Existing drainage patterns and volumes will mimic existing. The table below summarizes existing and proposed surface coverage at the project task site. Table 1.1.5 Lot 1 Marshaling Yard Surface Cover Existing Developed Condition Condition Total Site Area 5.842 acres (254,482 sf) Pervious (Landscape) 0 acres 0 acres (0 sf! (0 sf) Impervious (Pavement, buildings, etc.) 5.842 acres 5.842 acres (254,482 sf! (254,482 sf) New Impervious 0 acres (0 sf) New Pollution-Generating Impervious 0 acres (0 sf) Replaced Impervious 0.951 acres (41,418 sf! Replaced Pollution-Generating Impervious 0.951 acres (41,418 sf) Stormwater Facl//t/es Because this project site only proposes restriping and pavement replacement for the proposed Marshaling Yard, water quality facilities are not proposed for this project area. 1.1.6 Task 6 -Duct Banks The Duct Bank component of the project consists of comprehensive upgrade of the underground electrical feeders, primarily routing the electrical feeders from the main substations and unit substations to individual manufacturing and office buildings while developing a functional grid system. The system of electrical duct banks will be installed throughout the Renton facility. This work is the first phase of an overall upgrade to site electrical utilities; power and wiring will be provided in later phases. The current site service consists of two receiving substations connected to the Puget Sound Energy transmission grid, with feeders from each substation routed to unit substations located in the various buildings. The feeders from either receiving substation are not fully isolated from those out of the opposite substation. This upgrade will provide two isolated and independent routes from each receiving substation to the buildings for full electrical redundancy. Certain alignments will have parallel duct banks to maintain that isolation. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 19 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I The duct banks shall consist of nonmetallic conduits encased in reinforced concrete, except at short sections of metallic conduit at building entries. Underground utility vaults will be provided at junctions, critical locations and distributed along extended routes to facilitate future electrical cable installation. Duct banks will terminate only in utility vaults and receiving substation cable galleries or above ground and inside of building shells. Duct banks will be installed at varying depths but not less than 24 inches from top of encasement to the top surface of any finished grade, with deeper routes selected as needed to avoid existing buried utilities. Duct bank construction will be coordinated such that installation will be concurrent with the other site logistics projects where possible. The table below summarizes the existing and proposed surface coverage for those portions of the Duct Bank installation that will not occur within the boundaries of the other tasks proposed by this project. Table 1.1.6 Lot 1 Marshaling Yard Surface Cover I Existing Developed Condition Condition 0.680 acres Total Site Area (29,625 sf! Pervious (Landscape) 0.345 acres 0.345 acres (15,020 sf) (15,020 sf! Impervious (Pavement, buildings, etc.) 0.335 acres 0.335 acres (14,605 sf) (14,605 sf! 0 acres New Impervious (0 sf) New Pollution-Generating Impervious 0 acres (0 sf! 0.335 acres Replaced Impervious (14,605 sf) 0.319 acres Replaced Pollution-Generating Impervious (14,605 sf! Drainage Design Sump pumps will be provided at each utility vault to remove condensation and/or groundwater; such water will be discharged into the storm system. 1.1. 7a Task 7a · Air Compressor Building The Air Compressor Building project task site encompasses a 0.282-acre area at the north end of the facility and is located adjacent to building 4-20. The existing area at the Air Compressor Building site is currently an asphalt drive aisle. Existing utilities include storm drains, fire protection lines, and domestic water lines. Run-off from this area is collected via a closed Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, Al3.0362.20D 19 August 2013 Page 20 of 49 system and discharge to a water quality wet vault prior to discharging to Lake Washington, a flow control exempt receiving water, via 32-inch pipe at Outfall No. OF-004. Proposed Improvements Physical improvements will be limited to constructing the proposed Air Compreesor Building and relocating existing utilities as required. Existing stormwater management will be unchanged by this project as there will be no net increase or reduction in pollution generating impervious surfaces. Existing drainage patterns and volumes will mimic existing. The table below summarizes existing and proposed surface coverage at the project task site. Table 1.1. 7a Air Compressor Building Surface Cover Existing Developed Condition Condition Total Site Area 0.282 acres (12,305 sf) Pervious (Landscape) 0 acres 0 acres (0 sf) (0 sf) Impervious (Pavement, buildings, etc.) 0.282 acres 0.282 acres (12,305 5() (12,305 5() New Impervious 0 acres (0 sf) New Pollution-Generating Impervious 0 acres (0 sf) Replaced Impervious 0.092 acres (4,100 sf! Replaced Pollution-Generating Impervious 0.092 acres (4,100 sf) Bui/dings Structures associated with the task include the installation of an air compressor building, with a building footprint of approximately 5,300 SF, and associated cooling towers (three towers for a total footprint of 600 SF), electrical vault (approximately 1,100-SF footprint), and air storage tanks (two 10,000-gallon tanks) in support of manufacturing production at the Renton plant. Stormwater Facllities Water quality treatment will not be required because this project site only proposes constructing the Air Compressor Building and replacing PGIS with NPGIS. Roof drains from the compressor building will be connected to the existing storm drainage system in the area that drains to the water quality wet vault, mimicking the existing drainage pattern. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 · Page 21 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1.1. 7b Task 7b -Existing Truck Inspection Reconfiguration The existing Truck Inspection located at the intersection of Park and Logan Avenues will be reconfigured and repurposed as a parking facility. The existing structures will be removed and replaced with ACP. The site lies entirely within Basin 21. This work will create less than 5,000 square feet of new PGIS. The existing stormwater management will be unchanged by this project task. The table below summarizes existing and proposed surface coverage at the project task site. Table 1.1.7b Existing Truck Inspection Reconfiguration Surface Cover Existing Condition 1.331 acres Total Site Area (57,976 sf) 0.086 acres Pervious (Landscape) (3,736 sf) Impervious (Pavement, buildings, etc.) 1.245 acres (54,240 sf) New Impervious New Pollution-Generating Impervious Replaced Impervious Replaced Pollution-Generating Impervious Technical Information Report Renton Site Logistics Project Renton, Washington Developed Condition 0.060 acres (2,598 sfl 1.271 acres (55,378 sf) 0.026 acres (1,138 sf) 0.096 acres (4,170 sfl 0.070 acres (3,032 sf) 0 acres (0 sf) BergerABAM, A13.0362.200 19 August 2013 Page 22 of 49 SECTION 2: CONDITIONS AND REQUIREMENTS SUMMARY The following are the design standards that are applicable to this project. • City of Renton Municipal Code • City of Renton Development Standards • City of Renton Amendments to the King County Surface Water Design Manual, 2010 • King County Surface Water Design Manual, 2009 (KCSWDM) • State Environmental Policy Act (RCW 43.21C) The following publications and manuals are applicable to this project when a specific subject is not covered or discussed in the above listed documents. • Manual on Uniform Traffic Control Devices (2009) • AASHTO "Policy on Geometric Design of Highways and Streets" (2004) • WSDOT Design Manual Requirements Summary: Stormwater Management Guldellnes The project site and Threshold Discharge Areas are subject to the following minimum requirements. Core Requirement 1-Discharge at the Natural Location This project will re-route existing storm pipe conveyance systems. The project will also make modifications to the size of tributary drainage basins, Basin 32, 34 and Basin 27. These changes will be made to redirect stormwater run-off to proposed water quality treatment facilities located within Basin 32 and to reduce the tributary area for the existing water quality treatment facility in Basin 27. All three basins discharge from the Project Site at the southern shore Lake Washington, combining within% mile downstream of the project site. Core Requirement 2 -Off-site Analysis A qualitative off-site analysis is included within Section 3 of this report. A quantitative analysis of the onsite conveyance systems for Basin 32 was performed to determine that no negative impacts will result from re-directing portions of Basin 27 to Basin 32. Core Requirement 3 -Flow Control The project site meets the requirements of the Direct Discharge Exemption per Section 1 .2.3 of the City of Renton Amendments to the KCSWDM. Applicable Flow control BMPs detailed in Section 1.2.3.3 of the City of Renton Amendments to the KCSWDM are discussed in Section 4 of this Report. Core Requirement 4 -Conveyance System The existing conveyance systems for this project are required to have capacity to convey and contain the 25-yr, 24-hr storm event from the project site to its discharge into Lake Washington in accordance with the requirements of the Direct Discharge Exemption per Section 1.2.3 of the City of Renton Amendments to the KCSWDM. The modifications to the existing conveyance system with the project site are required to convey and contain the 25-yr, 24-hr storm event. The Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, Al3.0362.200 19 August 2013 Page 23 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I conveyance systems for the project site will be modeled using SBUH in accordance with the requirements of the City of Renton Amendments to the KCSWDM and the 2009 KCSWDM. See Section 5 for additional information regarding the design of the conveyance system for this project. Core Requirement 5 -Erosion and Sediment Control A Temporary Erosion and Sediment Control Plan will be prepared for construction of this project. In addition, a project-specific stormwater pollution prevention plan (SWPPP) is included in Appendix F. The TESC Plan and SWPPP will be provided with the Final TIR. Core Requirement 6 -Maintenance and Operations Storm water facilities maintenance and operntion for The Boeing Company Renton plant are conducted in accordance with the plant's Industrial Stormwater Permit, WAR-000232. Core Requirement 7 -Financial Guarantees and Llab/1/ty The Boeing Company is responsible for all storm drainage guarantees and liabilities for this project. Core Requirement 8 -Water Qual/ty Enhanced Water Quality Treatment is required for project sites with predominate commercial, industrial, or multi-family land uses. The Renton Site Logistics Project is exempt from providing Enhanced Water Quality Treatment per the City of Renton Amendments to the KCSWDM, Section 1.2.8.1.A Basic WQ Treatment Areas, sub-heading Intent, on page 1-64; which states: "However, projects that drain entirely by pipe to the major receiving waters listed on page 1-33 are excused from this increased treatment and may revert to the Basic WQ menu because concentration effects are of less concern as the overall flow volume increases." Water Quality Treatment Target Surface areas for the project site include New PGIS that is not fully dispersed. Because the valuation of the proposed site improvements does not exceed 50% of the assessed value of the existing site improvements, Replaced PGIS is not included in the target surface area per criteria item #4 on page 1-64 of the City of Renton Amendments to the KCSWDM, Section 1.2.8.1.A Basic WQ Treatment Areas. Basic Water Quality Treatment will be provided for the project site by a water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area. This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project. A further discussion of the proposed Water Quality Treatment System can be found in Section 4, Flow Control and Water Quality Facility Analysis and Design. Spec/al Requirement 1 -Other Adopted Area-Specific Requirements This project is located within the Cedar River Basin. There are currently no special drainage requirements that apply to this project. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 24 of 49 Special Requirement 2 -Flood Hazard Del/neat/on This project is not located within a flood zone as designated by FEMA panel. Refer to the flood zone maps provided in Appendix D. Spec/a/ Requirement 3 -Flood Protection Fae/I/ties There are currently no flood protection facilities for the site. Special Requirement 4 -Source Control This project will comply with all "Required BMPs for All Commercial Properties" as described in the 2009 King County Stormwater Design Manual (KCSWDM). The City of Renton Stormwater Management Design Manual (2009) Amendment, which this project must comply, refers to the KCSWDM, Section III for source control requirements. The basic requirements for source control for all commercial properties include "Clean Your Storm Drainage System," "Eliminate Illicit Connections to the Storm Drainage System," and "Stencil Your Storm Drains." Spec/al Requirement 5 -OIi Control Oil control for Basins 27, 31, 32, and 34 is provided by existing oil/water separators. Improvements within Basin 25 are limited to the Parts Movement Road, Traffic on this portion of the Parts Movement Road will be limited to non-motorized part transport carts and occasional delivery vehicles and does not trigger oil control treatment. Improvements within Basin 21 will be limited to the removal of the existing Truck Inspection buildings and the re- configuration of this area to an all-day parking area for private vehicles. All day parking areas are not within the thresholds which define high use sites. No additional oil control facilities will be provided as a part of this project. Spec/al Requirement #6 -Aquifer protection Area The proposed project site is not located within an Aquifer Protection Area based on the Groundwater protection Areas in the City of Renton Map included in the City of Renton Amendments to the KCSWDM. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, AB.0362.200 19 August 2013 Page 25 of 49 I I I I I I I I I I I I I I I I I I I I I I 1' I I I I I I I I I I I I I SECTION 3: OFF-SITE ANALYSIS Stormwater run-off from the project site generally discharges directly to Lake Washington and does not enter an off-site conveyance system. Because the stormwater outfalls are submerged, no bank sloughing or evidence of erosion was observed. The following downstream and upstream analysis documents the Boeing Renton Production Plant onsite conveyance systems that will be affected by the proposed project improvements. The storm drainage systems at the Boeing Renton Facilities are divided into over 25 basins. The closed conveyance system has 21 separate outfalls which, directly or indirectly, drain north to Lake Washington. A total of six Basins (21, 25, 27, 31, 32, and 34) and four Outfalls (John's Creek 001, 002, 004, and 021) will be affected by the proposed improvements. A qualitative upstream and downstream analysis will be provided for Basins 21, 25 and 27 which discharge to lake Washington via Outfall 001, Outfall 002, and Outfall 004 respectively. No net increase in stormwater run-off will occur in these basins and no negative impacts to the existing onsite private conveyance systems will occur as a result of the proposed improvements in these basins. A qualitative and quantitative analysis will be performed for Basins 31, 32, and 34 and the associated Outfall 021 to determine if this existing system has adequate capacity to convey and contain the 25-yr 24-hr storm event with the minor increase in the sizes of Basins 32 and 34 and to determine the backwater hydraulic grade line elevation at the proposed water quality treatment facilities within the new SW Marshaling Yard. 3.0 Nlshlwakl Lane Trunkllne -Outfall 021 The Nishiwaki Lane trunkline is a privately maintained storm conveyance system which serves as the main point of discharge for stormwater run-of within the western and southern portions of the project site. Basins 31, 32, 34, 37, and 38 as well as stormwater run-off from the North 6th Street area are all collected within this trunkline and discharged to Lake Washington at Outfall 021. . -. The trunkline begins north of the South Aircraft Bridge, west of Apron D and within the Cedar River Trail corridor. Run-off generated by the paved surface of Apron D (Basins 38) enters the trunkline at CB I-01 via a 24" main and is directed north via a of 30-inch reinforced concrete pipe to CB I-02. At CB 1-02, run-off generated by the paved surface of Lot 8 (Basin 37) and a portion of the N 6th St right-of-way enters the trun~line via a 24-inch pipe. The 30-inch trunkline continues north to CB 1-05, a junction point located near the inter section of Nishiwaki Lane and North 6th Street. (Approx. 505 LF of 30-inch pipe with an average slope of 0.29 %.) Stormwater run-off collected in open swales along N 6th St and Nishiwaki Lane and catch basins located within N 6th St and the southwest entrance to Lot 15 enters CB 1-05 via a 12-inch pipe. This tributary area consists of the northern half of N 6th St extending west from its intersection with Logan Ave to the southwest entrance to Lot 15, the southeast entrance to Lot 15, a portion of the south half of N 6th St and a small portion of the Cedar River Trail Park and Nishiwaki Lane. From CB 1-05 the trunkline increases in size to 36-inch diameter reinforced concrete pipes and continues north along the eastern edge of Nishiwaki Lane to a junction point at CB I-07 where Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, AB.0362.200 19 August 2013 Page 26 of 49 run-off generated within Basin 34 enters the trunl<line via a 30-inch pipe. (Approx. 318 LF of36- inch pipe with an average slope of0.11 %.) The conveyance system within Basin 34 is described separately. A 42-inch reinforced concrete pipe continues north from CB I-07 to CB I-08, where the trunl<line increases in size to a 48-inch reinforced concrete pipe prior to continuing north to the junction point at CB 1-09. (Approx. 323 LF of 42-inch pipe laid at a flat slope and approx. 332 LF of 48-inch pipe laid at a negative slope.) Run-off from Basin 32 enters CB 1-09 via a 24-inch pipe. From this point the trunl<line continues north along the eastern edge of Nishiwaki Lane to the next junction point at CB I-15 through a series of 60-inch diameter reinforced concrete pipes. The conveyance system within Basin 32 is described separately. (Approx. 2,080 LF of 60-inch pipe with an average slope of less than 0.1 %.) Storm water run-off from a portion of the Cedar River Trail Park and Nishiwaki Lane as well as the landscaped area along the western Boeing Renton Site perimeter totaling 290,907 sf is collected in a drainage swale with varying side-slopes, bottom width, and depth. This swale conveys run-off north from a point adjacent to the Existing Gate D-30 to the northern extent of Nishiwaki Lane. It is collected by a catch basin and enters the trunl<line at CB l-15. The trunkline turns northeast and enters Boeing Renton Plant perimeter north of Building4-41. The 60-inch reaches a junction point at CB I-16 where run-off from Basin 31 enters the main via 12-inch and 24-inch pipes. The conveyance system within Basin 31 is described separately. The trunkline continues northeast from CB 1-16 via 60-inch pipes to its discharge point to Lake Washington at Outfall 021, (Approx. 318 LF of 60-inch pipe with an average slope 3.22 %.) Existing Conditions Summary No evidence of nuisance flooding or erosion was observed within this catchment area. No incidents of flooding along this trunl<line were documented in the Boeing Renton Site's maintenance records. Nuisance flooding occurs within Basin 31 and 32, upstream of the trunl<line. A conveyance analysis of the existing trunkline indicates that some surcharging occurs in both the 25-and 100-yr design storm events; however, no overtopping occurs within the model for either storm event. Proposed Improvements The tributary area to the Nishiwaki trunl<line will increase by approximately 19,000 square feet. A backwater analysis of the existing trunl<line was performed using StormShed 3G, an SBUH methodology software program, to determine if the system can contain and covey the 25-yr, 24hr storm event and the effects that this project will have on the privately maintained Boeing Renton Site conveyance systems upstream of the trunkline. An increase of 0.337 cfs (less than 0.5%) occurs during the 25-yr, 24-hr design storm event due to the total increase of tributary area in Basin 32 resulting from the proposed project improvements. The velocity of discharge at Outfall 021 will increase by 0.04 feet per second. A Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 27 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I maximum 0.102' (less than 1.5 inches) increase in the hydraulic grade line occurs at the farthest upstream junction point, CB I-01, where Basin 38 discharges into the trunkline. No additional surcharge conditions or overtopping occurs in either the 25-and 100-yr design storm events. The impacts to the system are anticipated to be minimal. Conveyance system improvements to minimize onsite nuisance flooding within Basin 31 and 32 are proposed as a part of this project and are discussed below. Basin and reach maps and backwater analysis calculation summaries are included in Appendix B of this report. 3.1 Basin 31-Outfall 021 Basin 31 is located at the northwestern corner of the Boeing Renton Production Plant extending from just south of Buildings 4-79 and 4-21 north to the southern shore of Lake Washington along the western edge of the site, adjacent to Nishiwaki Ave. The table below summarizes the existing and proposed surface coverage for the project site within Basin 31. TABLE 3.1 Basin 31-Outfall 021: Project Site Surface Cover Existing Developed Basin 31 -Surface Cover Condition Condition 23.000 acres Total Basin Area (1,001,900 sf) Total Project Site Area within Basin 31 2.377 acres (Western Extent of Task 2 -Parts Movement Road) (103,541 sf) 0 acres 0 acres Pervious (Landscape) (0 sf! (0 sf) 2.377 acres 2.377 acres Impervious (Pavement, buildings, etc.) (103,541 sf! (103,541 sfl 0 acres Total New Impervious Area (0 sf! Total New Pollution-Generating Impervious 0 acres (Tar¥et Surface Area for Water Qualitu treatment) (0 sfl 0.251 acres Total Replaced Impervious Area (10,955 sf) Total Replaced Pollution-Generating Impervious 0.251 acres (10,955 sfl Reach 310-1 Stormwater run-off from the paved area north of Buildings 4-77 and 4-78, the majority of roof runoff from these buildings, and run-off from the western portion of the Parts Movement Road is collected via sheet flow to catch basins with 4-, 6-and 8-inch lateral connections and Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 28 of 49 conveyed west via 12-inch pipes (approx. 292 LF 12-inch pipe with an average slope of 0.44% ). Ponding within the Parts Movements has been observed during rainfall events due to flat pavement slopes and undersized lateral connection. Drainage is directed north from the Parts Movement Road through a 16-inch collection and conveyance system which collects run-off from the paved drive aisle between Buildings 4-45 and 4-21 and roof run-off from the eastern half of Building 4-45 (approx. 408 LF 16-inch pipe with an average slope of less than 0.1%). At the northern extent of Building 4-45 the 16-inch main turns west and collects run-off from the paved area between Buildings 4-44 and 4-45 as well as run-off from the southern portion of the Building 4-44 roof. This 16-inch pipe continues west to the drive aisle west of Buildings 4-45 and 4-44 to a connection point adjacent to Building 4-40 (approx. 148 LF 16-inch pipe with an average slope of less than 0.1%). Reach 31C Stormwater run-off from the paved area south of Building 4-79 and roof run-off from Building 4-79 are collected via a system of catch basins and 6-, 10-and 12-inch pipes. This system directs drainage north and west through the paved drive aisle west of Building 4-45 via a 12-inch diameter main. Catch basins with lateral connections and roof drain connections collect run-off from this drive aisle and the western portion of Building 4-45 and convey it to north to combine with the 16-inch pipe at the end of Reach 310-1 adjacent to Building 4-40 (approx. 386 LF 12-inch pipe with an average slope of 0.3%). Drainage from the 16-inch conveyance pipe for Reach 31 D-1 and 12-inch conveyance pipe combine and continue north via a 24-inch diameter pipe within the drive aisle west of Buildings 4-44 and 4-42. Surface run-off from the paved drive aisle and roof run-off from Buildings 4-44 and 4-42 is collected via catch basins with laterals and roof drainage connections within this 24- inch diameter mainline as its continues north beyond Building 4-42 to a connection point at the southwest corner of Building 4-41 (approx. 936 LF 24-inch pipe with an average slope of 0.3%). See Reach 31C continued below. Reach 31D·2 Roof run-off from the western portion of Building 4-20 is collected and conveyed via 4-and 10- inch pipes to a pump system located within the southwestern comer of Building 4-21. This pump system directs stormwater north through a 12-inch force main located within the limits of Building 4-21 to a point just north of the southern extent of Building 4-44 where it turns northwest and enters the paved drive aisle between Buildings 4-44, 4-42, and 4-20. The 12-inch force main ends at an 18-inch collection and conveyance system located centrally in the drive aisle. As this conveyance system continues north, the pipe size increases from 18-to 24-inch prior to turning west just south of Building 4-41. Roof drain connections collect runoff from western portion of Building 4-41 as the 24-inch mains turns north within the drive aisle west of Building 4-41 and conveys the collected roof run-off to bypass a flow splitter and oil/water separator systems (ROWS-031, ROWS-041, and ROWS-042) located just north of the northwest corner of Building 4-41(approx. 596 LF 18-inch pipe with an average slope of0.22% and 600 LF 24- inch pipe with an average slope of 0.38%). Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 29 of 49 I I I I I I I I I I I I I I I' I I I I I I I I I I I I I I I I I I I I I I I Reach 31D-3 A collection and conveyance system runs south to north parallel and directly adjacent to the Reach 31D-2 storm main located centrally in the drive aisle between Buildings 4-44, 4-42, and 4- 20. This system is comprised of catch basins and 12-inch diameter pipes up to Building 4-41 and increases to an 18-inch system as it turns west and continues parallel to and north of the previously described 24-inch conveyance main (approx. 776 LF of12-inch pipe with an average slope of less than 0.1% and 150 LF 18-inch pipe with an average slope of0.84%). This reach collects run-off from the paved drive aisle between Buildings 4-44, 4-42, and 4-20. At the southwest corner of Building 4-41, this 18-inch collection and conveyance main is intercepted by the Reach 31C storm line heading north from the drive aisle located west of Buildings 4-44 and 4-42. Reach 31C (continued) From this connection point, a 24-inch diameter conveyance main directs drainage north within the drive aisle to the previously described flow splitter and oil/water separator system ( ROWS- 041 and ROWS-042). Catch basins and lateral connections collect storm water run-off from the paved drive aisle prior to the flow splitter connection. Discharge from the Oil/Water Separator system and bypass flows combined with roof fun-off from Reach 31D-2. Reach31B Storm water run-off from the paved area north and east of building 4-41 sheet flows to a system of catch basins and 12-and 18-inch pipes which direct this run-off to the flow splitter and oil/water separator near the northwest corner of Building 4-41(ROWS-031). A system of 4-, 6-, S- and 18-inch pipes collect roof drainage from Building 4-41 and direct it to bypass the oil water separator system to combine with discharge from both oil/water separator systems and bypass flows combined with roof fun-off from Reach 31D-2. Reach31A Storm water run-off from the paved area north and east of Building 4-41 is collected and conveyed via a catch basin and lateral connection to the trunkline at CB 1-16. Stormwater run- off from the remainder of basin 31 which is discharged from the oil/water separator systems and bypass systems located north of Building 4-41 also enters the trunkline at CB 1-16. Existing Conditions Summary Existing undersized storm laterals with negative slopes and flat pavement grades create nuisance flooding problems at the western end of the Parts Movement Road within Basin 31 (Reach 31D-1) south of Building 4-21. A backwater analysis of the existing conveyance system indicates that additional surcharging and overtopping occurs within the model occurs during both the 25-and 100-yr design storm events. No records of flooding incidents have been found to confirm the modeled result. Field survey of the existing conditions will be performed to confirm the structure elevations and pipe sizes obtained from as-builts. Technical Information Report Renton Site Logistics Project Renton, Washington BergecABAM, A13.0362.200 19 August 2013 Page 30 of 49 The existing oil/water separator system located at the end of Reach 31 C; ROWS-041 & ROWS- 042 consists two Coalescing Plate Interceptor (CPI) oil/water separator modules (Model No. 814-10-SA & 712-SA respectively) with a combined oil control treatment capacity of 1,750 gallons per minute. The existing oil/water separator located at the end of Reach 31A; ROWS-031, consists of a CPI oil/water separator module (Model Unknown) with an oil control treatment capacity that is currently unknown. Proposed Improvements Existing undersized storm laterals with negative slopes and flat pavement grades create nuisance flooding problems at the western end of the Parts Movement Road within Basin 31 (Reach 31D-1) south of Building 4-21. Replacement of inadequate storm lateral pipes and the addition of a concrete valley gutter to direct drainage to catch basins in flat areas are proposed as a part of this project to resolve some of these nuisance flooding occurrences. No new PGIS or NPGIS will be added within Basin 31 as a part of this project and no net increase in run-off volumes will result from the improvements proposed by this project within Basin 31. A quantitative analysis of the conveyance system within Basin 32, Basin 34 and the trunkline located within Nishiwaki Lane was performed due to the anticipated increase in peaks flow and volume within Basin 32. The change in the Hydraulic Grade elevation was calculated to be 0.01- feet during the 100-yr, 24-hr design storm event at CB l-16, where Basin 31 enters the trunkline. The proposed increase in the size of Basin 32 will not negatively affect the conveyance system within Basin31. 3.2 Basin 32 -Outfall 021 Basin 32 is located centrally on the project site and extends east from Nishiwaki Lane to just west of Building 4-89, near Logan Ave. Site use within this Basin includes production support and maintenance operations, including two onsite fueling stations, with a POV parking area located at the western edge of the Basin near Nishiwaki Lane. The table below summarizes the existing and proposed surface coverage for the project site within Basin 32. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 31 of 49 I I I I I I I I I I I I I I I, I I I I I I I I I ,, I I I I I I I I I I I I I TABLE 3.2 Basin 32 -Outfall 021: Project Site Surface Cover Basin 32 -Surface Cover Existing Developed Condition Condition 9.844 acres 10.281 acres Total Basin Area (428,823 sf) (447,855 sf) Total Project Site Area within Basin 32 (Task lb-SW Marshaling Yard, Task 3 -Gate D-35 4.584 acres 5.02 acres and Badge Office Relocation, and Task 4 -Parking (119,670 sf) (218,692 sf) Improvements) 0 acres 0.138 acres Pervious (Landscape) /0 sf! (6,023 sf) Impervious (Pavement, buildings, etc.) 4.584 acres 4.199 acres (119,670 sf) (182,896 sf) 0 acres Total New Impervious Area /0 sf! Total New Pollution-Generating Impervious 0.104 acres (Tarvet Surface Area for Water Qualit11 treatment) (4,524 sfl 4.882 acres Total Replaced Impervious Area (212,669 sfl 4.199 acres Total Replaced Pollution-Generating Impervious (182,896 sfl Reach32Q Reach 320 begins just west of Building 4-89 where a system of catch basin and 6-and 8-inch pipes collect run-off from the paved surface. The paved area immediately adjacent to the fueling station directs drainage to a 475 gallon spill control vault prior to connecting to this branch system with a 4-inch pipe. Runoff is then conveyed west via a 12-inch pipe to Reach 32L. (Approx. 295 LF of pipe with an average slope of0.24 %.) Reach 32L Surface runoff from the northeast paved transportation yard is collected via a catch basin and is conveyed south to the connection point with Reach 340. From this connection point Run-off is conveyed west via a 12-inch pipe to a junction point with Reaches 32N and 32P. See Reach 32L continued below. (Approx. 248 LF 12-inch pipe with an average slope of 0.27 %.) Reach32N The northeastern portion of the N 8" St entrance to the Boeing Renton Site drains to catch basins located adjacent to the covered walkway. These catch basins are connected via 8-and 12-inch laterals to a collection and conveyance system located within the transportation yard. This system, consisting of catch basins and 12-inch pipes, begins just north of the covered walkway Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 32 of 49 at the N 8th St entrance and generally follows the walkway west and then north to terminate at its connection to Reaches 32P and 32L. (Approx. 370 LF 12-inch pipe with an average slope of 0.20 %.) Reach32P Reach 32P collects drainage via catch basins from the northwest corner of the transportation yard, near the existing truck ramps. Run-off is conveyed south in 12-inch pipes south to the point of connection with Reaches 32N and 32L. (Approx. 151 LF 12-inch pipe with an average slope of0.33 %.) Reach 32L (Continued) From its connection to Reaches 32N and 32P, Reach 32L conveys stormwater run-off west and then southwest via 19-inch pipes to catch basin centrally located in the parking area just east of the transportation yard and west of Buildings 4-71 and 4-69. (Approx. 97 LF 19-inch pipe with an average slope of 0.64 %.) Reach 32L continues west via a 24-inch pipe to a point just north of Building 4-71. (Approx. 161 LF 24-inch pipe with an average slope of0.22 %.) A channel drain which collects run-off from a concrete pad located at the northwest corner of Building 4-71 connects to the system via a 4-inch lateral. The 24-inch collection and conveyance system continues southwest and west beyond Building 4-71 where it collects additional surface runoff prior to connecting to a 22x13 arch pipe. (Approx. 98 LF 12-inch pipe with an average slope of less than 0.1 %.) This arch pipe conveys drainage southwest to the paved area just east of Building 4-70 where the conveyance main reverts back to 24-inch circular pipe prior to continuing southwest (Approx. 128 LF 22x13 arch pipe laid at a negative slope) Roof runoff from Building 4-70 is directed to the surrounding paved area via sheet flow. Roof and surface water run-off is collected between Buildings 4-70, 4-71, and 4-75 via catch basins connected to the 24-inch main by 6-and 8-inch laterals. South of Building 4-70, the 24-inch main turns west and continues to collect run- off within the drive aisle north of Building 4-75 until it reaches the southern flow splitter associated with the oil/water separator system (ROWS-043) located at the southeast corner of the POV parking area west of Building 4-70. (Approx. 216 LF 24-inch pipe with an average negative slope.) Reach 32J 8-inch roof laterals collect drainage from a portion of Building 4-75 and convey it north to the southern edge of the paved drive aisle between Building 4-75 and the POV parking lot, A collection and conveyance system of catch basins and 18-inch pipes collects runoff from a portion of the drive and conveys this surface run-off combined with roof run-off from Building 4-75 to the southern flow splitter associated with the oil/water separator system (ROWS-043) located at the southeast corner of the POV parking area west of Building 4-70 where it is combined with Reach 32L. (Approx. 100 LF 18-inch pipe with an average slope of 2.5 %.) Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, AB.0362.200 19 August 2013 Page 33 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Reach32K Reach 32K begins in the paved area between Buildings 4-77 and 4-71. Run-off generated on the roofs of these buildings sheet flows to the surrounding pavement where combines with surface run-off. Catch basins collect the combined run-off and convey it south and southwest via 12- inch pipes to a point within the eastern extent of the POV parking lot where it connects to Reach 32A-2. Ponding within this paved area has been documented in Boeing's maintenance records. (Approx. 163 LF 12-inch pipe with an average slope of0.1 %.) Reach 32A-1 Run-off generated in the western extent of the POV parking area and the western perimeter drive aisle is collected and conveyed south and then southeast via 12-inch pipe to the northern flow splitter associated with the oil/water separator system (ROWS-043) located at the southeast corner of the POV parking area west of Building 4-70 where it is combined with Reach 32A-2. (Approx. 354 LF 12-inch pipe with an average slope of0.25 %.) Reach 32A-2 Reach 32A-2 begins just south of the second covered fueling station located at the northeast comer of the POV parking area. Run-off from the paved surface is collected and conveyed south via a IO-inch pipe to a connection point with the 12-inch pipe at the terminus of Reach 32K just south and east of the sanitary sewer lift station located within the POV parking area. The 10- inch collection and conveyance line continues south as it collects run-off from the eastern portion of the POV parking area. Reach 32A-2 ends at the northern flow splitter associated with the oil/water separator system (ROWS-043) located at the southeast corner of the POV parking area west of Building 4-70 where it is combined with Reach 32A-1. (Approx. 175 LF 12-inch pipe with an average slope of 0.94 %.) Reach32A Treatment flows from both flow splitters are directed to the oil/water separator (ROWS-043). Bypass flows and treated discharge from the separator combine and are directed west via a 24- inch pipe. This 24-inch conveyance main is route through a manually actuated sluice gate (Vault No. 591) that can be closed in the event of a fuel spill upstream. The discharge from Basin 32 continues west and connects to the Nishiwaki Lane trunkline via a 24-inch pipe at CB I-09. (Approx. 206 LF 24-inch pipe with an average slope of 1.27 %.) Existing Conditions Summary Existing undersized conveyance pipes with negative create nuisance flooding problems just south of Building 4-69 within Reach 32L and between Buildings 4-77 and 4-70 within Reach K. The existing oil/water separator system located at the southeast corner of the POV parking area west of Building 4-70; ROWS-043, consists of a Coalescing Plate Interceptor (CPI) oil/water separator module (Model No. 818-2-CPS) with a maximum oil control treatment capacity of more than 875 gallons per minute. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, Al3.0362.200 19 August 2013 Page 34 of 49 Spill containment is provided for this basin at the manually actuated sluice gate (Vault No. 591) that can be closed in the event of a fuel spill upstream. Proposed Improvements This project proposes to redirect an equivalent 19,000 sf area of PGIS from the southern extent of Basin 27, Sub-Basin 27E as a part of Task 3 and 4 to Basin 32. The project includes replacement of inadequate conveyance pipe to alleviate existing nuisance flooding within Basin 32. The storm conveyance facilities will be re-routed to accommodate the structure improvements included as a part of Task 1, SW Marshaling Yard and Task 3, Badge Office. A backwater analysis of conveyance system was performed using StormShed 3G, an SBUH methodology software program, to determine if the system can contain and convey the 25-yr, 24hr storm event and the effects that this project will have on the privately maintained Boeing Renton Site conveyance systems that connect to the trunkline upstream of Basin 32. When modeled with the improvements proposed to the existing conveyance system; no additional surcharge conditions or overtopping occurs in either the 25-and 100-yr design storm events. The overall function of the system will be improved as a result of this project. Basin and reach maps and backwater analysis calculation summaries are included in Appendix B of this report. A water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area .. The system will consist of a flow splitter, pre-treatment system, a stormfilter vault, and stormwater pump. This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project. A further discussion of the Water Quality Treatment requirements for the entire project site and the proposed stormwater treatment system can be found in Section 2, Conditions and Requirements Summary, and in Section 4, Flow Control and Water Quality Facility Analysis and Design. 3.3 Basin 34 -Outfall 021 Basin 34 is located just north of North 6th Street and extending north to include Buildings 4-68 and 4-75 to the west, Building 4-71, and the North 8th Street Entrance at Gate 0-40 to the east. This Basin reaches from Logan Ave North on its eastern perimeter to Nishiwaki Lane at its western perimeter. The table below summarizes the existing and proposed surface coverage for the project site within Basin 34. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 35 of 49 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ---------------------------- TABLE 3.3 Basin 34 -Outfall 021: Project Site Surface Cover Basin 34 -Surface Cover Existing Developed Condition Condition 30.383 acres Total Basin Area (1,323,583 sf) Total Project Site Area within Basin 34 (Task lb-SW Marshaling Yard and Truck Inspection, 25.24 acres Task 3 -Gate D-35 and Badge Office Relocation, and (1,099,526 sf! Task 4 -Parkine Imvrovements ) Pervious (Landscape) 1.666 acres 1.911 acres (72,592 sfJ (83,245 sfJ Impervious (Pavement, buildings, etc.) 23.575 acres 23.330 acres (1,026,934 sfJ (1,016,281 sf) Total New Impervious Area 0.917 acres (39,936 sfJ Total New Pollution-Generating Impervious 1.679 acres (Tarvet Surface Area for Water Qualit11 treatment) (73,158 sfl 3.068 acres Total Replaced Impervious Area (133,654 sfJ Total Replaced Pollution-Generating Impervious 2.306 acres (100,432 sn Reach 34A-1 The run-off generated at northwestern corner of Basin 34 at the existing 8th Street entrance is collected via a system of catch basins and 12-inch diameter pipes and conveyed south in a collection and conveyance system of 12-inch pipes and catch basins which collects run-off from the north western portion.of Basin 34 including the existing Badge Office. (Approx. 560 LF 12- inch pipe with an average slope of0.1 %.) Just south of the Badge Office, the conveyance pipes increase in size to 18-inch diameter pipes and continue south and south west, collecting stormwater run-off to a connection point with Reaches 34A-2 and 34A located just east of Puget Sound Substation 2. (Approx. 344 LF 18-inch pipe with an average slope of 0.23 %.) Reach 34A-2 Surface run-off from the paved area surrounding the Puget Sound Substation 2 is collected via a system of 8-and 12-inch pipes and catch basins. This system conveys storm water run-off north to a connection point with Reaches 34A-1 and 34A just east of the Substation. (Approx. 190 LF of pipe with an average slope ofl.05 %.) Technical Information Report Renton Site Logistics Project Renton, Washington • BergerABAM, Al3.0362.200 19 August 2013 Page 36 of 49 Reach34A Combined run-off is conveyed west via an 18-inch main. Catch basins with 6-and 12-inch lateral connections collect drainage as this 18-inch main continues west to a connection point south and east of building 4-75. (Approx. 441 LF 18-inch pipe with an average slope of0.42 %.) Reach 34B-1 A collection and conveyance system comprised of 8-and 15-inch pipes and catch basins is centrally located within the paved area between Reach 34B-2 and Building 4-75. This system collects surface run-off from the surrounding pavement and conveys it south and west to a point adjacent to the southern extent of Building 4-75 where drainage enters a 22"x13" arch pipe. This 22x13 arch pipe directs run-off south and southwest to a point of connection. (Approx. 452 LF of pipe with an average slope of 0.11 %.) Reach 34B-2 The roof run-off from Building 4-71 is collected via 6-inch pipe and connects to an 8-inch collection and conveyance system which directs runs to the northeast corner of Building 4-75. The collection and conveyance system's pipe size increases to 15-inch diameter as it the system continues south along the eastern face of Building 4-75 and then turns east and decreases in size to 12-inch diameter pipe. Run-off from the paved surface directly east of the northern two- thirds of Building 4-75 and roof drainage from the northeastern portion of Building 4-75 is collected via catch basins with lateral connections and roof drain connection. This 12-inch diameter pipe and catch basin system continues east and south to connect to the 22x13 arch pipe described in Reach 34B-l. Run-off continues southwest to a point of connection near the southeast corner of Building 4-75. (Approx. 633 LF of pipe with an average slope of 0.2 %.) Reach 34B-3 Roof drainage run-off from the southeastern portion of Building 4-75 and surface run-off from the paved area directly east of the southern third of Building 4-75 area collected in a system 6- and 15-inch pipes and catch basins which roof drainage connections. This system connects to the 22x13 arch pipe at the southeast corner of Building 4-75. From this connection point, run-off is directed south via an 18-inch pipe to connect to the 18-inch mainline described in Reach 34A. (Approx. 220 LF of pipe with an average slope of 0.29 %.) Reach34B Run-off is directed west within the mainline via a series of 24-and 30-inch pipes and catch basins to the western extent of Building 4-75. Roof run-off from portions Buildings 4-75 and 4-68 as well as run-off from the landscaped area at the southeast corner of Building 4-68 are collected via 8-and 12-inch lateral connections. Run-off from a portion of the paved area south of Building 4-68 is collected within catch basin on the mainline as it continues west via a 24-inch pipe to the paved drive aisle located along the Boeing Renton Production Plant western perimeter. (Approx. 506 LF of pipe with an average slope of 0.49 %.) Reach34E Storm water run-off from drive aisle and paved truck maneuvering area west of building receives water quality treatment via Filterra units located at the western edge of the paved drive aisle. A conveyance system of catch basins and 12-inch pipe collects drainage from the truck Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 37 of 49 I I I I I ,. I I I I l1 I I I I a I I I I I I I I I I I I I ·I I I I I I I I I well at Building 4-68 and connects to the 12-inch pipe and conveyance system which collects treated run-off and overflow bypass run-off from the Filterra units. This system directs the combined run-off south to a point of connection with the 24-inch mainline described in Reach 34B. (Approx. 310 LF of pipe with an average slope of 0.4 %.) The storm main turns south and continues to collect and convey run-off within the west perimeter drive aisle via a system of catch basins and 24-inch pipes to a junction point with Reach 340 and 34C, located near the center of Lot 15 within the western-most drive aisle. (Approx. 278 LF of pipe with an average slope of0.9 %.) Reach34D Storm water run-off along the eastern perimeter of Lot 15 south of Sub-Station 2 sheet flows south and west to a catch basin in the southeast corner of the parking lot. From this collection point, a collection and conveyance system consisting of 18-inch pipes and catch basins collects additional run-off from a narrow portion of paved surface area along the southern perimeter of Lot 15 to the southwest corner of the parking area. From this point the 18-inch conveyance pipe turns northwest and then increases in diameter to a 24-inch pipe which directs drainage north to the junction point with Reach 34ABE and Reach 34C. (Approx. 1,215 LF of pipe with an average slope of 0.61 %.) Reach 34C The surface run-off generated in the eastern central portion of Lot 15 is collected via two branch systems of catch basins and conveyance pipes ranging in size from 6-to 12-inch diameter. (Approx. 856 LF of pipe with an average slope ofl.03 %.) These branch collection systems converge at n 18-inch collection and conveyance system which collects surface run-off from the majority of Lot 15. Catch basins located along the main and catch basins with 12-inch lateral connections spaced at approximately 175-foot intervals collect and convey run-off from east to the junction with Reach 34ABE and Reach 340. (Approx. 706 LF 18-inch pipe with an average slope of 0.35 %.) From this junction point, run-off enters a flow splitter which directs water quality flows to a system of oil/water separators (ROWS-49 and ROWS-SO). Discharge from the oil/water separator system and bypass flows combined at a junction point within the landscaped perimeter. A 30-inch pipe discharges run-off from Basin 34 into the trunkline located within Nishiwaki Lane at CB 1-07 where this trunk.line which conveys storm water run-off north to discharge to Lake Washington at Outfall 021. (Approx. 20 LF 30-inch pipe with a slope of0.5 %.) Existing Conditions Summary No evidence of nuisance flooding or erosion was observed within this catchment area. No incidents of flooding were documented in the Boeing Reriton Site's maintenance records. The existing oil/water separator system located at the end of Reach 34C; ROWS-49 and ROWS- 50, consists of two 8x16 CPI oil/water separator modules (Model Unknown) with an oil control treatment capacity that is currently unknown. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 38 of 49 Proposed Improvements The impacts to the system are anticipated to be minimal. Additional catch basins may be added to the existing conveyance system as required to facilitate positive drainage. Basin and reach maps are included in Appendix B of this report. 3.4 Basin 21 -Outfall 001 Basin 021 is a mainly impervious area located north of Park Ave N, just east of its intersection with 757<h Ave which encompasses the existing Truck Inspection Facilities to be removed and PSE's Substation #2. Drainage is collected via catch basins and routed northeast through a closed conveyance system of 8-inch and 12-inch diameter pipes to connect to a 48-inch diameter pipe system which enters Basin 021 from the south. This 48-inch diameter pies system continues northeast where it discharges to John's Creek east of Lake Washington Boulevard. The table below summarizes the existing and proposed surface coverage for the project site within Basin 21. TABLE 3.4 Basin 21-Outfall 001: Project Site Surface Cover Basin 21 · Surface Cover Existing Developed Condition Condition Total Basin Area 3.959 acres (172,454 sf) Total Project Site Area within Basin 21 0.282 acres (Task 7b -Existinq Truck Inspection Reconfi,,uration) (12,305 sf) Pervious (Landscape) 0 acres 0 acres (0 sf! (0 sf! Impervious (Pavement, buildings, etc.) 0.282 acres 0.282 acres (12,305 sf! (12,305 sf! Total New Impervious Area 0.026 acres (1,138 sfl Total New Pollution-Generating Impervious 0.096 acres (Tarvet Surface Area for Water nua/itu treatment) (4,170 sfl Total Replaced Impervious Area 0.070 acres (3,032 sf! Total Replaced Pollution-Generating Impervious 0 acres (0 sf) Existing Conditions Summary No evidence of nuisance flooding or erosion was observed within this catchment area. No incidents of flooding were documented in the Boeing Renton Site's maintenance records. The existing land use is considered high use due to the percentage of diesel powered vehicles entering and queuing in this area. Currently oil control is not provided in this basin. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.2DO 19 August 2013 Page 39 of 49 I I I I ' I I I I· I f I I I I I I I I I I , ' I I I I j I I ·I I ·I I I I I I I Proposed Improvements Site improvements within this Basin are limited to the replacement of less than 5,000 sf of roof area with asphalt pavement. No increase in discharge will result from these improvements and no additional conveyance structures or pipe will be required. The new PGIS surface area within this threshold discharge area is not large enough to trigger the need for water quality treatment. The land use at this basin will be converted from a high use area to all day parking and no new oil control structures will be required. In addition to structural changes, existing onsite traffic patterns will be revised as a result of this project. High use traffic will be rerouted southwest to Basins 32 and 34 where oil control facilities are already in place due to the relocation of the truck inspection facilities. The land use within this project task site will be converted to all day parking, which is not considered high use. No oil control will be required within Basin 21. 3.5 Basin 25 -Outfall 002 Basin 25 is located just north of Logan Ave, directly east of Building 4-17 and extends from Building 4-17 north and east to the eastern edge of the project site and the southern shore of Lake Washington. This Basin includes roof run-off from Building 4-86 and a portion of the roof run-off from Building 4-81. The table below summarizes the existing and proposed surface coverage for the project site within Basin 27. TABLE 3.5 Basin 25 -Outfall 002: Project Site Surface Cover Basin 25 -Surface Cover Existing Developed Condition Condition 22.727 acres Total Basin Area (990,004 sf) Total Project Site Area within Basin 25 1.399 acres (Task 2 -Parts Movement Road &Task 6 -Duct Banks) (60,955 sf) 0.202 acres 0.101 acres Pervious (Landscape) (8,799 sf) ( 4,409sf) Impervious (Pavement, buildings, etc.) 1.197 acres 1.298 acres (52,156 sf) (56,546 sf) Total New Impervious Area 0.101 acres (4,389 sfl Total New Pollution-Generating Impervious 0.101 acres (Tar,zet Surface Area for Water Qua/ihl treatment) Total Replaced Impervious Area Total Replaced Pollution-Generating Impervious Technical Information Report Renton Site Logistics Project Renton, Washington (4,389 sf) 0.162 acres (7,087 sf) 0.160 acres (6,967 sf) BergerABAM, A13.0362.2DO 19 August 2013 Page 40 of 49 Reach 25C Drainage from the southwestern extent of the basin sheet flows north to channel drains located just south of Building 4-81 and 4-82. From these channel drains it is conveyed west and north through a series of 12-inch and 15-inch conveyance pipes to a collection and conveyance system consisting of 24-inch diameter pipes with catch basin laterals between Buildings 4-82 and 4-17 (approx. 443 LF 12-inch pipe with an average slope of0.36% and 158 LF 15-inch pipe with an average slope of 0.5%). Catch basin laterals and roof drainage connections along this 24-inch main collect surface run-off from the paved drive aisle between the two building and run-off from the western portions of the Building 4-17 roof (approx. 747 LF 24-inch pipe with an average slope of less than 0.1%). Reach25A A separate collection and conveyance line is routed around the southern, eastern, and northern perimeter of Building 4-17 consisting of 8-, 12-, 18-, and 21-inch pipes. Catch basin laterals and roof drainage connections along this main collect surface run-off from the paved areas south, east and north of the building and the southern, eastern, and northern portions of the roof /approx. 93 LF 8-inch pipe with an average slope ofl.25%, 170 LF 12-inch pipe with an average slope of 0.65%, 390 LF 18-inch pipe with an average slope of0.33%, and 422 LF 21-inch pipe with an average slope of 0.32%). Reach 25A and Reach 25C combine at the northwestern corner of Building 4-17 and continue north in a 36-inch pipe. Run-off from the roof of Building 4-83 enters the 36-inch mainline as it continues to a point adjacent to the northern extent of Building 4-82 (approx. 259 LF 36-inc/1 pipe with an average slope of 0.34%). Reach25B Run-off from the eastern portion of the Building 4-82 roof is collected in an 8-inch pipe which directs this run-off north to the northeastern corner of Building 4-82 where it connects to the previously described 36-inch storm collection and conveyance main. Run-off from the paved area north of Buildings 4-82 and 4-83 is collected by a catch basin on this 36-inch main where it is directed further north and east to discharge directly to Lake Washington via a 27-inch pipe at Outfall 002 (approx. 155 LF 36-inch pipe with an average slope of 0.71% and 30 LF 27-inch pipe with an average slope of 0.33%). Existing Conditions Summary No evidence of nuisance flooding or erosion was observed within this catchment area. No incidents of flooding were documented in the Boeing Renton Site's maintenance records. Proposed Improvements A portion of the Parts Movement Road improvements lies within the southern extent of Basin 25. In the eastern portion of this project task site area, some minor changes to flow paths may occur due to re-grading and new PGIS along the existing landscape strip. This may alter flow rates within individual catchment areas; however, overall basin flow patterns will remain the same as the existing condition. There will be an increase in new PGIS area of less than 5,000 sf due to the widening of the parts movement road. The minor increase in PGIS within this Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 41 of 49 I ·1 ' f I I I i I I I I I I I I I I I I I I I I I I I I I I I ., I I I I threshold discharge area does not trigger water quality treatment requirements within this basin. In addition to structural changes, existing onsite traffic patterns will be revised as a result of this project. Trucks entering the site from the existing Truck Inspection Facilities were routed onto the Boeing Site at 757th Ave south of Buildings 4-80 and 4-81. This high use traffic will be rerouted southwest to Basins 32 and 34 where oil control facilities are already in place due to the relocation of the truck inspection facilities. Traffic on this portion of the Parts Movement Road will be limited to non-motorized part transport carts and occasional delivery vehicles and does not facilitate high use traffic patterns; therefore, oil control will not be provided. 3.6 Basin 27 -Outfall 004 Basin 27 is located just west of Logan and extending north between Buildings 4-21, 4-20, and 4- 81 to the sou th shore of Lake Washington. The table below summarizes the existing and proposed surface coverage for the project site within Basin 27. TABLE 3.6 Basin 27 -Outfall 004: Project Site Surface Cover Basin 27 -Surface Cover Existing Developed Condition Condition 32.070 acres 30.885 acres Total Basin Area (1,396,999 sf) (1,377,952 sf) Total Project Site Area within Basin 27 (Task 2 -Parts Movement Road, Task 3 -Gate D-35 12.232 acres 11.502 acres and Badge Office Relocation, and Task 4 -Parking (532,818 sf) (513,720 sf) Improvements, Task 5 -Lot 1 Marshaling Yard, Task 6 -Duct Banks, Task 7 -Air Comvressor Buildin9.) 0.839 acres 0.832 acres Pervious (Landscape) (36,533 sf) (36,254 sf) Impervious (Pavement, buildings, etc.) 11.393 acres 10.296 acres (496,285 sf) (448,503 sf) 0.052 acres Total New Impervious Area (2,258 sf) Total New Pollution-Generating Impervious 0.453 acres (Tar5[et Surface Area for Water Quality treatment) (19,745 sfl Total Replaced Impervious Area 2.150 acres (93,658 sfJ 1.749 acres Total Replaced Pollution-Generating Impervious (76,171 sfJ Reach 27C-H Stormwater run-off from a narrow area adjacent to and west of Logan Ave beginning at the intersection of Logan and N 6•h Street and extending north to the southeastern corner of Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 42 of 49 Building 4-17 (Sub-basin 27 C) is collected and conveyed north via a closed network of catch basins and 12-inch diameter pipe. Catch basins with 4-, 6-, 8-, and 12-inch lateral pipe connections collect drainage from the narrow parking between the existing covered walkway/utilidor east of Lot 7 and Logan Ave (approx.. 1,335 LF of 12-inch pipe with average slope of 0.2%). The 12-inch conveyance main with lateral connections continues north beyond the existing N 8th St entrance collects surface run-off from landscaped areas and the existing rail spurs located north of N 8th St and east of Building 4-90 until it reaches the southeast corner of Building 4-17 (approx. 705 LF 12-inch pipe with an average slope of0.25%). A roof drainage connection at Building 4-89 adds roof drainage run-off from the entirety of this building (sub- basin 27H) to the conveyance system. The conveyance pipe increases to a 15-inch diameter pipe at Building 4-17 and continues north along the east face of the building (approx. 402 LF 15-inch pipe with an average slope of0.5% ). Beyond Building 4-17, the conveyance main turns northwest. Catch basins with 6-inch lateral connections collect some surface run-off from the paved area just north of Building 4-17 (approx. 444 LF 15-inch pipe with an average slope of0.47%). The conveyance system turns north and no further surface run-off is collected prior to its connection to a flow splitter (No. 465) located between Buildings 4-21 and Building 4-81 (approx. 518 LF of 15-inch pipe with an average slope of less than 0.1%). Reach 278-J Surface run-off from the paved area north of Buildings 4-04 and 4-17 between Buildings 4-21 and 4-81 is collected and conveyed north to the flow splitter described above (No. 465) via three collection and conveyance systems consisting of 12-inch diameter pipes conveyance, 8-inch laterals and catch basins. The eastern collection system collects and conveys drainage from south to north adjacent to Building 4-20 and will be revised to accommodate the VP AL improvements being constructed under a separate permit. As-builts from these improvements are not available at this time as this project is still being constructed. The existing conveyance pipe generally follows the eastern face of Building 4-20 to a point adjacent to the flow splitter and makes a 90-degree turn east to its point of connection (approx. 950 LF of pipe with an average slope of0.5%). The central collection system collects and conveys drainage from south to north from the paved area just north of Building 4-17 to and extends directly north to the flow splitter (No. 465). (Approx. 847 LF 12-inch pipe with an average slope of 0.5 %.) The western collection system conveys drainage from south to north, following the western edge of the striped drive aisle adjacent to Building 4-81 to a point adjacent to the flow splitter and makes a 90-degree turn west to its point of connection (approx. 650 LF 12-inch pipe with an average slope of 0.6%). Run-off from Reach 27B-J and 27C-H combine at the flow splitter (No. 465) and receive water quality treatment at the wet vault with flows above the designed water quality treatment Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 43 of 49 I I •• I I I I I I· I I I I I t. I I I I I ' I I' I I I I I ,. I 1· ' I I I I volume being bypassed. The bypass flow and discharge from the wet vault continue north via a 27-inch diameter pipe (approx. 175 LF 27-inch pipe with an average slope of 1.6%). Reach 27E Run-off from the western portion paved area south of Building 4-20and the western portion the rail spur area south of Building 4-20 which lies within Sub-Basin 27E is collected via catch basins with 4-, 6-, and 8-inch lateral connections to 8-and 10-inch conveyance pipes. Run-off from this western portion of Basin 27 is directed to oil/water separator (ROWS -047). Drainage is then directed to the southeast corner of Building 4-21 from an adjacent pump system (No. 516B) via a 6-inch force main. The southwestern portion of Sub-Basin 27E, including roof drainage run-off from building 4-90, the western portion of the rail spur area south of Building 4-20, and the existing and proposed Parts Movement Road (Basin 27E); is collected and conveyed to a second separate oil/water separator (ROWS-048) via a system of catch basins with 4-, 6-, and 8-inch lateral connections to 12-inch conveyance pipes. Run-off is directed from the oil/water separator to an adjacent pump system (No. 510A). The 6-inch force main from pump No. 516B connects to the force main exiting pump No. 510A at the southeast building corner. Discharge from both pumps is directed north from the southeastern corner of Building 4-21 via a 12-inch force main between Buildings 4-21 and 4-04 to a connection point near the interface of Buildings 4-21 and 4-20. Reach27F Run-off from the paved drive aisle between Buildings 4-21 and 4-04 is collected via a system of 6-inch lateral pipes and catch basins and is conveyed north via a variety of pipes including 6- and 12-inch circular pipes and 17x13 arch pipe to a connection point adjacent to Building 4-21 and 4-20 line. Roof drain run-off from Building 4-04 is collected and conveyed via a variety of 6-, 8-, 12-and 18-inch circular pipes as well as a 21x15 arch pipe to combine with surface run-off and discharge from the force main Reach 27E at a connection point adjacent to Building 4-21 and 4- 20 line. Reach 27G From the interface of Buildings 4-21 and 4-20, run-off is then tight-lined via an 18-inch and 24- inch diameter gravity pipe system north adjacent to Building 4-20 and will be revised to accommodate the VP AL improvements being constructed under a separate permit. As-builts from these improvements are not available at this time as this project is still being constructed. The conveyance continues north beyond Building 4-20 to a storm vault where it combines with run-off from the southeastern portion the roof of Building 4-20 (approx. 1,000 LF of pipe at an average slope of 0.36% ). From this vault, run-off is directed east via a 27inch diameter pipe to combine with the wet vault discharge and bypass flows and continues north via a 30-inch pipe (approx. 200 LF of 27-inch pipe with an average slope of 0.75% and 55 LF of 30-inch pipe with an average slope of 1.09%). Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 44 of 49 Reach27A Storm water run-off from the western portion of the Building 4-81 roof is collected and conveyed north via a 10-inch diameter pipe to the northwest comer of Building 4-81. Drainage is then directed northwest via a 12-inch pipe to connect to the 30-inch pipe conveying drainage from the remainder of Basin 27 and a portion of Basin 58 (approx. 112 LF 12-inch pipe with An average slope of 3.06%). From this final combination point drainage is conveyed north via a 36- inch diameter pipe to the Lake Washington at Outfall 004 (approx. 182 LF 36-inch pipe with an average slope of less than 0.15%). Existing Conditions Summary Water Quality flow from a total tributary basin area of 678,285 SF including Sub-Basins 27C, 278, 27!-l, and 27J is directed from the flow splitter (No. 465) to a combination wet-vault and oil/water separator (No. 487/ROWS-030). The design water quality treatment volume and oil control treatment capacity of the Coalescing Plate Separator located within the wet vault are currently unknown. ROWS-047 is a Coalescing Plate oil/water separator module (Model No. 612-2-CPS) which accepts run-off from an 84,140 sf portion of Sub-basin 27E and has maximum oil control treatment capacity of 438 gpm. The required design flow for this separator was 260 gpm. ROWS-048 is a Coalescing Plate oil/water separator module (Model No. 816-2-CPS) which accepts run-off from a 175,180 sf portion of Sub-basin 27E and has maximum oil control treatment capacity of 585 gpm. The required design flow for this separator was 516 gpm. Proposed Condition New PGIS will be created within sub-basin 27E by the demolition of a portion of Building 4-90 and replacement with asphalt pavement for parking areas just south of the Parts Movement Road as a part of Task 4-Spline Road. Additional new PGIS will be created by the removal of the landscape islands between Buildings 4-21 and 4-04 that will occur as a part of Task 5 -Lot 1 Marshaling Yard. This new PGIS located within Sub-Basin 27E receives oil control treatment at ROWS-047 and ROWS-48. This 18,500 sf target surface area cannot reasonably be treated within Basin 27 due to the existing site conditions downstream of the existing oil/water separators; namely the underground utility infrastructure which is located between Buildings 4-20 and 4-81 consisting of fire protection, steamline utilidors, power, telecommunications, forced air, etc. This utility infrastructure is essential to the industrial operations and safety of operations within the Boeing Renton Production Plant and cannot be reasonably relocated to facilitate a new water quality treatment system within Basin 27. This project proposes to redirect an equivalent 19,000 sf area of PGIS from the southern extent of Basin 27, Sub-Basin 27E as a part of Task 3 and 4 to Basin 32. A water quality treatment system located downstream of the existing oil/water separator at the western edge Basin 32 will be constructed as a part of Task 1 to provide treatment for the entirety of Basin 32 and this additional 19,000 sf of Basin 27. Technical Information Report Renton Site Logistics Project Renton, Washington Berger ABAM, A 13.0362.200 19 August 2013 Page 45 of 49 I ,, I /I I ,, 1. i I f I· 'I ' I I I I I I I I· I I l ,t f I I " I I t -1· I I I· I I SECTION 4: FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Water Quality Treatment Basic Water Quality Treatment will be provided for the project site by a water quality treatment facility will be constructed within the limits of the SW Marshaling Yard Project Task Area. The target surface for water quality will be new PGIS. This stormwater treatment facility will provide water quality treatment for the entire Basin 32 area as a treatment trade for the target surface areas created by the entire project. Required: New PGIS for the Renton Site Logistics Project= 2.595 acres (113,030 sf) Provided: WQ Treatment Area (Basin 32 = 10.281 acres (447,855 sf) Treatment will be provided by a Contech Stormfilter Vault using approximately thirty-five (35) 27-inch cartridges proceeded by a CDS hydrodynamic separator to provide pre-treatment. Water quality treatment will be preceded by a flow splitter device to bypass run-off from storm events larger than the design storm. This flow splitter and a backflow preventer installed downstream of the treatment vault will also ensure pollutants collected in the hydrodynamic separator and filter media are not flushed back into the conveyance system during larger design storm events due to the backwater conditions within the conveyance system. Both systems will be designed as offline systems in accordance with their WSDOE GULD approval requirements. MGS Flood, a WSDOE approved continuous modeling software, was used to determine the required water quality treatment design flow. Preliminary sizing calculations, system component details, and WSDOE requirements for the proposed storm filter vault and pre- treatment system are included in Appendix B of this Report. Final calculations for all system components will be included in the Final TIR. 4.2 Water Quantity Detention The project site meets the requirements of the Direct Discharge Exemption per Section 1.2.3 of the City of Renton Amendments to the KCSWDM. Flow Control BMPs are required in accordance with Section 1.2.3.3 OF the City of Renton Amendments to the KCSWDM. Large Lot High Impervious BMP requirements apply to this project per Section 5.2.1 of the 2009 KCSWDM. The project site is located within a peak flow control standard area and target surfaces are limited to New Impervious Surfaces per Section 1.2.3.1 of the City of Renton Amendments to the KCSWDM. No new pervious surface will be added to the project site due to the absence of native vegetation. Full dispersion in accordance with Appendix C of the 2009 KCSWDM, Section C.2.1, is not practicable on the project site due to the absence of native vegetation. The project site will result in an impervious surface coverage of more than 65%; therefor, flow control BMPs must be applied to an impervious area equal to at least 10% of the site/lot or 20% of the target impervious surface, whichever is less. The total new impervious surface for the Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 46 of 49 project site is 57,850 sf; therefor, a minimum of 11,570 sf or 0.265 acres of the project site must be addressed by one or a combination of the following BMPS listed in Section C2 of the Appendix C of the 2009 KCSWDM: • Full Infiltration • Limited Infiltration • Basic Dispersion • Rain Garden • Permeable Pavement • Rainwater Harvesting • Vegetated Roof • Reduced Impervious Surface Credit • Native Growth Retention Credit Due to high ground water and documented contaminated soils within the project site, BMPs which rely on discharge via infiltration through soil for proper function will not be used. These site conditions limit the available BMPs to Rainwater Harvesting, Vegetated Roof, Reduced Impervious Surface Credit, and Native Growth Retention Credit. At this stage in design the project proposes to implement the Native Growth Retention Credit which will require the site to incorporate a total of 40,500 sf or 0.93 acres of created forest type landscaping in accordance with Section C.2.1.8 of Appendix C of the 2009 KCSWDM distributed through the site. Additional options to meet this requirement will be investigated during final design. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 P.:ige 47 of 49 I ,1 I t I -· 11 ·I, ( ' ,. ' I I I I I I I I I I I t l I I I I ,· I I 1· ' 1· I I I I I SECTION 5: CONVEYANCE SYSTEM ANALYSIS AND DESIGN The existing conveyance systems for this project are required to have capacity to convey and contain the 25-yr, 24-hr storm event from the project site to its discharge into Lake Washington in accordance with the requirements of the Direct Discharge Exemption per Section 1.2.3 of the City of Renton Amendments to the KCSWDM. The modifications to the existing conveyance system with the project site are required to convey and contain the 25-yr, 24-hr storm event. The conveyance systems for the project site will be modeled using SBUH in accordance with the requirements of the City of Renton Amendments to the KCSWDM and the 2009 KCSWDM. As a part of the upstream and downstream analysis included Section 3; a preliminary backwater analysis of the existing trunkline was performed using StormShed 3G, an SBUH methodology software program, to determine if the system can contain and covey the 25-yr, 24hr storm event and the effects that this project will have on the privately maintained Boeing Renton Site conveyance systems. Proposed storm improvements planned to correct existing nuisance flooding problems were also modeled as a part of this analysis. Basin and reach maps and backwater analysis calculation summaries are included in Appendix B of this report. Final conveyance system ba~kwater analysis calculations and mapping will be included in the Final TIR. SECTION 6: SPECIAL REPORTS AND STUDIES A memo addressing Geotechnical Considerations for the Boeing Renton Logistics Site prepared by Soil & Environmental Engineers, Inc. is included as Appendix E of this Report. This memo summarizes the site history, general sub-surface, soils, and groundwater conditions at the site, and anticipated design and construction considerations. Project task specific site soils investigations will be performed prior to final design and a geotechnical soils investigation summary will be included as a part of the final TIR. SECTION 7: OTHER PERMITS The following is a list of the actions and permits that will be required as part of this project. • State Environmental Policy Act • National Pollution Discharge Elimination System -Construction Stormwater General Permit • Building, Grading, and Utility • Shoreline Substantial Development • Dewatering (see note below) Note: The Boeing Company holds an Industrial Wastewater Permit with King County. This Permit requires a separate dewatering permit application for dewatering activity in excess of 25,000 gallons per day. Due to high groundwater conditions, de- watering activity required for construct of foundations and for utility trenching is anticipated to exceed this amount. Therefore, a dewatering permit application is needed through King County. The anticipated dewatering volume will be determined by a qualified hydrologist prior to permit application. Technical Information Report Renton Site Logistics Project Renton, Washington BergerABAM, A13.0362.200 19 August 2013 Page 48 of 49 SECTION 9: CONSTRUCTION SWPPP ANALYSIS AND DESIGN A construction SWPPP will be prepared for the project based of the final design and will be included in the Final TIR. A Notice of Intent application will be submitted by the owner, The Boeing Company, to the Washington State Department of Ecology, SECTION 10: BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT The project facilities will be constructed, owned, and maintained by The Boeing Company, The Bond Quantities and Facility Summaries forms will be included within Appendix G of the Final TIR. SECTION 11: OPERATIONS AND MAINTENANCE MANUAL The stormwater facilities for this project include catch basins for collection of stormwater runoff and pipe system mains, ranging between 12-and 30-inch high-density polyethylene pipe (HDPE) and ductile iron, Class 52. Roof and footing drains range from 4-to 6-inch HDPE and ductile iron, Class 52. The proposed conveyance systems will connect to existing pipe conveyance systems, Existing stormwater facilities on the site include catch basins and stormwater conveyance pipes, The existing stormwater system maintenance program, currently in place for the site, will be used for the new conveyance system catch basins and pipes. Stormwater facilities maintenance and operation at the Boeing Renton plant are in accordance with the plant's Industrial Storm water Permit, WAR-000232. A water quality treatment system consisting of a flow splitter, pre-treatment system, a stormfilter vault, and stormwater pump will be installed as a part of this project. Operations and maintenance manuals for each component of this Water Quality Treatment system will be included in the Final TIR. Technical Information Report Renton Site Logistics Project Renton, vVashington BergerABAM, A13.0362.200 19 August 2013 Page 49 of 49 I I I ,, .I I I 1- I I I I ' ·1 I I ,. I I I Ii ,, ' ,f ,, I' l I ,, I I ,, t ,, I ,, I' I Technical Information Report Renton Site Logistics Project Renton, Washington Appendix A Site Maps --·---.. I -- SECONlWlY AIR I / L---,-, COMPRfSSOR PIANT I~/~ _,; ---.... -I ,--,,cc ~\l>i-urr1~Q~ J \' II a 0 \ \\ Ct J J J ~ \ I ' I "' SYI MARSIWJNG y~ ' ' ' -' I i ' ·" I I HO .......... --- .... ---·---.. ---- 1 is11,•111 iE a 'I I f' I I t\'T I J.J!l.',.~ I WI 20 D~ ._ .. • • I ; ;( u i Jl ISJJ -,. I If L~ VICINITY/ SITE MAP LEGEND : ----------"'-··-............ "iii 0 ----- :: .,,, r @ -·- f) BergerABAM 33301 9tt1 Awnue SOuth, Suite 300 Fer;leral W~. WilSl*lgton 98003-2600 (206) '131-2300 Fax: (206) 431-2250 --~---~-~--~-~----- ~ PLAN VIEW® 0 50 100 -~- 33301 91th AYwM. 5cM.dl., 5tilb :IIO --..---(206) 431.2300 ~ C10')431·2250 ,7 I • ..-, 1 . I ~ ~ 11 I ...; 1.J ':,/J . ~ I · l l • 11 9 ) I cw I < ~ I J t t t t I ' ... --- e 1- '- PLAN VIEW© 0 225 450 acole feet t> BergerABAM 33301Wt ...... Sold\,S4.lb., F«tlra-.~teOOJ.2811G (100) ......... -(>DO) ..... ,,,. I I I -I .. ' ~ -~ :;3, l .iJ .... 'lJ 1t b f) I .... ~ ,J I .) I l I PROJECT TASK 4 - SPINE ROAD AND PARKING IMPROVEMENTS PLAN VIEW@ -BergerABAM lDIIW....._~S-...lOO -..... -...... -C206)4ll•DXI Fa: C,21)1) 01-2250 I ~ . , ~ . I #( ~-j .-( ' ,. ) .. ',/; I ,. ;) ::t:: .... .. ' --~ \ t--.... ( ) ~ J ~ ,/, .. " -J__ _ - PLAN VIEW © 0 20 40 ec:ole feet -BergerABAM JD'l l 9th MWWJa 5cdt\, 51,,b JOO -..... --~-(llll) 431-ZJOO -(llll)C1·2150 ? 8 -I -" _., ~ 3;: 0 ·I w ,t) '> II) b[; z 0 ~ I ~ C\ ~ .) ~ " i ~ \·· I I I I I I I I I I I I I I I I •• I I Technical Information Report Renton Site Logistics Project Renton, Washington Appendix B Drainage Maps and Calculations OUTFALL 021 AND NISHWAKI LANE TRUNKLINE EXISTING TRIBUTARY BASIN MAP PLAN VIEW ® 300 0 300 600 1 • -300• !!!e5iiiil-!!!!5iiiiiiZ!!!~~~iiiiiiii;;;;;i scale feet -BergerABAM lJlOl Slttl -. ...... SOuth, 5'* lOO fedl!nll w.,, ww..;ton MOOJ.2600 (206) 0 1·2XIO Fu: (206) •'31 ·2250 ------------------- Appended on: Monday, August 19, 2013 8:37:11 AM ROUTEHYD [I THRU [EX TRUNK 021) USING [25 year) AND [TYPE IA.RAC) NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm ~~. rea Flow. ~ull Q Full nDepth Depth F. nVel. ~el I lnfil Vol I . , S,ze CBasm / Hyd (ac) (cfs) (cfs) ratio (ft) ratio (ft/s) (ft/s) (cf) FF 1,.m, FI'"'°' r~=-~ I ::.: · 1 ,.,,., I '"" F" . . . . . .. . . . . ·1 Fl "" '\ ,mos F I '·"" I '"" F I ::.: I "'" I "'" F ""'oHm, I''" Fl"""FI'"" Fl ,,,,, I ::: 1,,,;, I'"°" F~ , I P-1-04 , 20.22 115.5506 , 28.529 \ 0.5451 ,FF\ ~~a~ , 5.9306 , 5.8119 Fl I P-l-05 , 21.503_:\ 16.5428 , 30.73841 0.5382_ :FFI ~~a~ 14.4257 , 4.3486 F10FFS1TE-6TH AVE I "'" I"'°' I""" FFF~I :~.: I '"°' FF~ I rn, I ""'" I"°'" I "'"' . '·"" Ff ~I :~.: I ,,., .1 "°'" l°~f- Fl 51.886 I 40.0399 Fl 4.2947 F~I ~~a: 1 3.1863 I 0.7419 F FFI 47.6529 Fl 0.4502 FFI ~~a: Fl 5.3911 F FFI 47.6529 I 93.8292 I 0.5079 FFI ~~a: I 4J953 14.7787 F FF/ 47.6529 I 93.8292 I 0.5079 FFI ~~a: Fl 4.7787 F FFI 47.6529 I 93.8292 I 0.5079 Fl 0.5048 I ~~a: 1 4.7953 . 1 4.7787 F FFI 47.6529193.8292 I 0.5079 FFI ~~a: 14.7953 1 4.7787 F . . . FF! 47.6529 I 84.8717 I 0.5615 FFI ~~a: I 4.4451 1 4.3225 F Fl 68.616 I 50.7857 I 69.2974 I 0.7329 FFI ~~a: Fl 3.5293 F Fl 91.616 I 68.573 FFFFI ~~a: 1 6.0352 1 5.7633 F Fl 91.616 , 1 68.573 Fl 0.0787 FFI ~~a: I 26.5299 I 44.3859 F . . I 132 I I I I I 31-LNDSCP;31- OFFSITE 131 I ------------------- -------------------- HGL Analysis I . I I .. HG El (ft) I App (ft) I I I I From Node To Node Bend (ft) Junct Loss (ft) Adjusted HG El (ft) Max El (ft) I I 114.90 I 1-17 I . OUTFALL 021 115.1844 .Fl 0.0021 I ------ I 114.9972 I 117.1000 I 1-16 I 1-17 115.3301 Fl 0.0006 .1 ------I 115.2268 I 118.3000 I 1-15 I 1-16 115.3629 Fl 0.0811 I ------ I 115.3525 I 117.9800 ... ... -... I 1-14 I 1-15 115.5687 :I 0.0915 :J 0.0026 I ------I 115.4798 I 116.2100 ! I 1-13 I 1-14 115.7030 I_ 0.0915 _ I 0.0014 I ------ I 115.6130 I 118.4100 I 1-12 I 1-13 I 115.8378 I. 0.0915 I 0.0010 I ------ I 115.7473 I 119.1300 I_ 1-11 I 1-12 I 115.9628 I 0.0915 _ I 0.0005 I ------ I 115.8718 I 118.9700 -.. .I 1-10 ;I 1-11 I 116.0552 Fl 0.0013 I ------ I 115.9651 I 119.6500 I 1-09 I 1-10 1.116.1271 Fl 0.0088 I ------I 115.9783 I 119.7500 - I 1-08 I 1-09 I 116.3511 Fl 0.0036 I ------ I 116.0857 I 119.9700 - I 1-07 ·1 1-08 I 116.8375 Fl 0.0009 I ------I 116.7534 I 120.8300 I 1-06 I 1-07 I 116.9138 Fl 0.0006 I ------I 116.8294 I 120.9400 No approach losses at node 1-04 because inverts and/or crowns are offset. -I 1-05 I 1-06 I 117.0293 I 0.5461 I 0.0221 No approach losses at node 1-03 because inverts and/or crowns are offset. I 1-04 I 1-05 I 1-03 I 1-04 I 1-02 I 1-03 I 1-01 I 1-02 Conduit Notes I Reach I P-1-17 I P-1-16 : F F F F I I I I I I I HW Depth (ft) 18.1489 8.3313 8.0715 8.1798 7.3930 7.0856 I I I I I I I I 119.0962 I ------I 0.0026 I 119.3162 I 0.1558 I 0.0012 I 119.6492 I 0.0374 I 0.0004 I 119.7289 Fl ------ HW/D ratio I Q (cfs) I TW Depth (ft) 3.6298 Fl 17.8600 1.6663 Fl 7.9972 - 1.6143 Fl 7.9368 1.6360 Fl 7.9625 1.4786 Fl 7.1698 1.4171 Fl 6.8630 I ------I 116.5053 I 121.8000 I ------I 119.0988 I 122.5000 I ------I 119.1616 I 123.1300 I ------I 119.6122 I 124.4700 I ------I 119.7289 I 124.5300 FFI Comment 12.3362 I 0.9467 !Outlet Control I 2.3362 I 2.8097 !Outlet Control 11.9987 I 3.1822 !Outlet Control 11.9328 12.6807 !Outlet Control 11.9328 I 2.5240 'Outlet Control 11.9328 . I 2.5240 'Outlet Control ------------------- ------------------- Fl 6.7763 I 1.3553 Fl 6.5573 11.9328 · 12.5240 !Outlet Control Fl 6.4467 I 1.2893 I 47.65 I 6.2618 11.9328 I 2.5240 !Outlet Control I P-1-09 I 6.2327 I 1.2465 :Fl 6.0651 11.9328 12.3521 !Outlet Control Fl 6.0611 I 1.5153 Fl 5.6883 11.8886 . ~!Outlet Control I P-1-07 I 6.0419 I 1.7263 Fl 5.2857 11.9691 12.1430 !Outlet Control Fl 5.2338 I 1.7446 Fl 5.0734 11.2995 .~!Outlet Control I P-1-051 5.3483 I ._ 1.7828 I 1~.54 I 5.1394 I L29~5 11.5679 !Outlet Control . --- I P-1-04 I 1.9362 I 0.7745 Fl 1.3313 ·11.3313 I L3171 \SuperCrit flow, lnle; end. con~;ols I P-1-03 ,I 102.0362 I 40.8145 Fl 101.8188 11.3313 11.3272 !Outlet Control -. I P-1-02 .1 102.2682 I 40.9073 Fl 101.7816 11.3313 I L8581 !Outlet Control I P~l-01 I 103.8890 I 41.5556 Fl 103.7722 I 0.9171 . ~IO~tlet Control -· - Licensed to: Engenious Systems, Inc. Appended on: Monday, August 19, 2013 8:36:20 AM ROUTEHYD l) THRU [EX TRUNK 021] USING [100 year] AND [TYPElA.RAC] NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm ~~, Fl~w Full Q Full nDepth Depth ~ nVel ~ lnfil Vol r CB . / H d I ID I (ac) (cfs) (cfs) ratio (ft) ratio I .:,ize (ft/s) I (ft/s) (cl) asm Y FFI 8.7752 Fl 3.0759 Fr-:-1 b~a: FFFl38 I P-1-02 Fl 17.9243 Fl 1.0387 FFI b~a:· 13.9945 FF[37;38-0FFS1TE - - -I P-1-03 Fl 17.9243 Fl 0.6361 Fl 0.5792 I b~a: Fl 5.7~06 F. I P-1-04 Fl 17.9243 Fl 0.6283 Fl 0.5747 I b~a: FFFr------- 1 P-l-05121.503119.0673130.7384 I 0.6203 FFI bfa: 14.5803 14.3486 F[oFFS1TE-6TH AVE - I P-I-06121.503119.0673 Fl 2.7896 Fr-:-1 bfai~ J 2.6975 FF. I P-1-07 Fl 46.1348157.8294 I 0.797812.3636 I 0.6753 I ~~a: 16.6734 16.0107 F-13_4 _____ _ I P-1-08151.886 , 46.1348 Fl 4.9484 Fr-:-1 ~~a: Fl 0.7419 F I P-1-09 Fl 54.9047, .105.85 I 0.518712.5562 Fl ~~a: FFFl_3_2 _____ _ I P-1-10 Fl 54.9047193.8292 ., 0.585212.7489 I 0.5498 I ~~a: , 4.9643 , 4.7787 F - - ------------------- ------------------- FFI 54.9047193.8292 .I 0.5852 I 2.7489 I 0.5498 I ~~:;· 14.9643 14.7787 F. I FFI 54.9047193.8292. I 0.58521 2.7489 I 0.5~98 I ~~a: 14.9643 \ 4.7787 F I P-1-13 Fl 54.9047193.8292 I 0.585212.7489 I 0.5498 I ~~a: 14.9643 14.7787 F. 1 I P-1-14 Fl 54.9047184.8717 Fl 2.9272 \ 0.5854 \ ~~a: \ 4.5973 14.3225 F. Fl 68.616 I 58.8318169.2974 I 0.849 13.5424 I 0.7085 I ~~a: 13.9553 ·13.5293 F.-t-li_;_~~~-~-C-P-;3-l--- 1 P-I-16191.616179.322 Fl 0.701 13.0866 Fl ~~a: 16.2344 15.7633 Ff31 1 I P-1-17 Fl 79322 FFFI 0.2038 I ~~a: 127.6173144.3859 F HGL Analysis I From !'lode I To Node I HG EI (ft) I App (ft) I Bend (ft) I Jnnct Loss (ft) I Adjusted HG EI (ft) J Max EI (ft) .. . I I 114.90 I 1-17 I OUTFALL 021 I 115.2821 I 0.2534 I 0.0028 I ------I 115.0315 I 117. l 000 I 1-16 I 1-17 I 115.4775 I 0.1394 I 0.0008 I ------I 115.3388 I 118.3000 I 1-15 I 1-16 I 115_5209 I 0.1214 I 0.1011 I ------I 115.5072 I 117.9800 I 1-14 I 1-15 I 115.7945 I 0.1214 I 0.0034. I ------I 115.6765 I 116.2100 I 1-13 I 1-14 I 115.9728 I o.~214 I 0.0019 I ------I 115.8533 I 118.4100 . I 1-12 I 1-13 I 1 16.151 1 I 0.1214 I 0.0013 1 ------I 116.0309 I 119.1300 I 1-11 I 1-12 I 116.3181 I 0.1214 I 0.0001 I ------I 116.1974 I 118.9700 I 1-10 I 1-1 l I 116.4413 I 0.1214 I 0.0011 I ------I 116.3216 I 119.6500 1-09 I 1-10 I 116.5386 I 0.2093 1 0.0111 1-08 I 1-09 I 116.8360 I o.3570 I 0.0041 1-07 I 1-08 I 111.4832 I 0.1130 I 0.0012 1-06 I . 1-07 I 111.5845 I 0.1130 I 0.0008 I [No approach losses at node 1-04 because inverts and/or crowns are offset. I 1-05 I 1-06 I 111.1409 I o.5854 I 0.0231 I [No approach losses at node 1-03 because inverts and/or crowns are offset. I 1-04 I 1-05 I 119.2991 I 0.2010 I 0.0035 I 1-03 I 1-04 I 119.3845 I 0.2010 I o.oo t 6 I 1-02 I 1-03 I 119.8265 I 0.0496 I 0.0005 I 1-01 I 1-02 I 119.9323 Conduit Notes I Reach I HW Depth (ft) I HW/D ratio Q (cfs) [ TW Depth (ft) I P-1-17 I 18.2466 I 3.6493 79.32 I 17.8600 [ P-1-16 I 8.4787 I 1.6957 79.32 I 8.0315 [ P-1-15 8.2295 I 1.6459 58.83 I 8.0488 [ P-1-14-8.4056 I 1.6811 54.90 I 8.1172 j P-1-13 7.6628 I 1.5326 54.90 I 7.3665 I P-1-12 7.3989 I 1.4798 54.90 I 7.1033 I P-1-11 7.1316 I 1.4263 I 54.90 I 6.8409 I P-1-10 6.8328 I 1.3666 I 54.90 I 6.5874 [ P-1-09 J 6.6442 I 1.3288 I 54.90 I 6.4216 I ~~1-08 I 6.5459 I 1.6365 I 46.13 I 6.0510 [ P-1-07 I 6.6876 I 1.9107 I 46.13 I 5.6837 116.3410 I 116.4837 I 117.3714 I 117.4724 I 117.1793 I 119.0956 I 119.1791 I 119.7774 I 119.9323 I I De (ft) I Dn (ft) [ Comm tent I 2.5221 I 1.0191 [Outlet Control I 2.5221 I 3.0866 JOutlet Control I 2.1564 I 3.5424 [Outlet Control I 2.0809 I 2.9272 [outlet Control . I 2.0809 I 2. 7489 [outlet Control I 2.0809 I 2. 7489 [outlet Control [ 2.0809 I 2.7489 [outlet Control [ 2.0809 J 2.7489 [Outlet Control I 2.0809 I 2.5562 [outlet Control I 2.0348 I >D [outlet Control I 2.1293 I 2.3636 [Outlet Control ---------------- 119.7500 119.9700 120.8300 120.9400 121.8000 122.5000 123.1300 124.4700 124.5300 --- ------------------- I P-1-06 I 5.9045 I 1.9682 I 19.01 I 5.6914 11.3996 I >D !outlet Control I P-1-05 I 6.0599 I 2.0200 I 19.01 I 5.7824 J i.3996 I 1.7102 !outlet Control I P-l-04 I 2.1391 I 0.8556 I 11.92 I 1.4367 I 1.4341 I 1.4367 !outlet Control MI Backwater I P-l-03 I 102.1045 I 40.8418 _ I 11.92 I 101.8156 11:4341 I _L4480 !outlet C_ontrol -. -· -... •.. I P-l-02 I 102.4455 I 40.9782 1. 11.92 I 101.7991 I 1.4341 I 2.14 78 !outlet Control I P-1-01 I 104.0924 I 41.6370 I 8.78 I 103.9374 I o.9873 I >D !outlet Control _ Licensed to: Engenious Systems, Inc. J Appended on: Monday, August 19, 2013 8:37:43 AM Layout Report: EX TRUNK 021 FIPrecip (in) 12yr24hrF llOyear ~ 125year ~ F~ Reach Records Record Id: P-1-01 jsection Shape: !Uniform Flow Method: [Routing Method: [DnNode [Material [ Ent Losses f Circular I Mannints '[ Coefficient: 0.012 Travel Time Shift .[Contributing Hyd 1-02 [UpNode 1-01 unspecified [Size 30in Diam Groove End w/Headwall ------------------- ------------------- !Length I 246.00 ft ISlope I 0.00% IUp Invert I 15.85 ft 1Dn Invert I 15.84 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s .1 0.00% 'I 50.00% I 0.00ft -. 1Drop ~cross MH-I 0.00 ft , IEx/lnfil Rate I_ 0.00 in/hr - Record Id: P-1-02 I !Section Shape: I Circular ·!Uniform Flow Method: I Manning's I Coefficient: [ 0.012 ;!Routing Method: I Travel Time Shift ,lco~~ributing-Hyd I IDnNode I 1-03 IUpNode [ 1-02 !Material I unspecified ISize I 30 in Diam I Ent Losses_ I Groove End w/Headwall !Length L 246.00 ft ISlope [ 0.15% 'Up Invert I 17.75 ft 1Dn Invert 17.38 ft 1 Conduit Constraints MinVel I MaxVel I Min Slope I Max Slope Minco :over 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I Dft 0.00 'Drop across MH I 0.00 ft IEx/lnfil Rate 0 I.DO in/hr Record Id: P-1-03 I !Section Shape: I Circular 'Uniform Flow Method: I Manning's [Coefficient: 0.012 'Routing Method: I Travel Time Shift [Contributing Hyd . IDnNode I 1-04 [UpNode 1-03 !Material I unspecified 'Size Din Diam 30 'Ent Losses Groove End w/Headwall 'Length I 25.00 ft ISlope I 0.40% 'Up Invert I 17.38 ft .1Dn ln.vert [ 17.28 ft 1 ------------------- ------------------- I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover .. I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 1Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-1-04 . . . . !Section Shape: Circular Uniform Flow I Manning's Coefficient: F Method: Routing Method: I Travel Time Shift Contributing ~ Hyd IDnNode 1·05 IUpNode ~ .\Material Closed Conduits, Corrugated Steel/Aluminum Circular or pipe arch, 5 x 1 Helical Corrugations, rr: e Protective Treatments 5 or 6 Diam IEnt Losses I Groove End w/Headwall !Length 212.00 ft !Slope I 0.41% 'Up Invert 117.16 ft 1Dn Invert 1116.30 ft . I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft Drop across MH 0.00 ft Ex/lnfil Rate r: . r Record Id: P-1-05 'Section Shape: Circular . ' !Uniform Flow Method: I Manning1s 'Coefficient: I 0.012 'Routing Method: I Travel Time Shift 'Contributing Hyd I IDnNode I 1-06 IUpNode I 1-05 'Material I unspecified ISize I 36 in Diam !Ent Losses I Groove End w/Headwall . !Length I 205.00 ft lsi"ope I 0.18% ------------------- ------------------- IUp Invert I 112.05 ft [Dn Invert I 111.69 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft !Drop across MH _ I 0.00 ft [Ex/lnfil Rate I 0.00 in/hr Record Id: P-1-06 [Section Shape: Circular !Uniform Flow Method: I Manning's !Coefficient: I 0.012 !Routing Method=_ I Travel Time Shift JcontribuUng Hyd IDnNode I 1-07 'UpNode I 1-06 !Material I unspecified [Size I 36 in Diam :!Ent Losses I Groove End w/Headwall .. 'Length_ I 112.00 ft ,s,_ope I 0.01% Jup Invert_ I 111.69 ft /Dn Invert I 111.68 ft Conduit Constraints MinVel MaxVel Min Slope Max Slope 0.00 ft/s 15.00 ft/s 0.00% 50.00% [Drop across MH 0.00 ft ,x/lnfil Rate [Ex Record Id: P-1-07 Circular I [Section Shape: [Uniform Flow Method: :oefficient: Manning's ·re, f Routing Method: Travel Time Shift :ontributing Hyd re [DnNode 1-08 faterial unspecified JpNode lize ru f Si f Ent Losses G ;roove End w/Headwall f Length 323.00 ft ,lope ISi f Up Invert 111.70 ft In Invert fD f I Conduit Constraints -------------- I Min Cover I 0.00ft I 0.00 in/hr I 0.012 I I 1-07 I 42 in Diam I 0.28% I 110.80 ft ----- ------------------- MinVel I MaxVel I Min Slope I Max Slope I Min Cover 0.00 ft/s I 50.00 ft/s I 0.00% I 50.00% i 0.00 ft 1Drop across MH l 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-1-08 [Section Shape: Circular ii ., -'[coefficient: !Uniform Flow Method: I Manning1s I 0.011 - [Routing Method: I Travel Time Shift [Contributing Hyd . I - ·IDnNode I 1-09 IUpNode I 1-08 IMateri-al I unspecified !Size I 48 in Diam - [Ent Loss.es I Groove End w/Headwall !Length _ I 332.00 ft !Slope I 0.00% ---.. --- IUp Invert I 110.30 ft 1Dn Invert I 110.29 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover ·------ I 0.00 ft/s 0.00 ft/s 0.00% 50.00% - I I 0.00 ft [Drop across MH 0.00ft [Ex/lnfil Rate I 0.00 in/hr Record Id: P-1-09 I !Section Shape: I Circular [Uniform Flow Method: I Manning's [Coefficient: I 0.012 [Routing Method: I Travel Time Shift _ [contributing Hyd [DnNode I 1-10 [UpNode ·1Material I unspecified [Size I 1-09 I 60 in Diam [Ent Losses I Groove End w/Headwall [Length I 204.00 ft [Slope I 0.14% [Up Invert I 110.18 ft [Dn Invert I 109.90 ft Conduit Constraints MinVel I MaxVel I Min Slope I Max Slope - I Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% ~1 0.00ft ------------------- ------------------- [Drop across MH J 0.00 ft IEx/lnfil Rate 0.00 in/hr Record Id: P-1-10 [Section Shape: I Circular [Uniform Flow. M.ethod: ' ' I Manning's !Coefficient: I 0.012 !Routing Method: 1. Travel Time Shift !Contributing Hyd I .. . IDnNode I 1-11 IUpNode I 1-10 !Material I unspecified :!Size I 60 in Diam [Ent Losses I Groove End w/Headwall '" .. -.. lle.ngth I 265.00 ft !Slope I 0.11% . -. IUp Invert I 109.90 ft IDn Invert I 109.61 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover . I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft -· . [Drop across MH I 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-1-11 [Section Shape: [Uniform Flow Method: [Routing Method: [DnNode [Material [Ent Losses [Length [Up Invert MinVel 0.00 ft/s [Drop across MH I I MaxVel I 15.00 ft/s I Circular Manning's Travel Time Shift 1-12 unspecified 385.00ft 109.61 ft Conduit Constraints Min Slope 0.00% 0.00 ft I I [Coefficient: [Contributing Hyd [UpNode [Size wall Groove End w/Headw [Slope :[Dn Invert Max Slope 50.00% [Ex/lnfil Rate -------------- I 0.012 I 1-11 I 60 in Diam I 0.11% I 109.19 ft I Min Cover I 0.00 ft I 0.00 in/hr ----- ------------------- Record Id: P-1-12 [Section Shape: Circular --. ' Uniform Flow Method: I Manning1s !Coefficient: I 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd I . IDnN~de I 1-13 ;IUpNode I 1-12 ·!Material . I unspecified !Size .1 60 in Diam . . . !Ent Losses .. I Groove End w/Headwall .. !Length I 398.00 ft !Slope I 0.11% 'Up Invert I 109.19 ft jon Invert I 108.75 ft I Conduit Constraints . . -. I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% ,I 50.00% I 0.00 ft . I Drop across MH I 0.00 ft .IEx/lnfil Rate -I 0.00 in/hr Record Id: P-1-13 [Section Shape: [Uniform Flow Method: [Routing Method: [DnNode [Material [Ent Losses [Length [Up Invert MinVel 0.00 ft/s [Drop across MH Record Id: P-1-14 [Section Shape: r I MaxVel 15.00 ft/s Circular Manning1s Travel Time Shift 1-14 unspecified 400.00 ft 108.75 ft Conduit Constraints Min Slope 0.00% 0.00 ft Circular [Coefficient: [Contributing Hyd [UpNode [Size Groove End w/Headwall [Slope [Dn Invert Max Slope 50.00% [Ex/lnfil Rate 0.012 1-13 60 in Dia ,m 0.11% ; 108.31 ft Min Cover 0.00 ft 'hr 0.00 in/ ------------------- ------------------- !Uniform Flow Method: I Manning's . '!Coefficient: I 0.012 !Routing Method: . I Travel Time Shift .,Contributing Hyd I jDnNode .. 1-15 IUpNode I 1-14 !Material. I unspecified !Size I 60 in Diam !Ent Losses I Groove End w/Headwall !Length I 379.00 ft !Slope I 0.09% !Up Invert I 107.73 ft .1Dn Invert I 107.39 ft --.-. I Conduit Constraints I MinVel I MaxVel I Min Slope :! Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s ..1 0.00% :! 50.00% I 0.00 ft .. . ,,Drop acrnss MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-1-15 .!Section Shape: I Circular I !Uniform Flow Method: I . Manning's ·[Coefficient: I 0.012 f Routing Method: I Travel Time Shift [Contributing Hyd 'DnNode I 1-16 [UpNode I 1-15 I Material I unspecified F I 60in Diam 'Ent Losses Groove End w/Headwall f Length I 31.00 ft 'Slope f 0.06% IUp Invert I 107.31 ft Ion Invert I 107.29 ft Conduit Constraints MinVel I MaxVel I Min Slope I Max Slope I Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft I 'Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-1-16 f Section Shape: Circular f Uniform Flow Method: Manning's [Coefficient: 0.012 f Routing Method: f Travel Time Shift f Contributing Hyd ------------------- ------------------- IDnNode. I 1-17 IUpNode I 1-16 -. 'Material I unspecified 'Size I 60 in Diam - 'Ent Losses I Groove End w/Headwall !Length I 182.00 ft ,,Slope I 0.16% 'Up Invert I 107.29 ft Ion Invert I 107.00 ft . I Conduit Constraints -. . . I MinVel I MaxVel I Min Slope . .I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft :!Drop across MH I 0.00 ft !Ex/lnfil Rate I 0.00 in/hr Record Id: P-1-17 I !Section Shape: I Circular . .. - !Uniform Flow Method: I Manning's [Coefficient: I 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd 1Dn~N~de I OUTFALL 021 [UpNode I 1-17 [Material [Ent Losses [Length [Up Invert MinVel I 0.00 ft/s [Drop across MH Node Records Record Id: 1-01 IDescrip: IPro;otype Record !Start El. 1113.30 ft !Void Ratio 1100.00 !Condition !Existing MaxVel 15.00 ft/s unspecified [Size Groo ove End w/Headwall 105.00 ft 1e [Slop 107.00 ft Invert [On I Conduit Constraints Min Slope Max Slope 0.00% 50.00% 0.00 ft lnfil Rate '[Ex/I I Increment 10.10 ft [Max El. 1124.53 ft I r Structure Type ICB-TYPE 1-48 -------------- I 60 in Diam I 9.49% I 97.04 ft I Min Cover I 0.00ft I 0.00 in/hr ----- ------------------- F Groove End ;.,/Headw~U (ke=0.20) Channelization \No Special Shape ~10.0.0 ft. Bottom Area 119.635 sf JMH/CB Type Node Record Id: 1-02 1Descrip: I Prototype Record I Increment [0.10 ft Fli12.90 ft I Ma~ El. F ft Void Ratio 1100.00 . . . . . r Condition !Existing . . . Struc~ure Type CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape ~10.00 ft . . Bottom Area 119.635 sf [MH/CB Type Node -'. .. Record Id: 1-03 1Descrip: [Prototype Record !Increment [0.10 ft r1113.50 ft IMax El. 1123.13 ft I 'Void Ratio 1100.00 I r Co~dition !Existing !Structure Type ICB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) !Channelization No Special Shape r10.00 ft I Bottom Area 112.5664 sf [MH/CB Type Node Record Id: 1-04 1Descrip: f totype Record !Start El. 1113.10 ft [Increment f 0.10 ft r f 122.50 ft .Void Ratio 1100.00 r Condition !Existing Structure Type 1CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape r10.00 ft Bottom Area 119.635 sf f MH/CB Type Node ------------------- ------------------- Record Id: 1-05 1Descrip: I Prototype Record I Increment 10.10 ft ISt;rt El. 1109.8~ ft --. !Max El. 1121.80 ft Void Ratio.1100.00 . r Condition !Existing Structure Type 1CB-TYPE 1-48 !Ent Ke ~roove End w/Headwall (ke=0.20) Channelization No Special Shape ~10.00 ft--IBottomArea 119.635 sf [MH/CB Type Node Record Id: 1-06 - 1Descrip: IProt;type R~cord I Increment 10.10 ft !Start El. 1110.00 ft IMax El. 1120.94 ft Void Ratio"ll00.00 r Condition !Existing . Structure Type ICB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape rrO.OOft [MH/CB Type Node Record Id: 1-07 [Descrip: [Prototype Record IStart El. 1109.40 ft Void Ratio 1100.00 Condition [Existing !Groove End w/Headwall (ke=0.20) rrO.OOft [MH/CB Type Node Record Id: 1-08 1Descrip: [Prototype Record IStart El. 1108.80 ft [Bottom Area 119.635 sf I Increment 10.10 ft [Max El. /120.83 ft I . Structure Type ICB-TYPE 1-48 Channelization No Special Shape 'Bottom Are~ 119.635 sf [Increment [Max El. 10.10 ft 1119.97 ft r ------------------- ------------------- Void Ratio 1100.00 r---~--1 r . . 'Condition !Existing . Structure Type 1CB-TYPE 1-48 F Groo~e End w/He~dwall (ke=0.20) Chan~elization No Sp;~i~I Shape ·F.10.00 ft I Bottom Area 119.635 sf ·[MH/CB Type Node Record Id: 1-09 \Descrip: \Prototype .Record I Increment 10.10 ft . . IStart El. 1107.90 ft IMax El. 1119.75 ft -. Void Ratio 1100.00 r . C~ndition IExi;tin~ Structure Type 1CB-TYPE 1-48 IEnt Ke .:1Groove End w/Headwall (ke=0.20) Channenzation No Special Sha.pe FIO.OOft .. .!Bottom Area 119.635 sf . .. IMH/CB Type Node Record Id: 1-10 1Descrip: I Prototype Record !Increment [0.10 ft 1Start El. 1109.00 ft IMax El. [119.65 ft Void Ratio 1100.00 I ·r Condition !Existing Structure Type [CB-TYPE 1-48 r Groove End w/Headwall (ke=0.20) C~annelization No Special Shape FI0.00 ft. -Bottom Area 119.635 sf MH/CB Type Node Record Id: 1-11 1Descrip: !Prototype Record I Increment 10.10 ft IStart El. 1107.40 ft IMax~I. 1118.97 ft IVoid Ratio 1100.00 r ICo-ndition !Existing_ · Structure Type 1CB-TYPE 1-48 r1Groove End w/Headwall (ke=0.20) Channelization No Special Shape ------------------- ------------------- ~,O.OOft Bottom Area 119.635 sf [MH/CB Type Node Record Id: 1-12 [Increment ,0.10 ft [Max El. 1119.13 ft [Descrip: f otype Record !Start El.. 11~6.80 it Void Ratio 1100.00 ,~~ r Condition .!Existing . Structure Type 1CB-TYPE 1-48 r G.roo;e End w/Headwall (ke=0.20) Channelizatio~ No Special Shape r 10.00 ft . 1Bottom Area 119.635 ~f IMH/CB Type Node Record Id: 1-13 1Descrip: . '[Prototype Record !Start El. 1106.30 ft [Increment IMax El. ,0.10 ft 1118.41 ft 'Void Ratio 1100.00 r 'Condition !Existing Structure Type 1CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape ~10.00ft Bottom Area 119.635 sf IMH/CB Type Node Record Id: 1-14 1Descrip: IProto~ype Record -. !Increment 10.10 ft .,Start El. 1104.60 ft IMax El. 1116.21 ft Void Ratio 1100.00 r Condition !Existing Structure Type ,CB-TYPE 1-48 . . FIGroove End w/Headwall (ke=0.20) Channelization No Special Shape r,O.OOft Bottom Area 119.635 sf IMH/CB Type Node ------------------- ------------------- Record Id: 1-15 1Descrip: .!Prototype Record !Increment 10.10ft Fl104.50ft :IMax EL 1117.98 ft IVoid RatioJl00.00 r ICondition. lExisting . · Structure Type ICB-TYPE 1-48 IEnt Ke :1Groove End w/Headwall (ke=0.20) Channelization No Special Shape .. . .. . ~10.00ft · Bottom Area 119.635 sf <· -• -- IMH/CB Type Node Record Id: 1-16 [Descrip: [Prot;type R~cord ·[Increment 10.10 ft !Start El. '1105.10 ft IMax El. 1118.30 ft t,oid Ratio 1100.00 ... r !Condition [Existing Structure Type ICB-TYPE 1-48 F Groove End w/Headwall (ke~0.20). Channelization No Special Shape r,O.OOft Bottom Area 119.635 sf [MH/CB Type Node Record Id: 1-17 joescrip: !Prototype Record !Increment 10.10ft !Start El. 196.90 ft -· IMax El. 1117.10 ft IVoid Ratio 1100.00 .. r !Condition !Existing Structure Type ICB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape r,O.OOft Bottom Area 119.635 sf . IM-H/CB Type Node Record Id: OUTFALL 021 1Descrip: , Prototype Record lncrement.10.10 ft. Fl97.04ft FF ------------------- ------------------- ~ ··~r-1 Void Ratio 1100.00 . r--c-r \DummyTy~e Node Contributing Drainage Areas Record Id: 31 .. •· -. I Design Method .. I SBUH !Rainfall type I TYPElA.RAC \Hyd lntv I 10.00 min ·!Peaking Factor I 484.00 \Storm Duration I 24.00 hrs \Abstraction Coeff I 0.20 \Pervious Area I O.OOac IDCIA_ I 23.00 ac - IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I O.OOmin IDCTC I 5.00min . DCI -CN Cale I Description I SubArea I Suben I Industrial I 23.00 ac I 98.00 II DC Composited CN (AMC 2) I 98.00 I DCI -TC Cale I Type I Description I Length I Slope ·1 Coeff I Misc I TI _ ,Sheet I I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00 min PerviousTC I 5.00 min Record Id: 31-LNDSCP !Design Method I SBUH !Rainfall type I TYPElA.RAC !Hyd lntv I 10.00min !Peaking Factor I 484.00 !Storm Duration I 24.00 hrs !Abstraction Coeff I 0.20 IPerv'.ous Area I 0.074 ac IDCIA I 0.00 ac IPervious CN I 80.00 IDCCN I 0.00 IPervious TC I 25.3349 min IDCTC I 5.00min II Pervious CN Cale I . ------------------- ----~------~-~----- I Description I SubArea I Suben Open spaces, lawns, parks (50-75% grass) I 0.074 ac I 80.00 I Pervious Composited CN (AMC 2) I 80.00 I Pervious TC Cale --.. ------· -- I Type I Description I Length I Slope I Coeff I Misc I TI !Sheet _ !something I 350.00 ft I 1.25% I 0.05 I 2.50in ·1 15.1337 min .. !Shallow !shallow I 235.00 ft I 0.9% .1 0.06 :! 7.7166 min - !Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min . !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI -TC Cale I Type I Description -I Length I Slope I Coeff I Misc I TI !Sheet I I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min Pervious TC I 5.00 min Record Id: 31-0FFSITE l~esign Method I SBUH !Rainfall type I TYPElA.RAC . IHyd lntv I 10.00 min !Peaking Factor I 484.00 1Storm Duration I 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area I 0.00 ac IDCIA I 6.812 ac IPervious _cN I 0.00 IDCCN I 85.00 IPervious TC I O.OOmin IDCTC I 5.00min DCI -CN Cale I Description I SubArea I Suben I Industrial I 6.812 ac I 85.00 I DC Composited CN (AMC 2) I 85.00 I DCI -TC Cale . I Type I Description I Length I Slope I Coeff I Misc I TT ISheet I 0.00 ft I 0.0% I 5.0 I O.OOin I 5.00min Pervious TC I 5.00 min ----~------~------- -~----------------- Record Id: 32 !Design M_ethod I SBUH '!Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min !Peaking Factor I 484.00 jsto.rm Duration I 24.00 hrs !Abstraction Co.eff I 0.20 .. IPervious Area I 0.00 ac IDCIA I 9.844 ac IPervi~us CN I 0.00 IDCCN I 98.00 .. IPervious TC I O.OOmin IDCTC I 5.00 min . DCI -CN Cale . I Description I SubArea I Suben I Industrial I 9.844 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 . DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI !Sheet . I 0.00 ft I 0.0% I 5.0 I 0.00in I 5.00 min Pervious TC 5.00min l Record Id: 34 ·1Design Method SBUH [Rainf~-11 type I lYPElA.RAC IHyd lntv 10.00 min !Peaking Factor I 484.00 1Storm Duration 24.00 hrs tbstraction Coeff I 0.20 IPervious Area 0.00 ac IDCIA I 30.383 ac 1P~rvious CN 0.00 IDCCN I 98.00 IPervious TC O.OOmin IDCTC I 5.00min DCI -CN Cale I Description I SubArea I Suben . I Industrial I 30.383 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 II DCI -TC Cale I -- -~------------------ -,-, --'-~ ----/ ----·----/- I Type I Description I Length I Slope I Coeff I Misc I IT . . Jsheet . I I 0.00 ft I 0.0% I 5.0 I O.OOin I 5.00 min I Pervious TC I 5.00min Record Id: 37 !Design Method I SBUH !Rainfall type I TYPElA.RAC . -,, -. IHyd lntv I 10.00 min !Peaking Factor. I 484.00 ~ . ~ " 1Storm Duration I 24.00 hrs !Abstraction Coeff I 0.20 JPervious Area I O.OOac IDCIA I 10.17 ac JPervious CN I 0.00 IDCCN I 98.00 tervious TC I 0.00 min Joe.Tc I 5.00 min DCI • CN Cale I Description I SubArea I Suben I Industrial I 10.17 ac I 98.00 . . I DC Composited CN (AMC 2) I 98.00 .. DCI -TC Cale Slope Coeff Misc C I n in I 5.00min Type Description Length [Sheet 0.00 ft 0.0% 5.0 0.00 i PerviousTC I 5.00min Record Id: 38 I TYPElA.RAC I 484.00 I 0.20 - I 9.85 ac I 98.00 - I 5.00min !Design Method I SBUH [Rainfall type 'Hyd lntv I 10.00 min IPeakin~ Factor 1Storm Duration I 24.00 hrs [Abstraction Coeff IPervious Area I 0.00 ac IDCIA IPervious CN I 0.00 [DC CN IPervious TC I 0.00 min [DC TC DCI -CN Cale Description SubArea I Suben Industrial 9.85 ac I 98.00 -· -· --·--------\ -·-·----- ------~-~-----·----- Ii. DC Composited CN (AMC 2) I 98.00 I DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I n · 1Sheet I_ -0.00 ft I 0.0% I 5.0 I 0.00 in :I 5.00 min ... ----------- Pervious TC I 5.00min Record Id: 38-0FFSITE !Design_ Method-_ . - I - :!Rainfall type I SBUH TYPElA.RAC IHyd lntv I 10.00 min !Peaking Factor I 484.00 !Storm Duration _ I 24.00 hrs !Abstraction Coeff I 0.20 !Pervious Area I 0.20 ac IDCIA I 0.00 ac IPervious CN I 80.00 IDCCN I 0.00 IPervious _re I 5.00 min IDCTC I O.OOmin II Pervious CN Cale I -. -- Description I SubArea I Suben Open spaces, lawns, parks (50-75% grass) I 0.20 ac I 80.00 Pervious Composited CN (AM MC2) I 80.00 re Cale Pervious T, Type Description Length s Slope I Coeff I Misc I TT [ Sheet 0.00 ft 0.0% I 5.0 I 0.00 in I S.OOmin Pervious TC I 5.00min Record Id: OFFS1TE-6TH A VE !Design Method I SBUH [Rainfa II type TYPElA.RAC IHyd lntv I 10.00 min [Peakin .,Storm Duration I 24.00 hrs [Abstra 1g Factor 484.00 ,ction Coeff 0.20 'Pervious Area :1 0.00 ac [DCIA 1.283 ac IPervious CN I 0.00 [DC CN 98.00 IPervious TC I 0.00 min IDC TC 5.00min --·--·----------·-'----- I I I I I. I I I I I 1· I I u J z u u C C ... .Cl ::, "' 0 0 cxi m -~--L--1 u "' M co N .--< i :N u -.~·~ ~ C ,g I t"C D. I E 'i: V't u ::, "' "Cl Ill C: C z u "Cl ~ "' 0 ' Cl. E 8 u Cl u "iii u ~ u C ,E E 0 C! "' ,E 0 0 ' ci 0 vi -~ Ill Q. 0 ;:;; C ;,'<, 0 ci ' ;:: 0 0 ci 0 ' a -~ Ill C ~ Ill Q) .c V'l '~ v> :, 0 -~ Ill Cl. u C: .. - E Q) t: ~ "' :, 0 ·c g,,, C: w B "Cl Q) "' C: ~ ::l OUTFALL 021 AND NISHWAKI LANE TRUNKLINE DEVELOPED TRIBUTARY BASIN MAP PLAN VIEW ® ~ BergerABAM lllDl 9ttl Awn.e ~ s.-D) -w.r.---(206) 431 ·2300 ~: (206) 431-2250 -~----~---------~-- Appended on: Monday, August 19; 2013 8:31:49 AM ROUTEHYD lJ THRU [021 NORTH TRUNK) USING (25 year) AND [TYPE1A.RAC) NOTZERO RELATIVE SCS/SBUH Gravity Analysis nsing 24 hr duration storm I Reach r Area I Flow I Full Q Full I nDepth I Depth I s· r nVel I tvel I Infil Vol I CBasin / Hyd ID (ac) (cfs) (cfs) ratio · (ft) ratio IZC (ft/s) (ft/s) (cl) I P-1-01 Fl 7.6176 Fl3.8231 F~-, b~ai; Fl 0.40591 0.00 138 I P-1-02120.22 115.5506 FFFI 0.7424 -, b~a:~ 13.9794 FFl37;38-0FFS1TE I P-1-03 'i 20.22 ! 15.5506 Fl 0.5519 Fl 0.5309 I b~a: , 5.8742 \ 5.7406 F I P-1-04120.22 ! 15.5506 Fl_o.548 Fl 0.5286 -, b~a: , 5.9058 FF I P-I-05 , 21.503116.5428 , 30.7384 I 0.5382 Fl 0.5226 -, b~ai; ~4257 14.3486 FIOFFS1TE-6TH AVE I P-I-06 , 21.503 , 16.5428 F·l 2.4203 F~-, b~ai; 12.34031 0.967 I 0.00 I P-1-07 "51.886 , 40.0399, 57.684610.6941 :12.1465 I 0.6133 j 6:a: I 6.4722 , 5.9956 r 0.00 134 I P-l-08 , 5L886 , 40.0399 I 9.3232 :14.2947 Fl na ~FFF _ 3.1863 0.7419 0.00 I P-l-09 , 62:'66 , 47.9901 Fl 0.4534 Fl 0.4724 -, ~~:; FFI 0.00 132 .1 P-1-10 :162.166 , 47.9901 193.8292 Fl 2.5348 Fl ~~a:\ 4.8032 , 4.7787 F -' . . . . . . . - Fl 62.166147.9901 193.8292 F~53:;-FT1~14.8032 14.7787 I o.oo Fl62.166147.9901 I 93.8292 FFFI ~~:~ 14.803214.7787 F Fl 62.166147.9901 193.8292 Fl 2.5348 F ~~a:~ Fl 4.7787 F Fl 62.166147.9901 184.871710.5654 r--;:~~-1 0.5383 I ~~a: 14.4541 14.3225 F Fl 69.052 I 51.1229169.2974 I 0.7377 Fl 0.6395 I ~~a: Fl 3.5293 F I P-l-16 [ 92.052168.9102 Fl 0.609 :Fl 0.5636 I ~~a: j 6.0426 15.7633 I o.oo FFFFFFF-~FFF HGL Analysis 3 l-LNDSCP;3 l- OFFSITE 131 I From Node I To Node I HG El (ft) I App (ft) r Bend (ft) I Junct Loss (ft) I Adjusted HG E :1 (ft) I Max El (ft) I 114.90 l'-17 I OUTFALL 021 I 115.1873 I 0.1913 I 0.0016 I ------I 114.9977 I 117.1000 I 1-16 1-17 I I 15.3339 ii 0.1053 I 0.0004 I ------I 115.2290 I 118.3000 I I-15 1-16 I 115.3669 I 0.0928 I 0.0812 I ------I 115.3553 I 117.9800 I 1-14 1-15 I 115.5746 I 0.0928 I 0.0025 ------I 115.4844 I 116.2100 I 1-13 1-14 I 115.7108 I 0.0928 I 0.0014 I ------I 115.6194 I 118.4100 I 1-12 1-13 I I 15:8474 I 0.0928 I 0.0009 ------I 115.7555 I 119.1300 I 1-11 I 1-12 I 115.9740 ·1 0.0928 I 0.0005 I ------I 115.8818 I 118.9700 I 1-10 I 1-1 I [ I 16.0678 J 0.0928 J 0.0011 I ------I 115.9762 I 119.6500 ;-------~----,-------- :::::==--·------------------- I l-09 I l-10 / 116.1406 f 0.1576 / 0.0034 I ------I 115.9863 l 119.7500 I l-08 I 1-09 I 116.3592 I 0.2689 I 0.0038 I ------I 116.0941 I 119.9700 I 1-07 I 1-08 I 116.8504 I 0.0850 I 0.0059 I ---------1 116.7712 I 120.8300 I 1-06 I [-07 I 116.9311 I 0.0850 I 0.0004 1 ------I 116.8471 I 120.9400 JNo approach losses at node l-04 because inverts and/or crowns are offset. l 1-05 I 1-06 I 111.0410 I o.5416 J 0.0028 I ------I 116.5082 I 121.8000 !No approach losses at node l-03 because inverts and/or crowns are offset. I [-04 I l-05 I 119.0962 I ------I 0.0518 I ------I 119.1480 I 122.5000 I 1-03 I 1-04 I 119.3654 I 0.1558 I 0.0551 I ------I 119.2647 I 123.1300 I [-02 I 1-03 I 119.1513 I 0.0374 I 0.0002 1 ------I 119.7141 I 124.4700 I 1-0 I I l-02 I 119.8310 .I ------I ------I ------I 119.8310 I 124.5300 Conduit Notes I Reach I HW Depth (ft) I HW/D ratio I Q (cfs) / TW Depth (ft) / De (ft) j Dn (ft) J Comment I P-1-17 / 18.1518 I 3.6304 I 68.91 I 17.8600 I 2.3422 I 0.9490 !outlet Control / P-1-16 / 8.3351 I 1.6670 I 68.91 I 7.9977 I 2.3422 J 2.8182 Joutlet Control j P-[-15 I 8.0755 I 1.6151 I 51.12 I 7.9390 12.0055 I 3.1974 JoutletControl / P-l-14 j 8.1857 I 1.6371 I 47.99 I 7.9653 j 1.9399 j 2.6916 !outlet Control I P-1-13 j 7.4008 I 1.4802 I 47.99 I 7.1744 I 1.9399 I 2.5348 !outlet Control I P-l-12 j 7.0952 I 1.4190 I 47.99 I 6.8694 11.9399 J 2.5348 !outlet Control J P-l-11 I 6.7875 I 1.3575 I 47.99 ·1 6.5655 I 1.9399 I 2.5348 !outlet Control J P~l-10 j 6.4593 I 1.2919 I 47.99 I 6.2718 I 1.9399 I 2.5348 !outlet Control j P-1-09 I 6.2462 I 1.2492 I 47.99 I 6.0762 J 1.9399 I 2.3618 Joutlet Control J P-1-08 I 6.0692 I 1.5173 I 4g.o4 I -5.6963 ! 1.8886 I ->D joutlet Control j P-1-07 I 6.0503 I 1.7287 -1 40.04 I 5.2941 J 1.9691 J 2.1465 Joutlet Control I P-1-06 I 5.2517 I P-1-05 I 5.3660 I P-1-04 I 1.9362 J P-1-03 I 102.0854 ·-I P-1-02 I 102.3713 I P-1-01 I 103.9859 -__ JIii!' -- 1.7506 [ 16.54 I 5.0912 ! 1.2995 I >D [outlet Co 1.7887 5.1571 I 16.54 I 0.7745 I 15.55 I 1.3313 "40.8342 I 15.55 I 1UI.8MU ---I 1.2995 J I.5679 !outlet Co I 1.3313 I 1.3215 lsuperCrit .--,----.--. _-__ -.---.. -.-------~, 1.3313 i I .3272 !Outlet Co 40.9485 I 15.55 I 101.8847 I 1.3313 I I.8560 !outlet Co ntrol ntrol flow, Inlet end controls ntrol ntrol 41.5944 I 1.62 I I 03.8691 mtrol I 0.9171 I >D [outlet Co Licensed to: Engenious Systems, Inc. -------------- ------------------- Appended on: Monday, August 19, 2013 8:30:54 AM ROUTEHYD l] THRU [021 NORTH TRUNK) USING [100 year) AND [TYPElA.RACJ NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm ~1 Area Flow Full Q Full nDepth I Depth ~1 nVel ~ Infil Vol I CB . , H d I ID . (ac) (cfs) (cfs) ratio (ft) ratio I c,1ze (fUs) I (ft/s) (cl) asm Y . . I FFI 8.7752 11.9926 ,14.404 F~~FI 0.4059 Fl38 I P-1-02 r 20.22 117.9243 Fl 1.03731~~, 0.8576 -~~a:~ 14.0005 FFf 37;38-0FFSITE I P-1-03 , 20.22 r9243 Fl 0.6361 I 1.448 I 0.5792 I ~~a: 16.0818 15.7406 F . . . . . -. -------1 I P-1-04 I 20.22 \ 17.92431 28.379 I 0.6316 11.4415 I 0.5766 ~I 6.115 FF I P-I-0512L5031 !9.067;-130.7384 I 0.6203 :FFr ~~:; , 4.5803 14.34861 0.00 F-6TH AVE I P-1-06121.503 , 19.0673 FFF~-, ~~a~ , 2.6975 FF. 1 I P-l-07 , 51.886146.1348 , 57.6846 I 0.7998 Fl 0.6766 I ~:a1 ; , 6.6596 15.9956 Fl34 ., P-1-08151.886 146.1348 Fl 4.9484 F~-, ~~a: Fl 0.74191 0.00 •. 1 I P-1-09162.166155.2931 FFr;:~;-FI ~~a: 15.4469 FFl32 I P-1-IOJ 62.166 155.2931 193.829210.589312.7611 I ~.5522 I ~~a: ) 4.9722 , 4.7787 F Fl 62.166155.2931 / 93.829210.5893 Fl 0.5522 / ~~a: 14.9722 / 4.7787 F Fl 62.166155.2931 193.8292 I 0.5893 'Fl 0.5522 I ~~a: / 4.9722 FF.-------i Fl 62.166155.2931 193.829210.5893 Fl 0.5522 I ~~ai~ 14.9722 / 4.7787 F Fl 62.166155.2931184.871710.6515 / 2.9404 Fl ~~:~ / 4.6047 / 4.3225 F,-------I Fl 69.052, 59.2202, 69.297410.8546 FFI ~~a: / 3.9592 , 3.5293 Fl~~;~~~CP; 3 I- I P-I-16192.052 , 79.7104 Fl 0.7044 / 3.0967 F," ~~a:~ 16.2409 15.7633 Fl31 Fl 92.052 ·179.7104 Fl 0.0915 r~~I 0.2043 / ~~a: I 27.6563144.3859 F,-------I HGL Analysis I From Node I To Node I HG El (ft) 'I App (ft) I Bend (ft) ·I Junct Loss (ft) I Adjusted HG El (ft) Max El (ft) .I 114.90 I 1-17 I OUTFALL 021 115.2859 I 0.2559 I 0.0022 I ------115.0322 117.1000 1-16 I 1-17 115.4826 I 0.1413 0.0005 ------115.3418 118.3000 1-15 I 1-16 115.s263 I 0.1231 0.1078 ------115.5110 117.9800 I 115.8024 I 0.1231 -I 1-14 1-15 0.0034 ------115.6826 116.2100 1-13 I 1-14 115.9831 I 0.1231 0.0018 I ------115.8618 118.4100 1-12 -L 1-13 116.1638 I 0.1231 0.0011 I ------116.0418 119.1300 1-11 I 1-12 116.3331 I 0.1231 0.0007 I ------I 116.2106 118.9700 1-10 I 1-11 116.4581 I 0.1231 0.0015 I ------I 116.3364 I 119.6500 ------------------- ------------------- I 1-09 I l-10 / 116.5565 I 0.2093 I 0.0045 I -------I 116.3517 I 119.7500 I 1-08 ·I 1-09 I 116.8467 I o.3510 I 0.0051 I ------I 116.4948 I 119.9700 I 1-07 .1 1-08 I 111.4988 I 0.1130 I 0.0018 I ------I 117.3936 I 120.8300 I 1-06 I 1-07 lit 1.6068 ,I 0.1130 I 0.0005 I ------I 117.4943 1120.9400 /No approach losses at node 1-04 because inverts and/or crowns are offset. I 1-05 I 1-06 ·I 111.1629 I o.5806 io:0030 1 ------I 117.1853 I 121.8000 /No approach losses at node 1-03 because inverts and/or crowns are offset. I 1-04 I 1-05 / 119.2982 I 0.2010 / 0.0688 I ------I 119.1600 I 122.5000 I l-03 I 1-04 I 119.4489 I 0.2010 I 0.0132 I ------I 119.3151 I 123.1300 I 1-02 I l-03 / 119.9616 / 0.0496 / 0.0003 I ------I l 19.9122 I 124.4700 I l-0 I ,i--1-02 I 120.0612 r ------I ------I ------I 120.0672 I 124.5300 Conduit Notes [ Reach J HW Depth (ft) J HW/D ratio J Q (cfs) J TW Depth (ft) J De (ft) J Dn (ft) /. Comment Jr-i-11 I 18.2504 I 3.6501 / 19.11 I 17.8600 I 2.5286 I 1.0216 !outlet Control / P-1-16 I 8.4838 I 1.6968 I 19.11 I 8.0322 j 2.5286 j 3.0967 /outlet Control I P-1-15 I 8.2349 I 1.6470 I 59.22 I 8.0518 12.1638 I 3.5608 /outlet Control j P-l-14 I 8.4135 I l.6827 I 55.29 I 8.1210 I 2.0887 I 2.9404 /outlet Control I P-J-13 j 7.6731 I 1.5346 I 55.29 J 7.3726 I 2.0887 I 2. 76 l l !Outlet Control . j P-1-12 j 7.4116 I l .4823 I 55.29 I 7.1118 I 2.0887 I 2.7611 /Outlet Control / P-l-1 l j 7.1466 I 1.4293 I 55.29 I 6.8518 / 2.0887 / 2. 761 l /outlet Control / P-1-10 j 6.8496 I l .3699 I 55.29 I 6.6006 12.0887 I 2.76 l l !outlet Control I P+09j 6.6621 I 1.3324 fss291 6.4364 j 2.0887 I 2.5668 /outlet Control j P-1-08 j 6.5567 I 1.6392 I 46.t3 I 6.0617 J 2.0348 I >D /outlet Control j P-1-07 ;J 6.6987 I 1.9139 I 46.13 I 5.6948 I 2.1293 J 2.3680 !outlet Control - I P-1-06 I 5.9268 I I .9756 19.01 I 5.7136 I 1.3996 I >D !outlet Control I P-1-05 I 6.0819 I 2.0273 19.01 I 5.8043 I I .3996 I l.7102 !outlet Control I P-1-04 I 2.1382 I 0.8553 11.92 I 1.4415 I I.4341 I l.4415 !outlet Control MI Backwater I P-I-03 I 102.1689 I 40.8676 11.92 I 101.8800 I t.4341 I l.4480 !outlet Control I P-I-02 I 102.5816 I 41.0326 11.92 I 10 l.9351 I I.4341 12.1440 !outlet Control I P-I-01 I 104.2221 I 41.6889 8.78 I 104.0672 I o.9873 I >D !outlet Control Licensed to: Engenious Systems, Inc. ------------------- ------------------- Appended on: Monday, August 19, 2013 8:32:29 AM Layout Report: 021 NORTH TRUNK I Event IPrecip (in)- 16M024 HR~ 12yr24hr 'F llOyear F 125year ~ llOOyear F Reach Records Record Id: P-1-01 _,section Shape: I !Uniform Flow Method: I .!Routing Method: I 'DnNode I !Material I Circular I Manning's !Coefficient: I 0.012 Travel Time Shift !Contributing Hyd [ 1-02 IUpNode [ 1-01 unspecified 'Size [ 30in Diam ft Losses I Groove End w/Headwall ·1Length I 246.00 ft [Slope - I 0.00% IUp Invert I 15.85 ft ,,Dn Invert - I 15.845 ft I Conduit Constraints I MinVel r MaxVel I Min Slope I Max Slope Min Cover I 0.00 ft/s [ 15.00 ft/s I 0.00% I 50.00% 0.00ft 1Drop across MH I 0.00 ft [Ex/lnfil Rate ~I 0.00 in/hr Record Id: P-1-02 !Section Shape: I Circular I !Uniform Flow Method:. I Manning's [Coefficient: - I 0.012 [Routing Method: I Travel Time Shift !Contributing Hyd - .1DnNode I 1-03 ·rupNode -I 1-02 [Material I unspecified ·,size - I 30 in Diam ,~nt Losses I Groove End w/Headwall ------------------- ------------------- !Length I 246.00 ft ISlope I 0.15% IUp Invert I 17.75ft 1Dn Invert I 17.38 ft - I Conduit Constraints I - I I I I MinVel MaxVel Min Slope Max Slope Min Cover ~Oft/s I 15.00 ft/s ' 0.00% I 50.00% I 0.00ft !Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-1-03 Section Shape: Circular I !Uniform Flow Method: r - ·1coefficient: I Manning's 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd IDnNode I 1-04 IUpNode I 1-03 !Material. I unspecified !Size I 30 in Diam ·!Ent-Losses I Groove End w/Headwall !Length _ I 25.00 ft !Slope I 0.40% IUp Invert I 17.38 ft 1Dn Invert I 17.28 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft I Drop across MH I 0.00 ft 'Ex/lnfil Rate I 0.00 in/hr Record Id: P-1-04 !Section Shape: Circular I Uniform Flow I Coefficient: F Method: Manning's Routing Method: I Travel Time Shift Contributing r--Hyd 'DnNode 1-05 'UpNode ~ !Material Closed Conduits, Corrugated Steel/Aluminum Circular or pipe arch, 5 x 1 Helical Corrugations, rr=-e Protective Treatments 5 or 6 Diam _,Ent Losses I Groove End w/Headwall ------------------- ------------------- !Length I 212.00 ft !Slope I 0.41% IUp Invert I 117.16 ft \Dn Invert 1116.30ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft Drop across MH -1 0.00 ft Ex/lnfil Rate . ~ Record Id: P-1-05 !Section Shape: Circular Uniform Flow Method: I Manning's ·,Coefficient: I 0.012 !Routing Method: I Travel Time Shift /Contributing Hyd I .,DnNode I 1-06 IUpNode I 1-05 \Material I unspecified . rize I 36 in Diam IEn.t Losses Groove End w/Headwall 'Length I 205.00 ft 'Slope I 0.18% 'Up Invert I 112.05 ft .l°n Invert I 111.69 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 'Drop across MH I 0.00 ft 'Ex/lnfil Rate I 0.00 in/hr Record Id: P-1-06 [Section Shape: Circular 'Uniform Flow Method: I Manning's· 'Coefficient: I 0.012 'Routing Method: I Travel Time Shift 'Contributing Hyd jDnNode I 1-07 IUpNode I 1-06 !Material I unspecified '!size I 36 in Diam !Ent Losses I Groove End w/Headwall 'Length I 112.00 ft 'Slope I 0.01% ------------------- ------------------- IUp Invert I 111.69 ft f Invert I 111.68 ft ' Conduit Constraints I Min Vel I MaxVel I Min Slope f Max Slope I Min Cover ~OO~t/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft 'Drop across MH I 0.00ft . /Ex/lnfil Rate I 0.00 in/hr Record Id: P-1-07 [ Section Shape: Circular .,Uniform Flow Method: I Manning's ·1Coefficient: I 0.012 'Routing ~ethod: I - 'Contributing Hyd Travel Time Shift IDnNode. I 1-08 IUpNode I 1-07 ·!Material I unspecified !Size I 42 in Diam jEnt Losses Groove End w/Headwall 'Length I 323.00 ft 'Slope I 0.28% IUp Invert I 111.70 ft 'Dn Invert I 110.80 ft Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 50.00 ft/s I 0.00% I 50.00% I 0.00 ft 1Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-1-08 Jsection Shape: Circular !Uniform Flow Method: I Manning's ·1coefficient: I 0.011 :[Routing Method: I Travel Time Shift !Contributing Hyd [DnNode I 1-09 IUpNode I 1-08 [Material I unspecified !Size I 48 in Diam [Ent Losses I Groove End w/Headwall [Length I 332.00 ft ·1Slope I 0.00% :1up Invert I 110.30 ft 1Dn Invert I 110.29 ft II Conduit Constraints I ------------------- ------------------- MinVel I MaxVel ····· 1 Min Slope I Max Slope I Min Cover l°"°Oft/s I 0.00 ft/s I 0.00% I 50.00% I 0.00 ft !Drop across MH I 0.00 ft f Ex/lnfil Rate I 0.00 in/hr Record Id: P-l-09 !Section Shape: !Uniform.Flow Method: I Manning's .'!Coefficient: I 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd IDnNode I HO IUpNode I 1·09 !Material I unspecified !Size I 60 in Diam f Circular !Ent Losses I Groove End w/Headwall lle~gth I 204.00 ft ·1slope I 0.14% IUp Invert I 110.18 ft 1Dn Invert I 109.90 ft Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover 0.00 ft/s [Drop across MH Record Id: P-1-10 [Section Shape: [Uniform Flow Method: [Routing Method: [DnNode [Material [Ent Losses [Length [Up Invert r ·I MinVel r 15.00 ft/s MaxVel I 0.00 ft/s I 15.00 ft/s I I 0.00% 50.00% 0.00 ft [Ex/lnfil Rate Circular I Manning's [Coefficient: Travel Time Shift !Contributing Hyd 1-11 [UpNode unspecified [Size Groove End w/Headwall 265.00ft /Slope 109.90 ft ·[Dn Invert Conduit Constraints Min Slope I Max Slope 0.00% I 50.00% -------------- I 0.00 ft I I 0.00 in/hr I 0.012 I I 1-10 I 60 in Diam I 0.11% I 109.61 ft I Min Cover I 0.00ft ----- ------------------- [Drop across MH 0.00ft [Ex/lnfil Rate 0.00 in/hr Record Id: P-1-11 [Section Shape: Circular 'Uniform Flow Method: I Manning's 'Coefficient: I 0.012 [Routing Method: I Travel Time Shift 'Contributing Hyd I IDnNode I 1-12 IUpNode I 1-11 !Material I unspecified 'Size I 60 in Diam 'Ent Losses I Groove End w/Headwall 'Length I 385.00 ft rlope I 0.11% IUp Invert I 109.61 ft IDn Invert I 109.19 ft I Conduit Constraints IMinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft .!Drop across MH I 0.00 ft f /lnfil Rate 1 0.00in/hr Record Id: P-1-12 [ Section Shape: Circular !Uniform Flow Method: Manning's :!Coefficient: I 0.012 !Routing Method: Travel Time Shift :!Contributing Hyd I IDnNode 1-13 :1upNode I 1-12 !Material unspecified F I 60 in Diam !Ent Losses Groove End w/Headwall !Length 398.00ft !Slope I 0.11% 'Up Invert 109.19 ft IDn Invert I 108.75 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft !Drop across MH I 0.00 ft ;IEx/lnfil Rate I 0.00 in/hr -------------------- ------------------- Record Id: P-1-13 I !Section Shape: -1 Circular !Uniform Flow Method: I Manning 1s Foefficient: I 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd ,--- IDnNode 1-14 IUpNode I 1-13 !Material I -- !Size I unspecified 60 in Diam !Ent losses I Groove End w/Headwall !Length I 400.00 ft :1slope I 0.11% IUp Invert 108.75 ft Ion Invert i 108.31 ft -Conduit Constraints MinVel IMaxVel ~inSlope I Max Slope I Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft !Drop across.-MH. 0.00 ft Ex/lnfil Rate I 0.00 in/hr Record Id: P-1-14 'Section Shape: I Circular ---1 'Uniform Flow Method: I Manning's 'Coefficient: I 0.012 'Routing Method: I Travel Time Shift ;'Contributing Hyd I 'DnNode I 1-15 IUpNode I 1-14 'Material I unspecified 'Size I 60 in Diam :[Ent Losses Groove End w/Headwall [Length 379.00 ft 'Slope I 0.09% [Up Invert 107.73 ft 'Dn Invert I 107.39 ft ., Conduit Constraints I MinVel r MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s r 15.00 ft/s I 0.00% :[ 50.00% I 0.00ft [Drop across MH 0.00 ft .,Ex/lnfil Rate I 0.00 in/hr Record Id: P-1-15 [Section Shape: Circular ------------------- ------------------- ·!Uniform Flow Method: I Manning's . !Coefficient: 1°"°12 'Routing Method.: I Travel Time Shift /Contributing Hyd I /DnNode I 1-16 /UpNode I 1-15 /Material I unspecified 'Size I 60 in Diam !Ent Losses I Groove End w/Headwall F I 31.00 ft /Slope I 0.06% /Up Invert . I 107.31 ft /Dn Invert I 107.29 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I o.oo ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 'Drop across MH ' 0.00 ft /Ex/lnfil Rate I 0.00 in/hr Record Jd: P-1-16 '/Section Shape: I Circular I !Uniform Flow Method: I Manning's !Coefficient: I 0.012 1 'Routing Method: I :,contributing Hyd . Travel Time Shift 'DnNode I 1-17 IUpNode I 1-16 .!Material I unspecified 'Size I 60 in Diam /Ent Losses I Groove End w/Headwall 'Length I 182.00 ft !Slope I 0.16% JUp Invert I 107.29 ft ·Jon Invert I 107.00 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft /Drop across MH I 0.00 ft ·JEx/lnfil Rate I 0.00 in/hr Record Id: P-1-17 I 'Section Shape: I Circular !Uniform Flow Method: I Manning's ,,Coefficient: I 0.012 'Routing Method: I Travel Time Shift Contributing Hyd ------------------- ------------------- IDnNode I - IUpNode I OUTFALL 021 1-17 !Material I unspecified !Size I 60 in Diam Ent Losses I Groove End w/Headwall !Length I 105.00 ft !Slope I 9.49% IUp l~vert I 107.00 ft 1Dn Invert I 97.04 ft - I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover - I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft !Drop across MH I - 0.00 ft !Ex/lnf;I Rate I 0.00 in/hr Node Records Record ld: 1-01 1Descrip: IProtot~pe Record I Increment 10.10 ft Fll13.30 ft !Max El. 1124.53 ft !Void Ratio 1100.00 ,-] Condition !Existing Structure Type [CB-TYPE 1-48 IEnt Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape r10.00 ft !Bottom Area 119.635 sf IMH/CB Type Node Record Id: I-02 1Descrip: I Prototype Record I Increment 10.10 ft !Start El. ·1112.90 ft I Max El. F ft Ftio 1 100.00 I I r ICo.ndition !Existing Structure Type 1CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape r:10.00 ft Bottom Area 119.635 sf .f MH/CB Type Node Record Id: I-03 ------------------- ------------------- 1Descrip: . '!Prototype Record .I Increment 10.10 ft .Fl.113.50 ft I Max El. 1123.13 ft Void Ratio 1100.00 r ~ 1 Condition :\-Ex-i-st-in-g----------·~st_r_u-ct_u_r_e_T_yp_e_lCB-TYPE 1-48 I Ent Ke Groove End w/Headwall (ke=0.20) Channelization No Special Shape r:10.00 f~ Bottom Area 112.5664 sf IMH/CB Type Node -- Record Id: l-04 \Descrip: !Prototype Record .)Increment [0.10 ft 'Ff 113.10 ft IMax El. [122.50 ft Void Ratio 1100.00 --r \Condition ·\Existing [Structure Type ICB-TYPE 1-48 F[Grnove End w/Headwall (ke=0.20) \Channelization !No Special Shape [Catch ·r . . Bottom Area F-sf ___ _ IMH/CB Type Node J Record Id: 1-05 1Descrip: !Prototype Record I Increment 10.10 ft Fl109.80ft IMax El. 1121.80 ft Void Ratio.1100.00 -r !Condition !Existing -- Structure Type 1CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) !Channelization INo Special Shape ~10.00ft ·1Bottom Area 119.635 sf IMH/CB Type Node Record Id: 1-06 .1Descrip: JPrototype Record ,I Increment 10.10ft ,lstart El. :1110.00 ft IMax El. 1120.94 ft Void Ratio.[100.00 r1 ------------------- ------------------- !Condition [Existing :!Structure Type 1CB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) !Channelization No Special Shape ~,0.00 ft ·1Bottom Area 119.635 sf IMH/CB Type Node. Record Id: 1-07 'Descrip: !Prototype Record I Increment 10.10ft !Start El. 1109.40 ft !Max El. 1120.83 ft 'Void Ratio 1100.00 I I 'Condition 'Existing Structure Type ,CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization !No Special Shape ~10.00ft !Bottom Area 119.635 sf [MH/CB Type Node Record Id: 1-08 1Descrip: _!Prototype Record I Increment 10.10 ft Fl108.80ft IMax El. 1119.97 ft · Void Ratio 1100.00 I r f ondition !Existing !Structure Type 1CB-TYPE 1-48 r Groove End w/Headwall (ke;0.20) Channelization No Special Shape r10.ooft 1Bottom Area 119.635 sf IMH/CB Type Node Record Id: 1-09 1Descrip: !Prototype Record I Increment 10.10 ft !Start El. .1107.90 ft !Max El. 1119.75 ft !Void Ratio:1100.00 !Condition '.!Existing Structure Type .ICB-TYPE 1-48 IEnt Ke :!Groove End w/Headwall (ke=0.20) Channelization No Special Shape rrO.OOft 1Bottom Area [19.635 sf ------------------- -----------~------- IMH/CB Type Node Record Id: l-10 1Descrip: I Prototype Record I Increment 10.10 ft Fl109.00 ft !Max El. 1119.65 ft ~Void Ratio 1100.00 . r Condition [Existing Structure Type ICB-TYPE 1-48 jEnt Ke · Groove End w/Headwall (ke=0.20) Channeliza~jNo Special Shape r,0.00 ft 'Bottom Area 119.635 sf . IMH/CB Type Node Record ld: l-11 1Descrip: [Prototype Record I Increment 10.10 ft 'Start El. 1107.40 ft !Max El. 1118.97 ft . Void Ratio 1100.00 r Condition !Existing Structure Type [CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Fization No Special Shape 'rl0.00 ft Bottom Area 119.635 sf . IMH/CB Type Node Record ld: l-12 1Descrip: trototype Record !Increment 10.10 ft Fl106.80ft IMax El. 1119.13 ft IVoid Ratio 1100,00 r IConditionJxisting Structure Type ICB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape ICatch ;10.00 ft Bottom Area 119.635 sf IMH/CB Type Node Record Id: 1-13 ____________ , ______ _ --·-------~-------- 1Descrip: !Prototype Record I Increment 10.10 ft rr106.30 ft !Max El. F ft !Void Ratio 1100.00 -r !Condition !Existing . Structure Type /CB-TYPE 1-48 F Groove End w/Headwall {ke=0.20) Channelization No Special Shape .r 10.00 ft . . . ~ottom Area 119.635 sf [MH/CB Type Node Record Id: 1-14 JDescrip: _,Prototype Record I Increment I 0.10 ft F 1104.60 ft '\Max El. f-6-.2-l_ft __ 'Void Ratio.1100.00 I r \Condition ·1Existing Structure Type ,CB-TYPE 1-48 ·FIGroov.e End w/Headwall (ke=0.20) Channelization No Special Shape r,0.00 ft I Bottom Area 119.635 sf [MH/CB Type Node -~ l Record Id: 1-15 1Descrip: trototype Record [Increment 10.10 ft 1st.art El. 1104.50 ft !Max El. 1117.98 ft [Void Ratio 1100.00 r !Condition :[Existing .!Structure Type [CB-TYPE 1-48 -- [Ent Ke ,1Groove End w/Headwall (ke;Q.20) [Channelization No Special Shape [Catch :ID.OD ft Bottom Area 119.635 sf :1MH/CB Type Node Record Id: 1-16 1Descrip: ;[Prototype Record [Increment 10.10 ft [Start El. ,1105.10 ft [Max El. 1118.30 ft Void Ratio:1100.00 r ------------·------- ----------~--------• Condition !Existing fct~TyperCB-TYPE 1-48 F.f Groove End w/Headwall (ke=0.20) Channelization INo Special Shape !Catch :\0:00 ft ' Bottom Area 119.635 sf [MH/CB Type Node Record Id: 1-17 1Descrip: ,[Prototype Record !Increment 10.10 ft r,96.90ft IMax El. 1117.10 ft !Void Ratio:1100.00 I !Existing !Stwcture Typer-TYPE 1-48 FIGroove End w/Headwall (ke=0.20)f hannelization I No Special Shape r·10.00 ft Bottom Area 119.635 sf - IMH/CB Type Node Record Id: OUTFALL 021 r 'Descrip: Prototype Record Increment ,0.10 ft ·p·~FF Start El. i97.04 ft Max El. 1 ft Fatio,100.00 llr 'Dummy Type Node Contributing Drainage Areas Record Id: 31 f sign Method [Hyd lntv ,[storm Duration [Pervious Area [Pervious CN Pervious TC SBUH 10.00 min 24.00 hrs 0.00 ac 0.00 O.OOmin [Rainfall ty pe actor [Peaking Fa >n Coeff ·rAbstractio [DCIA rDCCN [DCTC le DCI -CN Cal ----· ·-------- I TYPElA.RAC I 484.00 I 0.20 I 23.00 ac I 98.00 I 5.00min -\ ... ----.. - -------·------------- I Description I SubArea I Suben r-. Industrial I 23.00 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 I DCI -TC Cale I Type [ Description [ Length f5'ope I Coeff ~SC . [ TI !Sheet I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00 min Pervious TC I 5.00min Record Id: 31-LNDSCP !Design Method I SBUH !Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min \Peaking Factor I 484.00 \St~rm Duration I 24.00 hrs \Abstraction Coeff I 0.20 \Pervious Area I 0.074 ac IDCIA I 0.00 ac IPervious CN I 80.00 IDCCN I 0.00 \Pervious TC I 25.3349 min FTC I 5.00min I Pervious CN Cale I Description I SubArea I Suben Open spaces, lawns, parks (50-75% grass) I . 0.074 ac I 80.00 I Pervious Composited CN (AMC 2) I 80.00 I Pervious TC Cale I Type ~cription I Length I Slope I Coeff I Misc I TT !Sheet !something I I - I I I 350.00 ft 1.25% 0.05 2.50 in 15.1337 min - !Shallow !shallow I 235.00 ft I 0.9% I 0.06 [ I 7.7166 min 'Shallow !something I 23.00 ft I 3.0% I 0.04 I I 0.2758 min 'Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min I Pervious TC I 23.5486 min I DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00 min ----'--------!-----~ - ----·-------~------- [ Pervious TC [ 5.00 min J Record Id: 31-0FFSITE 'Design Method I SBUH !Rainfall type I TYPElA.RAC 'Hyd lntv I 10.00 min .,Peaking Factor I 484.00 'Storm Duration . I 24.00 hrs IAbstracti~n Coeff I 0.20 tervious Area I 0.00 ac IDCIA I 6.812 ac IPervious CN I 0.00 IDCCN I 85.00 IPervious TC I 0.00 min IDCTC I 5.00min I DCI -CN Cale Description I SubArea I Suben I I Industrial I 6.812 ac I 85.00 I DC Composited CN (AMC 2) I 85.00 I DCI -TC Cale Type I Description I Length I Slope r Coeff I Misc I TI !Sheet I 0.00 ft !°"°% r 5.0 I O.OOin I 5.00min Pervious TC I 5.00min Record Id: 32 ·!Design Method I SBUH [Rainfall type TYPElA.RAC IHyd lntv I 10.00 min !Peaking Factor 484.00 ... !Storm Duration I 24.00 hrs rAbstraction Coeff 0.20 ,1Pervious Area I 0.00 ac IDCIA 10.28 ac IPervious CN I 0.00 IDCCN 98.00 IPervious TC I O.OOmin [°CTC 5.00 min DCI • CN Cale I I Description I SubArea I Suben ' [ Industrial I 10.28 ac ' I 98.00 [ DC Composited CN (AMC 2) [ 98.00 -·-.... ,. ---·---., -----~ - -----~~~----,------- DCI • TC Cale ~ I Description I Length I Slope I Coeff I Misc I TI ISheet I 0.00 ft 1°'0% I 5.0 I 0.00in I 5.00 min I Pervious TC r 5.00min Record Id: 34 !Design Method I SBUH !Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min 1P~aking Factor I 484.00 !Storm Duration I 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area I 0.00 ac IDCIA I 30.383 ac Fervious CN I 0.00 ·IDCCN r 98.00 IPervious TC I O.OOmin IDCTC I 5.00 min I DCI · CN Cale I Description I SubArea I Sub en I Industrial I 30.383 ac I 98.00 II DC Composited CN (AMC 2) I 98.00 I DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI ISheet l I 0.00 ft I 0.0% I 5.0 I O.OOin I 5.00min I PerviousTC I 5.00 min Record Id: 37 ·1oesign Method I SBUH !Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min !Peaking Factor I 484.00 1Storm Duration ·I 24.00 hrs !Abstraction Coeff I 0.20 :IPervious Area . I 0.00 ac IDCIA I 10.17 ac 'IPervious CN I 0.00 IDC CN I 98.00 :IPervious TC I 0.00 min :1DCTC I 5.00min I DCI -CN Cale I ----; ·-... -..., .. ---·------- -.. '. ___ -------.. --·-'-----· -- I Description I SubArea I Suben I Industrial .r--10.17 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 I DCI -TC Cale . I Type I Description I Length I Slope I Coeff I Misc I TI !Sheet :I I 0.00 ft I 0.0% I 5.0 I O.OOin I 5.00min Pervious TC I 5.00 min - Record Id: 38 'Design Method I SBUH 'Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min .,Peaking Factor I 484.00 !Storm Duration I 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area I 0.00 ac IDCIA I 9.85 ac ·IPervious CN I 0.00 IDCCN I 98.00 _irervious TC I 0.00min IDCTC I 5.00 min DCI • CN Cale I Description I '"'""'''' I I I Type I Description [Sheet . I Record Id: 38-0FFSITE .!Design Method [ IHyd lntv [ DC Composited CN (AMC 2) Length 0.00 ft PerviousTC SBUH 10.00min DCI · TC ~ ~ 0 : ,e I{, II type [Rainfal [Peakin 1g Factor SubArea 9.85 ac I Coeff I 5.0 !Storm Duration [ 24.00 hrs ·rAbstra [DCIA ction Coeff :[Pervious Area [ 0.20 ac :tervious CN "[ 80.00 ·[DCCN --,,--·-·---·--' -- I Suben I 98.00 I 98.00 I Misc I TT I 0.00 in I 5.00 min I 5.00 min I TYPElA.RAC I 484.00 I 0.20 I 0.00 ac I 0.00 -: ., --... -- --·----------,..._ -<at ---:--' . ----· . - IPervious TC I 5.00 min IDCTC I O.OOmin Pervious CN Cale I Description I SubArea I Sub en Open spaces, lawns, parks (50-75% grass) I 0.20 ac I 80.00 I Pervious Composited CN (AMC 2) I 80.00 I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc J TT !Sheet I I 0.00 ft 'I 0.0% I 5.0 I 0.00 in I 5.00min I Pervious TC I 5.00 min Record Id: OFFS1TE-6TH A VE !Design Method ~BUH !Rainfall type [ TYPElA.RAC !Hyd lntv I 10.00 min !Peaking Factor i 484.00 IStorm Duration I 24.00 hrs ,!Abstraction Coeff I 0.20 ·1Pervious Area I 0.00 ac IDCIA I 1.283 ac IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I O.OOmin IDCTC I 5.00min DCI -CN Cale I Description I SubArea I Sub en I Industrial r--1.283 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI !Sheet i I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min I Pervious TC I 5.00min Licensed to: Engenious Systems, Inc. ~~~--~~~-~--~~----- --1 ~ . I . I I I I I I I I I I ' . ~.:.,. -'·.~ ;.· • \\'· \ • ,~,i ,-./1 ' ' 7, --I • . . . • . 1· .t . ··' \. ; . ' I I " =~,.1·; • • •. I I I ~;;,·.....---r-· ..... ,•·-;· ..... \'.··~·\ '• ~ wrr~, \ \ \ . \. \ \ \ , \ \ \ \ _f ... ,,\_';;~· ~"!i~,_: __ PLAN VIE W® I. :·-~~-.~-:. ·--\<. -· ... --' . .':-' :;_.. ~~ '\· .,., \· '\ \ ·\ 1ft \. \ \ .. ~ISTING CONDITIONS MAP --BASIN 31 --~" ,.~.1 1 :ole O 150 fe: -· -. -~ ~. .. \...... ,,,_ .,L -'-~ -=---· ,HF -. I I ··---· •• ~\ t f>BergerABAM I ·. ·BIIIIIIII , ' , , , , .1 , , , ~ _·}1\ ,(:,i t" ~t~. ~. ,\Jms 111 ~5~:.~ ---·---->----ialt ---·--... --- Appended on: Monday, August 19, 2013 9:04:23 AM ROUTEHYD [I THRU [Ex Basin 31] USING (25 year] AND (TYPElA.RAC] NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm 1~each ID IAr~a (ac) Flo~ {cfs) F~il-Q (cfs) Fun rn~i~ nDepth (ft) Dep~h ratio 1 · Si;e _ nVel (ft/s) INel {ft/s) lnfil ~~I (cf) I CBasin / Hyd r~-555 J ·o:608j 0.4~02 _J 3.8701 -;I o.i215 _11 0.2356 II 0 02356. ll~m Diam1· 3.3296 !\ 4.9D6 F131A:5-55 I P-558 Fl 0.6264 117.1535 I 0.036S.I 0.1957 J O.BOS 118 in Diam,I 4.6165 ii 9.706~ J 0.00 F 1 I_P-557 ,Fl 0.66971 0.3389 11.9761 F~l8inDiam Fl 0.9711 ~131A-557 I P-556 I 0.866 :I 0.6697 I ;.5671 :I 0.26091 0.3484 I 0.3484 · 112 in Diam I 2.7505 13.2686 I 0.00 , -- -------. ------------·---·-------. -----------I I P-554 ,11.676 11.2962 I 9.8816 :I 0.1312 .I 0.3667 Fl18 in Diam I 3.8715 I 55919 ~131A-554 I P-553 :I 1.676 lL2962 125.2062 :I 0.05141 0:2309 ;I 0.1539 118 inrnam I 7.5103 114.26381 0.00 Fl 2.486 I L9226 I ~5.9255 j 0.1207 'I 0.4699 Fl24 in DiamJ .3.4177 .I 5.0692 I 0.00 _ I P-571A Fl 2.6348 I 3.0189 I 0.8728 I L0856 _ :F\18 in Diam 11.9237 11.7083 ~FlA I P-569A Fl 2.6348 I 7.2165 I 0.3651 :FFl18 in Dia~ I 3.7636 I 4.0837 r · 0.00 - ----------------, I I P-568A Fl 2.6348 I 2.2656 11.163 :F~l24 in Diam I 0.8387 I 0.7212 -~ f68CFFFFFFFFFF I I I...... . . .. llll'll'lli~~111~111111 I I ~. ~ · ~: ~I ~I , ~. ~ ~I t . ~ ~ ~ .... ~ 11· l· l· 'l· l· l· l· ·1· 1· ·111· 1· 1· w, W ~: 0 0 W W W: ~ ~ ~ ~ ~ 00 I 1. ~.~.·~:ii·~.~.~ •. ~"' ...... ~~~ I ~11111111111111 ·.1 11;.1~1~·1~·1:1~1~1~:1:1:1~1~1;1;1~ m o ~ ~ ~ 0 ~ ~, ~ ~ oo w ~ m ~ I 1 ]: ·1: ·11: Jl:j~ l: 11: l; ,]~ 1:1: l~ ·1: 1: ·Jl: · m A N N! A A I-' ~ O O ~ A ,-. ,-., ,-. N w, W ~ ~. ~ ~ m W ~ 0 0 ~ ~. ~ I I : : : :: : ~ i ~: ~ ~ ~ -~ : :1 ~ 11111111·111111·1 ~ ~ ~ ~ ~ , : : : l : 00 ~ ~ : I I . . ill • ill ~ :i: ~ : : : : : . ~. ~ . ill . : l ~llllllllllllll I 11111·1·1·111111111 . . ·.; ; ; ~.·· ; ; ; .; ; ; ;. ; . ; ; ; 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 ~-~ ~ m • ~ ~ ~ ~ ~ ~ ~ ~-~ ~ ~· I I : : : : : : : : : : : ~ : : : 11N lw 1-., ·lo 100 lw lw lw lm 1"' 1° l,_. ·11-' lw _ ~-w w ~ m oo oo oo ~. ~ m ~'. w oo 1· I , m. N• A oo oo m m m. "' N ,_., en "' A ~~-a·~111~-a1~~~~1 I I ~, ~I ~I 11 I I ~ ~1· ~I ~ ~I 11 11 11 I I ~llllllllllllll I I~ ~1•1~111~1ij1~.1~·1~·1~ ~ o · o m en -., -., m m en m I I • : ". . ..., . .,, 0 .... ~ ~· g _g;: , I I ' . I ' ' . ' ' ' . ' ' ' ' ' ' I I . . .. . ... . I 111, 11' ·11" ·]· 11' 111' l' lll' l' 11' l' · l/1 V, . V, l/1 l/1 1 ' l/1 l/1 ' ' l/1 l/1 l/1 I-" oo oo oo oo oo v, v, oo oo· v, ~ ~ ~ a' .. ~ ~ •-~ /:; ... ~ g; .. -~ ~ ~ :. ~ . t .. ~ /=; . [;l.. I llllllll,1111111· . A ~· o• O O O O W w: W N N N N ~ O; c;n, :i:i. ..._. .,_. j...: i.n N o i..o ~ m w I I-" N, ~ 0 00 00 00 0 W· 00 ~ l/1 .J:::r, ~ ~ a, w: 00 ~ ~ ~. ~ ~, m N ~ . , 1 ·11°:1··1·p1p1·1p1·1;1·~1·~1·~1-1·• I ~ ~ ~· ~ ~ ~ ~· ~ ~. ~ ~ ~ i ~. ~ I-" Oi l/1 W W W W ~ en l/1 ~ I-" w ~ l/1; v, I-" I-" I-"· ~ ~ 0) N V, ~ ~ 11ll.:1·1··-~1~1·p1o1~·1··~1~1m1·~1° I ~ w· .J:::r,j W oo ~ en ~ N' ~ .i:::r, o ~ ~ ~ 00 .i:::r, 00 ~ oo o. en v,i v, oo m I-" ~ . . l/1 ~ .J:::r,> ~ N O ~' 00 m• 0 00 ~ I-" l/1 p : ~ : : p -: : : ! : : !-: -: : : : I 11 .~~~1~~~:~~•Jlo ~11~ ~~ . ~I ~J ~I ~ §J @I ~I! ~I fgll __ s .~I -~ · ~I ~I I ll· 111· 1· 1· 1· ;11· ·11· 1· 1· 1 .i:::r, , , en o, I-" 1-"I , Wl u, m v, N 1 . ~ i : i . ~ -~. ~ ~; i ~ • _ s -~ -~ . ~ i I 111111111,11~1111 t 1 ·1~1~·1~·1~1~1~·1.;;1=1~·.1~1~1~1~·1~· .•. ~ ~ ~ : ~ ~ ~ , ~ ~ I ~ ~ ~ ~ ~ . 0 0 0 0 0 0 9. 0 o. 0 0 0 0 0 ·13 ·1! 1: ·1: ·1: 1! 1: 1! ·1: l: il! 1·.: 1: -1: 1:.-. I ~ m o m ~ ~ ~ ~· ~ · · ~ N ~ ~ N v, ~ o m• .i:::r, ~ m .J:::r, .i:::r, ~1 ~ N m w ~· w oo oo N· ~ I-" w I-" w N, m .i:::r, v, ~. m 1. ~ w ~ N ~ m ~ ~ . a w m N ~ . 11-11r~1111111111 I lllllllllllllll I w w w w w w w w w w . w ~1 I I-" I-" I-"· I-" I-" I-" I-" I-" I-" I-" I-" I-" nnnnn nnooooo , ~ ~ ~ ~ ~ ~ ~ ~ ~ ~: ~ ~ 00 00 00 00 00 00 00, 00 ~ ~; ~' ~ N W W .J:::r, .J:::r, ~-W• W .J:::r, ~· ~ ~ ~ to ~ o n . ~ l> l>, to nl I 1 ~ ~ . ' ~ N W ' 0 m n · · . .. I J I. I J J J I I 0.00 l31C-56Dl;31C-560J I P-560J Fl 4.9828 I 5.4948 I 0.9068 Fl 0.747 124 in Diam Fl 1.7491 I I P-560H Fl 5.0245 Fl 0.5279 FFl24 in Diam I 3.0692 , 3.0295 ,-1---~, I P-560F Fl 5.1027 116.484510.3095 ~I 0.3~15 124inDiamFI 5.2472 [ 0.00 131C-560H 0.00 I P-560L Fl 5.2047 114.9475 I 0.3482 Fl 0.4071 124inDiamFI 4.7579 ~,----, 131C-560G 0.00 131C-560M I P-560D Fl 5.5149 Fl 0.1611 Fl 0.2713 124inDiamFI 10.89481 0.00 f 31C-560E I P-560 114.205 110.9856 Fl 1.1543 ~, na 124 in Diam I 3.4968 I 3.0295 ~ I P-551F 114.586 111.2803 Fl 2.2009-~~124 in Diam I 3.5906 11.6314 I 0.00- 1 0.00 I P-5510 121.982 117.0001 I 30.495 .1 0.5575 Fl 0.534 124 in Diam Fl 9.7069 ~ I P-551A 121.982 · 117.0001 126.4665 I 0.6423 Fl 0.5828 124 in Diam I 8.9455 I 8.4246 [ 0.00 -- 0.00 HGL Analysis f 31C-551C -, I From Node I To Node I HG El (ft) I App (ft) I Bend (ft) I Junct Loss (ft) I Adjusted HG El (ft) I Max El (ft) I I 115.23 I 555 I 1-16 I 115.8836 I ------I ------ I ------I 115.8836 I 118.9000 I 551A J 1-16 ___ I 1~6.405~ J_ ----~---I 0.3102 ------ I 116.7153 I 118.1000 .. --. I 5510 I 551A I 117.4470 I 0.2002 I 0.0017 I 0.0677 I 117.3162 I 118.2500 -illll --------i-~ --··--... ·-liilllt-- --,~~~-~-~~---~-~~-- 551 I 551D I 117.3239 I. 0.0084 I 0.0101 I 0.0027 I 117.3283 I 118.1000 ---. -- 558 I 551 I 117.3326 I ------I ------------I 117.3326 I 118.4400 553 I 551 I 117.3455 I 0:0084 .1 0.0077 I ------·I 117.3448 I 118.1000 -. . -··- 554 I 553 1 .. 117.3615 I 0.0113 I 0.0017 ------I 117.3518 I 117.5000 556 I 554 ,I 117.3963 I 0.0572 I 0.0032 I ------I 117.0000 I 116.9000 I 557 I 556 I 117.1077 I ------ J ------ I ------ I 116.9000 I 116.8000 I 551E . . ,I _ 55~D ·1 117.3451 I 0.0191 .1 0.0241 _ I ------ . I 117.3501 1. 119.6000 . . . ·- No approach losses at node 560C because inverts and/or crowns are offset. 1. 560A I 551E ;I 117.4272 I 0.0183 I 0.0243 ------I 117.4333 I 119.1000 No approach losses at node 568D because inverts and/or crowns are offset. I 560( ... 1. 560A I 117.4674 I 0.0137 I 0.0002 .1. ------ I 117.4539 I 119.5000 .. . .. .. --·-.. I 568D I 560( I 117.4829 I ~-0~09 .1 0.0150 I ------I 117.4869 I 119.5000 . No approach losses at node 568A because inverts and/or crowns are offset. . I 568( I 568D I 117.5064 I 0.0109 I 0.0000 I ------ I 117.4955 I 119.6000 I 568A I 568( I 117.5221 I 0.0345 I 0.0002 I ------I 117.4878 I 119.0000 569A I 568A I 117.6961 0.0345 I 0.0001 ------117.6617 119.3000 - 571A I 569A I 117.8629 ------I -----------117.8629 119.1000 551F I 5510 I 117.6049 0.1899 I 0.0013 ------117.4163 118.6000 560 I 551F I 118.1472 0.0479 I 0.0032 0.0263 118.1288 119.1000 561 I 560 I 118.5872 0.1488 I 0.0010 ------118.4394 119.5000 563 I 561 118.6869 0.7262 I 0.8854 ------118.8461 119.4000 568B 563 120.8350 0.7262 -I 0.0120 ------119.7000 119.6000 568 568B 122.6702 0.7262 I 0.0034 -----119.7000 I 119.6000 569 568 124.3679 0.6803 I 0.0025 -----117.0000 I 116.9000 570 569 121.4516 0.6264 1. 0.0093 ------I 119.2000 I 119.1000 I 571 570 123.4393 ------I ------------I 119.1000 I 119.0000 - I 560D 560 118.2016 0.0426 I 0.0028 ------I 118.1618 I 118.8000 I 560L 560D 118.2714 0.0410 I 0.0002 ------I 118.2307 I 118.7000 I 560F I 560L 118.3578 I 0.0397 I 0.0001 ------I 118.3182 I 119.0400 I 560H I 560F 118.3990 I 0.0391 I 0.0006 ------I 118.3606 I 119.1000 --\-·-------.-,·---·--.. , .... - --· ---·-.... .. .. ----·-tllll -·-.. I 560J I 560H ·1 118.4563 I 0.0250 I 0.0004 I ------I 118.4318 .I 119.1600 I 582( I 560J I. 118.4932 I 0.0209 I 0.0004 ______ -I 118.4727 I 119.2200 INo approach losses at n_ode 583D because inverts and/or crowns are _offset. I 5838 I 582( I 118.5631 I 0.0587 r 1 -0-.0-7~2-7--, 1 --~0-.0-1-26~--. 1 ~---'1-18~.~58_9_6 ___ I 119.2500 I No approach losses at no.de 583A becau:e inverts and/or crowns are offset. __ _ :I 583D 1. 5838 . I 118.7851 I _ 0.0500 I 0.0003 I ------I 118.7354 I 119.7500 I 583A J 583D I ~18.8235 _ J _0.0454 J 0.0615 _ I _ ~-----_ _ _ I _ _ 118_.83~6 I __ 119.s400 ' I 574 I 583A 'I 118.9565 I 0.0412 I 0.0004 ------I 118.9156 'I 119.4000 ro approach losses at node 5748 because inverts and/or crowns are _offset. I 574A I 574 ,I 119.0620 . I 0.0361 I 0.0003 I ------I 119.0262 I 119.4000 I 5748 I 574A . :I 119.1045 ·1 0.0332 I 0.0359 ------I 119.1072 I 119.4400 : I 574( --I 5748 :I 119.1585 - 1 0.0261 I 0.0058 I -------I · -· 119.1382 - 1 -~19-.4300 -- :i 1003 I _ 574(--·I 119.2039 I 0.0824 I 0.0227 I. ______ I 118.8600 I 118.7600 I No approach losses at node 1012 because inverts and/or crowns are offset. I 1007 I 1003 I 119.0521 I 0.0141 I 0.0001 I ______ I 118.7400 I 118.6400 1012 I 1007 I 118.8252 r.0141 I 0.0001 - I I I ------118.8112 119.1100 No approach losses at node 1015 because inverts and/or crowns are offset 1014 I 1012 I 118.8430 ~13 I 0.0975 I ------ I 118.8693 I 119.0900 1015 I 1014 I 119.0198 I -----I 119.0198 I 119.2500 583( I 5838 I 118.6546 I 0.0068 I 0.0004 I ------ I 118.6482 I 118.8900 584D I 583( I 118.6701 I 0.0025 I 0.0000 I ------ I 118.6676 I 118.8300 No approach losses at node 5848 because inverts and/or crowns are offset 584( I 584D I 118.6764 I 0.0005 I 0.0001 I ------I 118.6760 I 119.5100 No approach losses at node 586 because inverts and/or crowns are offset. 5848 I 584( I 118.6760 I 0.0011 I 0.0001 I ------118.6750 I 119.3000 586 I 5848 I 118.6810 I 0.0082 I 0.0023 ------118.6751 I 119.5000 587 I 586 I 118.7015 I ------I I ------118.7015 I 119.5000 555 I 1-16 I 115.8836 I ------I -----115.8836 -. --I 118.9000 551A I 1-16 I 116.4052 I ------ f 0.3102 - I I ------116.7153 118.1000 5510 I 551A I 117.4470 I 0.2002 f 0.0017 I 0.0677 117.3162 I 118.2500 ----------, .. -,. -----I -- -~--~--~~--~-~--~-- I 551 I 551D I 117.3239 I 0.0084 I 0.0101 I 0.0027 I 117.3283 .1 118.1000 -· I 558 I 551 I 117.3326 I ------ I ------------ I 117.3326 I 118.4400 -. I 553 I 551 I 117.3455 I 0.0084 I 0.0077 __ I ------ I 117.3448 I 118.1000 I 554 I 553 I 117.3615 I 0.0113 I 0.0017 ------I 117.3518 I 117.5000 I 556 I 554 I 117.3963 I 0.0572 I 0.0032 ------ I 117.0000 -I 116.9000 I 557 I 556 I 117.1077 I ------ I ------ I ------I 116.9000 I 116.8000 I 551E I 551D :I 117.3451 I 0.0191 I 0.0241 I ------I 117.3501 I 119.6000 . -. . . . - No approach losses at node 560C because inverts and/or crowns are offset. I 560A I 551E I 117.4272 _I __ 0.0183 I 0.0243 I ------I 117.4333 I 119.1000 : No approach losses at node 568D because inverts and/or crowns are offset. I 560C I 560A I 117.4674 1. 0.0137 I 0.0002 ------ I 117.4539 I 119.5000 ---. -. -· I 568D I 560C I 117.4829 I 0.0109 I 0.0150 ------I 117.4869 I 119.5000 No approach losses at node 568A because inverts and/or crowns are offset. I 568C I 568D I 117.5064 I 0.0109 I 0.0000 ------ I 117.4955 I 119.6000 I 568A I 568C I 117.5221 I 0.0345 I 0.0002 ------I 117.4878 I 119.0000 I 569A I 568A I 117.6961 I 0.0345 I 0.0001 ------117.6617 I . 119.3000 571A 569A I 117.8629 I ------ I ------------117.8629 I 119.1000 551F 5510 I 117.6049 I 0.1899 I 0.0013 ------117.4163 I 118.6000 560 551F I 118.1472 I 0.0479 I 0.0032 0.0263 118.1288 119.1000 561 560 I 118.5872 I 0.1488 I 0.0010 ------118.4394 119.5000 563 561 I 118.6869 0.7262 I 0.8854 -----118.8461 119.4000 568B 563 I 120.8350 0.7262 I 0.0120 ------119.7000 119.6000 568 5688 I 122.6702 0.7262 I 0.0034 ------119.7000 119.6000 569 568 I 124.3679 0.6803 I 0.0025 ------117.0000 116.9000 570 569 I 121.4516 0.6264 I 0.0093 ------119.2000 119.1000 571 570 I 123.4393 -----I ------------119.1000 I 119.0000 560D 560 I 118.2016 0.0426 I 0.0028 I ------I 118.1618 I 118.8000 560L 560D I 118.2714 0.0410 I 0.0002 ------I 118.2307 I 118.7000 560F 560L I 118.3578 - 0.0397 I 0.0001 ------·I · 118.3182 I 119.0400 560H ., 560F I 118.3990 0.0391 I 0.0006 ------ I 118.3606 I 119.1000 --~~-~~-~~~-~--~-~-- -\ ,., ---' --.. -... -'*' 11111' -·---', -- 119.1600 I 560] I 560H I 118.4563 Fl 0.0004 ------I 118.4318 I I 582( I 560] :I_ 118.4932 I 0.0209 I. 0.0004 ------I 118.4727 '-I ~1-1~9.-2-20_0 __ No approach losses at node 583D because inverts and/or crowns are offset. I 5838 I 582( I 118.5631 I 0.0587 I 0.0727 I 0.0126 I 118.5896 I 119.2500 No approach losses at node 583A because inverts and/or crowns are offset. I 583D ·1 5838 I 118.7851 [ 0.0003 I 118.7354 r 119.7500 0.0615 1 583A 1 583D • 1 118.8235 :r I . ~;4 I 583A ,1118.9565 -[ 0.0500 [ 0.0454--[ 0.0412 I - 1 ______ I 118.8396 I 119.5400 · · I 118.9156 1 -119.4000 0.0004 No approach losses at node 5748 because inverts and/or crowns are offset. I 574A I 574 I 119.0620 I 0.0361 I 0.0003 I ------I 119.0262 [ . I I 5748 I 574A I 119.1045 I 0.0332 I 0.0359 I ------I 119.1072 I 119.4400 . -. -I I 574( I . 5748 I 119.1585 1 .. 0.0261 I 0.0058 ------I 119.1382 . I I I 1003 :i 574( I 119.2039 I 0.0824 . 1 0.0227 I ______ I 118.8600 I 118.7600 119.4000 119.4300 No approach losses at node 1012 because inverts and/or crowns are offset. 1007 ·r 1003 I 119.0521 I 0.0141 r 0.0001 118.7400 118.6400 I 1012 I 1007 ·I 118.8252 I 0.0141 I 0.0001 I ------I 118.8112 I 119.1100 No approach losses at node 1015 because inverts and/or crowns are offset. I 1014 I 1012 I 118.8430 I 0.0713 I 0.0975 I ------ I 118.8693 I 119.0900 I 1015 I 1014 I 119.0198 I ------ I ------I ------ I 119.0198 I 119.2500 I 583C I 583B I 118.6546 I 0.0068 I 0.0004 I ------ I 118.6482 I 118.8900 I 584D I 583C I 118.6701 I 0.0025 I 0.0000 I ------ I 118.6676 I 118.8300 No approach losses at node 584B because inverts and/or crowns are offset. -·- I 584C I 584D I 118.6764 I 0.0005 I 0.0001 I ------I 118.6760 I 119.5100 No approach losses at node 586 because inverts and/or crowns are offset. I 584B I 584C I 118.6760 I 0.0011 I 0.0001 ------I 118.6750 I 119.3000 I 586 I 584B ·1 118.6810 I 0.0082 I 0.0023 I ------I 118.6751 I 119.5000 I 587 I 586 I 118.7015 J ------I ------ I ------;I 118.7015 I 119.5000 Conduit Notes I Reach 'I HW Depth (ft) ·1 HW/D ratio I Q (cfs) I TW Depth (ft) Fl Dn (ft) I ' . ~-------------1 Fl 0.3836 I 0.3836 Fl 0.4200 I 0.2841 I 0.2356 !superCrit flow, Inlet end controls Comment ~~~-~--~~-~-~~-~---- -~--~-~---~----~~~----. ---. . --. I P-551A I 2.3852 I 1.1926 I 17.00 I 1.4867 11.4867 11.1656 ISuperCrit flow, Inlet end contmls -.. --I P-551D I 3.3476 I 1.6738 117.00 I 2.6153 11.4867 11.0679 !Outlet Control . . . .. " . . . . . . Fl 6.7247 I 3.3623 ,Fl 6.7162 I 0.4808 I 0.4699 :Joutlet Control - Fl 6.6362 I 4.4242 Fl 6.6283 I 0.2935 I 0.1957 !Outlet Control I . P-553 I 6.4439 I 4.2959 Fl 6.4283 I 0.4263 I 0.2309 l°utlet Control --~---- Fl 4.4940 I 2.9960 Fl 4.4748 ;J 0.4263 I 0.3667 !Outlet Control -I P-556 I -3.8923 I ___ 3.8923 _ :~I 3.8518 I 0.~412 I _~3484 !Outlet Control _ ---.. .. -" -.. - Fl 3.3177 I 4.9770 ·Fl 3.2100 .J 0.3860 ~!Outlet Control Fl 6.7951 I 3.3976 Fl 6.7662 1. 0.6832 I 0.8~~0 !Outlet Control I P-560A I 6.9092 .I 3.4546 Fl 6.8301 I 0.6534 I 0.5385 ,Joutlet Control I _:-560C .I 2.3682 I 1.1841 Fl 2.3333 I ~.6456 I 0.52~8 !Outlet Control --· I_ P-568D I 6.1129 I 3.0564 F.I 6.0839 •J 0.5991 ~!Outlet Control I P-568C I 6.0556 I 3.0278 Fl 6.0369 I 0.5656 I 0.3972 Joutlet Control -I P-568A I 4.5820 I 2.2910 ·Fl 4.5555 I 0.5656 ~!Outlet Control I P-569A. I 4.8381 ·J 3.2254 Fl 4.6378 ·1 0.6156 I 0.6271 ·!Outlet Control I P-571A I 3.8736 I 2.5824 I P-551F I 4.2149 I 2.1074 Fl 6.3177 I 3.1588 Fl 6.3832 I 4.2555 Fl 4.8869 I 3.2579 I P-568B I 6.8344 I 6.8344 Fl 8.8303 I 8.8303 Fl 10.7147 I 10.7147 Fl 6.9702 I 6.9702 F.I 8.4994 I 8.4994 I P:560D I 6.0024 I 3.0012 I P-560L I 5.4579 I 2.7290 .. . I P-560F I 5.0553 I 2.5276 I P-560H I 4.3055 I 2.1528 I P-560J I 4.2088 I 2.1044 3.6717 tlet Control Fr Fl 3.9262 tlet Control I 0.6156 11.0856 [Ou ·~-----11.20~9 roF Fr 5.5963 tlet Control 11.1889 roF ·~----- 1 0.9029 I 0.6744 f Fi 5.9288 Fr 4.6394 I o .. 9029 I o. 7320 f Fi 4.8461 .------- 1 0.9340 roF 5.8600 Fr Fi 6.0500 I 0.9340 rof ~----- 1 0.9340 roF 2.5100 Fr F1 4.2600 I 0.9265 rof .------ 1 0.9162 roF Ff 5.9288 Fl 5.3418 I 0.8291 I 0.5427 f .---~-~- 1 0.8047 I 0.8141 f tlet Control tlet Control tlet Control tlet Control tlet Control tlet Control tlet Control tlet Control tlet Control Fr 4.9307 tlet Control I 0.7964 I 0.7630 f ·.------- 1 0.7899 I 1.0332 f Fi 4.2282 tlet Control Fl 4.1106 tlet Control I 0.7865 I 1.4941 f - _, ... _.., __ \ .... ,.. --· --'1!!111111 '---- __ ..,,_ -~'-.... -<am .... 9111 ----;~ . .--- I P-582C · 1 4.0857 I 2.0428 -Fl 4.0218 .1 0.7001 I 0.7772 [Outlet Control 1 I P-583B 1. 5.1551 I 2.5775 Fl 5.0727 I 0.6691 I 0.4593 [°utlet Control I P-583D I 5.2451 ,I 3.9339 _ Fl 5.0496 I 0.6480 ~IOutletControl 1 I P-583A .1 4.6725 I 3.5044 Fl 4.5854 :I 0.6213 I 0.3928 !Outlet Control · Fl 3.8572 :I 2.8930 Fl 3.7396 I 0.6058 I 0.50W [Outlet Control. _ 1 I P-574A.1 3.2664 ii 2.4499 . Fl 3.1156 . ·1 0.5908 I 0.6723 !Outlet Control LP-57~8 t . 4.8966 1. 3.6726 l 2:13 _ t 4.8~62 I 05~051 0.5448 Ft Control 1 I P-574C I 4.9884 :1 3.7414 Fl 4.9372 I 0.5586 11.2058 !Outlet Control I P-1003 I 5.2539 I 3.9405 Fl 5.1882 I 0.5245 ~'-10-u-tl-et-Co_n_t-ro_l __ ----- 1 [ P-1007 :[ · 5.0929 I 5.0929 FI 4.9000 I 0.5730 I_ 0.5727 !Outlet Control [ ~-1012_ 1 4.3352 [ . 4~3352 . _ [ _ 0.75 J 4.2399 J 0.~6H I 0.4~98 · Outlet Control .~~-~~-~~~-~--~~~1 I P-1014 'I 3.7834 I 3.7834 Fl 3.7512 I 0.3611 I 0.3698. ·[Outlet Control I P-1015 · 1 3.3298 1 · 4.9951 Fl 3.1793 I 0.4099 I 0.2259 ·~10_u_t-le_t_C_o_nt-r-ol--~~~------I I P-58.3C I 1.8359 I 1.8359 Fl 1.7696 I 03720 ~ Outlet Control [ P-584D .I 1.8501 :I 1.8501 :~I 1.8282 I 0.2994 ~1-0_u_t-le_t_C_o_nt-r-01--------~--, I P-584C I 1.8590 1.8590 I P-584B I 6.6776 6.6776 Fl 1.8298 2.1959 Fl 1.2015 2.4030 Fl 0.3836 0.3836 I P-551A I 2.3852 1.1926 I P-5510 ·1 3.3476 1.6738 Fl 6.7247 3.3623 Fl 6.6362 4.4242 Fl 6.4439 I 4.2959 I P-554 I 4.4940 I 2.9960 Fl 3.8923 I 3.8923 Fl 3.3177 I 4.9770 I P-551E-I 6.7951 I 3.3976 I P-560A I 6.9092 I 3.4546 Fl 1.8476 ~I 6.6760 I 0.2315 I 0.6862 IOutl r-~~~~~, 0.1544 I 0.0885 IOutl ~I 1.8250 ~I 1.1751 I 0.1624 I 0.1594 IOutl r-~~~~~, 0.1881 I 0.1645 IOutl et Control et Control et Control et Control Fl 0.4767 I 17.00 I 1.4867 I 0.2841 I 0.2356 ISupe r-~~~~~, 1.4867 I 1.1656 ISupe rCrit flow, Inlet end controls rCrit flow, Inlet end controls Fl 2.6153 Fi 6.7162 11.4867 11.0679 IOutl r-~~~~~ 1 0.4808 I 0.4699 l°utl Fl 6.6283 Fl 6.4283 I 0.2935 I 0.1957 IOutl r-~~~~~I 0.4263 I 0.2309 IOutl Ff 4.4748 Fl 3.8518 I 0.4263 I 0.3667 IOutl ,--~--~~~.! 0.3412 I 0.3484 IOutl Fl 3.2100 Fl 6.7662 I 0.3860 ~ IOutl ,--------1 0.6832 I 0.8910 IOutl Fl 6.8301 I 0.6534 j 0.5385 Joutl ,t Control et Control et Control ' et Control et Control et Control et Control et Control et Control -·-·---' -IIIJ)----------. -,,.. . fall .. -- -'~ -IIIIJ -J --> -41111!1, (--,'1[1111 ---·-· ... ~' -- I P-560C I 2.3682 I 1.1841 Fl 2.3333 -I 0.6456 I 0.5298 Joutlet Contml -. I P-5680 I 6.1129 I 3.0564 Fl 6.0839 I 0.5991 ~ !Outlet Control I P-568C I 6.0556 I 3,0278 Fl 6.0369 I 0.5656 I 0.3972 . !Outlet Control . . " . I P-568A I 4.5820 I 2.2910 Fl 4.5555 I 0.5656 ~!Outlet Control I P-569A 'I 4.8381 I 3.2254 :I 2.63 :I 4.6378 I 0.6156 I 0.6271 !Outlet Control --. I P-571A ,I 3.8736 I 2.5824 _Fl 3.6717 I 0.6156 11.0856 !Outlet Control I P-551F I -. -4.2149 -I 2.1074 I 11.28 I_ 3.9262 11.2079 ~[Outlet Control Fl 6.3177 I 3.1588 1 10.99 I 5.5963 11.1889 ~!Outlet Control Fl 6.3832 I 4.2555 Fl 5.9288 :I 0.9029 I 0.6744 [Outlet Control Fl 4.8869 I 3.2579 Fl 4.6394 1.0.9029 I 0.7320 !Outlet Control I P-568B I 6.8344 I 6.8344 Fl 4.8461 -I 0.9340 ~!Outlet Control ------. , . . --· -. -. --. . - I P-568 'I 8.8303 .[ 8.8303 ·P71 5.8600 I 0.9340 ~!Outlet Control Fl_ 10.7147 I 10.7147 .Fl 6.0500 I 0.9340 -~[Outlet Control Fl 6.9702 'I 6.9702 Fl 2.5100 I 0.9265 ~!Outlet Control Fl 8.4994 I 8.4994 Fl 4.2600 I 0.9162 ~[Outlet Control I P-560D I 6.0024 I 3.0012 I P-560L I 5.4579 I 2.7290 I P-560F I 5.0553 I 2.5276 I P-560H I 4.3055 2.1528 I P-560J I 4.2088 2.1044 I P-582C I 4.0857 2.0428 I P-583B I 5.1551 2.5775 I P-583D I 5.2451 3.9339 I P-583A I 4.6725 3.5044 Fl 3.8572 2.8930 I P-574A I 3.2664 2.4499 I P-574B _ I 4.8966 3.6726 I P-574C I 4.9884 3.7414 -I P-1003 ,I 5.2539 3.9405 I P-1007 I 5.0929 5.0929 Fl 5.9288 Fl 5.3418 I 0.8291 I 0.5427 [Outlet Cont .--------, 0.8047 I 0.8141 Outlet Cont Ff 4.9307 Fl 4.2282 I O. 7964 I 0. 7630 Outlet Cont ,----_-_-_-_-_--, 0.7899 11.0332 Outlet Cont Fl 4.1106 Fl 4.0218 I O. 7865 11.4941 Outlet Cont .--------, 0.7001 I 0.7772 _ Outlet Cont Ff 5.0727 Fl 5.0496 I 0.6691 I 0.4593 Outlet Cont .--------, 0.6480 ~ Outlet Cont Ff 4.5854 Fl 3.7396 I 0.6213 I 0.3928 Outlet Cont r-----------, 0.6058 I 0.5010 Outlet Cont Fl 3.1156 Fl 4.8162 I 0.5908 I 0.6723 Outlet Cont .--------:, 0.5705 I 0.5448 Outlet Cont Ff 4.9372 Fl 5.1882 J 0.5586 _, 1.2058 _ Outlet Cont .------~-., 0.5245 ~ Outlet Cont Fl 4.9000 I 0.5730 I 0.5727 Outlet Cont -·----.., -...,_ ... l.._ ---- rol rol rol col rol rol rol rol rol rol rol rol rol rol rol -,, ... ..,. -- .. -----~---·~-·--~----- I P~1012 I 4.3352 I 4.3352 Fl 4.2399 I 03611 I OA598 !Outlet Control I P-1014 I 3.7834 I 3.7834 .Fl 3.7512 I 0.3611 I 0.3698 !Outlet Control I P-1015 ,I . I Fl . . . . . 3.3298 4.9951 3.1793 I 0.4099 I 0.2259 !Outlet Control I P-583C ,I 1.8359 I 1.8359 F'I 1.7696 I 0.3720 ~ !Outlet Control I P-584D I 1.8501 I 1.8501 Fl 1.8282 ·1 0.2994 ~!Outlet Control ..... I P-584C I 1.8590 I 1.8590 'Fl 1.8476 I 0.2315 I 0.6862 !Outlet Control I P-5848 :j 6.6776 I 6.6776 Fl 6.6760 I 0.1544 I 0.0885 !Outlet Control . . . .. Fl I Fl " . ' . . ------" -. 1.8298 2.1959 1.8250 I 0.1624 I 0.1594 !Outlet Control Fl 1.2015 I 2.4030 Fl 1.1751 I 0.1881 I 0.1645 !Outlet Control Licensed to: Engenious Systems, Inc. Appended on: Monday, August 19, 2013 8:52:12 AM ROUTEHYD [I THRU [Ex Basin 311 USING (100 year) AND [TYPElA.RAC) NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm ~~ Flow Full Q Full nDepth Depth ~ nVel lfVcl lnfil Vol [ CB . / H d I ID I (ac) (cfs) (cfs) ratio (ft) ratio I e>tZe (ft/s) I (ft/s) (cf) asm Y FFFFFFI 0.2525 I 6~a: 13.4786 [ 4.9276 Fl31A-555 I P-558 FFFI 0.0421 FFI 6~ai~ 14.7959 19.7069 Fl~3-IA---5-58---I I P-557 FFFI 2.2764 FFI ~i!: FFFl31A-557 I P-556 FFFI 0.3005 FFI 6~:~ 12.8574 13.2686 F~-----I I P-554 FFFFFFI 6~a: 14.0435 FFl31A-554 FFFI 25.2062 I 0.0592 I 0.2476 Fl 6~a: Fl 14.2638 F~-----I I P-551 12.486 Fl 15.9255 Fl 0.5035 Fl i>~a: 13.570815.0692 F 1 IP-571A Fl 3.0352 Fl 1.0054 Fl 0.8248 I 6~a: 11.9469 FFl31D-57IA I P-569A Fl 3.0352 Fl 0.4206 I 0.6789 I 0.4526 .1 6~:~ Fl 4.0837 F. I I P-568A 13.407 13.0352 I 2.2656 Fl -----Fl i>~ai~ I 0.9661 FF ' -----~----~---~----- ------------------- I P-568C :1 3.407 13.03521 30A95 I 0.0995 I 0.4258 Fl 6ia: 16.2069 19.7069 F. 1 IP-568D Fl 339612.6352 I 1.28_87 Fr-:-1 6iai; Fl 0.8388 Fl31C-568E I P-560C I 4.406 13.9252 :122.1162 Fl 0.5698 I 0.2849 I 6ia: I 5.3204 17.0398 Fl3 I B-560C IP-560;'14.5~9 l ;.017 J2L9793 I 0.1;281 0~5792 I 0.2896 I 6ia: Fl ~.9962 Fl31C-560A IP-551E:FI 4.3742 .19.2893 I 0.47091 0.9659 F~FI 2.9569 Fl31C-560E I ;_~71 Fl 5.74~2 Fl21:4307 FS 6:a:~ Fl 0.3414 Fl31D-57l : . . . . ... . . . . . .. . . .. . .. . . . . . . I I P-570 ,1 6.722 15.988512.5378 12.3597 Fr-:-~17.624813.2312 Fl31D-570 I ~-569 :16.945.16.1~72 Fl 2.4101 Fr-:-b:a:~ 17.8777 13.2686 Fl31D-569 1 I P-568.16.945 1_6.1872 Fl 16.66?7 Fr-:-1.b:ai; 17.8777 I 0.4726 F IP-568B 1FFFFFr-:-16:ai; 17.877713.2312 F . . . .. . . . . . . . • I I P-563 Fl 6.3021 Fl 0.55231 0.7967 Fil 6~ai; 16.6088 16.4569 Fl31B-567 I P-561 :F .. 074 16.~021 Fl 0.4789 Fl 0.4877 I 6~ai; 17.363517.4465 F . . , I I P-1015 FFFI 0.2852 I 0.2436 I 0.3655 I ~i!~ Fl 8.6566 Fl31D-1013 FFFFFFF~FFF I P-1012 FFFI 0.4977 Fl 0.4988 I 6~a: 12.2007 12.2037 F I P-1007 Fl 2.0847 Fl 0.719810.6284 I 0.6284 I 6~a: Fl 3.6874 F I P-1003 Fl 2.0847 FFI-FI 6~a: Fl 0.6987 F IP- 574c FF'FFI-FI 6~a: FFF I P-574B Fl 2.4508 I 6.0674 I 0.4039 I 0.5902 I 0.4426 I 6~a: 14.1096 14.3456 F IP-574AI 2.942 FFFFF~F'FF I P-574 Fl. 2.7493 I 7.9503 I 0.3458 I 0.5407 I 0.4056 6~a: Fl 5.69~3 F IP-583A Fl 2.8856 113.256310.21771 0.4228 Fl 6~a: 17.5859 19.4946 F IP-583D FFI 0.7684 14.06851-FI 6~ai~ Fl 0.5503 F FFI 0.1648 Fl 0.2704 FFI ;i~: 12.6377 FF I P-586 FFFI 0.0925 FFI 6~a: Fl 3.2653 F I P-5848 FFFFI 0.0944 I 0.0944. I 6~ai~ 14.3859 111.3227 F I P-584C :Fl 0.3635 Fl 0.9392 I 0.7694 I 0.7694 I 6~ai~ I 0.5606 I 0.4928 F FFFFFI-F~FFF 13 ID-1007. 131D-574C 131D-5748 131D-574A 13 !D-574 131D-583A 31 C-583;3 l C- 583D 131 C-587 13 !C-584C 13 !C-584D ------------------- ------------------- I P-583C Fl 0.9123 Fl 2.3572 Fr-:-1 ~:a: Fl 0.4928 F ~~;~ 58 3B;3IC- I P-583B Fl 4.2023 Fl. 0.1323 Fl 0.2456 I ;;ai; Fl 10.10~3 Fl3IC-583B FFI 4.5907 J 12.2868 I 0.3736 I 0.8472 I 0.4236 I ;;a: , 3.6252 FF ~~i~582A;31C- I.P-560J 16.443 , 5.7399 I 5.4~48 j L04~6-Fl 0.8666 r ;;ai~ Fl 1.7491 F~~6-l~-J--56_0_1,-·3-tc __ _ IP-560H J 6.49.1 Fl 9.5173J 0.608·= Fl 0.5632 .~Fl 3.0295 Fl31C-560H I P-560F :16.598 Fl 16.484510.35661 0.8249. F ;;a:~ Fl 5.2472 Fl31C-560G JP-560L .I 6.7~ l 5.9956.114.9475.1 0.4011 l o.~82 · 1_ o.~~t :J ~iai; · 14:4902 J 4.7579 FJ3 tC-560M IP-5600 Fl 6.3529 ~FFFI ;;ai; Fl 10.8948 FF J P-560 I 14:205112.65491 9.5173. , L3297 F~\ ;;a: , 4.0282 , 3.0295 .F.: . 1 IP-551F 114.586, 12.9944 Fl 2.5354 Fr-:-1 ;;ai; FFFl31C-551C IP-5.510 '\ 21~982 , 19.583~ I 30.49~ I 0.6422 FFI ;;a:., 10:3065, 9.7069 Fl IP-551A:I ;l.982 , 19.5~33, 26.466510.7399 ~, 0.6408 I bia~ Fl 8.4246 F HGL Analysis j From Node I To ~~de I HG El (ft) j App (ftLJ Bend (ft) I Junct Loss (ft) Adjusted HG El (ft) Max El (ft) I I 115.34 I 555 I 1-16 I 115.9145 ------I ------I ------I 115.9145 I 118.9000 I 551A I 1-16 I 116.6509 ------I 0.4116 I ------I 117.0625 I 118.1000 I 551D I 551A I 118.0335 0.2657 I 0.0023 I 0.0898 I 117.8600 118.2500 I 551 I 551D I 117.8704 0.0111 I 0.0134 I 0.0036 I 117.8763 118.1000 I 558 551 I 117.8833 ------I ------I ------I 117.8833 118.4400 I 553 551 I 117.8986 0.0111 I 0.0102 I ------I 117.8977 118.1000 I 554 553 I 117.9206 0.0150 I 0.0022 I ------I 117.6000 117.5000 I 556 554 I 117.6577 0.0759 I 0.0042 I ------I 117.0000 116.9000 I 557 556 I 117.1429 ------I ------. I ------I 116.9000 116.8000 . -· I 551E 551D I 117.8984 0.0254 I 0.0320 I ------I 117.9049 119.6000 !No approach losses at node 560C b.ecause inverts and/or crowns a_re offset. I 560A I 551E I 118.0079 I 0.0242 I 0.0323 I ------.1 118.0160 I 119.1000 JNo approach losses at node 568D because inverts and/or crowns are offset. I 560C I 560A I 118.0616 I 0.0181 I 0.0002 I ------I 118.0437 I 119.5000 I 568D I 560C I 118.0821 I 0.0145 I 0.0199 I ------I 118.0875 I 119.5000 JNo approach losses at node 568A because inverts and/or crowns are offset. I 568C I 568D 118.1130 0.0145 I 0.0001 I ------I 118.0986 I 119.6000 -I 568A I 568C 118.1339 0.0458 I 0.0003 I ------I 118.0884 I 119.0000 .. I 569A I 568A 118.3621 0.0458 0.0002 I ------I 118.3165 119.3000 I 571A I 569A 118.5837 ------------I ------I 118.5837 119.1000 --~--... ·-----·-I 551F I 551D 118.2431 0.2520 0.0018 I ------I 117.9929 118.6000 I 560 I 551F 118.9596 0.0635 0.0042 I 0.0349 I 118.9353 119.1000 I 561 I 560 119.5422 0.1975 0.0013 I ------I 119.3460 119.5000 I 563 I 561 119.6745 0.9636 1.1749 I ------I 119.5000 119.4000 ------------------- ------------------- I 5688 I 563 I 122.1390 I o.9636 I 0.0160 ------I 119.1000 r 119.6000 I 568 I 5688 I 123.6415 I o.9636 I 0.0045 I ------I 119.1000 I 119.6000 I 569 I 568 I 125.8933 I o.9028 I 0.0034 ------I 111.0000 I 116.9000 I 510 I 569 1. 122.9101 I o.8312 I 0.0124 I ------I 119.2000 I 119.1000 I 511 I 510 I 124.8256 .I ------I ------I ------I 119.1000 [ 119.0000 I 560D \ 560 I 119.0321 l 0.0566 I 0.0037 ------I 118.9000 . I 118.8000 . . \ 560L I 560D \ 119.0477 I 0.0544 I 0.0002 I ------.1 118.8000 I 118.7000 I 560F I 560L \ 118.9678 \ 0.0527 \ 0.0002 ------I 118.9153 \ 119.0400 . . I I 560H I 560F I 119.0214 I 0.0518 I 0.0009 ------I 118.9705 I 119.1000 \ 5601 \ 560H I 119.0_983 \ _0.0332 I 0.0006 ------.1 119.0658 I 119.1600 I I 582C \ 560J I tt9.1481 I__0.0278 \ 0.0006 ------I 119.1208 I 119.2200 JNo approach losses at node 583D because inverts and/or crowns are offset. \ 5838 I 582C ~I 11_?,2382 f 0.0778 l,--'-o=:o-96-4~·.-I --o-.0~16_7_~,l-~-1-1-9.~35_0_0_~-,,-1-19-.2~5~00~11 ~proach losses at node 583A because inverts and/or crowns are offset. I 583D I 5838 I 119.6094 I 0.0663 I 0.0004 ------I 119.5434 I 119.7500 I 583A \ 583D I 119.6600 I 0.0602 I 0.0817 I ------\ 119.6400 I 119.5400 I 574 \ 583A . I 119.7953 J 0.0547 I 0.0005 \ ------I 119.5000 I 119.4000 JNo approach losses at node 5748 because inverts and/or crowns are offset. I 574A -·1 574 I -119.6957 j 0.0478 I 0.0003 ------I -119.5000 I 119.4000 I 5748 .. \ 574A \ 119.6046 J 0.0441 \ 0.0476 ------I 119.5400 J 119.4400 I 574C I 5748 I 119.6080 ,\ 0.0346 I 0.0077 \ ------·I 119.5300 [ 119.4300 I .. 1003 I 574C · 1 119.6172 . I 0.1094 J 0.0301 ------J 118.8600 I 118.7600 JN'o~proach losses at node IO 12 because inverts and/or crowns are offset. I 1001 I 1003 I 119.11s2 :I 0.0181 I 0.0002 ------[ I 1012 I 1001 I 118.8563 I 0.0181 I 0.0001 ------I 118.7400 118.8378 I 118.6400 I 119.1100 jNo approach losses at node IO 15 because inverts and/or crowns are offset. I 1014 I 1012 I 118.8801 I 0.0946 I 0.1294 ------I 118.9150 I 119.0900 I 1015 I 1014 I 119.1147 I ------I ------I ------I 119.1147 I 119.2500 I 583C I 5838 I 119.4366 I 0.0090 I 0.0005 I ------I 118.9900 I 118.8900 I 584D I 583C I 119.0191 I 0.0033 I 0.0000 I ------I 118.9300 I 118.8300 jNo approach losses at node 5848 because inverts and/or crowns are offset. I 584C I 584D I 118.9425 I 0.0007 I 0.0001 !No approach losses at node 586 because inverts and/or crowns are offset. ------I 118.9420 I 119.5100 ,I 5848 I 584C I 118.9425 0.0014 I 0.0001 I ------I 118.9412 119.3000 I 586 I 5848 I 118.9488 0.0109 I 0.0030 __ I ------I 118.9409 119.5000 --. . -·-I 587 I 586 I 118.9760 ------I ------------118.9760 119.5000 I 555 I 1-16 I 115.9145 ------I ------------115.9145 118.9000 551A I 1-16 I 116.6509 ------0.41 16 ------117.0625 118.1000 551D I 551A I 118.0335 0.2657 0.0023 I 0.0898 117.8600 118.2500 551 I 551D I 117.8704 0.0111 0.0134 I 0.0036 117.8763 118.1000 558 I 551 I 117.8833 -----------I ------117.8833 I 118.4400 553 I 551 I 117.8986 0.0111 0.0102 ------117.8977 I 118.1000 554 I 553 I 117.9206 0.0150 0.0022 ------117.6000 I 117.5000 556 I 554 I 117.6577 0.0759 0.0042 ------117.0000 I 116.9000 557 I 556 I 117.1429 I ------------------I 116.9000 I 116.8000 55JE I 551D I 117.8984 I 0.0254 0.0320 I ------I 117.9049 I 119.6000 JNo approach losses at node 560C because inverts and/or crowns are offset. I 560A I 551E I 118.0079 .1 0.0242 I 0.0323 !No approach losses at node 568D because inverts and/or _crowns are offset. ------I 118.0160 I 119.1000 I 560C I 560A I 118.0616 I 0.0181 I 0.0002 ------I 118.0437 I 119.5000 ------------------- ------------------- I 5680 I 560C I 118.0821 I 0.0145 I 0.0199 ------I 118.0875 I 119.5000 INo approach losses at node 568A because inverts and/or crowns are offset. I 568C -I 5680 118.1130 I 0.0 j 45 I 0.000 I -------I 11-8.0986 119.6000 I 568A _ I 568C 118.1339 ,I 0.0458 I 0.0003 I . ------. I 118.0884 I_ 19.000_Q I 569A I 568A I 18.3621 I 0.0458 I 0.0002 I ------I 118.3165 119.3000 I 571A I 569A 118.5837-I ------I ------. . ------· 1 118.5837 i19.IOOO I 551F 1 .. 5511? 118.2431 I 0.2520 I -0.0018 J -------I 117.9929 118.6000 I 560 551F 118.9596 I 0.0635 I 0.0042 I 0.0349 I 118.9353 119.1000 I 561 560 I 119_5422 I 0.1975 I 0.0013 ------I 119.3460 I 119.5000 I 563 561 I 119.6745 I o.9636 I 1.1149 ------I 119.5000 I 119.4000 s688-563 I 122.-1390 I o.9636 ·1 0.0160 I ------I 119.1000 ... I 119.6000 568 -__ 5688 123.641s t o.9_6_36 I . o.og4s I . -~---~-J 119.iooo ,I 119.6000 . 569 568 125.8933 I o.9028 I 0.0034 ------I 111.0000 116.9000 510 569 122.9101 1 ··il.8312 1 · 0.0124 ------I 119.2000 119.-1000 511 1 510 124.8256 I ------I ------------I 119.1000 119.0000 5600 I 560 119.0321 J 0.0566 I 0.0031 I ------118.9000 118.8000 560L I 5600 119.0477 :1 0.0544 I 0.0002 I ------118.8000 118.7000 I 560F I 560L 118.9678 I 0:0527 I 0.0002 :1 -------118.9153 119.0400 I 560H I-560F I 119.0il4 · 1 0.0518 I 0.0009 I . -------I 18.9705 . 119.1000 I 560J ·1 560H I 119.0983 I 0.0332 I 0.0006 ------119.0658 119.1600 I 582c . I 5601 I 1,<1:1481 I 0.021s I 0.0006 .. ------119.1208 I 119.2200 INo approach losses at node 5830 because inverts and/or crowns are offset. I 5838 .I 582C I 119.2382 I ~-_0778 lr'--'-o-.0-9-64~·1.---~0.~01_6_7--ri---1-1-9.-35_0_0 ___ ~1 -11-9.~25_0_0_1 INo approach losses at node 583A because inverts and/or crowns are offset. I . 5830 . I 5838 i 119.6094 I 0.0663 :I 0.0004 . ------I 119.5434 -I 119.7500 583A 583D I 119.6600 J 0.0602 [. 0.0817 ------I 119.6400 I 119.5400 574 583A J 119.7953 J 0.0547 j 0.0005 ------I 119.5000 I 119.4000 [No approach losses at node 5748 because inverts and/or crowns are offset. I 574A I 574 I 119.6957 j 0.0478 j 0.0003 I ------I 119.5000 I 119.4000 I 5748 I 574A I 119.6046 j 0.0441 j 0.0476 ·C--------I 119.5400 I 119.4400 1 574C I 5748 I 119.6080 I 0.0346 I 0.0077 ------I 119.5300 I 119.4300 I 1003 I 574C I 119.6172 j 0.1094 J 0.0301 ------I 118.8600 I 118.7600 [No approach losses at node IO 12 because inverts and/or crowns are offset. I 1001 I 1003 I 119.1152 I 0.0181 I 0.0002 . .--------I 118.7400 I 118.6400 ------I 118.8378 I 119.1100 -I 1012 I 1001 . I 118.8563 I 0.0181 I 0.0001 I jNo approach losses at nod~ 1015 because inverts and/~~ crnwns-are ~ff~ei: I 1014 I 1012 I 118.8801 I 0.0946 I 0.1294 ,----------I 118.9150 I 119.0900 I 1015 I 1014 I 119.1141 I ------I ------I ------I 119.1147 I 119.2500 i 583C I 5838 i 119.4366 I 0.0090 I 0.0005 i ------I 118.9900 I 118.8900 i 584D I 583C i 119.0191 I 0.0033 I 0.0000 . [ ------I 118.9300 I 118.8300 [No approach losses at node 5848 because inverts and/or crowns are offset. j 584C I 584D j 118:9425 I 0.0007 I 0.0001 . 'I ------_ I 118.9420 I . 119.5100 ... ------I 118.9412 I 119.3000 !No approach losses at no_de 586 because inverts and/or crowns are offset. I 5848 I 584C I 118.9425 j 0.0014 j 0.0001 ,- ------I 118.9409 I 119.5000 ------I 118.9760 _ _I_ 11?._?0QO __ - I 586 I 5848 I 118.9488 . I 0.0109 r 0.0030 1 · 587 1 586 1 1 18.9760 1 ------r Conduit Notes De (ft) I Dn (ft) I Comment . . - 0.3056 I 0.2525 lsuperCrit flow, Inlet end controls i Reach I HW Depth (ft) ·[ HW/D ratio IQ (cfs) [_ TW Depth (ft) i P-555 I 0.4145 I 0.4145 I o.54 I o.5300 ------------------- ------------------- I P-551A I 2.6309 I 1.3154 I 19.58 I 1.5908 .J 1.5908 I i.2815 lsuperCrit flow, Inlet end controls -I P-551D I 3.9341 I 1.9671 I 19.58 I 2.9625 I t.5908_1 t. t 654 Joutlet Control J P-551 I 7.2712 I 3.6356 I 2.21 I 7.2600 J 0.5172 J 0.5035 !outlet Control J P-558 I _ 7.1869 I 4.7912 I o.12_ I 7.1763 I 0.3155 I 0.2101 Joutlet Control -- J P-553 I 6.9970 I 4.6647 I _ t.49 I 6.9763 I 0.4585 I 0.24 76 ,!outlet Control I P-554 I 5.0531 ,I 3.3687 I 1.49 I 5.0277 I 0.4585 I 0.3932 JouUet Contrnl -- I P-556 I 4.1537 I 4.1537 I 0.11 I 4.1000 I 0.3670 _I 0.3760 Joutlet Control I P-557 I 3.3529 I 5.0298 I 0.11 I 3.2100 I o.4154_1 >D _ Joutlet Control . . -I P~551 E I 7.3484 I 3.6742 I 4.37 I 7.3100 I 0.7348 I 0.9659 Joutlet Control ---- I P~560A I 7.4899 I 3.7450 4.02 I 7.3849 J 0.7030 I 0.5792 Joutlet Control_ ---I P-560C I 2.9624 I 1.4812 3.93 I 2.9160 J 0.694 7,1 0.5_698 Joutlet Control I P-568D 6.7121 ·1 3.3560 3.40 I 6.6737 I o._6444 _:I >D . Joutlet <=ontrol . - I P-568C 6.6622 I 3.3311 3.04 I 6.6375 I 0.60~2 I 0.4258 Joutlet Co~trol -I P-568A 5.1938 I 2.5969 3.04 I 5.1586 I 0.6082 I >D Joutlet Control I P-569A 5.5041 I 3.6694 3.04 I 5.2384 I 0.6625 I 0.6789 Joutlet Control I P-571A 4.5944 I 3.0629 3.04 4.3265 ;J 0.6625 J J.2371 Joutlet C:ontrol - I P-551 F I . 4.8531 I 2.4266 12.99 4.4700 J I .2970 I >D Joutlet Control I P-560 I_ 7.1301 I 3.5651 12.65 6.1729 J I .2795 I >D ·Joutlet Control ·---~ .. ~ . -. -- I P-561 7.3382 I 4.8921 6.30 6.7353 I 0.9706 I 0.7315 !outlet Control --I P-563 5.8745 3.9163 6.30 5.5460 I 0.9706 I 0.7967 !outlet Control I P-5_688 8.1384 8.1384 6.19 5.5000 I o.9602 I >D Joutlet Control _ -· --. I P-568 9.8015 9.8015 6.19 5.8600 I o.9602 I >D Joutlet Control I P-569 12.2401 12.2401 6.19 6.0500 I o.9602 I >D Joutlet Control I P-570 I 8.4287 8.4287 5.99 2.5100 I o.9548 I >D !outlet Control _ I P-571 I 9.8857 9.8857 5.75 4.2600 I o.9478 I >D Joutlet Control P-560D / 6.8329 I 3.4164 I 6.35 I 6.7353 I 0.8924 I 0.5839 /outlet Control P-560L I 6.2342 I 3.1171 I 6.oo I 6.0800 I 0.8657 I 0.8820 /outlet Control P-560F I 5.6653 I 2.8327 I 5.88 I 5.5000 I 0.8569 I 0.8249 /outlet Control P-560H I 4.9279 I 2.4640 I 5.79 4.8253 I 0.8502 / 1.1264 /outlet Control P-5601 4.8508 I 2.4254 I 5.74 4.7205 I 0.8465 / 1.7332 /outlet Control P-582C 4.7406 I 2.3703 I 4.59 4.6558 0.7536 I 0.8472 /outlet Control P-583B 5.8302 I 2.9151 I 4.20 5.7208 0.7197 I 0.4912 /outlet Control P-583D 6.0694 I 4.5522 I 3.13 5.8100 o.6979 I >D /outlet Control P-583A 5.5090 I 4.1318 I 2.89 5.3934 0.6692 I 0.4228 /outlet Control P-574 4.6960 I 3.5221 I 2.15 4.5'!_0~ . _ _ 0.6525 I 0.5407 /outlet Control P-574A 3.9001 I 2.9252 I 2.62 3.7000 0.6363 0. 7321 /outlet Control P-574B 5.3967 I 4.0476 2.45 5.2900 0.6142 0.5902 !outlet Control P-574C / 5.4380 I 4.0786 2.35 5.3700 0.6012 >D !outlet Control P-1003 5.6672 I 4.2505 2.08 I 5.5800 0.5646 >D /outlet Control P-1007 5.1560 I 5.1560 2.08 4.9000 I 0.6116 0.6284 /outlet Control P-1012 4.3663 I 4.3663 0.86 4.2399 .. I 0.3887 / 0.4988 /outlet Control P-1014 3.8205 3.8205 0.86 3.7778 I 0.3887 I 0.3987 !outlet Control P-1015 3.4247 5.1375 _ I o.86 3.2250 . I 0.4398 I 0.2436 /outlet Control P-583C 2.6179 2.6179 I o.91 2.5300 .10.4006 I >D /outlet Control . P-584D 2.1991 2.1991 I 0.60 2.1700 I o.3220 I >D /outlet Control P-584C / 2.1251 2.1251 I o.36 2.1100 / 0.2489 I 0. 7694 /outlet Contrnl _ --·-· P-584B / 6.9441 6.9441 I 0.16 I 6.9420 I 0.1660 I 0.0944 /outlet Control P-586 I 2.0976 2.5172 I 0.16 I 2.0912 I 0.1746 I 0.1713 /outlet Control P-587 / 1.4760 2.9519 I 0.16 I 1.4409 I 0.2025 I 0.1776 /outlet Control P-555 / 0.4145 0.4145 I o.54 I 0.5808 I 0.3056 'i 0.2525 /superCrit flow, Inlet end controls . . . ------------------- ------------------- I P-551 A I . 2.6309 I 1.3154 I 19.58 I 1.5908 1.5908 J J .2815 [SuperCrit flow, Inlet end controls [ P-_551D [ . 3.9341 I 1.9671 I 19.58 I 2.9625 L5908 [ 1.1654 !outlet Control_ . .. I P-551 I 7.2712 ;[ 3.6356 I 2.21 I 7.2600 0.5172 [ 0.5035 [outlet Control [ P-558 [ 7.1869 I 4.7912 I 0.12 7.1763 0.3155 . [ 0.2101 [Outlet Control .. "' ~ . ... . I P-553 [ . 6.9970 1. 4.6647 . I _1.49 6.9763 :I 0.4585 :[ 0.2476 [outlet Control . . . . . P-554 [ . 5.0531 I 3.3687 I 1.49 5.0277 [ 0.4585 [ 0.3932 [outlet Contml P-5_56 . [ 4.1537 I 4.1537 I 0.11 4.1000 [ 0.3670 I 0.3760 [outlet Control .. . P-557 [ 3.3529 I 5.0298 I 0.11 3.2100 'I 0.4154 :I >D [outlet Control P-551E J 7.3484 I 3.6742 I 4.37 7.3100 [ o._7348 I 0.9659 !outlet Control P-56~A I_ 7.4899 'I 3.7450 4.02 7.3849 I ~-7030 J 0.5792 Joutlet Control . . ·-... . . . P-560C [ 2.9624 I 1.4812 3.93 2.9160 J 0.6947 J 0.5698 [outlet Control P:568!:l I . 6.7121 I 3.3560 3.40 6.6737 I o.6444_ I >D !outlet Control -. P:568.~ I_ 6.6622 I 3.3311 3.o4 . I 6.6375 J 0.608.2 J 0.42_58 [outlet Control .. .. P-568A I 5.1938 I 2.5969 3.04 I 5.1586 I 0.6082 I >D Joutlet Control P-569A I 5.5041 I 3.6694 I 3.o4 I 5.2384 J 0.6625 J 0.6789 Joutlet Control P-571A I 4.5944 I 3.0629 1. 3.04 I 4.3265 ,J 0.6625 :I 1.2371 [outlet Control .. . P-55 IF [ 4.8531 'I 2.4266 I 12.99 I 4.4700 [J.2970 [. >D [outlet Control . j P-560 [ · 7.1301 I. 3:s651 _ [ __ 12.65 I 6.1729 :I 1:?19~_-l >D [Ot1tlet Control '. -·--. -I P-561 I 7.3382 I 4.8921 I 6.30 I 6.7353 I 0.9706 I o."7315 !outlet Control . I P-563 J 5.8745 I 3.9163 I 6.~o I 5.5460 I o.9106 0. 7967 Joutlet Control I P-5688 I 8.1384 I 8.1384 I 6.19 I 5.5000 0.9602 >D [outlet Control .. .. [ P-568 [ 9.8015 I 9.8015 I 6.19 I 5.8600 0.9602 >D !outlet Control I P-569 [ 12.2401 'I 12.2401 I 6.19 I 6.0500 0.9602 >D Joutlet Control J P-570 [ 8.4287 I 8.4287 I 5.99 I 2.5100 0.9548 >D Joutlet Control I P-571 I 9.8857 I 9.8857 I 5.75 I 4.2600 0.9478 >D . [outlet Control P-560D I 6.8329 I 3.4164 6.35 I 6.7353 0.8924 I 0.5839 [outlet Control P-560L I 6.2342 I 3.1171 6.00 I 6.0800 0.8657 I 0.8820 !outlet Control P-560F I 5.6653 I 2.8327 5.88 I 5.5000 0.8569 I 0.8249 !outlet Control P-560H I 4.9279 I 2.4640 5.79 I 4.8253 0.8502 [ 1.1264 !outlet Control P-560J I 4.8508 I 2.4254 5.74 I 4.7205 0.8465 I 1.7332 !outlet Control P-582C I 4.7406 I 2.3703 4.59 I 4.6558 0.7536 [ 0.8472 !outlet Control P-583B 5.8302 I 2.9151 4.20 I 5.7208 0.7197 I 0.4912 !outlet Control P-583D 6.0694 I 4.5522 3.13 I 5.8100 I o.6979 I >D !outlet Control P-583A 5.5090 I 4.1318 2.89 I 5.3934 0.6692 I 0.4228 !outlet Control P-574 4.6960 I 3.5221 2.75 I 4.5400 0.6525 [ 0.5407 !outlet Control --··--- P-574A 3.9001 I 2.9252 I 2.62 I 3.7000 0.6363 I 0.7321 !outlet Control [ P-574B 5.3967 4.0476 1. 2.45 5.2900 0.6142 I 0.5902 !outlet Control f P-574C 5.4380 4.0786 I 2.35 5.3700 0.6012 I >D [outlet Control [ P-1003 5.6672 4.2505 I 2.08 5.5800 o.5646 I >D !outlet Control [ P-1007 5.1560 5.1560 I 2.08 4.9000 0.6176 I 0.6284 !outlet Control I P-1012 4.3663 4.3663 0.86 4.2399 0.3887 0.4988 !outlet Control [ P-1014 3.8205 3.8205 0.86 3.7778 0.3887 0.3987 Joutlet Control [ P-1015 3.4247 5.1375 0.86 3.2250 0.4398 0.2436 Joutlet Control . . I P-583C 2.6179 2.6179 0.91 2.5300 0.4006 >D !outlet Control . I P-584D f 2.1991 2.1991 0.60 2.1700 0.3220 >D Joutlet Control I P-584C I 2.1251 2.1251 0.36 2.1100 0.2489 0. 7694 !outlet Control --------·1 P-584B I 6.9441 6.9441 0.16 6.9420 0.1660 0.0944 !outlet Control I P-586 I 2.0976 2.5172 0.16 I 2.0912 0.1746 0.1713 !outlet Control I P-587 I 1.4760 2.9519 0.16 I 1.4409 0.2025 0.1776 foutlet Control -. . --~-. . . .. ------------------- ------------------- Appended on: Monday, August 19, 2013 9:05:28 AM Layout Report: Ex Basin 31 I Event . !Precip .(in) 12yr24hrF .. . llOyear :F 125year F FF Reach Records Record Id: P-1003 15:ctio~ Sha~e: . _ .. I . Circular I 0.012 !Uniform Flow Method: I Manning's ,!coefficient: [ JRo.uting M~thod: I Travel Time Shift !Contributing Hyd I I IDnNode I 574C IUpNode I 1003 [~aterial 1. unspecified ISize [ 16 in Diam IEnt Lo~ses . I Groove End w/Headwall llength I 73.00 ft [Slope 0.01% [Up Invert I 113.96 ft [Dn Invert 113.95 ft Conduit Constraints MinVel I MaxVel I Min Slope r Max Slope Min Cover 0.00ft 0.00 ft/s I 5.00 ft/s I 0.00% I 50.00% I 'Drop across ~H I 0.00 ft [Ex/lnfil Rate 0.00 in/hr Record Id: P-1007 0.012 I [Section Shape: I Circular [Uniform Flow Method: I Manning's [Coefficient: [Routing Method: I Travel Time Shift Contributing Hyd IDnNode I 1003 [UpNode 1007 I Material I unspecified .[size 12 in Diam 'Ent Losses I Groove End w/Headwall llength I 43.00 ft [Slope 0.56% ------------------- ------------------- 'Up Invert . . I 114.20 ft 1Dn Invert I . 113.96 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover . . I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft !Drop across MH I 0.00 ft 'IEx/lnfil Rate I 0.00 in/hr Record Id: P-1012 Circular 'Section Shape: 'Uniform Flo.w Method: I Manning's . ·,coefficient: I 0.012 !Routing Method: I Travel Time Shift 'Contributing Hyd IDnNode . .. I IUpNode I 1007 1012 'Material I unspecified 'Size I 12 in Diam !Ent Losses I Groove End w/Headwall 'Length I 210.00 ft 'Slope I 0.20% _,Up Invert I 114.91 ft 1Dn Invert I 114.5001 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft 1Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-1014 [ Section Shape: Circular !Uniform Flow Method: I Manning's !Coefficient: I 0.012 !Routing Method: I Travel Time Shift -!Contributing Hyd IDnNode I 1012 IUpNode I 1014 I Material I unspecified ISize I 12 in Diam IEnt Losses I Groove End w/Headwall llength I 41.00 ft !Slope I 0.44% IUp Invert I 115.24 ft 'Dn Invert I 115.06 ft II Conduit Constraints I ------------------- ------------------- MinVel I MaxVel [ Min Slope I Max Slope I Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 1Drop across MH I 0.00ft '[Ex/lnfil Rate I 0.00 in/hr Record Id: P-1015 I Circular [Section Shape: ' !Uniform Flow Method: 'I Manning's [Coefficient: I . 0.012 .. !Routing Method: I Travel Time Shift !Contributing Hyd [DnNode I 1014 IUpNode I 1015 !Material I unspecified ISiz_e I 8 in Diam [Ent Losses I Groove End w/Headwall !Length I. 20.00 ft .!Slope I 5.30% . . IUp Invert I 116.75 ft 1Dn Invert I 115.69 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I · Max Slope I Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% [ 0.00 ft 'Drop across MH I 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-551 'Section Shape: Circular 'Uniform Flow Method: I Manning's ,·,Coefficient: I 0.012 'Routing Method: I Travel Time Shift ·,contributing Hyd I jDnNode I 551D IUpNode I 551 'Material I unspecified 'Size I 24 in Diam 'Ent Losses I Groove End w/Headwall ,,. 'Length I 24.00 ft ' 'Slope I 0.42% 'Up Invert I 110.70 ft Ion Invert I 110.60 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft ------------------- ------------------- [Drop across ~H [_ 0.00ft Ex/lnfil Rate 0.00 in/hr Record Id: P-SSIA [Section Shape: Circular ' [Uniform Flow Method: I Manning's [Coefficient: I 0.012 [Routing Method: I Travel Time Shift :!Contributing Hyd I .. [DnNode _ I _ 1-16 'IUpNode I 551A [Material I unspecified ;[Size I 24 in Diam t"t losses_ I Groove End w/Headwall . . :[length I 19.00 ft :[Slope I 1.16% . . . [Up ln~ert _ I 114.02 ft IDn Invert I 113.80 ft ... I Conduit Constraints .. I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft [Drop across-MH _ I 0.00 ft -IEx/lnfil Rate I 0.00 in/hr Record Id: P-551D [ Section Shape: Circular 'Uniform Flow Method: I ' 'Coefficient: I Manning's 0.012 'Routing Method: I Travel Time Shift 'Contributing Hyd I IDnNode I 551A IUpNode I 551D -- 'Material I unspecified ISize I 24 in Diam 'Ent Losses I Groove End w/Headwall 'Length I 39.00 ft 'Slope I 1.54% IUp Invert I 114.70 ft 1Dn Invert I 114.10ft I Conduit Constraints I MinVel I -MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft 'Drop across MH I 0.00 ft · 1Ex/lnfil Rate I 0.00 in/hr ------------------- ------------------- Record Id: P-SSlE · [Section Shape: Circular . . ·'!Coefficient: !Uniform Flow Method: I Manning's I 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd jDnNode I 551D IUpNode I 551E . !Material I unspecified !Size I 24 in Diam IEnt Losses I Groove End w/Headwall . I Length I 7.00 ft . 'lslope I 0.14% IUp Invert I 110.56 ft 1Dn Invert I 110.55 ft I Conduit Constraints I MinVel I MaxVel I Min Slope !I Max Slope 'I Min Cover .. ... .. . . I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft . .. 1Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr ... . . .. Record Id: P-SSIF !Section Shape: I Circular I !Uniform Flow Method: I Manning's [Coefficient: I 0.012 - !Routing Method: I Travel Time Shift [Contributing Hyd - IDnNode I 551D rUpNode I 551F - !Material I unspecified [Size I 24 in Diam - !Ent Losses Groove End w/Headwall - !Length I 23.00 ft [Slope I 0.04% - !Up Invert I 113.40 ft f Dn Invert I 113.39 ft - -- Conduit Constraints MinVel I MaxVel I Min Slope I Max Slope I Min Cover - 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft - !Drop across MH I 0.00 ft ,jEx/lnfil Rate I 0.00 in/hr - Record Id: P-553 f Section Shape: I Circular ------------------- ------------------- !Uniform Flow M~thod: ___ I Manning's • ICoe~icient: I 0.012 . - !Routing Method: Travel Time Shift :!Contributing Hyd I 1Dn.Nod_e 551 l~pNode I 553 -... - I Material unspecified !Size I 18 in Diam jEnt Losses Groove End w/Headwall ... •. ·1Length 43.00 ft ·1slope I 4.88% IUp lnv~rt I 113.00 ft :jo_n Invert I 110.90 ft .. ------ I Conduit Constraints I MinVel I MaxVel I Min Slope :j Max Slope :I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I - 50.00% I 0.00 ft . . -. .. :!Drop across MH I 0.00ft IEx/lnfil Rate I 0.00 in/hr -- Record Id: P-554 !Section Shape: _ I Circular I .jUniform Flow Method: I Manning's [Coefficient: 0.012 [Routing Method: [DnNode [Material Travel Time Shift 553 unspecified : Hyd [Contributing [UpNode [Size [Ent Losses Groove End w. w/Headwall [Length [Up Invert MinVel 0.00 ft/s [Drop across MH Record Id: P-555 I MaxVel I I 15.00 ft/s I I 71.00 ft [Slope 113.40 ft [Dn Invert Conduit Constraints Min Slope I Max [Slope 0.00% I so .00% 0.00 ft ! [Ex/lnfil Rate .[Section Shape: [ Circular I [Uniform Flow Method: I Manning's .[Coefficient: [Routing Method: . · 1 Travel Time Shift Contributing : Hyd -------------- I 554 I 18 in Diam I 0.75% .. I 112.87 ft I Min Cover I 0.00 ft I 0.00 in/hr I 0.012 I ----- ------------------- IDnNod:. I 1·16 IUpNode. I 555 . .. .. !Material I unspecified '!Size I 12 in Diam ·IEnt Losses. I Groove End w/Headwall ' . . ,,Length I 69.DO ft !Slope I 1.00% IUp Invert I 115.50 ft ;[Dn Invert I 114.81 ft . . . .. I Conduit Constraints . .. I MinVel I MaxVel I Min Slope I Max Slope ,[ Min Cover . .. I 2.00 ft/s I 15.00 ft/s I 0.50% ,I 2.00% I 3.00 ft !Drop across MH _ .. I 0.00 ft . ·1Ex/lnfU R~te I 0.00 in/hr Record Id: P-556 I !Section Shape:. I Circular !Uniform Flow Method: I Manning's . !Coefficient: I 0.012 !Routing Method: I Travel Time Shift Contributing Hyd IDnNode 1 554 I 556 I Material I unspecified [Size I 12 in Diam - IEnt Losses Groove End w/Headwall - llength I 90.00 ft [Slope I 0.44% - IUp Invert I 113.90 ft [Dn Invert I 113.50 ft - -- Conduit Constraints MinVel I MaxVel I Min Slope [ Max Slope I Min Cover - 0.00 ft/s I 15.00 ft/s I 0.00% [ 50.00% I 0.00ft - IDrop across MH I 0.00ft [Ex/lnfil Rate I 0.00 in/hr - Record Id: P-557 r I !Section Shape: Circular !Uniform Fl.ow Method: I Manning's [ Coefficient: I 0.012 - !Routing Method: I Travel Time Shift . [ Contributing Hyd - IDnNode I 556 [UpNode I 557 - I Material I unspecified [Size I 8 in Diam - ------------~------ ------------------- - IEnt Losses .. I Groove End w/Headwall - !Length I 15.00 ft ISlope I 0.07% IUp Invert I 113.80 ft 1Dn Invert I 113.79 ft --. -- I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover - I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft - 1Dr~p across ~H . :I 0.00 ft - IEx/lnfil Rate I 0.00 in/hr Record Id: P-558 .,section Shap-e: I Circular I !Uniform Flow Method: I Manning's . !Coefficient: I 0.012 !Routing ~ethod: I Travel Time Shift !Contributing Hyd [ IDnNode. I 551 IUpNode I 558 !Material I unspecified !Size [ 18 in Diam !Ent Losses I Groove End w/Headwall !Length I 186.00 ft ISlope I 2.26% IUp Invert I 114.90 ft 1Dn Invert I 110.70ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft 1Drop across MH -· . I 0.00 ft .IEx/lnfil Rate I 0.00 in/hr Record Id: P-560 [Section Shape: f Circular !Uniform Flow Method: I Manning 1s ;I Coefficient: I 0.012 !Routing Method: I Travel Time Shift Jcontributing Hyd IDnNode I 551F IUpNode I 560 .[Material I unspecified ISize I 24 in Diam [Ent Losses I Groove End w/Headwall [Length I 247.00 ft ISlope I 0.15% -------------------- ------------------- IUp Invert I 112.20ft .... 1Dn Invert . I 111.82 ft . .. -. . .. ... ... I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover .. . .. .•. I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft ID.rop across MH I 0.00 ft _JEx/lnfil Rate .. I 0.00 in/hr Record Id: P-560A [Section Shape: Circular I !Uniform Flow Method: I . ii coefficient: I Manning's 0.012 !Routing ~ethod:. I Travel Time Shift !Contributing Hyd I . IDnNode I 551E :1upNode I. 560A .. !Material I unspecified ISize I 24 in Diam IEnt Losses I Groove End w/Headwall llength I 279.00 ft 1Slope I 0.80% -. 'IUplnvert I 112.75 ft 1Dn Invert I 110.52 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I O.OOft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft IDrop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-560C [ Section Shape: Circular !Uniform Flow Method: I Manning's '!coefficient: I 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd IDnNode I 560A IUpNode I 560C !Material I unspecified ISize I 24 in Diam ·-. IEnt Losses I Groove End w/Headwall !Length I 68.00 ft !Slope I 0.81% IUp Invert I 115.65 ft Ion Invert I 115.10 ft Ii Conduit Constraints I ------------------- ------------------- MinVel I MaxVel I Min Slope :I Max Slope I Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% [ 0.00ft [Drop across MH I 0.00ft :IEx/lnfil Rate -~in/hr Record Id: P-560D lSection Shape: Circular . . . .. ' [Un.ifor~ Flow Method:. I Manning 1s . ;IC~efficient:. I 0.012 ... .. . :!Routing Method: .. I Travel Time Shift . !Contributing Hyd I . [DnNode . I 560 ;IUpNode I 560D !Material 1. unspecified ,ISize I 24 in Diam ... .. .. . .. IEnt Losses L --· Groove End w/Headwall -.. IL~ngth _ I - 32.00 ft l~lope I 1.94% .. . .. .. . .. . .!Up Invert I 112.82 ft :1Dn Invert I 112.20 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover 0.00 ft/s 15.00 ft/s 0.00% 50.00% 0.00 ft [ Drop across MH 0.00 ft rEx/lnfil Rate 0.00 in/hr Record Id: P-560F rsection Shape: Circular I !Uniform Fl.ow~e-thod: I Manning's ·1Coefficient: I 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd IDnNode I 560L IUpNode I 560F I Material I unspecified 'Size I 24 in Diam /Ent Losses I Groove End w/Headwall . 'Length I 175.00 ft 'Slope I 0.45% 'Up Invert I 114.09 ft IDn.lnvert I 113.30 ft I Conduit Constraints. - I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft ------------------- ------------------- [Drop across.MH I 0.00 ft [Ex/lnfil Ra~e [_ 0.00 in/hr Record Id: P-5608 [Section Shape: Circular I . ' [Uniform Flow Method:. Manning 1s [Coefficient: I 0.012 'Routing Method: Travel Time Shift !Contributing Hyd . I [DnNode . 560F :IUpNode I 560H . 'Material unspecified _,Size_ .1 24 in Diam .,Ent Losses Groove End w/Headwall . . . [Length · . 71.00 ft 'Slope I 0.15% .. 'Up Invert I 114.20 ft [Dn Invert I 114.09 ft . I Conduit Constraints . . . I MinVel ,I MaxVel I Min Slope I Max Slope ,[ Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft ·[Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr . . . . . Record Id: P-560J !Section Shape: I Circular I !Uniform Flow Method: I Manning's ICoefficie nt: I 0.012 I Routing Method: I Travel Time Shift ·1contribu ting Hyd I a IDnNode I 560H IUpNode •. I 560J !Material I unspecified [Size I 24 in Diam End w/Headwall f Ent Losses I Groove E f Length 125.00 ft ·[slope I 0.05% f Up Invert 11431 ft ,rt [Dn Invert I 114.25 ft Conduit Constraints MinVel MaxVel Min Slope Max Slope I Min Cover 0.00 ft/s 15.00 ft/s 0.00% ,f 50.00% I 0.00ft ·1Drop across MH 0.00 ft [Ex/lnfil Rate I 0.00 in/hr ------------------- ------------------- Record Id: P-560L [Section Shape: Circular I [Uniform Flow ~~thod: I Manning's ;!coefficient: I 0.012 [Routing Method: I Travel Time Shift !Contributing Hyd :I IDnNode I 560D ,IUpNode I 560L I Material I unspecified !1Size I 24 in Diam !Ent Losses I Groove End w/Headwall " [Length I 145.00 ft ,1Slope .I 0.37% IUp Invert I 113.35 ft Ion Invert I 112.82 ft 1. Conduit Constraints . I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s [, 0.00% I 50.00% I 0.00 ft !Drop across MH I . 0.00 ft .. IEx/lnfil Rate I 0.00 in/hr ·- Record Id: P-561 [ Section Shape: Circular ' 'Uniform Flow Method: I Manning's !Coefficient: I 0.012 'Routing Method: I Travel Time Shift !Contributing Hyd I IDnNode I 560 IUpNode I 561 I Material I unspecified ISize I 18 in Diam 'Ent Losses I Groove End w/Headwall 'Length I 120.00ft 'Slope I 1.33% 'Up Invert I 113.80ft 1Dn Invert I 112.20 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 'Drop across MH I 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-563 [ Section Shape: f Circular ------------------- ------------------- !Uniform Flo~ ~eth.od'. I Manning 1s ICoefficien~: . I 0.012 !Routing Method: . I Travel Time Shift :!Contributing Hyd I IDnNode I 561 IUpNode I 563 . !Material I unspecified ISize I 18 in Diam !Ent Losses I Groove End w/Headwall . . !Length I 30.00 ft ISlope I 1.00% ,~P Invert 1. 114.10 ft l~n Invert. I 113.80 ft . . . . . .. . .. . . I Conduit Constraints I MinVel I MaxVel I Min Slope ;I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s .1 0.00% .I 50.00% I 0.00 ft ... ·1Drop across MH . I 0.00 ft 'IEx/lnfil Rate I 0.00 in/hr . Record Id: P-568 [Section Shape: Circular Manning 1s [Coefficient: I 0.012 [Uniform Flow Method: !Routing Method: I Travel Time Shift !Contributing Hyd IDnNode I 5688 IUpNode I 568 I Material I unspecified ISize I 12 in Diam IEnt Losses I Groove End w/Headwall llength I 109.00 ft !Slope I 0.01% IUp Invert I 113.85 ft Ion Invert I 113.84 ft ---- I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 1Drop across MH I 0.00 ft , IEx/lnfil Rate I 0.00 in/hr Record Id: P-568A [Section Shape: r Circular f niform Flow Method: Manning's [Coefficient: 0.012 [Routing Method: Travel Time Shift !Contributing Hyd -. -- ------------------- ------------------- IDn~ode I 568( lup~ode I 568A . . . .. I Material I unspecified ISize I 24 in Diam .!Ent Losses I Groove End w/Headwall .. . . .. llen~h I 117.00 ft ISlope I 0.01% IUp Invert. I 112.95 ft Ion Invert I 112.94 ft .. . I Conduit Constraints . I I I MinVel l MaxVel Min Slope Max Slope I Min Cover . . . I 0.00 ft/s :I 15.00 ft/s I 0.00% I 50.00% I 0.00ft l~rop acros~ MH _ _ I - 0.00 ft IEx~lnfil Rate I 0.00 in/hr . . . Record Id: P-5688 . !Section Shape: I Circular I ·1uniform. Flow Method: I Manning's : I Coefficient: I 0.012 !Routing Method: I Travel Time Shift Contributing Hyd jDnNode I 563 .,UpN-ode I 5688 I Material I unspecified !Size I 12 in Diam IEnt Losses I Groove End w/Headwall !Length I 58.00 ft ISlope I 0.43% !Up Invert I 114.25 ft IDn Invert I 114.00ft I Conduit Constraints I . MinVel I MaxVel I Min Slope I Max Slope I Min Cover .. I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft !Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-568C jse;tion s·hape; ·- I I Circular -,Uniform Flow Method: I Manning's I Coefficient: I 0.012 !Routing Method: I Travel Time Shift :!Contributing Hyd I IDnNode I 568D IUpNode I 568( !Material I unspecified ISize I 24 in Diam ------------------- ------------------- !Ent Losses I . - Groove End w/Headwall . . . . . !Length I 48.00 ft ISlope I 1.54% IUp Invert I 112.19 ft Ion Invert I 111.45 ft . . . .. . . I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover . I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft . . 1Drop across MH I 0.00ft IEx/lnfil Rate I 0.00 in/hr . Record Id: P-568D . I !Section Shape:_ I Circular !Uniform Flow Method: I Manning's !Coefficient: [ 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd [ [DnNode I 560( IUpNode [ 568D !Material ·I unspecified 1Size I 24 in Diam IEnt Losses I Groove End w/Headwall 'Length I 87.00 ft ISlope I 0.01% IUp Invert I 111.38 ft 1Dn Invert I 111.37 ft - I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 1Drop across MH. I 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-569 [ Section Shape: Circular ' 'Uniform Flow Method: I Manning's · !Coefficient: I 0.012 !Routing Method: I Travel Time Shift IContrib.uting Hyd I 'DnNode .I 568 IUpNode I 569 !Material ·I unspecified ·ISize I 12 in Diam - 'Ent Losses I Groove End w/Headwall 'Length I 197.00ft ISlope I 0.44% ------------------- ------------------- ·IUp Invert . .. . . I _ 114.52 ft .1Dn ~nvert I 113.65 ft . I Conduit Constraints I MinVel I MaxVel I Min Slope :1 Max Slope I Min Cover . . . I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 1Drop across MH I 0.00 ft :IEx/lnfil Rate I 0.00 in/hr . . Record Id: P-569A I !Section Shape: I Circular !Uniform Flow Method: I Manning's !Coefficient: I 0.012 .!Routing Method: I Travel Time Shift !Contributing Hyd ·1DnNode I 568A '.IUpNode _ .I 569A I Material I unspecified tze I 18 in Diam IEnt Losses. I Groove End w/Headwall [Le~gth I 298.00ft 1Slope I DAO% IUp Invert I 114.05 ft tn Invert r 112.85 ft Conduit Constraints MinVel MaxVel Min Slope I Max Slope I Min Cover 0.00 ft/s 15.00 ft/s 0.00% 50.00% I 0.00 ft [Drop across MH 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-570 1Sec~ion Shape: I Circular !Uniform Flow Method: I Manning's !Routing Meth~d: I Travel Time Shift I !Coefficient: I 0.012 !Contributing Hyd IDnNode J 569 IUpNode I 570 I Material I unspecified ISize I 12 in Diam IEnt Losses I Groove End w/Headwall [Length I 202.00 ft ISlope I 0.43% [Up Invert I 115.35 ft :1Dn Invert I 114.49 ft Conduit Constraints ------------------- ------------------- MinVel I MaxVel I Min Slope I Max Slope [ Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% [ 0.00 ft !Drop across MH I 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-571 '[Section Shape: Circular I !Uniform Flo·w-Method: I Manning 1s . :1c~efficient: I 0.012 . . .. .. -•· -- !Routing Method: I Travel Time Shift '!Contributing Hyd jDnNode I 570 :IUpN~de I 571 I Material I unspecified 1Size 'I 12 in Diam .. IEnt Losses I Groove End w/Headwall !Length I 210.00ft .1Slope I 0.00% .. !Up Invert I 114.95 ft IDn Invert I 114.94 ft I Conduit Constraints . I MinVel I MaxVel I Min Slope I Max Slope I Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% [ 50.00% I 0.00ft 1Drop across MH I 0.00 ft Ex/lnfil Rate I 0.00 in/hr Record Id: P-571A [Section Shape: Circular !Uniform Flow Method: _I Manning 1s ·1coefficient: I 0.012 !Routing Method: . Travel Time Shift !Contributing Hyd I IDnNode 569A IUpNode I 571A !Material unspecified ISize I 18 in Diam IEnt Losses Groove End w/Headwall llength 301.00 ft ·1Slope I 0.07% IUp Invert 114.20ft 1Dn Invert I 113.99 ft . I Conduit Constraints I MinVel I MaxVel I Min Slope .1 Max Slope I Min Cover I 2.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft ------------------- ------------------- [Drop acrossMH. 0.00 ft Ex/lnfil Rate I 0.00 in/hr Record Id: P-574 .[Section Shape: Circular !Uniform Flow Method: . I Manning's '!coefficient: I 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd .1 . -. --.. [DnNode I 583A . _'[UpNode I 574 . . . !Material I unspecified .. ;[Size . .I ... 16 in Diam .. !Ent Losses I Groove End w/Headwall -. -- !Length I 77.00 ft .!Slope .. I 0.91% .. IUp Invert I 115.80 ft IDn Invert I 115.10 ft I Conduit Constraints . . . . . I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% 'I 50.00% ;I 0.00 ft !Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-574A !Section Shape: I Circular !Uniform Flow Method: [ Manning's -1 ICoefficient: I 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd I IDnNode I 574 IUpNode I 574A !Material I unspecified ISize I 16 in Diam IEnt Losses I Groove End w/Headwall [Length I 136.00 ft ISlope I 0.29% IUp Invert I 116.19 ft 1Dn Invert I 115.80 ft Conduit Constraint ts MinVel '[ MaxVel I Min Slope ·I Max Slope I Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft [Drop across MH I 0.00ft IEx/lnfil Rate I 0.00 in/hr ------------------- ------------------- Record Id: P-5748 Circular I [Section Shape: IUnifo;m Fl~w Met.hod: I Manning's :'I coefficient: I 0.012 !Routing Metho.d: I Travel Time Shift ,!Contributing Hyd I IDnNode I 574A IUpNode. I 5748 . . I Material I unspecified 'ISize I 16 in Diam IEnt Losses 1 .. Groove End w/Headwall . . .. !Length I 57.00 ft ISlope I 0.53% . IUp Invert I 114.51 ft -1Dn Invert I 114.21 ft I Conduit Constraints I MinVel I MaxVel I Min Slope l Max Slope :I Min Cover . I 0,00 ft/s I 15.00 ft/s I 0.00% .1 50.00% I 0.00 ft . 1Drop across MH . .1 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-574C [Section Shape: Circular [Uniform Flow Method: I Manning's ·,coefficient: I 0.012 'Routing Method: I Travel Time Shift 'Contributing Hyd jDnNode I 574B IUpNode I 574C 'Material I unspecified 'Size I 16 in Diam 'Ent Losses I Groove End w/Headwall -- 'Length I 19.00 ft ISlope I 0.05% 'Up Invert I 114.18 ft 1Dn Invert I 114.17 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 'Drop across MH I 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-582C 'Section Shape: Circular ·J -----------·-------- ------------------- !Uniform F.low.Method: I Manning's . :lcoeffi:ie~t: I 0.012 . !Routing Method: I Travel Time Shift !Contributing Hyd I IDnNode _ I - 560) .IUpNode I 582( ... -· -I Material I unspecified ·1size I 24 in Diam .!Ent Losses . I Groove End w/Headwall \Length I 129.00 ft :\Slope I 0.25% ·1up Invert ... I - 114.73 ft IDn lnve~. I 114.41 ft ---' . .. . . -. . I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover . . J .. 0.00 ft/s l 15.00 ft/s . I 0.00% t 50.00% I 0.00 ft !Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-583A [ Section Shape: f Circular I f niform, Flow Method: Manning's [Coefficient: 0.012 [ Routing Meth.od: [DnNode [Material [Ent Losses [Length [Up Invert MinVel 0.00 ft/s [ Drop across MH Record Id: P-5838 [Section Shape: Jiiniform Flow Method: [Rout,ing Method: MaxVel 15.00 ft/s I I Travel Time Shift 1gHyd [ Contributing S83D [UpNode unspecified [Size Groove End w/Headwall 30.00 ft [Slope 114.91 ft [Dn Invert Conduit Constraints Min Slope Max x Slope 0.00% so ).00% 0.00 ft e [Ex/lnfil Rate Circular Manning's .[Coefficient: Travel Time Shift g Hyd [Contributing ------------·-- I 583A I 16 in Diam I 2.53% I 114.15 ft I Min Cover I 0.00ft I 0.00 in/hr I 0.012 I ----- ------------------- IDnNode. L 582C IUpNode I 5838 . .. . !Material I unspecified '!Size ·I 24 in Diam 1E~t Losses I Groove End w/Headwall . . . !Length I 260.00ft !Slope I 1.67% IU.p Invert I. 117.75 ft 1Dn Invert I 113.40 ft ' . : I Conduit Constraints .. .. I MinVel I MaxVel I Min Slope I Max Slope I Min Cover . . . . . I 0.00 ft/s I 15.00 ft/s I 0.00% :j 50.00% I 0.00 ft I Drop across ~-H. I 0.00 ft IEx/lnfil Rate I 0.00 in/hr . . . Record Id: P-583C !Section ~hape: . I Circular \ .!Uniform Flow Method: I Manning's · Coefficient: !Routing Method: · 1 Travel Time Shift ·!Contributing jDnNode . I 583B .[UpNode I 0.012 Hyd I I 583C !Material I unspecified rsize 12 in Diam IEnt Losses Groove End w/Headwall !Length I 113.00 ft rslope 0.01% IUp Invert I 116.83 ft [Dn Invert 116.82 ft Conduit Constraints MinVel I MaxVel I Min Slope I Max Slope Min Cover M 0.00 ft/s I 15.00 ft/s I 0.00% r 50.00% 0.00ft [Drop across MH I 0.00ft JEx/lnfil Rate 0.00 in/hr Record Id: P-583D I !Section Shape: I Circular !Uniform Flow Method: I Manning's [Coefficient:. 0.012 touting Method: I Travel Time Shift . Contributing Hyd [DnNode I 583B IUpNode 583D [Material I unspecified ;rSize 16 in Diam -------·-----·------- ------------------- IEnt Losse: I Groove End w/Headwall . . . . !Length . I 118.00 ft ISlope I 0.01% ·IUp Invert. I . 113.55 ft :Ion Invert I 113.54 ft . . I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope :I Min Cover . I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% .I 0.00 ft IDrop across M: . I 0.00 ft . ,1Ex/lnfU Rate I 0.00 in/hr Record Id: P-5848 'Section s_hape: .. I Circular I 'Uniform Flow Method: I Manning's 'Coefficient: r 0.012 !Routing Method: I Travel Time Shift Jco~tributing Hyd r IDnNode I 584( JUpNode I 584B !Material I unspecified ISize I 12 in Diam 'Ent Losses I Groove End w/Headwall llength I 72.00 ft 1Slope I 5.28% IUp Invert I 115.80 ft 1Dn Invert I 112.00ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 1Drop across MH _ I 0.00 ft :IEx/lnfil Rate I 0.00 in/hr Record Id: P-584C [Section Shape: Circular ., !Uniform Flow Method: I Manning's !Coefficient: I 0.012 !Routing Method; I Travel Time Shift !Contributing Hyd IDnNode _ I 584D IUpNode I 584C -I Material I unspecified 1Size I 12 in Diam [Ent Losses I Groove End w/Headwall llength I 126.00 ft 1Slope_ I 0.01% -----------~------- --~--~-------~----- IUp Invert . I_ Ion Invert I 116.83 ft 116.82 ft . . . I Conduit Constraints I MinVel I MaxVel I Min Slope J Max Slope I Min Cover ---· . . .. I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft !Drop across MH I 0.00ft ·1Ex/lnfil Rate I 0.00 in/hr Record Id: P-584D [Section Shape:. Circular !Uniform Flo..; ~ethod: . ' Manning 1s . I Coefficient: I 0.012 !Routing Method: Travel Time Shift . !Contributing Hyd . 'I . . IDnNode 583C tpN~de I 5840 .. . !Material unspecified !Size I 12 in Diam . .. . !Ent Losses Groove End w/Headwall !Length 76.00 ft ·ISlope I 0.01% IUp Invert. 116.83 ft Ion Invert I 116.82 ft Conduit Constraints MinVel MaxVel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00% 50.00% 0.00 ft [ Drop across MH 0.00ft [ Ex/lnfil Rate 0.00 in/hr Record Id: P-586 I !Section Shape: I Circular !Uniform Flow Method: I Manning's [ Coefficient: 0.012 !Routing Method: I Travel Time Shift :[ Contributing Hyd IDnNode I 5846 '[UpNode 586 !Material I unspecified [Size 10 in Diam IE.nt Losses I Groove End w/Headwall !Length I 98.00 ft '[Slope . 0.56% !Up Invert I 117.40 ft ·[Dn Invert 116.85 ft II Conduit Constraints -------------------- --~--~----~-~~---~- MinVel I MaxVel I Min Slope I Max Slope :[ Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft .,Drop across MH I 0.00ft IEx/lnfil Rate ·!°"°°in/hr Record Id: P-587 [section Shape: Circular '· ·,coefficient: !Uniform Flow Method: I Manning's I 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd I jonNode I 586 IUpNode I 587 !Material I unspecified Jsize I 6 in Diam !Ent Losses .I Groove End w/Headwall !Length J 30.00 ft !Slope I 1.00% IUp Invert I 117.80 ft jon lnve,; I 117.50 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover 0.00 ft/s 15.00 ft/s 0.00% 50.00% 0.00 ft [Drop across MH 0.00ft [Ex/lnfil Rate I 0.00 in/hr Node Records Record Id: 1003 1Descrip: :[Prototype Record I Increment 10.10ft [Start El. :1111.86 ft [Max El. 1118.76 ft IVoid Ratio 1100.00 r !Condition .!Existing Structure Type ICB-TYPE 1-48 ~ Groove End w/Headwall (ke=0.20) Channelization No Special Shape r10.ooft IBottom Area 119.635 sf IMH/CB Type Node Record Id: 1007 1Descrip: Pro~ot~pe Record llncrem~nt f 0.10 ft --·--------·~-----~- ----~------------~- Fllll.80 ft I Max EL 1118.64 ft I Void Ratio 1100.00 r Conditi~n .IEx.isting Structure Type ICB-TYPE 1-48 ~ Groove End w/Headwall (ke=0.20). Channeli;ation No Special Sh~pe r10.00 ft Bottom Area 119:635 sf IMH/CB Type Node . . Record Id: 1012 1Descrip: IPrntotype Reco:d_ _ - llncr~ment 10.10 ft !Start EL !1113.71 ft !Max EL 1119.11 ft • Void Ratio 1100.00 I r Condition ·!Existing . s~~ucture Type 1CB-TYPE 1-48 F\Groove End ~/Headwall (ke=0.20) Channelization \No Spe.cial Shape ->, "" ,. ¥ • -' " , ~ - \Catch ,\0.00 ft \Bottom Area 119.635 sf ,~H/CB Type No~e Record Id: 1014 l~escrip: !Prototype Record llnuemen.t 10.10 ft !Start El. 1114.09 ft IMax El. 1119.09 ft 'Void Ratio 1100.00 'Condition !Existing Structure Type ICB·TYPE 1-48 F!Groove End w/Headwall (ke=0.20) Channelization No Special Shape ~10.00ft IMH/CB Type Node Record Id: 1015 1Des.crip: Fpe Record IStart El. :1115.33 ft ... Bottom Area !Increment IMaxEI. 119.635 sf 10.10ft 1119.25 ft. r 'Void Ratio 1100.00 r 'Condition .!Existing Structure Type ICB·TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape -~--~------~·-----~- -..... ---------·-----... - jcatch ,ro.oo ft Bottom Area 119.635 sf MH/CB Type Node Record Id: 551 ,1Descrip: . :!Prototype Record !Increment 10.10 ft !Start El. !1108.00 ft . ''. .. . !Max.El. 1118.10 ft • Void Ratio 1100.00 I I . Condition ,,Existin~ . 'Structure. Type !CB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) /Channelization /No Special Shape ~,O.OOft :IMH/CB Type Node Record Id: 551A 'Descrip: ·r Prototype Record 'Start El. .1114.02 ft ... !Bottom Area [Increment 'Max El. 119.635 sf [0.10 ft f 118.10 ft r Void Ratio 1100.00 f Condition 'Existing Structure Type ICB-TYPE 1-48 F!Groove End w/Headwall (ke=0.20) Channelization No Special Shape r ,0.00 ft !Bottom Area 119.635 sf f MH/CB Type Node Record Id: 551D 1Descrip: 'Prototype Record 'Increment 10.10ft 'Start El. ,8.90 ft IMax El. 1118.25 ft IVoid Ratio_,100.00 f !Condition 'Existing Structure Type ICB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape .. -~ ~,O.OOft -. -. - I Bottom Area 119.635 sf IMH/CB Type Node ----'.·-------·----~~- -___ ,_ -.. -'---.... ---~--- Record Id: 551E 1Descri~: .. IPro~ot~pe Record _ jincre-ment 10.10ft --- !Start EL :1109.04 ft IMax EL 1119.60 ft Void Ratio 1100.00 -I -r Condition :1Existi ng . Structure Type ICB-TYPE 1-48 F\Groove End w/Headwall (ke=0.20) Channelization \No-Special-Sh.ap_e !Catch _ .. 10.00 ft Bottom Area 119.635 sf IMH/CB Type Node Record Id: 551F -- 1Descrip: :!Prototype Rewrd - '!Increment 10.10 ft !Start EL 1110.90 ft !Max EL 1118.60 ft \Void RatioJl00.00 r \Conditio.n !Existing Structure Type ICB-TYPE 1-48 F Groove End w/Headw;II (ke=0.20), Channelization No Special Shape rrO.OOft f MH/CB Type Node Record Id: 553 1Descrip: !Prototype Record IStart El. 1111.3D ft Void Ratio 1100.0D Condition !Existing IEnt Ke !Groove End w/Headwall (ke=0.20) . -. ' -r 1 0.00ft IMH/CB Type Node Record Id: 554 1Descrip: ·[Prototype. R~cord Flll2.60ft Bottom Area f 19.635 sf !Increment 10.10 ft IMax El. 1118.10 ft I . Structure Type ICB· TYPE 1-48 ' ' Channelization Bottom Area [Increment [Max El. No Special Shape 119.635 sf rD.10 ft 1117.50 ft r -· ., -· -·---·-·---·-------- -., ...... ------.._., .. -.,----- 1 void Ratio:1100.00 I I C~ndi;ion ,1Existing . . . . . . -: Structure Type 1CB-TYPE 1-48 IEn~ Ke . Gro~ve End w/Headw~II (ke=0.20) Cha~neliz~;io~ N~ Sp~cial Sha~e ~ID.DO ft -. . . -. . Bottom-Area 119.635 sf . :1MH/CB Type Node Record Id: 555 1Descrip: trototype Record .. !Increment 10.10 ft . !Start El. :1111.00 ft - IMax_ EL 1118.90 ft - -~ . . Void Ratio 1100.00 I r Condition :!Existing -. Structure Type ICB-TYPE 1-48 r1Groove End w/Headwall (ke=0.20) Channelization !No Special Shape !Catch ... 10:00 ft , . . . ---. -. - Bottom Area 119.635 sf . -· -- IMH/CB Type Node Record Id: 556 'Descrip: !Prototype Record !Increment _ ,0.10 ft !Start El. 1110.20 ft !Max El. 1116.90 ft 'Void Ratio 1100.00 I r 'Condition !Existing Structure Type ICB-TYPE 1-48 F!Groove End w/Headwall (ke=0.20) Channelization No Special Shape r,O.OOft Bottom Area 119.635 sf IMH/CB Type Node Record Id: 557 1Descrip: :!Prototype Record I Increment 10.10ft !Start El. 1110.10 ft !Max El. 1116.80 ft 'Void Ratio 1100.00 r londition ·!Existing . Structure Type.jcB-TYPE 1:48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape -'-~-~---~--~--~--·-- -... lli!III',. ·-·,--·-·--.., .. -·--... -- lcatch '[o.oo ft ,,Bottom Area [19.635 sf rM.H/CB Type Node Record Id: 558 1Descdp: -;IProto~ype Record I Increment [0.10 ft !Start EL .. 1113.90 ft . I Max Ei. 1118.44 ft !Void Ratio,1100.00 r . Condition ·I Existing . . . Structure Type 1CB-TYPE 1-48 !Ent Ke .. -, G~~~v~ End wiHeadwall (ke=0.20)' Channelization N~ Special Shape 1~a~ch . · 10.0~ ft . . . · 1Bottom Area 119.63~ sf . [MH/CB Type Node Record Id: 560 1Descrip: trntotype Record !Start El. 1112.20 ft [Increment !Max El. [0.10 ft 1119.10 ft Void Ratio [100.00 Condition rxisting rrG_ro_o_v_e_E_n_d_w_/_H_e-ad_w_a_l_l (-k-e-=0-.-2-0) r Structure Type 1CB-TYPE 1-48 r 1 0.00ft IMH/CB Type Node Record Id: 560A 1Descrip: :[Prototype Record !Start El. 1112.20 ft Void Ratio,[100.00 :hannelization No Special Shape Bottom Area 119.635 sf Increment 10.10 ft Max El. 1119.10ft Condition [Existing . . r Groove End w/Headwall (ke=0.20) r Structure Type !CB-TYPE 1-48 Channelization No Special Shape r 1 0.00ft Bottom Area 119.635 sf rMH/CB Type Node - r r --· -, .. ,--,--.... --.. --..... ---- .. ,,.., .. -~-.: .. -.. -)-~ .. ---- Record Id: 560C ,!Descrip: .. ,Prototype Record [Increment !Start El. liio.io ft -,~ax El. · · · 10.10 ft \Void Ratio',100.00 ~--·· I r Condition !Existing . , Stru~ture Type Im-TY.PE 1-48 1119.50 ft !Ent Ke : Groove End w/Headwall (ke=0.20) Channelization No Special Shape ~,0.00 ft Bottom Area 119.635 sf . .. . ' .. JMH/CB Type Node. Record Id: 560D !Oescrip:. I Prototype Record I Increment 10.10 ft [Start El. .1109.80 ft !Max El. 1118.80 ft \Void Ratio 11~0.00 r \Condition !Existing Structure Type ,CB-TYPE 1-48 -~ Groove End w/Headwall (ke=0.20) Channelization No Special Shape rrO.OOft [19.635 sf Bottom Area f MH/CB Type Node j Record Id: 560F 'Descrip: 'Prototype Record 'Increment [0.10 ft - ~l111.94ft F [119.04 ft - !Void Ratio 1100.00 ~-----r Condition !Existing . . Structure Type 'CB-TYPE 1-48 r Groove End _;,/Headwall (ke=0.20) Chann~li~ation No Special Shap - e r,0.00 ft !Bottom Area 119.635 sf IMH/CB Type Node Record Id: 560H 1Descrip: :[Prototype Record !Start El. .1112.65 ft [Increment 'Max El. [0.10 ft ·1119.10 ft - - j ..... , ----.... -·--> --.. -·--- -) ,.. IIJIIJ .. --.. -.. -... , ,. 1111 .. -..... ,.. - Void Ratio 1100.00 r C~nditionlExisting . Structure Type 1CB-TYPE 1-48 !Ent Ke . IGro~ve End ~/Head~all (ke=0.20) Channelization No Special Shape ~,0.00 ft I Bottom Area 119.635 sf [MH/CB Type Node Record Id: 560J 1Des~rip: . IPr~to~pe Reco;d llncre.ment 10.10 ft , . . . IStart EL .1112.76 ft !Max El. 1119.16 ft Void Ratio.[100.00. r Condition :1Existing Structure Type ICB-TYPE 1-48 r:IGrnove End w/.Headwall (ke=0.20) Channelization No Special Shape r10.o.oft Bottom Area. 119.635 sf IMH/CB Type.Node Record Id: 560L 1Des~rip: 'Prototype Record I Increment [0.10 ft Fllll.90 ft !Max El. 1118.70 ft ,Void Ratio 1100.00 r ~ Condition 'Existing Structure Type ICB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) Channelization INo Special Shape r,0.00 ft 'Bottom Area 119.635 sf [MH/CB Type Node Record Id: 561 1Descrip: !Prototype Record I Increment 10.10 ft !Start El. 1112.50 ft IMax El. 1119.50ft Void Ratio 1100.00 I r Condition !Existing . . . Structure Type ICB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape ~-------~---~-----·--- ~---~~~-~~~~~--~~)~~ !catch •. ,o.oo _ft ·[MH/CB Type Node Record Id: 563 1Descrip: . i Prototype R~cord !Start El. 1112.20 ft Bottom Area [Increment . !Ma~ EL _ [19.635 sf [0.10 ft [119.40 ft . . :Void Ratio 1100.00 r Condition !Existing . · Structure Type ,CB-TYPE 1-48 IEnt K~ -: Groo~~ ~~d-~/Headwall (ke.=0.20) Ch~nnelization No Special Shape !Catch .. fJ.00 ft . -. . . . .. Bottom Area 119.635 sf . [MH/CB Typ: Node Record Id: 568 1Descrip: ,,Prototype Record !Start El._ J112.40 ft !Increment IMax El. ,O.lOft [119.60 ft IVoid Ratio 1100.00 r !Condition !Existing Structure Type ICB-TYPE 1-48 r Groove End w/Headwall (ke=0.20) Channelization No Special Shape r,O.OOft Bottom Area 119.635 sf IMH/CB Type Node Record Id: 568A 1Descrip: ,,Prototype Record !Increment .10.10 ft !Start El. 1110.80 ft !Max El. - 1119.00 ft Void Ratio 1100.00 I r Condition !Existing Structure Type ICB-TYPE 1-48 !Groove End w/He.adwall (ke=0.20) Channelization No Special Shape ICatc: [0.00 ft IB-;;ttom Area [19.635 sf · MH/CB Type Node -----~~~-~~~~--~~~-·~- ~-~~-)-~--~--~~~--~~-~ Record Id: 568B \Descrip: trototype Record . tncre.ment 10.10~ . \Start El. ,\112.40 ft \Max El. 1119.60 ft !Void Ratio 1 j100.oo r !Condition ;\Existing . Structure Type ICB-TYPE 1-48 . . ... I Ent Ke . 'IGroove End w/Headwan (ke=0.20). Cha.nnelization No Special Shape ~10.00ft Bottom Area 119.635 sf IMH/CB Ty.pe Node Record Id: 568C jDescrip: :!Prototype Record I Increment 10.10 ft \Start El. ~1110.50 ft \Max El. 1119.60 ft !Void Ratio 1100.00 I r . . ' . . . . !Condition \Existing \Structure Type 1CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20).ichannelization No Special Shape rrO.OOft f MH/CB Type Node Record Id: 568D IOescrip: [Prototype Record 'Start El. 1110.40 ft Void Ratio 1100.00 I Bottom Area [12.5664 sf llncre~ent IMax El. f 0.10 ft f 119.50 ft j - - -r Condition !Existing Structure Type [CB-TYPE 1-48 F Groove End w/Headwall (ke~0.20) Channelization No Special Sh - ape r,0.00 ft 'Bottom Area 119.635 sf IMH/CB Type Node Record Id: 569 1Descrip:. ,[Prototype Record 'Start El. 1113.39 ft [Increment ·[Max El. 10.10 ft ·1116.90 ft _ , ____ >_' ____ __ - - j ,.,. .. z ___ .. __ --~---~-~~--~~-~~~~ . ' . " ' Void Ratio 1100.00 I r Conditio~ :1Exis~ing . . · Structure Type 1CB-TY~E 1-48 !Ent Ke . :1Groove End w/Headw~II (ke=O.;~) Channeliz~ti~n INo Sp~cial Sh~pe !Catch .. :I0.00 ft . . · 1B~t~~m Area 119.635 sf . . [MH/CB Ty~e Node . Record Id: 569A . - IDescrip'. . tr:toty~e Record .... llncre~~nt 10.10 ft . \Start El. '\112.15 ft .. - . ,Max El. 1119.30 ft . -• ~ ••• • -• a f oid Ratio.,100.00 !Condition .,Existing · Structure Type ICB-TYPE.1-48 F Groove End w/Head~all (ke.=O .. ~O) Channelization No Special Shape ~,O.OOft · Bottom Area .119:635.sf .. , . --.. IMH/CB Type Node r --' Record Id: 570 1Descrip: trototype Record !Increment 10.10 ft - Fl114.30ft IMaxEI. [119.10ft - Void Ratio 1100.00 I -r Condition ·1Existing Structure Type [CB-TYPE 1-48 r Groove End w/Headwall (ke=0.20) Channelization [No Special Shape - e ~10.00 ft [Bottom Area 119.635 sf [MH/CB Type Node Record Id: 571 f Descrip: [Prototype Record /Start El. 1113.59 ft [Increment [Max El. 10.10 ft 1119.00 ft Void Ratio 1100.00 Condition /Existi~g . . ·--'Structure Type [CB-TYPE 1-48 - - - - -r r Groove End w/Headwall (ke=0.20),Channelization No Special Shape - e --(----... --·'<ai!J ,. ------'.-..... ·- -.,, .. --·-_.-, ·--. -·-., ll!l!!J' --~ rrO.OOft Bottom Area [19.635 sf -._ . .,, MH/CB Type Node Record Id: 571A 'Descrip: 'Prototype.Record. 'Increment --·-·· ,0.10 ft !Start EL 1111.85 ft IMaxEI. 1119.10 ft IVoid Ratio 1100.00 I I r 'Condition_:f Existing 'Structure Type 'CB-TYPE 1-48 . ·[Ent Ke ./Groo.ve.End w/Headwall (.ke=0.2~) ICha:_nelization /No Speci.al Sha~e rt·OOft ·1MH/CB Type Node .. Record Id: 574 [Descrip: : Prototype R~cord ·,start El. :1114.65-ft · . !Botto~ Area - [Increment IMax El. 119.635 sf [0.10 ft 1119.40 ft -all[II -\-1[1119 -.. Void Ratio 1100.00 I r Condition .,Existing Structure Type ,CB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) Channelization No Special Shape r.10.00 ft /Bottom Area 119.635 sf [MH/CB Type Node Record Id: 574A /Descrip: /Prototype Record /Increment 10.10 ft /Start EL 1111.69 ft /Max El. 1119.40 ft IVoid Ratio 1100.00 . I r !Condition /Existing !Structure Type /CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) !Channelization No Special Shape r,O.OOft. /Bottom Area 119.635 sf . IMH/CB Type Node --, .. -..... ._,, i--, rai.!J --ii\ ----la) --·- -.. ~ -.. --=a @11111 1 --~ ... --: -1111111 .. --... Record Id: 5748 1Des~rip: . ,1Pr:totype Record . ,I Increment . -~, . 10.10 ft - !Start El. .1113.04 ft 'Max El. 1119.44 ft • Void Ratio'll~0.00 ----r . Condition ;1Existing --. . . : Structure Type ,CB-TYPE 1-48 . IEnt Ke _ IGr:ove End w/Headwall (ke=0.20) Ch~nnelization No Special Shape ~10.00ft ----. - ·1Bottom Area 119.635 sf . -· - l~H/CB Type Node Record Id: 574C . . 1Descrip: :!Prototype Record ·llncrement 10.10ft !Start El. 1112.00 ft . . !Max El. 1119.43 ft IVoid Ratio 1100.00 . I r . 1Condition !Existing Structure Type ICB-TYPE 1-48 'Ent Ke '!Groove End w/Headwall (ke=0.20) Channelization INo Special Shape rrO.OOft Bottom Area [19.635 sf [MH/CB Type Node Record Id: 582C 'Descrip: 'Prototype Record I Increment ,0.10 ft 'Start El. 1112.72 ft 'Max El. 1119.22 ft IVoid Ratio 1100.00 I 'Condition 'Existing Structure Type 1CB-TYPE 1-48 'Ent Ke !Groove End w/HeadwaU (ke=0.20) Channenzation I No Special Shape r,0.00 ft Bottom Area 119.635 sf IMH/CB Type Node Record Id: 583A IDescrip: '.[Prototype Record -.. 'Start El. ·r113.69 ft [Increment ·rMax El. [0.10 ft [119.54 ft r --~--~-·~-~---~--~--~ -·-~------~--~-~-·~-- raid Ratio 11~0-~0 . --r Condition ·!Existing Structure Type CB-TYPE 1-48 !Ent Ke : Groove End w/Headwall (ke=0.20) Channelization No Special S~ape 1C~tch -10.00 ft . . . . Bottom Area 119.635 ~f - lMH/CB Type Node -- Record Id: 583B 1D~s~rip; IPro;~t;pe ~ecord !Increment 10.10 ft !Start EL .. 111_6:82 -~ .. . .. _ . IMax~I. .. . 1119.25 .. ft - !Void Ratio 1~00.00 Struc~ure Type 1CB-TYPE 1-48 'Condition ,1Existing ~,Gro°-ve End w/Headwall (ke=0.20) Channelization No Special Shape --+ • !Catch _ 10.00 ~ . Bottom Area .. 11.9.635 s.f tH/CB Type Node r Record Id: 583C 1Descrip: trototype Record I Increment 10.10 ft !Start El. 1115.56 ft IMax El. 1118.89 ft Void Ratio 1100.00 I r Condition !Existing Structure Type ICB-TYPE 1-48 r1Groove End w/Headwall (ke;0.20) Channelization !No Special Shape rrO.OOft ·[B~ttom Area 119.635 sf [MH/CB Type Node Record Id: 583D l[)escrip: ·1Prototyp~ Record ll~crement 10:10 ft !Start El. 1112.52 ft IMaxEI. 1119.75 ft Void Ratio 1100.0.0 r c_ondition jExisti~g . Structure Type ICB-TYPE 1-48 F Groove End w/Headwall (ke;0.20) Channelization No Special Shape -·--.. -·-.. --QII ., .. -·------- ----------·--------- !Catch [o.oo_n Bottom Area · 119.635 sf .[MH/CB Type Node -··--.. . .. Record Id: 584B 1Descrip: ;I Prototype R.ecord !Increment [0.10 ft !Start El. 1110.00 ft I Max El. _ [119.30 .ft. Void RatioJ1_o_o~O r Condition !Existing . .... . · Structure Type 1CB-TYPE 1-48 r Groove End w/Head~all (ke~0.20) Channelization No Spe~ial Shape ~10.0~-ft. . · :jBotto;,;A;~;· 1~.9.635 sf .[MH/CB Type Node Record Id: 584C 1Descrip: [Prototype Record !Start El. :111;.~1 ft . [Increment [Max El. 10.10 ft [119.51 ft Void Ratio 1100.00 r Condition !Existing . Structure Type 1CB-TYPE 1-48 F Gro~~e End w/Headwall (ke=0.2oi' Channelization No Special Shape r 10.00 ft I Bottom Area 119.635 sf [MH/CB Type Node Record Id: 584D 1Descrip: Fpe Record Fl115.41ft [Increment [Max El. 10.10 ft 1118.83 ft 1Void Ratio 1100.00 . r Condition !Existing Structure Type ICB-TYPE 1-48 F Groo~~ End w/Headwall (ke=0.20) Channelization No Special Shape r10.00-ft . -:!Bottom Area .119.635 sf - IMH/CB Type Node ------------------- ------------------- Record Id: 586 1Descrip: I Prototype Record I Increment ,0.10 ft Fll{~.70 ft . IMax El. F Void Ratioill00.00 _ :I _ . [ ConditionJExistin~ . . .. Str~~~~e Type ,CB-TYPE 1-48 . !Ent Ke i Groove End w/Headwall (ke=0.20). Channelization No Special Shape !Catch .. Jo:oo ft . . . . IBoHom Area 119:635 sf [MH/CB T~pe Node Record Id: 587 1Descrip: !Prototype Record I Increment 10.10 ft Fl116.40 ft . IMax El. 1119.50 ft !Void Ratio 1100.00 I r !Condition ;!Existing . !Structure Type ,CB-TYPE 1-48 F G.roov~ End w/H~adw~II (ke=0.20) ICh~n~elization No Sp~cial Shape rrO.OOft. Bottom Area [MH/CB Type Node Record Id: 1-16 IDescrip: .,Prototype Record [ Increment !Start El. 1105.10 ft r 119.635 sf 10.10ft 1118.30 ft Void Ratio 1100.00 r Condition !Existing Structure Type ICB-TYPE 1-48 r Groove End w/Headwall (ke=0.20) Channelization No Special Shape rr0.00 ft 'Bottom Area 119.635 sf [MH/CB Type Node Contributing Drainage Areas Record Id: 31A-554 [Design Method SBUH [ Rainfall type TYPElA.RAC ------------------- ------------------- IHyd In~. I .•. :!Peaking Fac~or I 10.00 min 484.00 !Storm ~:ration .. I 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area J 0.00 ac ·1DCIA I 0.81 ac .. IPerviou~ CN ii 0.00 IDCCN I 98.00 IPervious TC !I 25.3349 min IDCTC I 5.00 min . -------- I Pervious TC Cale ----.. I Type I Description I Length I Slope I Coeff ,I Misc I n ... ·...... .. . ··--· !Sheet lsom~~hing I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min !Shallow '!shallow I 235.00 ft I 0.9% I 0.06 ;I I 7.7166 min . . . !Shallow ,!something I 23.00 ft I 3.0% I 0.04 I .I 0.2758 min .. --.. !Shallow ..... jsha~:~ I ..... 43.50 ft I 3.5% I 0.035 L . ······· I 0.4225 min ---,-· -----· ,_ ----. . _ ___ ., ______ I Pervious TC I 23.5486 min DCI -CN Cale •• < I Description I SubArea I . Suben .. I Industrial I 0.81 ac I 98.00 Ii DC Composited CN (AMC 2) I 98.00 I DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet . I I 0.00ft I 0.0% I 5.0 I O.OOin I 5.00min Pervious TC I 5.00min Record Id: 31A-555 !Design Method SBUH 'Rainfall type I TYPElA.RAC 'Hyd lntv 10.00 min !Peaking Factor I 484.00 'Storm Duration 24.00 hrs .·,Abstraction Coeff I 0.20 'Pervious Area 0.00 ac :IDCIA I 0.608 ac - 'Pervious CN 0.00 IDCCN I 98.00 --.. tervious TC 25.3349 min IDCTC I 5.00 min ·11 --·------- I Pervious TC Cale ---- ------------------- ------------------- I Type 'I Description I Length I Slope I Coeff I Misc I TT ISheet ,!something I . .. 350.00 ft I L25% I ~-05-I 2.SOin I 15.1337 min -•· •• > .,, "'"M •' • , !Shallow 1Jshallow I 235.00 ft I 0.9% I 0.06 I I 7.7166 min IShaHow lsomet~ing . I 23.00 ft ;I 3.0% I 0.04 r I 0.2758 min .. ---·-. !Shallow ;!shallow I 43.50 ft I 3.5% I 0.035 r L 0.4225 min ... Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea I Sub en .. I Industrial I 0.608 ac ·1 98.00 . . I DC Composited CN (AMC 2) .1 98.00 .. . --. --.. . . ... DCI -TC Cale I Type . I Description I Length I . Slope I Coeff I Misc I TT . ISheet I I 0.00ft I 0.0% I 5.0 ,I 0.00 in I 5.00min Pervious TC I 5.00 min . Record Id: 31A-557 ,~esign ~:thod I SBUH . ,~ainfall type I TYPElA.RAC . .. 'Hyd lntv I 10.00min 'Peaking Factor I 484.00 'Storm Duration I 24.00 hrs 'Abstraction Coeff I 0.20 'Pervious Area I 0.00ac IDCIA I 0.866 ac IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min ,D~TC I ... 5.00min ----- I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT 'Sheet 'something I 350.00ft I 1.25% I 0.05 I 2.50 in I 15.1337 min 'Shallow 'shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min ... 'Shallow 'something I 23.00 ft I 3.0% I 0.04 I 0.2758 min 'Shallow 'shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min I DCI · CN Cale ---· ---------------- ------------------- I Description I SubArea 'I Suben I Industrial I 0.866 ac .I 98.00 -~·' ...... .... -···~--·· . -,• ......... , .• -~ -.. ··~ : I DC Composited CN (AMC 2) I 98.00 .•. ... I DCI -TC Cale --·------" .. .. --. -· --· ---- I Type .. .I Description . J_ .. Length :j Slope ... l Coeff I Misc !I TT -, " .. · ISheet . I .. J 0.00 ft :I 0.0% ·1 5.0 I 0.00 in I 5.00 min _,, __ -.. ... Pervious TC ,I 5.00 min Record Id: 31A-558 !Design Method. :1 SBUH '!Rainfall type I TYPElA.RAC IHyd lntv I 10.00min !Peaking Factor I 484.00 .. ·!Storm Duration I 24.00 hrs . . !Abstraction Coeff I 0.20 --. -... . . . IPervious Area I 0.00 ac IDCIA I 0.81 ac IPervious CN I 0.00 IDCCN I 98.00 . .. IPervious TC I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale I Type I Description I Length I Slope __ I Coeff I Misc I TT !Sheet Jsomething I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min !Shallow Jshallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow Jsomething I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow Jshallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486min DCI -CN Cale I Description I SubArea I Suben I Industrial I - 0.81 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 - DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet I 0.00ft I 0.0% ·1 5.0 I O.OOin I 5.00 min ------------------- ------------------- Pervious TC I 5.00min j Record Id: 318-560C ·IDesign Method I ... !Rainfall typ~ .. I SBUH TYPElA.RAC ... . . IHyd lntv I 10.00 min !Peaking Factor I 484.00 IStorm Duration I 24.00 hrs IAbstracUon Coeff I 0.20 IPervious Area ,1 0.00 ac ,IDCIA I 0.594 ac .. IPerviou: CN I 0.00 IDCCN J 98.00 . ·---- IPervious TC. 'I 25.3349 min 'IDCTC I 5.00 min I Pervious TC Cale ... . ... .. I Type I Description I Length I Slope I Coeff I Misc I . TT .. !Sheet ,,something I 350.00ft I 1.25% I 0.05 I 2.50 in I 15.1337 min ... .. !Shallow :!shallow I 235.00 ft I 0.9% I 0.06 I I 7.7166 min !Shallow !something I 23.00 ft I 3.0% I 0.04 J I 0.2758 min !Shallow :!shallow I 43.50 ft I 3.5% I 0.035 I I 0.4225 min Pervious TC 23.5486 min I DCI -CN Cale Description SubArea Suben Industrial 0.594 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI -TC calc I Type I Description Length I Slope I Coeff Misc I TT [Sheet 0.00 ft I 0.0% I 5.0 0.00 in I 5.00 min PerviousTC I 5.00min Record Id: 31B-567 [Design Method SBUH [Rainfall type TYPElA.RAC [H~d lntv --------I 10.00 min [Peaking Factor 484.00 Storm Duration '[ 24.00 hrs [Abstraction Coeff 0.20 ------------------- ------------------- IPervious Area I 0.00 ac IDCIA I 0.129 ac IPervious CN I 0.00 IDCCN I 98.00 . .. terviousTC ·1 25.3349 min .. JDC TC I 5.00 min . I Pervious TC Cale I Type :I Description .1 Length 'I Slope I Coeff I Misc :I TT ... : 15heet . !something I 350.00 ft :I ... 1:~5% ... 1 0.05 I 2.50 in I 15.1337 min . !Shallow :!shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min ------ !Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft l 3.5% I 0.035 I 0.4225 min . Pervious TC ,1 23.5486 min . ---.. . . . DCI -CN Cale .. ..• -. . I Description I SubArea I Suben I Industrial I 0.129 ac I 98.00 . I DC Composited CN (AMC 2) 1. 98.00 . .. . . .. ... DCI -TC Cale Type Description [ Length Slope leff Co I Misc I TI [Sheet 0.00 ft 0.0% 5 ;.o I 0.00 in I 5.00 min Pervious TC I 5.00 min Record Id: 31C-551C 1Design Method SBUH .[Rainfall type I TYPElA.RAC IHyd lntv 10.00 min [Peaking Factor I 484.00 IStorm Duration 24.00 hrs Abstraction Coeff I 0.20 IPervious Area 0.00 ac IDCIA I 0.381 ac IPervious CN 0.00 [DC CN I 98.00 IPerviousTC 25.3349 min IDC TC I 5.00 min Pervious TC Cale -:i . Type :I Description ·1 Length ·1 Slope ·[ ISheet !something I 350.00 ft I 1.25% ~ ff I Misc ·1 TI - 5 I 2.50in I 15.1337 min Coe ------------------- ------------------- !Shallow !shallow I 235.00 ft I 0.9% I 0.06 7.7166 min IShallo~ ... . ilsomething. I 23.00 ft I 3.0% . I 0.04 0.2758 min .. -···· .. . -._ !Shallow JJshallow I 43.50 ft I 3.5% I 0.035 0.4225 min .Pervious TC 23.5486 min . --· . . . . . I DCI · CN Cale . ... ... . .. I Description I SubArea I Sub en .. I Industrial I 0.381 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI !Sheet I 0.00 ft I 0.0% I 5.0 I 0.00 in :J 5.00 min I Pervious TC I 5.00 min . . . Record Id: 31C-560A !Design Method I SBUH !Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min !Peaking Factor I 484.00 IStorm Duration I 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area I 0.00 ac IDCIA I 0.103 ac IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min IDCTC I 5.00min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet !something I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I I 7.7166 min !Shallow .!something I 23.00 ft I 3.0% I 0.04 I I 0.2758 min _ ,Shallow !shallow I 43.50 ft I 3.5% I 0.035 I I 0.4225 min I Pervious TC I 23.5486 min I ' DCI -CN Cale . I Description I SubArea I Suben ------------------- ------------------- I Industrial I 0.103 ac :I 98.00 I DC Composited CN (AMC 2) I 98.00 .. ---· . . .. I DCI -TC Cale I Type I . -Description .. J_ Length :1 Slope I Coeff I Misc ·-· . ,I TT . . ... ----- • !Sheet • . ,I I 0.00ft J ' .. 0.0% . J. 5.0 I O.OOin ·1 5.00 min ·-.. -~---.. PerviousTC I 5.00 min . . -.. . .. Record Id: 31C-560E JDesign Method I SBUH !Rainfall type I TYPElA.RAC IHyd lntv I 10.00min JPeaki ng Factor I 484.00 '!storm Duration I 24.00 hrs !Abstraction Coeff r 0.20 JPervious Area I 0.00 ac IDCIA r 0.401 ac IPervious CN I 0.00 IDCCN r 98.00 terviousT~ I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT --- ISheet !something I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I I 7.7166 min !Shallow /something I 23.00 ft I 3.0% I 0.04 I 0.2758 min /Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min --------. DCI-CN Cale I Description I SubArea I Sub en I Industrial I 0.401 ac I 98.00 --. I DC Composited CN (AMC 2) I 98.00 - I DCI -TC Cale - I Type I Description I Length I Slope -- I Coeff I Misc I TT /Sheet I 0.00 ft I 0.0% ., 5.0 I 0.00 in I 5.00min ------------------- ------------------- Pervious TC I 5.00 min l Record Id: 31C-560G !De.sign Method . -.. ij . . :!Rainfall type . I SBUH TYPElA.RAC .. .. . . !Hyd lntv I 10.00min :!Peaking Factor I 484.00 !Storm Duration I 24.00 hrs _ ,Abstrnction.Coeff :I 0.20 . . . . . tervious Area .. :1 0.00 ac JDCIA I 0.101 ac . .. ,P~rvious CN I 0.00 .,D<; CN I 98.00 ..... --.. jPervious TC I 25.3349 min 'IDCTC I 5.00 min "---·· I Pervious TC Cale ... . .. I Type :I. Description I Length I Slope .... 1. Coeff I Misc I TI .. . !Sheet _,something I 350.00 ft .J 1.25% 1- 0.05 I 2.50 in I 15.1337 min . .. !Shallow ·,shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow .. jsomething I 23.00 ft I 3.0% I 0.04 I 0.2758 min [Shallow .!shallow I 43.50 ft I 3.5% I 0.035 :j 0.4225 min I Pervious TC I 23.5486 min I DCI -CN Cale I Description I SubArea I Sub en I Industrial I 0.101 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI-TC calc I Type I Description I Length I Slope I Coeff I Misc 'I TT ISheet I I 0.00ft I 0.0% I 5.0 I O.OOin I 5.00min Pervious TC :I 5.00 min Record Id: 31C-560H !Design Method .1 SBUH [Rainfall typ~ I TYPElA.RAC IHyd lntv I 10.00min Peaking Factor I 484.00 1Storm Duration I 24.00 hrs ·[Abstraction .Coeff I 0.20 ------------------- ---------·---------- IPervious Area I 0.00 ac .IDCIA I 0.054 ac .. IPervious CN I 0.00 IDCCN I 98.00 ... ., ··--· -. " . tervious TC I 25.3349 min IDCTC I 5.00 min . --. -·· I Pervious TC Cale I Type ;I Description I Length I Slope I Coeff J Misc I n ---. - ISheet _ _ .. __ lsomethi~g. __I 350.00 ft --J 1.25% I 0.05 I 2.50 in 11 15.1337 min ----.. - . !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min .. .... -. . . . ---.. !Shallow :!something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow ,ls hallow I 43.50ft .I 3.5% _ I ·-·-0:035 J 0.4225 min .. •.. ... .. -. I Pervious TC ;1 23.5486 min ·----~·-----". ... . --. . .. . ---. DCI -CN Cale . -. .. ---... ·- I Description I SubArea I Suben I Industrial I 0.054 ac :I 98.00 I DC Composited CN (AMC 2) I 98.00 ----- DCI -TC Cale Type I Description I Length I Slope r Coeff I Misc I TT !Sheet I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min Pervious TC I 5.00min Record Id: 31C-5601 !Design Method I SBUH [Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min f Peaking Factor I 484.00 . . !Storm DuraUon I 24.00 hrs Abstraction Coeff I 0.20 IPervious Area I 0.00 ac rDCIA I 0.13 ac IPervious CN I 0.00 rDCCN I 98.00 IPervious TC I 25.3349 min [DCTC I 5.00min Pervious TC Cale Type ·1 Description I Length I Slope I Coeff I Misc 'f TT !Sheet !something I 350.00 ft I 1.25% I 0.05 I 2.50 in r 15.1337 min ------------------- ------------------- !Shallow !shallow I 235.00 ft I 0.9% I 0.06 'I 7.7166 min : - !Shallow :!something I 23.00 ft I 3.0% I 0.04 I 0.2758 min .. a>••-• !Shallow !shallow I 43.50 ft I 3.5% I 0.035 ;I 0.4225 min Pervious TC :I 23.5486 min ·-. -. -· --. -· DCI -CN Cale --. -----·. I Description I SubArea I Suben . -. ---·- I Industrial I 0.13 ac I 98.00 I _ DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I_ Type I Description I -- Length I Slope I Coeff I Misc I TI ISheet I I 0.00 ft I 0.0% ;I 5.0 I O.OOin I 5.00min Pervious TC I 5.00min -. .. ----·· .. Record Id: 3IC-560J !Design Method SBUH !Rainfall type I TYPElA.RAC IHyd lntv 10.00min !Peaking Factor I 484.00 1Storm Duration 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area O.OOac IDCIA I 1.16 ac IPervious CN 0.00 IDCCN I 98.00 IPervious TC 25.3349 min IDCTC I 5.00 min I Pervious TC Cale I Type -I Description I Length I Slope I Coeff I Misc I n ISheet !something . I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min · 1shallow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min .. !Shallow _ !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow :1shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea I Suben ------------------- ------------------- I Industrial I 1.16 ac I 98.00 t DC Composited CN (AMC 2) -I 98.00 ----· .. DCI -TC Cale I . 1·. I Type Description J Length -· ,1 Slope ·1 . Coeff ... I Misc L TT .. -. . -. -~--------· • [sheet : J 0.00ft :I 0.0% :1 5.0 I 0.00 in I 5.00 min " -" - Pervious TC 'I 5.00 min Record Id: 31C-560M ,D~sign M-ethod ---- :I SBUH :IRainfaUtype I TYPElA.RAC IHyd lntv I 10.00min !Peaking Factor I 484.00 !Storm Dura:ion I 24.00 hrs !Abstraction Coeff I 0.20 . .. .. !Pervious Area I 0.00 ac IDCIA I 0.132 ac !Pervious CN ·1 0.00 IDCCN I 98.00 tervious TC I 25.3349 min IDCTC I 5.00 min ------ I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT ISheet !something I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min - !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I I 7.7166 min !Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea I Suben ·- I Industrial I 0.132 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 - DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT ISheet I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min -------·------------ ------------------- PerviousTC 5.00min l Record Id: 31C-568E !Design Method -· . l~ainfaU~pe I I SBUH TYPElA.RAC . IHyd lntv I 10.00 min :!Peaking Factor I 484.00 :1storm Duration _ .I 24.00 hrs IA~stractio~ Coeff I 0.20 -.. Jrervious Ar~a t 0.00 ac .... 1DCIA I 0.405 ac .... «-· . ·-· .. . IPervious CN l 0.00 _ ,IDc cN I 98.00 i ... . . IPervious TC "I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale . I Type I Description I Length I Slope .1 Coeff .I Misc I IT .. ... • 1sheet . . ilsomething_ I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min . . . . !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min · !Shallow ,1something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I I 0.4225 min I Pervious TC I 23.5486 min I DCI -CN Cale I I Description I SubArea I Suben I Industrial I 0.405 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI-TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT 'Sheet I I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min Pervious TC I 5.00min Record Id: 31C-582A 'Design Method I SBUH [ Rainfall type TVPElA.RAC 'Hyd lntv I 10.00 min [ Peaking Factor 484.00 'Storm Duration ,, 24.00 hrs IAbstracti~n C~eff ... 0.20 ------------------- ------------------- IPe~ious Area .1 0.00 ac IDCIA I 0.18 ac . IPervious CN -J 0.00 ,~CCN ' I 98.00 . . -<< ••• '-· . ·--~ --.. .. ----. ... .,_ IPervious TC I 25.3349 min IDCTC I 5.00 min -.. I Pervious TC Cale I Type ,I Description I Length I Slope _ I Coeff I Misc I TT --.. - ISheet __ !!something _ _ I 350.00 ft ;I 1.25% I 0.05 I 2.50 in I 15.1337 min . . !Shallow . lshallow I 235.00ft I 0.9% I 0.06 I I 7.7166 min . : IShallow .!something I 23.00 ft I 3.0% I 0.04 I I 0.2758 min !Shallow :1shallow I 43.50 ft I 3.5% 1. 0.035 I I 0.4225 min .. . . -. . . . . I PerviousTC I 23.5486 min .. ,, . . . .. .. . . DCI -CN Cale . .. .. . . -. . I Description :I SubArea I Sub en I Industrial I 0.18 ac I 98.00 -. . . .. . I DC Composited CN (AMC 2) I 98.00 ··- DCI · TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT 'Sheet I I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min Pervious TC I 5.00 min Record Id: 31C-582E ·- 'Design Method I SBUH 'Rainfall type I TYPElA.RAC IHyd lntv I 10.00min jreaking Factor I 484.00 'Storm Duration I 24.00 hrs 'Abstraction Coeff I 0.20 IPervious Area I 0.00 ac IDCIA I 0.256 ac IPervious CN I 0.00 IDCCN I 98.00 - IPervious TC I 25.3349 min ,D~TC I 5.00min I Pervious TC Cale I Type I Description I Length 1. Slope I Coeff -I Misc I TT -- 'Sheet ,,o~ething I 350.00 ft I 1.25% I 0.05 'I 2.50in I 15.1337 min ------------------- ------------------- !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow :!something • I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow ·!shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min -.. .. .. -. . ·--. -. I DCI -CN Cale -----.. -. . ... .. I Description I SubArea I Suben --. - I Industrial I 0.256 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 .. DCI -TC Cale I Type I Description I Length :\ Slope I Coeff I Misc I n !Sheet I I 0.00ft I 0.0% I 5.0 I 0.00 in :I S.OOmin Pervious TC I 5.00 min . Record Id: 31C-583 !Design Method I SBUH !Rainfall type TYPElA.RAC IHyd lntv ,J 10.00 min !Peaking Factor 484.00 !Storm Duration . I 24.00 hrs !Abstraction c_oeff 0.20 IPervious Area I 0.00 ac IDCIA 0.191 ac IPervious CN I 0.00 IDCCN 98.00 IPervious TC I 25.3349 min IDCTC 5.00min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I n !Sheet Jsomething I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow jsomething I 23.00 ft I 3.0% I 0.04 I 0.2758 min - !Shallow jshallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea I Suben ------------------- ----·--------------- I Industrial I 0.191 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 -. --· --- DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I. n ---------. -- !Sheet _I :1 0.00ft :I 0.0% 'I 5.0 I 0.00 in ---I 5.00min -------- I Pervious TC I 5.00 min ---- Record Id: 31C-583B ,1Design Method :1 SBUH '[Rainfall type I TYPElA.RAC IHyd lntv _ I 10.00 min ,[Peaking Factor I 484.00 !Storm Duration I 24.00 hrs Abstraction Coeff I 0.20 IPervious Area I 0.00 ac IDCIA I 0.184 ac . . --. :!Pervious CN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min IDCTC I 5.00 min ---- I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet !something I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min !Shallow ·!shallow I 235.00 ft I 0.9% I 0.06 I I 7.7166 min !Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min I Pervious TC I 23.5486 min - DCI -CN Cale I Description 1 .. SubArea I Suben " ... I Industrial I 0.184 ac I 98.00 " I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale " I Type :I Description I Length I Slope I Coeff I Misc I TT ISheet I 0.00ft I 0.0% I 5.0 I 0.00 in ·1 5.00 min ------------------- ------------------- Pervious TC [ 5.00min l Record Id: 31C-583C [Design Meth~d I SBUH IRainf~II ~pe I TYPElA.RAC -. ---- tyd lntv I 10.00 min 'Peaking Factor I 484.00 !Storm-Duration ,1 24.00 hrs , !Abstraction Coeff I 0.20 --. tervious Are~ I 0.00 ac IDCIA I 0.167 ac -- IPervious CN _ I 0.00 IDCCN I 98.00 --- tervious TC I 25.3349 min :IDCTC I 5.00min , I Pervious TC Cale -- I Type I Description I Length ;I Slope I Coeff I Misc I TI --- !Sheet _ ;Isome-thing_ I 350.00 ft I 1.25% I 0.05 I 2.50in ,I 15.1337 min ·- !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow_ !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 J 0.4225 min Pervious TC 23.5486 min I DCI -CN Cale Description SubArea Suben Industrial 0.167 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI -TC Cale Type Description Length I Slope I Coeff Misc TI [Sheet 0.00ft I 0.0% I 5.0 O.OOin 5.00min PerviousTC 5.00min Record Id: 31C-583D 1Design Method I SBUH '!Rainfall type . f TYPElA.RAC IHyd lntv I 10.00min !Peaking Factor f 1Storm Duration I 24.00 hrs ·1Abstraction Coeff f 484.00 ··- 0.20 ------------------- -----·---------·----- tervious Area I 0.00 ac IDCIA I 0.079 ac J~ervious C~ I 0.00 .IDCCN I 98.00 -.. IPervious TC I 25.3349 min :IDCTC I 5.00 min .. : I Pervious TC Cale I Type :1 Description I Length I Slope I Coeff I Misc I n .1Sheet .... ,jsomething 1. . 350.00 ft .J 1.25% ·I 0.05 I 2.50 in :I 15.1337 min . !Shallow llshallow I 235.00 ft :1 . 0.9% ,I 0.06 I I 7.7166 min . .. .. .. · 1shallow :!something I 23.00 ft I 3.0% I 0.04 I I 0.2758 min IShallow ·!shallow I 43.50 ft I 3.5% I 0.035 I I 0.4225 min .. Pervious TC I 23.5486 min . -,.. ···---~ . -~--. . DCI -CN Cale ·--- I Description I SubArea I Suben I Industrial I 0.079 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 .. DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI 'Sheet I 0.00ft I 0.0% I 5.0 I O.OOin I 5.00 min Pervious TC I 5.00min Record Id: 31C-584C 'Design Method I SBUH 'Rainfall type I TYPElA.RAC 'Hyd lntv I 10.00min !Peaking Factor I 484.00 !Storm Duration I 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area I 0.00ac IDCIA I 0.223 ac IPervious CN I 0.00 IDCCN I 98.00 'Pervious TC ., 25.3349 min IDCTC I 5.00min I Pervious TC Cale ·-· I Type ., Description I Length I Slope I Coeff I Misc ., TI ---.. -- 'Sheet 'something I 350.00 ft I 1.25% I 0.05 :1 2.50in I 15.1337 min ---~--~-----~------ ------------------- . !Shallow ,lshal'.ow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min . --- !Shallow '!shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I . 23.5486 min .. ... . . . I DCI • CN Cale .. -..... , I Description I SubArea I Suben .. I Industrial I 0.223 ac I 98.00 I DC Composited CN (AMC 2) . I. 98.00 . DCI • TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI .. .. .. !Sheet -1 'I 0.00 ft I 0.0% .I 5.0 I 0.00 in I 5.00 min Pervious TC I 5.00 min .. Record Id: 31C-584D !Design Method SBUH !Rainfall type I TYPElA.RAC IHyd lntv 10.00 min !Peaking Factor I 484.00 IStorm Duration 24.00 hrs !Abstraction Coeff I 0.20 JPervious Area 0.00 ac IDCIA I 0.265 ac IPervious CN 0.00 IDCCN I 98.00 IPervious TC 25.3349 min IDCTC I 5.00min I Pervious TC Cale I Type . -.I Description I Length I Slope I Coeff I Misc I TT ISheet !something I 350.00ft I 1.25% I 0.05 I 2.50in I 15.1337 min !Shallow Jshallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow Jsomething I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow Jshallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC . -I 23.5486 min DCI -CN Cale I Description I SubArea I Suben ------~------------ ---------~--------- I Industrial I 0.265 ac I 98.00 .. I DC Composited CN {AMC 2) I 98.00 . . . . I DCI -TC Cale 1. Ty~e . . I Description . I Length l Slope .'I Coeff I Misc . I n . . .. -. . -.. !Sheet -I I. 0.00 ft :I 0.0% I 5.0 I 0.00 in . .1 5.00min . ~ ~ . . . .. Pervious TC I 5.00min . Record Id: 31C-587 . . . . . !Design Method I SBUH !Rainfall type I TYPElA.RAC IHyd lntv I 10.00min !Peaking F.actor I 484.00 !Storm Duration . I 24.00 hrs . !Abstraction Coeff . . I 0.20 . .. IPervious Area I O.OOac :IDCIA I 0.185 ac . . IPervious CN :I 0.00 IDCCN I 98.00 JPervious TC . I 25.3349 min IDCTC . I 5.00 min . . . . ------------------------~ I Pervious TC Cale I Type I Description I Length I Slope Coeff I Misc TT !Sheet jsomething I 350.00 ft I 1.25% 0.05 I 2.SOin 15.1337 min !Shallow 'shallow I 235.00 ft I 0.9% 0.06 I 7.7166 min 'Shallow jsomething I 23.00 ft I 3.0% 0.04 I 0.2758 min !Shallow 'shallow I 43.50 ft I 3.5% 0.035 I 0.4225 min Pervious TC 23.5486 min DCI -CN Cale I Description I SubArea I Suben I Industrial _ I 0.185 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min ----------~--------- ---------~----~---- Pervious TC I 5.00 min l Record Id: 31D-1007 [Design Method .·I SBUH [Rainfall type . I TYPElA.RAC .[Hvd lntv ,I 10.00min [Peaking Factor I 484.00 [Storm Duration I 24.00 hrs [Abstraction Coeff I 0.20 . . IPe~iou·s· Area I 0.00 ac IDCIA I 1.373 ac ' ' ... IPervious C.N I 0.00 IDCCN I 98.00 " IPervious TC I 25.3349 min IDCTC I 5.00min I Pervious TC Cale I Type :I Description I Length I Slope I Coeff I Misc ·1 TT ' [Sheet [something I 350.00 ft I 1.25% I 0.05 .I 2.50in I 15.1337 min !Shallow :[shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min [Shallow [something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow ;[shallow I 43.50 ft I 3.5% I 0.035 .I 0.4225 min I Pervious TC I 23.5486 min I DCI -CN Cale I Description I SubArea I Suben I . Industrial I 1.373 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT 1s:~et I 0.00 ft I 0.0% I 5.0 I O.OOin I 5.00min Pervious TC I 5.00min Record Id: 31D-1013 !Design Method I SBUH ,!Rainfall type I TYPElA.RAC IHyd lntv I 10.00min .!Peaking Factor I 484.00 !Storm Duration I 24.00 hrs tbstraction Coeff I 0.20 -· ------~--------~---- ---·--... -·--...... ,._., __ -.,,.., - IPervious Area . I O.OOac IDCIA I 0.967 ac -.. IPervious CN _ ii 0.00 IDCCN J 98.00 --.. . jPerviou~ TC I 25.3349 min 'IDCTC I 5.00min ·- I Pervious TC Cale I Type 'I Description I Length I_ Slope J Coeff I Misc -I n -···· ·-- ISheet _ jsomething 1. 350.00 ft :I 1.25% I 0.05 I 2.50 in I 15.1337 min -··--.. !Shallow. :lshall~w I 235.00 ft I 0.9% I 0.06 I 7.7166 min ---. - !Shallow ·1something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow Jhall:w I 43.50 ft . I 3.5% I 0.035 J 0.4225 min . . . .. -. Pervious TC I . 23.5486 min . --- I DCI -CN Cale -.. -· I Description I SubArea I Sub en I Industrial I 0.967 ac I 98.00 .. -·-.. . •· . I DC Composited CN (AMC 2) I 98.00 - DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI 1Sheet I I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00 min Pervious TC I 5.00min Record Id: 31D-569 'Rainfall typ~ .. 'Design Method SBUH TYPElA.RAC 'Hyd lntv 10.00 min 'Peaking Factor 484.00 'Storm Duration 24.00 hrs 'Abstraction Coeff 0.20 jPervious Area 0.00 ac IDCIA 0.223 ac IPervious CN 0.00 IDCCN 98.00 jPervious TC 25.3349 min IDCTC 5.00min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI .. . ISheet !something I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min --.. ----·------·-1--....... - -----~-~-~-~~---~·:-- !Shallow . !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow :Jsomething I 23.00 ft I 3.0% I 0.04 I 0.2758 min IShaHow ;!shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min .. PerviousTC ,, J 23.5486 min DCI -CN Cale .. I Description I SubArea I Suben I Industrial I 0.223 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 .. . . . .. DCI -TC Cale I Type I Description I length I Slope ,I Coeff I Misc .I TI . !Sheet I I 0.00ft I 0.0% I 5.0 I 0.00 in I 5.00min Pervious TC ii 5.00min .. Record Id: 31D-570 !Design Method $BUH !Rainfall type I TYPElA.RAC IHyd lntv 10.00min !Peaking Factor I 484.00 1Storm Duration 24.00 hrs . !Abstraction Coeff I 0.20 IPervious Area 0.00 ac IDCIA I 0.272 ac IPervious CN 0.00 IDCCN I 98.00 IPervious TC 25.3349 min IDCTC I 5.00min I Pervious TC Cale I Type I Description I Length I Slope I Coeff J Misc I TT ISheet !something I 350.00ft I 1.25% I 0.05 I 2.50 in I 15.1337 min !Shallow .!shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow jsomething I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI-CN Cale I Description I SubArea I Suben -------~------------ -~-·-·---~--~~------- I Industrial I 0.272 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I I Type ... 1 ... Description .. 1 Length l_ Slope l. Coeff I Misc .\ TI --. -. . . . . . .. !Sheet. J 0.00 ft I 0.0% I 5.0 1. O.OOin I 5.00min . . .. Pervious TC I 5.00min . Record Id: 310-571 !Design Method I ... !Rainfall type I SBUH TYPElA.RAC IHyd lntv I 10.00 min !Peaking Factor I 484.00 .. !Storm Duration .. I 24.00 hrs !Abstraction Coeff I 0.20 ' IPervious Area_ I 0.00 ac ·IDCIA I 6.45 ac IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min IDCTC I 5.00 min .. - I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet ,jsomething I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min !Shallow jshallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow 'something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow jshallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI-CN Cale - I Description I SubArea I Suben I Industrial I 6.45 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet ., 0.00 ft I 0.0% I 5.0 I O.OOin I 5.00 min --· -·-·--· 11111 ... ----)------- -----~-~---~~-~-~-~ [ Pervious TC 5.00 min j Record Id: 31D-571A . . !Design Method: . . . . . _-,Rainfall typ.e ,I SBUH I TYPElA.RAC .. ~ -·---... IHyd lntv I 10.00 min :!Peaking Factor I 484.00 !Storm Duration I 24.00 hrs :!Abstraction Coeff I 0.20 IPervious Area I O.OOac IDCIA I 3.407 ac .. . . . .. IPerviou~ CN . I 0.00 .IDCCN I 98.00 . . . . IPervious TC I 25.3349 min IDCTC I 5.00min I Pervious TC Cale .. I Type :I Description I Length I Slope I Coeff I Misc I TT !Sheet . ..... !something I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min !Shallow '!shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min • !Shallow :!5.omething I 23.00 ft I 3.0% I 0.04 I 0.2758 min . --. . . !Shallow '!shallow I 43.50 ft j 3.5% I 0.035 I 0.4225 min I I J Pervious TC 23.5486 min I DCI -CN Cale Description SubArea Sub en Industrial r 3.407 ac 98.00 DC Composited CN (AMC 2) 98.00 DCI-TC Cale Type Description I Length r Slope I Coeff I Misc n rshee:. 0.00ft f 0.0% I 5.0 I O.OOin 5.00min Pervious TC 5.00 min Record Id: 31D-574 'Design Method. I SBUH 'Rainfall type r IHyd.lntv I 10.00min 'Peaking Factor r 'Storm Duration I 24.00 hrs rbstraction Coeff J TYPElA.RAC 484.00 0.20 -------... ·--.. ·-· . -,, .... ----- -MIIJ' -11!11!1 '----,.. --; ;-------· -- l~e~ious A~ea .. . I 0.00 ac .... .. ..1°.CIA 1 .. 0.144 ac .. .. W'' -·~· . . .. IP,ervious CN I 0.00 IDCCN I 98.00 . . tervious T~-I 25.3349 min . IDCTC I 5.00 min .. .. . I Pervious TC Cale I Type ---:I Description I length I Slope -I Coeff I Misc -I . n .. . -15heet !something I 350.00 ft I 1.25% I 0.05 I 2.50in ·1 15.1337 min . .. . . . !Shallow !shallow. I 235.00ft I 0.9% -I 0.06 I I 7.7166 min 15hallow jsomething I 23.00 ft I 3.0% I 0.04 I I 0.2758 min · !Shallow thallow I 43.50 ft I 3.5% I 0.035 . ·1. I 0.4225 min .. . Pervious TC ... ·1 23.5486 min ,. . DCI · CN Cale . I Description I SubArea I Suben I Industrial I 0.144 ac I 98.00 . . 1. DC Composited CN (AMC 2) I 98.00 .. .. . DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT ISheet I I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min Pervious TC I 5.00min Record Id: 31D-574A !Design Method SBUH !Rainfall type TYPElA.RAC IHyd lntv 10.00min !Peaking Factor 484.00 !Storm Duration 24.00 hrs !Abstraction Coeff 0.20 .1Pervious Area O.OOac IDCIA 0.191 ac IPervious CN . 0.00 IDCCN 98.00 .JPervious TC _ 25.3349 min IDCTC. '5.00min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet .,something I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min --· --,-.. --·---> \-..... --., -- ----... ·--·; .... '-..... --~--~ -- !Shallow Jshallow 1 ... 235.00 ft I 0.9% I 0.06 I 7.7166 min . . . . !Shallow ....... jsomet~ing I 23.00 ft I .. 3.0% . . I 0.04 I 0.2758 min !Shallow ,!shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC :1 23.5486 min --.. . . .. DCI -CN Cale .. ... ••T - I Description I -SubArea I Suben I Industrial I 0.191 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 . . " ---. .. DCI-TC Cale I Type I Description t Length I . . Slope I Coeff I Misc I TI ·- • !Sheet I I 0.00ft ... .J 0.0% :I 5.0 I 0.00 in I 5.00min Pervious TC I 5.00 min Record Id: 31D-574B !Design Method I SBUH !Rainfall type I TYPElA.RAC IHyd lntv I 10.00min !Peaking Factor I 484.00 1Storm Duration I 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area I O.OOac IDCIA I 0.111 ac IPervious CN I 0.00 IDCCN I 98.00 JPervious TC I 25.3349 min IDCTC I 5.00min I Pervious TC Cale I Type :1 Description I Length I Slope I Coeff I Misc I TI 'Sheet jsomething I 350.00ft I 1.25% I 0.05 I 2.50in I 15.1337 min !Shallow jshallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min 'Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min I Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea I Suben -~--~-~·~~·-~~----~-·~-- -llllllt> ---· :-.. -.. \-flillt .• ~· 'i---• -.. I Industrial I 0.111 ac I 98.00 .. ... I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale .. ... ... I Type I Description I Length :j _____ slope I Coeff I Misc I TT .. -.... !Sheet .1 J 0.00 ft :I 0.0% I 5.0 .I 0.00 in ·I ..... 5.00 min .•.. ..... Pervious TC ·I 5.00min .. .. .... ... Record Id: 31D-574C .. .. .. ... .. !Design Method :1 SBUH ·!Rainfall type I TYPElA.RAC !Hyd lntv I 10.00 min !Peaking Factor I 484.00 :!Storm Duration . .1 24.00 hrs ·!Abstraction Coeff .. I 0.20 .. !Pervious Area ,I 0.00 ac IDCIA I 0.30 ac ,jPervious CN I 0.00 IDCCN :I 98.00 IPervious TC ·I 25.3349 min IDCTC. I 5.00min . .. I Pervious TC Cale -. I Type I Description I Length I Slope I Coeff I Misc I TI . ISheet ·1something I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min -.. !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea I Suben I Industrial I 0.30 ac I 98.00 -- I DC Composited CN (AMC 2) I 98.00 .. .. .. DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI ISheet I 0.00 ft I 0.0% J 5.0 I 0.00 in I 5.00min ····~---- -~--~~~-~~~~-~-~~-- ----..--: .. --.. ·-.. ---·1!1119 -.. -- Pervious TC 5.00 min l Record Id: 31D-583A !Design Method I SBUH !Rainfall type I TYPElA.RAC - IHyd lntv I 10.00 min !Peaking Factor I 484.00 !Storm Duration I 24.00 hrs ,,Abstraction Coeff I 0.20 . . . -"" ' . ' , -' . tervious Area_ I O.OOac IDCIA I 0.153 ac .. - IPervious CN I 0.00 IDCCN I 98.00 . . . :!Pervious TC I 25.3349 min .IDCTC I 5.00 min I Pervious TC Cale . I Type I Description I . Length I Slope I Coeff I Misc .I TT !Sheet ,!something I 350.00 ft ·I 1.25% I 0.05 I 2.50in :I 15.1337 min . .. !Shallow . '!shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow. !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min - !Shallow jshallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min I Pervious TC I 23.5486 min I DCI -CN Cale I Description I SubArea I Suben I Industrial I 0.153 ac I 98.00 - I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I n .. ISheet I 0.00 ft I 0.0% I 5.0 I O.OOin I 5.00 min Pervious TC I 5.00 min Licensed to: Engenious Systems, Inc. ----.., i---·-·-----·------- I I I I I I ,I 'I I I I I • .. I --• • . . . \ ,,: HA RG E I .. \·&, ' .. '·· • ' ' 1" ~ '.'\' lo ' I \; ~\ ,1 • .._' I ').~ ' 11> • • I • • -• I ', I ·,1 ... • . " ·~ -. :. • ,. " . ~ ···, ·, \ I ,.. ' I I .. I I • ... , . ... .. .. • • " • .. .. 11 • ... • • .. • .. .. • • \ \ • ' . \ I'" • EXISTING CONDITIONS MAP -BASIN 32 . ; I 1; PLA N VIEW @ 0 100 200 scol e t> BergerABAM 33301 9th A'41'1Ue ~ Wb: lOO Federlll w.,, W.st*lgton 9IOOJ.2'600 (206)431-2JDO '"" (206)431-2250 feet ------------------- Appended on: Sunday, August 11, 2013 4:10:51 PM ROUTEHYD [I THRU !EX BASIN 321 USING [25 year) AND ITYPElA.RAC] NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm ~, Area Flow Full Q · Full nDepth I. Depth r-;=--nVel lfVcl lnfil Vol [ CB . 1 H d J ID. . (ac) (cfs) (cfs) ratio (ft) , ratio I .-,ize · (ft/s) I (ft/s) (cf) asm Y I p.593~ I 0.2~ Fl 2.1893 :10.088~ J 0.2008 I ~.2008 I 6:ai~ Fl 2.7874 Fl32A-593D I P~593-c !I 0.69! _ 1 _~_5359 1. 1.7~35_ I 0.3022 t ~.3772 I 0.3-112 I. 6:a: I L9769 FI o:oo _ .,32A-593C I P-59610.366 'I 0.2831 FFFol 0.2267 I b~ai~ 13.049814.6179 Fl32A-596 I P-607 FFFI 1.5933 F~I 6:a: Fl 0.8535 Fl32K-607 I P-59.5_ •Fl ~.5251 Fl 0.5976 I 0.4642 r;~-, b~ai~ , 4.8841' , 4.6793 Fl32A-595 I P-594A.FI 1.6488 Fl 4.2724 Fr-:-1 b~a: 13.0233 I 0.7076 Fl32A-594A 1.~-5!~ :12.372 .,_1.8344 l 5.519710.3323. I 03294 Fl _b~ai~ , 9.148~ r~~Fl32A-594 I P-593_BJ 3.065 'J 2.3704 FFFr-:-1 6:a:. Fl 1.4222 For-- 1 I P-603 Fl 0.2869 Fl 0.0901 FFI 6:ai~ FFFl32J-603 I P-57910·_;38 Fl 24.4~1 FFFI b~ai~ I 5.2149 , 13.8421 Fl32L~579 FFI 0.0487 Fl 0.0287 FF>I ;i!: Fl 8.6583 I P-617 :I 0.073 I 0.0565 Fl 0.01771 0.0924 I 0.0924 I b:ai~ I 1.550914.0634 I P-616 I 0.279 Fl 0.4628 I 0.4662 Fl ~.4802 I b:ai~ I 0.5786 I 0.5892 I P-620 Fl 0.0696 FFFFI b:a: Fl 7.9759 IP-622A Fl 0.0974 Fl 0.0142 FFI 6:a: FF I P-622 'I OA4~ I 0.34651. 2354I I 0.1472 FFI b:ai~ Fl 2.9973 FFI 0.42771 2.3221 · 10.18421 0.2908 I 0.2908 I b:a: 12.253812.9565 FFI 0.6442 Fl 1.7745 Fr-:-1 b:a: I 0.8202 I 0.4622 I P-618 Fl 0.7447 Fl 1.4673 Fr-:-1 b:a: I 0.948210.6462 I P-624 :I 0.493 FFil 0.1469 FFI b:a: 12.3714 13.3055 I P-626 Fl OA563 I 5.7922 I 0.0788 ~F,I b:a: 14.4097.17.3749 I P-634 ;FFFI 0.06671 0.0875 · 1 0.1-749 I ;i!: 14.7279 18.3293 I P-633 J 0.236 FFI 0.2986 Fl 0.3747 I ;i!: 12.7164 F FFFFI 0.2256 Fl 0.3229 I ;i!: FF -. . ' ---. . . -- -------------- Fl32L-611 Fl32P-617 Fl32P-616 Fl32N-620 Fl32N-622A F 32N-622;32N- 622b Fl32N-621 Fl32N-619 Fl32M-618 Fl32L-624 Fl32o-626 Fl32o-634 Fl32o-633 Fl ----- ------------------- I P-627 · 10.26710.20~5 Fl 0.1589 Fl 0.2695 LP-625 Fl 0.81671 ~.5045 FFI 0.3279 I_ P-623 I :.251_ \ 1.1408 \ 0.3261 \ 5.3384 F~ Fl 3.493 12.7014120.6335 Fl 0.3664 .I 0.2443 1 P_-614_J 3.584- 1 2:7717 J 9.6145 _ 1 0.28~3_1 0:5515 r.~-3~~7 1. P-613 J 4.79_4 J 3.7075111.526 \ 0.3211 I o.7746 j o_.3.873 · I P-612 :15.638 :14.3602 :Fl 0.6706 F'I 0.5997 :I P-61\CJ 5.~3814.3602 Fl 0535 .. 11.0414 ,1 ~.520~-. I P-6118 I 5.6:8 '14.3602 I _14.8023 I 0.29461 0.3608 ,I 0.3207 . I.P-610 'Fl 4.4089 :112.768810.3453 F>F I P-6068 :\ ~.1_21 \ 4. 7338 I 8.8~01 I 0.53431 L0405 I 0.520: I P-606A 'Fl 4.9225 Fl 2.0032 F~ \ P-593A :16.903 J 5.3385 Fl o.9339 Fl o.7654 FFFF~FF Sin 12.7229 13.7224 Fl32o-630 Diam 12 in 13.644914.4621 Fl32o-625 Diam 12 in 12.2165 l 0.4152 Fl32L-623 Diam b~a: _\ s.07971_11.6761 Fl. . b~ai~ I _4.703.15A407 F\32L-614 6~ in 13.2987 13.6688 Fl32L-613 1am · ,< < •••HO._ • ,• •: ' ._ • M • ~ 0 <, s,<, '-' -, ,< •• ' 6ia: .Fl 2.0695 Fl32L-612_ 24 in I =.637 __ :12.5943 Fl . Diam ~~:~~-1 ~.6116 \ 9.1079 Fl ~FFF .• 3.6924 4.0644 . . 0.00 ' I 6iai; 12.8659 12.8203 Fl32L-609 --. . --• . ., I 6ia: Fl 0.7822 Fl32L-606A I 6::; 18.2759 .. 17.2785 Fl i I 6ia: 12.261912.020I Fl I P-592A Fl 7.7089 119.0346 I 0.405 Fl 0.4433 I 6ia~ 15.7343 FFI 7.7089 Fl 0.28641 0.7327 I 0.3664 I i>ia~ 17.3936 FFFFFFF~F HGL Analysis 16.0589 F 18.5686 Fl FFI From Node / To Node / HG El (ft) / App (ft) / Bend (ft) I Junct Loss (ft) Adjusted HG El (ft) / Max El (ft) I 115.95 116.7971 I 120.3000 118.1730 I 120.5100 590 1-09 I 116.8894 I 0.0935 I 0.0013 591 590 I 118.1686 I ------I 0.0043 ---- 592A 591 I 118.7679 I 0.0448 I 0.0624 I 0.0136 118.7990 I 120.4000 5938 592A I 119.0138 I 0.,151 I 0.0014 I 0.0376 118.8771 I 120.2100 593C 5938 I 118.9241 I 0.0009 I 0.0007 118.9238 120.0000 593D 593C I 118.9227 I 118.9227 119.8900 594 5938 I 119.2293 I 0.1419 I 0.0028 I 119.0902 120.IOOO 594A 594 I 119.4429 I 0.1214 I 0.0010 I 119.3224 120.2500 119.6328 120.3400 595 .I 594A I 119.6324 L 0.02~1 I 0.0235 I 0.0056 ·-.. 119.6495 I 120.0300 -. . - 119.4300 I 119.3300 596 I 595 I 119.6495 ./ ------I ------I . ------r .. 607 I 595 I 119.7526 I ------I ------------I /No approach losses at node 593A because inverts and/or crowns are offset. I 5928 I 592A I 118.8599 I o~z1_14 I 1.0340 _ I /No approach losses at node 606A .bec;use inverts and/or crowns are offset. ------I 119.1765 d 120.1500 I 593A I 5928 I 120.4559 I _ 0.0381 I 0.0003 1 0.0026 120.4208 I 120.5000 ------------------- ------------------_1 I 579 I 593A I 120.4224 I 0.0021 I 0.0040 I ------I 120.4700 I 120.3700 I 603 I 579 I 120.4761 ·1 ------I ------------I 120.4761 I 120.9500 1. 606A . _ I 593A I ... 120:5048 I 0.0353 I 0.0001 ------I 120.4697 I 120.5000 ... I 6068 I i06A I 120.5414 J 0.0306 .1 0.0_189 _ __I ------I 120.5297 I 121.0000 . . ·• ------ I 610 I 6068 I 120.5904 I 0.11_18 I 0.0036 I 0.0011 I 120.4833 I 121.2800 . . .. . . I 611 __I .. 610 I 120.4865 .1 ------I ------' ------.. I .. 120.4865 I 120.7500 . . I 6.1.18 I 610 J 120.9023 I 0:02??. I 0.0345 ------I 120.9069 ,I 121.8000 . . --- I 61 lC I 611 B ·1 120.9509 .. 1. 0.0299 I 0.0369 ------I 120.9578 I 121.2000 I 612 I 61 lC I 121.0111. I 0.0216 I 0.0123 ------I 120.5000 I 120.4000 I 613 _ I 612 I 120.5664 I 0.0382 I ~-0~~3 I ------.. I 120.5900 I 120.4900 . . .. iNo approach losses at node 615 be~ause inverts and/or crowns_are offset. . I 614 I 613 I _120.6895 I 0.0363 _ I 0.0003 ------I 120.6535 121.8600 .. I 615 I 6t4 _. :I _ 120.1035 I o.Q763 I 0.0013. I 0.0276 I 120.6561 122.0300 -. .. --~ I 616 I 615 I 120.6597 ,I 0.000 I I 0.0000 ------I 120.6596 121.6000 I 617 :1 616 I 120.6591 I ------I ------------I 120.6591 121.6000 618 I 615 I 120.6943 I 0:0104 I 0.0001 ------I 120.6840 122.0500 " .. 619 _ I .. 618 120.7281 I 0.0046 I 0.0058 :1 0.0006 I 120.7299 121.9300 .. .. 620 I 619 120.8599 I ------... I ------I ------I 120.8599 121.7800 -. --. . . ---. . -~ --. 621 J . 619 120.7424 ,1. 0.0030 I 0.0000 ------I 120.7394 I 122.0000 . 622 _ I 621 120.1557 _ :1 0.0002 _ I . 0.0003 ------I 120.7558 I 123.0000 I 622A I 622 120.7553 I ------I ------. -I ·----------I 120.7553 I 123.8000 ··---. ... . I 623 I 615 121.0309 I 0.0168 I 0.0007 I 0.0053 I 121.0201 I 121.9800 I 624 I 623 121.0389 I ------I ------------I 121.0389 I 121.9200 I 625 I 623 121.1125 I 0.0052 I 0.0001 I 0.0016 I 121.1090 I 122.8900 . -- I 626 1.. 625 121.1226 I ------I ------------I 121.1226 I 122.2000 [No approach losses at node 631 because inverts and/or crowns are offset. I 627 I 625 I 121.1239. I 0.0544 I 0.0688 jNo approach losses at node 633 because inverts and/or crowns are offset. I 631 I 627 I 121.2081 I 0.1146 I 0.1565 I 633 I 631 I 121.4981 I ------I 0.4510 I 634 I 633 I 123.4072 Conduit Notes I Reach I HW Depth (ft) I HW/D ratio IQ (cfs) [ TW Depth (ft) [ P-590 I 2.3894 I 1.1947 7.71 I 1.7500 I P-591 I 1.4086 I 0.7043 ----7.71 I 2.1971 j P-592A I 1.8079 I 0.9039 7.71 I 1.3630 [ P-5938 I 3.1638 I 3.1638 2.37 I 2.9490 [ P-593C I 3.0682 1 3.0682 0.54 I 3.0171 [ P-5930 [ 2.6083 I 2.6083 0.19 I 2.6038 J 121. 1382 I 123.6500 121.2 .2500 I 124.3100 121.9 .9492 I 124.6000 123.4 .4072 I 124.6000 De (ft) I Dn (ft) [ Comment trol MI Backwater 0.9876 0. 7483 [Outlet Con 0.9876 0.7327 lsuperCrit. 0.9876 0.8865 !outlet Con low, Inlet end controls --------------- trol MI Backwater , 0.6591 >D [Outlet Con trol 0.3039 0.3772 joutlet Con , 0.1804 0.2008 [outlet Con trot trol I P-594 I 3.3705 I 4.0448 1.83 I 3.0171 --. -. 0.6083 j 0.3294 !outlet Con trol trol ntrol ' ntrol I P-594A I 3.1029 I 3.7236 1.65 I 2.7502 I P-595 I 3.2824 I 3.9390 1.53 I 2.9724 [ P-596 I 2.7483 I 3.2981 0.28 I 2.7328 0.5761 I >D [outlet Con I 0.5536 I 0.4642 [outlet Con I 0.2305 I 0.1889 [outlet Con j P-607 2.8586 I 2.8586 1.07 I 2.7328 I 0.4346 I >D [outlet Con ntrol ntrol ntrol ntrol I P-592B 3.2499 I 1.6250 5.34 I 3.1890 j P-593A 104.8959 I 104.8959 5.34 I 103.6165 . --· I P-579 5.8224 I 3.8816 . I 0.42 I 5.8208 - I 0.8152 I 1.4062 [outlet Con I 0.9327 [ 0. 7654 [Outlet Con . -· -. -I 0.2382 [ 0.1362 [outlet Con 1trol 1trol [ P-603 3.7161 I 3.7161 I 0.29 J 3.7100 . -·--I P-606A 7.3142 I 3.6571 I 4.92 I 7.2308 I 0.2206 I 0.2028 [outlet Con I 0. 7815 .j >D jouiiet Co~ ------------------- ------------------- I P-6068 I 7.3402 I 3.6701 I 4.73 I 7.2697 I 0.7658 :11.0405 !outlet Control I P-610 I 7.2902 I 3.6451 I 4.41 I 7.2297 I 0.7379 I 0.8105 !outlet Control I P-611 I _ 3.4859 I 6.9718 I o.o5 I 3.4833 I 0.1080 I 0.0582 !outlet Control . . .. ... ---. . . I P-6118 I 7.4063 I 6.5834 I 4:36 I 6.9833 . I 0.6Qll I 0.3608 !outlet Con_trol --·--- I P-611C I 4.5617 I 2.2808 I 4.36 I 4.5169 I 0.7336 I 1.0414 !outlet Control .. . I P-612 1 ... 4.6354 I 2.3177 .1 4.36 I _ 4.577~ I 0.7336 ,I 1.1993 !outlet Control --. ----. . -·-... I P-613 I 4.0828 I 2.0414 I 3.71 I 4.0200 ' 0.6748 I 0.7.746 louUet C011trol . . .. ,. . ---' - I P-614 I 3.7972 I 2.5314 I 2.11 I 3.7000 o_.6321 I 0.5515 ·!outlet Control I P-615 I 2.6532 I 1.7688 I 2.10 I 2.6035 0.6236_-I 0.3664 !outlet Control -· . - I P-616 I 2.1697 I 2.1697 I 0.22 I 2.1661 0./906 I 0.4802 !outlet Control ... ... ·------ I P-617 1 .. 2.1599 I 2.1599 I 0.06 I 2.1596 I 0.0962 'I 0.0924 !outlet Control . I P-618 I 2.1543 I 2.1543 . _ I 0.14 I 2.1161 I_0.3603 .1 >D !outlet Control . -I P-619_ I 2.1581 I _ 2.15~-' 0.64 I 2.1140 I 0..3343 L _ >D !outlet Control . -... .. -· I P-620 I 0.5299 0.5299 0.07 I 0.9499 ,I 0.1071 ii 0.0740 !outlet Control MI Backwate~ I P-621 I 2.1664 2.1664 0.43 I 2.1499 'I 0.2705 'I 0.2908 !outlet Control I P-622 1. 1.8516 1.8516 o.35 I 1.8394 I 0.2428 I 0.2586 !outlet Colltrol .. -. LP-622A I 1.2561 1.2561 0.10 I 1.2558 I 0.1272. I 0.0836 !outlet Control __ •. . -... I P-6~_3 I 2.5108 .I 2.5108 1.74 I __ 2.1361 -I 0.5616 :I >D !outlet Control -· -· ·--' ---. . --. I P-624 1 .. 2.2549 I 2.2549 I o.38 I 2.2401 ,I 0.2551 I 0.2583 !outlet Control . . . I P-625 1. 2.6261 I 2.6261 I 0.82 I 2.5401 I 03781 I 03279 !outlet ~ontrol . I P-626 I 1.2210 I 1.2210 I o.46 I 1.2090 I 0_2798 to.1895 !outlet Control -----I 0.21 . I 0.2090 :I 0.1797 !outlet Control I P-627 I 1.3257 I 1.9887 I 1.3090 I P-631 I 0.6081 I 0.9123 I 0.18 I 0.6382 I 0.1961 I 0.2152 !outlet Control MI Backwater . I P-633. 1. 0.2981 I 0.5963 I 0.18 I 0.3100 I 0.2135 I 0.1874 lsuperCrit flow, Inlet end controls I P-634 I 0.2072 11 0.4144 I o., , I 0.9092 I 0.1634 I 0.0875 lsuperCrit flow, Inlet end controls .. ..• Appended on: Sunday, August 11, 2013 3:59:14 PM ROUTEHYD [I THRU [EX BASIN 32) USING [100 year) AND [TYPE IA.RAC[ NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm [ Reach I Area Flow Full Q Full nDepth Depth r-;=-nVel lfVcl Infil Vol [ CB . 1 H d ID (ac) (cfs) (cfs) ratio (ft) ratio I ~ize (ft/s) I (ft/s) (cl) asm Y IP-593D F:10.2227 FFFFI b:a: Fl i7874 Fl32A-593D IP-593C I 0.69310.6174 FFFFI b:a: [ 2.0563 FFl32A-593C ·1 P-596 I 0.366 I 0.3261 Fl 0.1295 I 0.2024 I 0.2429 I 6~ai~ [ 3.1853 14.6179 Fl32A-596 I P-607 FFI 0.6703 I 1.8354 F~I b::~ Fl 0.8535 Fl32K-607 I P-595 Fl 1.7568 Fl 0.68841 0.508~ Fl 6~a: [ 5.0424 [ 4.6793 Fl32A-595 IP-594A Fl 1.8994 Fl 4.9216 F~I 6~ai~ [ 3.482710.7076 Fl32A-594A [ P-594 12.372 FFI 0.3828 Fl 0.4294 I 6~a: FFFF IP-5938 Fl ~.7305 ~.[2.4446 F~I 6:a: ·13.4766 FF .. . . . . I I P-603 Fl 0.3305 Fl 0.1038 FFI b:ai~ Fl 4.0541 Fl32J-603 [ P-57~ I 0.538 I 0.4793 Fl 0.0196 Fl 0.097 1. 6~a: [ 5.4516 [ 13.8421 Ff32L-579 ------------------- ------------------- Fl 0 -063 FFFFFI ii!: I ~-617 _ I 0.07~. I ~.065 Fl 0:0204 I __ 0.0989 J 0.0989 __ I b:a: FFI 0.24861 0.4628 FFFI b::; I P-620 1. ~:o~ I 0:0802 I 6.2643 I o.o 12~ I 0.0799 :I o.~-799 · 1 b::; I_P-622A I 0.1~6 I 0.1!231 6.846910.0164 J 0.~892_ I 0.0892 1. b:a: • I P-622 .1 0.448 I 0.3991 Fl 0.1695 Fl 0.2781 :1 b:a: _· I P-621 .1 0.553 I 0.4927 12.3221 .. I 0.2122 Fl 0.3128 I _b:a: I P-61910.83310.7421 Fl 2.0441 __ F~I ~:a: 1 P-618 .i 0.963 1 0.8579 Fl 1.6903 r~r-:-1 g;:; I P-624 Fl OA392 l-2.5~61 I o:16921 0.2778 I 0.2778 I b~a: I P-626 I 0.59 I 0.5256 .1 5.7~22 I 0.090;. Fl_ 0.2035 _ I ~:a: I P-634 'FFFI 0.0768 FFI ;i;m I P-633 :I 0.236 ;I 0.2102 FFFI 0.4044 I ;i!: FFFFFFF~ 3.9904 18.6583 F132L-611 1.6181 14.0634 Fl32P-617 0.5994 I 05892 Fl32P-616 2.7299 17:9759 Fl32N-620 .. ., 3.2459 FFl32N-622A •• ... ·-~· ' • 0 -· ... ••• ' •••• 2.2387_ 12.9973 F ~;~~622 ; 32 N- I 2.3461 12.9565 Fl32N-62 I I 0.9449 I 0.4622 Fl32N-619 -. . ----. . . ... I L0923 I 0.6462 Fl32M-618 - 12.4672 13.3055 Fl32L-624 -. . 14.5848 17.3749 Fl32o-626 14.9408 I 8.3293 F 1320-634 12.8246 FFl32o-633 Fl2.3179 F ----- I P-62710.267 I 0.2379 FFFI 0.2899 I ~i!: 12.8328 13.7224 Fl32o-630 I P-625 Fl 0.9408 Fl 0.2684 FFI b~a: 13.7842 14.4621 FF I P-623 Fl 2.0054 Fl 6.1496 F~l b~a: 12.553310.4152 Fl32L-623 1 FFFI 20.6335 FFFsl 6~:~ 18.4394 FF . .-------1 FFI 3.1929 FFI. 0.5925 Fl b~a: Fl 5.4407 Fl32L-614 Fl 4.794 14.2709 Fl 0.3705 FFI ~~a: 13.3935 13.6688 Fl32L-613 . I FFI 5.0228 Fl 0.7726 Fl 0.6602 I ~~a: 12.282712.0695 Fl32L-612 I P-61 IC Fl 5.0228 Fl 0.6163 FFI ~~a: Fl 2.5943 Fl . . . .. . ........... ~~--1 IP-6118 Fl 5.0228114.802310.3393 FF ~;:~~ Fl 9.1079 F 1·P-6IO ·Fl 5.0789112.768810.3978 FFI ~~:~ Fl 4.0644 F . . .-------1 I P-6068 FFFI 0.6155 FFI ~~a: 12.9648 12.8203 Fl32L-609 I P-606A Fl 5.6;04 I 2.4574 12.3075 Fr-:-1 ~~a: Fl 0.7822 Fl32L-~06A I P-593A Fl 6.1497 El 1.0758 F~.I b~a: 17.8301 17.2785 Fl ·--· -· -· -· . . . I FFFFFFF~FFFI ------------------- ------------------- I P-592A '19.968 18.8803 119.0346 I 0.4665 I 0.9608 · 1 0.4804 I ~~a: 15.9503 16.0589 Fl I P-591 Fl 8.8803 Fl 0.3299 Fl 0.3!27 I ~~ai~ 17.7553 18.5686 F . -.. I P-590 19.968 18.8803 ·125:88991 ~.343 .FFI ~~ai~ 17.4721 FF -. ·- HGL Analysis ... I From Nod~ I To Node ·1 HG El (ft) I App (ft) I Bend-(ft) I Jnnct Loss (ft) I I Max El ~ft) Adjusted HG_El_(ft) .. -·· •· . . ~-. . -I I I 16.30 ..• -- I 590 1-09 I 116.4844 .. 1 0.9)39 0.0129 I ------. I 115.5634 I 120.3000 -------. -' --·-- I 591 590 I 118.2987. I ------0.0046 I -------··-I 118.3033 I 120.5100 .. I 592A 591 I 118.9558 I 0:0595 0.0828 I 0.0181 118.9972 I 120.4000 I I 0.2331 0.0018 I .. I 5938 592A 119.2821 0.0499 119.1008 120.2100 -· .. . I 593C 5938 119.1644 I 0.0012 0.0010 I ------119.1641 I 120.0000 I 5930 593C 119.1644 l ------------I ------119.1644 I 119.8900 I 594 5938 119.5685 j OJ~83 I 0.0037 I _ ------119.3839 120.1000 .. I 594A 594 119.8519 I 0.1611 I 0.0013 I ------119.6921 120.2500 .. I 595 594A 120.1034 i_o.0381 I 0.0312 I 0.0075 I 120.1040 120.3400 -... -.. .. .. -· . -· •· I 596 595 I 120.1257 I --:----I ------I ------I 120.1300 120.0300 --. -... -·-. -- I 607 595 I 120.2649 _ I ------I ------I ------.I -119.4300 119.3300 -- INo apprnach losses at node 593A because inverts and/or crowns are offset. --. I 5928 I 592A I 119.0780 I o.9520 I 1.3721 I ------I 119.4981 I 120.1500 INo approach losses at node 606A because inverts and/or crowns are offset. I 593A I 5928 I 121.1959 I 0.0506 I 0.0004 I 0.0035 I 120.6000 I 120.5000 579 I 593A I 120.6022 J 0.0021 0.0053 I ------120.4700 I 120.3700 603 I 579 120.4781 I ------------I ------120.4781 I 120.9500 606A I 593A 120.7113 I 0.0468 0.0002 I ------120.6000 I 120.5000 606B I 606A 120.6948 0.0406 0.025 l ------120.6793 I 121.0000 610 I 606B 120.7598 0.1483 0.0048 I 0.0014 120.6176 I 121.2800 611 I 610 120.6217 ------------I ------120.6217 I 120.7500 61 !B I 610 121.1750 0.0397 0.0458 ------121.1811 I 121.8000 61 !C I 61 !B 121.2396 0.0397 0.0489 ------I 121.3000 I 121.2000 612 I 61 lC I 121.3781 0.0287 0.0163 ------I 120.5000 I 120.4000 613 I 612 I 120.5870 0.0507 I 0.0004 ------I 120.5900 I 120.4900 INo approach losses at node 615 because inverts and/or crowns are offset. I 614 613 . I 120.7212 I 0.0482 0.0004 I ------I 120.6735 121.8600 I 615 614 120.7397 I 0.1012 0.0018 I 0:0366 I 120.6768 122.0300 I 616 615 120.6816 I 0.0001 0.0001 ------I 120.6815 121.6000 I 617 616 120.6811 I -----------------I 120.681 l 121.6000 I 618 615 120.7276 I 0.0139 0.0001 I ------I 120.7139 122.0500 I 619 618 120.7724 I 0.0061 0.0077 I 0.0008 I 120.7748 121.9300 I 620 619 120.9127 I --~----------. ------I 120.9127 121.7800 ~ .,_ -.. , . -~ " ~"-I 621 619 120.7927 I o:qo40 0.0000 ------I 120.7887 122.0000 I 622 621 120.8090 I o._0003 0.0004 ------I 120.8091 123.0000 I 622A 622 I 120.8088 I -----------------. I 120.8088 123.8000 I 623 615 I 121.1742 I 0.0223 0.0009 I 0.0071 I 121.1598 121.9800 I 624 623 I 121.1836 I ------------------I 121.1836 ·1 121.9200 I 625 623 I 121.2804 I 0.0010 0.0001 I 0.0,021 ,I 121.2757 I 122.8900 I 626 625 I 121.2932 'I ------------I ------·I 121.2932 I 122.2000 ------------------- ------------------- !No approach losses at node 631 because inverts and/or crowns are offset. I 627 I 625 I 121.2961 I 0.0056 I 0.0071 ------I · 121.2975 I 123.6500 ,INo app~oach losses at node 633 because inverts and/or crowns are offset. I 631 I 627 I 121.3122 1 .. 0.123~ I 0.1692 I ------1. 121.3575 ·1 124.3100 . . . . -. . . . .•. . I 633 I 631 I 121.5243 I ------I 0.4926 ------I 122.0168 I . 124.6000 I 634 . I 633 I 123.4255 J ------J ------------I 123.4255 I 124.6000 . . Conduit Notes I Rea~h I HW Depth (ft) I HW/D ratio I Q (cfs) I TW Depth (ft) Joe (ft) .[ Dn (ft) I Comment 1 I P-590 ·1 ·· °z.2841 .. I . 1.1421 I 8.88 I . 2.1000. I t.0637 I 0.8076 !outlet Control · I r-591 J 1.5387 .1 0~1693 I 8.88 I 1.0637 11.0637 Jo.7855 lsup~rerit n~w, intet end controls I P~592A I 1.9958 I 0.9979 I 8.88 I 1.4933 I t.0637 I 0.9608 [Outlet Control MI Backwater IP-5938 1 ·· 3.4321 .I . 3.4321 I 2.73 I 3.1472 -10.7086 'I >D !outlet Contrnl I P-593C I 3.3085 I 3.3085 · 1 0.62 · I · 3.2408 I o·.3270 I 0.4070 !outlet Control . . . . . . I I P-593D I 2.8500 I 2.8500 I 0.22 I 2.8441 I 0.1936 I 0.2150 !outlet Control I P-594 ;I 3.7097 I 4.4519 :I 2.11. I 3.2408 ,I 0.6513 [ 0.3579 !outlet Control --. -. I P-594A I 3.5119 I 4.2145 I 1.90 I 3.0439 I 0.6185 I >D !outlet Control . . . . . . .. . .. I I P-595 I 3.7534 I 4.5043 I 1.76 I 3.3421 I 0.5950 I 0.5083 [outlet Control J P-596 I ·3.2245 I 3:8696 1 ··0.33 I 3.2040 I 0:2479 I 0.2024 !outlet Control . ... . . . . . .... ... .. . .... . . . .. I I P-607 I 3.3709 I 3.3709 I 1.23 I 3.2040 I 0.4680 I >D !outlet Control I P-5928 I 3.4680 I 1.7340 I 6.15 I 3.3872 I 0.8773 'I t.5866 [outlet Control I P-593A I 105.6359 I 105.6359 I 6.15 I 103.9381 I 0.9592 I >D [outlet Control I P-579 I 6.0022 I 4.0015 I 0.48 I 6.0000 [ 0.2561 I 0.1455 [outlet Control I P-603 I 3.7180 ,I 3.7180 I 0.33 I 3.7100 10.2370 I 0.2170 loutletContrnl I P-606A· 1·· 7.5207. I 3.7604 f 5.67. I' 7.4100 I 0.841:3.I >D loutl~tControl I P-606B I 7.4936 I 3.7468 5.45 I 7.4000 I 0.8242 I 1.1347 !outlet Control I P-610 I 7.4596 I 3.7298 5.08 I 7.3793 I 0.7945 I 0.8779 !outlet Control j P-611 I 3.6211 I 7.2422 0.06 I 3.6176 I 0.1161 I 0.0622 !outlet Control j P-61 IB I 7.6790 I 6.8257 5.02 I 7.1176 I 0.6538 I 0.3921 !outlet Control I P-611 C j 4.8504 I 2.4252 5.02 I 4.7911 J 0.7898 I 1.1356 !outlet Control P-612 I 4.9964 I 2.4982 5.02 I 4.9200 J 0.7898 I 1.3203 !outlet Control P-613 I 4.1034 I 2.0517 4.27 I 4.0200 0.7258 I 0.8432 Joutlet Control P-614 I 3.8289 I 2.5526 3.19 I 3.7000 0.6803 I 0.5925 !outlet Control P-615 I 2.6894 I 1.7930 3.11 I 2.6235 0.6713 I 0.3928 !outlet Control P-616 I 2.1916 2.1916 I o.25 I 2.1868 0.2048 I 0.5220 !outlet Control P-617 I 2.1819 2.1819 I 0.01 I 2.1815 0.1035 I 0.0989 !outlet Control j P-618 ·I 2.1876 2.1876 I o.86 I 2.1368 0.3879 I >D !outlet Control I P-619 j 2.2024 2.2024 I 0.14 I 2.1439 o.3597 I >D !outlet Control I P-620 I 0.5827 0.5827 I 0.08 I 0.9948 I 0.1151 I 0.0799 !outlet Control MI Backwater I P-621 I 2.2167 2.2167 I 0.49 I 2.1948 j 0.2910 I 0.3128 joutlet Control I P-622 I 1.9049 1.9049 I o.40 I 1.8887 I 0.2612 I 0.2781 joutlet Control I P-622A I 1.3096 1.3096 I 0.11 I 1.3091 I 0.1350 j 0.0892 joutlet Control j P-623 I 2.6541 2.6541 I 2.01 I 2.1568 I 0.6066 >D jOutlet Control .. P-624 I 2.3996 2.3996 I o.44 I 2.3798 I 0.2143 0.2778 !outlet Control P-625 I 2.7940 2.7940 1 .. 0.94 I 2.6798 ·I 0.4069 0.3538 !outlet Control P-626 I 1.3916 1.3916 I o.53 I 1.3757 I o.3009 0.2035 !outlet Control P-627 I 1.4979 I 2.2470 I 0.24 I 1.4757 I 0.2249 0.1933 !outlet Control P-631 j 0.8110 I 1.2166 I o.21 I 0.7975 I 0.2109 0.2318 !outlet Control j P-633 I 0.3243 I 0.6485 I 0.21 I 0.4175 I 0.2299 [ 0.2022 lsuperCrit flow, Inlet end controls I P-634 I 0.2255 I 0.4510 I 0.13 I 0.9768 I 0.1758 I 0.0936 lsuperCrit flow, Inlet end contrnls -------------------- ------------------- Appended on: Sunday, August 11, 2013 4:19:26 PM Layout Report: EX BASIN 3Z I Eve~t !Preci~ (in) li~r24hrF llOyear .F 125year :~ llOOyear ~ -' .. Reach Records Record Id: P-579 ·1secti~n Shape: 1U~iform~i~w ~~~h.od: .. !Routing Method: J~nNode !Material . . JEnt Losses .. . 1 I I I I . --~ Circular I . .. ,icoefficient: Manning's I 0.012 .. Travel Time Shift IContribuUng Hyd --·. 593A :IUpNode I 579 unspecified !Size I 18 in Diam . . .. .. . .. . . Groove End w/Headwall .. . . [Length [Up Invert MinVel 0.00 ft/s [Drop across MH Record Id: P-590 [Section Shape: [Uniform Flow Method: [Routing Method: 1Dn;~de IMa~erial [Ent Losses [Length MaxVel 15.00 ft/s 47.00 ft [Slope ·,------11-6-.7-6-ft~----,IDn In ,ert Conduit Constraints Min Slope Max Slope 0.00% I 50.00% 0.00 ft 1fil Rate [Ex/In Circular I Manning's flcient: [Coe~ Travel Time Shift ributing Hyd :[Contr, 1-09 ,de :[UpNo unspecified :[size Groov, ,e End w/Headwall 27.00 ft ! [Slope -------------- I 4.60% I 114.60ft I Min Cover I 0.00 ft I 0.00 in/hr I 0.012 I I 590 I 24 in Diam I 1.11% ----- ------------------- iup Invert I 114.50 ft :\Dn Invert I 114.20 ft I - Conduit Constraints . . . . . -. I MinVel I MaxVel I Min Slope I Max Slope I Min Cover . ... I 0.00 ft/s I 15.00 ft/s I 0.00% :I 50.00% j 0.00 ft !Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr .. Record Id: P-591 '!Section Shape: Circular . . .. .. ' _,uniform Flow Method: I Manning's ·!Coefficient: I 0.012 !Routing Method~ . I Travel Time Shift !Contributing Hyd I .. jDnNod~ I 590 ,IUpNode I 591 -----... !Material I - unspecified !Size I 24 in Diam . !Ent Losses I Groove End w/Headwall !Length I 180.00 ft !Slope I 1.20% .. !Up Invert I 116.76 ft 1Dnlnvert .I 114.60 ft Conduit Constraints MinVel MaxVel Min Slope I Max Slop ,e I Min Cover 0.00 ft/s 15.00 ft/s 0.00% 50.00% I 0.00ft [Drop across MH 0.00 ft [Ex/lnfil Rate I 0.00 in/hr Record Id: P-592A [Section Shape: I Circular [Uniform Flow Method: Manning's ·[Coefficient: .. [Routing Method: Travel Time Shift [Contributing Hyd [DnNode 591 [UpNode [Material J unspecified .[size [Ent Losses Groove End w/He I 0.012 I I I 592A - .1 24 in Diam ,adwall [Length I 25.00 ft [Slope [Up Invert 116.96 ft [Dn Invert I 0.60% I 116.81 ft I Conduit Constraints ------------------- ------------------- MinVel 'I MaxVel I Min Slope I Max Slope I Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft ·1Drop across MH I 0.00ft ·rEx/lnfil Rate I 0.00 in/hr Record Id: P-592B [Section Shape: ·----·------" '.!co.efficient: !Uniform Flo~ Method: I Manning's I 0.012 " " !Routing Meth.ad: I Travel Time Shift ... -.. ,!contributing Hyd . .. IDnNode I 592A ... :IUpNode I 592B !Material I unspecified .!Size I 24 in Diam . ' " .. "" " [ Circular I !Ent Losses 1. Groove End w/Headwall ... " .. ,, !Length .1 15.00 ft .. Jslope I 0.07% .. " " "" ·IUp Invert I 115.62 ft 1Dn Invert I 115.61 ft I Conduit Constraints .. . .. I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s [Drop across MH Record Id: P-593A [Section Shape: [Uniform Flow Method: [Routing Method: [DnNode [Material [Ent losses [length [Up Invert f ··1 MinVel I 2.00 ft/s 15.00 ft/s I r MaxVel I 15.00 ft/s 0.00% 50.00% ).00 ft 0 0.00 ft [Ex/lnfil Rate 0.00 in/hr Circular Manning's [Coefficient: 0.012 Travel Time Shift .[Contributing Hyd r 592B [UpNode 593A Closed Conduits, Concrete Pipe [Size 12 in Diam Groove End w/Headwall 22.00 ft [Slope 2.18% 16.04 ft [Dn Invert 15.56 ft Conduit Constraints I Min Slope I Max Slope Mi n Cover I 0.50% I 2.00% 1.00 ft 3 ----------------- I -- ------------------- ,[Drop across MH I 0.00 ft :[Ex/lnfil Rate 0.00 in/hr Record Id: P-5938 [ Circular [Section Shape: 1u~iform Flow Method: I Manning 1 s ___ :'[coefficient: I 0.012 [Routing Method: I Travel Time Shift .....• [contributing Hyd I [DnNode I 592A IUpNode I 5938 [Material I unspecified ISize I 12 in Diam [Ent Losses I Groove End w/Headwall 0 ~ ~ • I ISlope I [Length 12.00 ft 0.08% . . . -·· . . . .. . . . ... [Up Invert I . 115.86 ft .. . '1Dn lnve~ I 115.85 ft . 1. Conduit Constraints . , .. , .. I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft [Drop .acmss MH I 0.00 ft . :IEx/lnfil Rate I 0.00 in/hr . -·· -. .. Record Id: P-593C I !Section Shape: I Circular !Uniform Flow Method: I Manning's [Coefficient: 0.012 !Routing Method: I Travel Time Shift [Contributing Hyd [DnNode [ 5938 IUpNode [ 593C I Material I unspecified 1Size [ 12 in Diam IEnt Losses I Groove End w/Headwall !Length I 221.00 ft [Slope 0.21% IUp Invert I 116.32 ft 1Dn Invert 115.86 ft Conduit Constraints .. MinVel I MaxVel I Min Slope [ Max Slope Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% :[ 50.00% 0.00ft !Drop across MH I 0.00ft 1[Ex/lnfil Rate 0.00 in/hr ------------------- ------------------- Record Id: P-593D Circular I [Section Shape: [Unifor,;, Flo~ ~ethod: I Mannif\g's ·1coefficient: I 0.012 !Routing Method: I Travel Time Shift : [Contributing Hyd 1D~Node . I 593( . . :[UpNode I 5930 !Material I . unspecified :ISi.ze I 12 in Diam . ... !Ent Losses I Groove End w/Headwall . !Length I 133.00 ft !Slope I 0.32% . IUp Invert I 116.74 ft ·Ion Invert I 116.32 ft I Conduit Constraints .. ..• •.. . . . . I MinVel -I MaxVel I Min Slope I Max Slope I Min Cover . . . I 0.00 ft/s J 15.00 ft/s I 0.00% ,I 50.00% I 0.00 ft trop across ~H I 0.00 ft jEx/lnfil Rate I 0.00 in/hr .. Record Id: P-594 [ Section Shape: Circular !Uniform Flow Method: Manning1s ·!Coefficient: I 0.012 !Routing Method: Travel Time Shift !Contributing Hyd IDnNode 593B IUpNode I 594 !Material . unspecified !Size I 10 in Diam !Ent losses Groove End w/Headwall !length 24.00 ft !Slope I 5.38% - IUp Invert 117.15 ft 1Dn Invert I 115.86 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft ' !Drop across MH. I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-594A [Section Shape: Circular ------------------- ------------------- !Uniform. Flow Method: I Manning 1s !Coefficient: I 0.012 ,R~~ting Me~h.od: . I Travel Time Shift !Cont~ibuting Hyd I . .. . IDnNode I 594 ,,UpNode I 594A !Material I unspecified ilSize I 10 in Diam !Ent Losses I Groove End w/Headwall . . .. !Length . I 38.00 ft 'Slope I 0.03% .. !Up lnve~ I 116.35 ft .. ,Ion ln~ert. J 116.34 ft .. . . . .. . ... I Conduit Constraints I MinVel I MaxVel I Min Slope . .I Max Slope I Min Cover .. I O.OOft/s I 15.00 ft/s I. 0.00% J 50.00% I 0.00 ft . " .. 'Drop across MH I 0.00ft :IEx/lnfil Rate I 0.00 in/hr . Record Id: P-595 [Section Shap~: Circular [Coefficient: Manning 1s 0.012 [Uniform Flow Method: [Routing Method: I Travel Time Shift [Contributing Hyd [DnNode I 594A [UpNode 'Material. I unspecified 'Size [Ent Losses Groove End w/Headwall 595 10in Diam [Length I 40.00 ft [Slope 'Up Invert I 116.81 ft [Dn Invert 1.15% 116.35 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope Mi in Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% 0 0.00 ft 'Drop across MH I 0.00 ft JEx/lnfil Rate 0.00 in/hr Record Id: P-596 'Section Shape: I Circular I _,Uniform Flow Method: I Manning's .,Coefficient: I routing Method: . I Travel Time Shift 'Contributing Hyd ,-- 0.012 - ------------------- ------------------- IDnNode. I 595 IUpNode .1 596 ---- IM~terial. _ I unspecified 1Size I 10 in Diam ' . ' IEnt Losses _ I Groove End w/Headwall - !Length I 74.00 ft .ISlope I 1.12% IUp Invert I 117.73 ft ·Ion Invert I 116.90 ft ' ---- I Conduit Constraints --' ' -' -- I MinVel I MaxVel _ I Min Slope I Max Slope .1 Min Cover - I 0.00 ft/s I 15.00 ft/s I 0.00% =1 50.00% I 0.00 ft Jorop_ across MH I . 0.00 ft . IEx/lnfil Rate _ .. I 0.00 in/hr .. -- Record Id: P-603 I .1Section s_hape: I Circular !Uniform Flow Method: I Manning's [Coefficient: I 0.012 !Routing Method: I Travel Time Shift , Contributing Hyd [DnNode I 579 . IUpNode I 603 I Material I unspecified [Size !Ent losses Groove End w/Headwall I 12 in Diam !Length I 65.00 ft [Slope IUp Invert I 117.20 ft f Dn Invert I 0.68% I 116.76 ft Conduit Constraints MinVel I MaxVel I Min Slope I Max Slope I Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% II - I 0.00ft 'Drop across MH I 0.00 ft :r Ex/lnfil Rate I 0.00 in/hr Record Id: P-606A I !Section Shape: I Circular !Uniform Flow Method: I Manning's ·f Coefficient: !Routing Method: I . . Travel Time Shift , Contributing Hyd ' IDnNode J 593A .fUpNode !Material I unspecified 'Size L 0.012 I I 606A I 24 in Diam ------------------- ------------------- - !Ent Losses J Groove End w/Headwall !Length I 94.00 ft ISlope .1 0.01% . .. -. . .. .. !Up Invert I 113.20 ft jDn Invert I 113.19 ft -" '' . . I Conduit Constraints I MinVel .I . MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft -. . . . 1Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-606B [Section Shape: Circular !Uniform Flow Method: I Manning 1s ·1coefficient: I 0.012 [Routing Method: I Travel Time Shift !Contributing Hyd ... . IDnNode I 606A IUpNode I 6068 I Material I unspecified ISize I 24 in Diam - -!Ent Losses I Groove End w/Headwall - llength I 76.00 ft - ISlope I 0.13% IUp Invert I 113.30 ft 1Dn Invert I 113.20 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I o.oo ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft !Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-607 !Section Shape: Circular !Uniform Flow Method: I Manning's .·1coefficient: I 0.012 !Routing Method: I ' Travel Time Shift !Contributing Hyd I IDnNode I 595 .IUpNode I 607 I Material I unspecified ISize I 12 in Diam .IEnt Losses I Groove End w/Headwall llength I 120.00 ft ISlope I 0.03% ------------------- ------------------- - IUp Invert I i1Dn lnve~ I 116.93 ft 116.90 ft - I Conduit Constraints --------- I MinVel I MaxVel I Min Slope ii Max Slope I Min Cover -- I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft ;1Drop across-MH. I 0.00 ft _ :IEx/lnfil Rate I 0.00 in/hr Record Id: P-610 !Section Shape: Circular ·!Uniform-Flow Me;hod:- -' ., I Manning's I Coefficient: I 0.012 -- !Routing Method: I Travel Time Shift _ ,!Contributing Hyd --- IDnNode I 606B JUpNode I 610 !Material I unspecified ISize __ I 24 in Diam .. - IEnt Losses I Groove End w/Headwall !Length I 74.00 ft ISlope I 0.27% IUp Invert I 113.50 ft . · 1D~ ln~ert I 113.30 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 'Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-611 [Sectio_n Shape: Circular ' 'Uniform Flow Method: I Manning's 'Coefficient: I 0.012 'Routing Method: I Travel Time Shift 'Contributing Hyd I jDnNode I 610 'UpNode I 611 'Material I unspecified 'Size I 6 in Diam 'Ent Losses I Groove End w/Headwall 'Length ·I 23.00 ft !Slope I 7.78% _,Up Invert -I 118.79 ft _,Dn Invert I 117.00 ft ,, Conduit Constraints I ------------------- ------------------- MinVel I MaxVel I Min Slope I Max Slope [ Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% ,[ 0.00 ft 1Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr . . .. Record Id: P-6118 [Section Shape: Arch . ' !Uniform Flow M~thod: I Manning's .. . !Coefficient: I 0.012 . . . !Routing Method: . I -Travel Time Shift jcontributi.ng .Hyd I jDnNode I 610 IUpNode I 611B !Material I unspecified .. ISize I 22 11 X 13.5 11 . !Ent Losses. I 18" Corner radius: 90 deg headwall . . . !Length _ .I 128.00 ft ISl~pe I 2.30% . -. -. . .. . . . IUp Invert I 116.44 ft '1Dn Invert I 113.50 ft I Conduit Constraints . I MinVel I MaxVel I .Min Slope I Max Slope I Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft 1Drop across MH I 0.00 ft [Ex/lnfil Rate I 0.00 in/hr Record Id: P-611C [Section Shape: Circular 'Uniform Flow Method: Manning's ·1coefficient: I 0.012 'Routing. Method: Travel Time Shift !Contributing Hyd I ... jDnNode 611B IUpNode I 611( 'Material unspecified ISize I 24 in Diam 'Ent Losses Groove End w/Headwall 'Length I 28.00 ft ISlope I 0.11% 'Up lnve~ ., 116.42 ft 1Dn l.nvert I 116.39 ft .. . . . I Conduit Constraints I MinVel I MaxVel I Min Slope l Max Slope I Min Cover ' I 0.00 ft/s . I 15.00 ft/s I 0.00% I 50.00% . I 0.00ft ------------------- ------------------- 1D~op across MH 0.00 ft \Ex/lnfil Rate 0.00 in/hr Record Id: P-612 [Section Shape: Circular ------. . . .. ' \Uniform Flow.Method: I Manning1 s !\Coefficient: I 0.012 \Rou.ting .Method: I Travel Time Shift \Contributing Hyd I . . ID.nNode I 611C _ l\UpNode I 612 Faterial .. I unspecified .... ,1Size. I 24 in Diam ... .. . \Ent Losses _ I Groove End w/Headwall .. . \Length I 69.00 ft ,\Slope 1. 0.07% .. .. . . \Up Invert I 116.43 ft 1Dn Invert I 116.38 ft . I Conduit Constraints . . . . .. . I MinVel I MaxVel I Min Slope I Max Slope J · Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% :1 50.00% I 0.00ft . \Drop across MH I 0.00ft ·1Ex/lnfil Rate I 0.00 in/hr .. . . ' -. -- Record Id: P-613 [Section Shape: Circular !Uniform Flow Method: I Manning's ·1coefficient: I 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd IDnNode I 612 IUpNode I 613 I Material I unspecified ISize I 24 in Diam 'Ent Losses I Groove End w/Headwall llength I 162.00 ft ISlope I 0.22% 'Up Invert I 116.84 ft Ion Invert I 116.48 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 1Drop across MH I 0.00 ft ·IEx/lnfil Rate I 0.00 in/hr ------------------- ------·--··-. . ---·--'---·--- IDnNode. I 615 IUpNode I 618 IMateria~ I unspecified t~e I 12 in Diam ... . . .. IEn~ Losses . I Groove End w/Headwall . . . - !Length I 58.00 ft !Slope I 0.02% IUp Invert I 118.55 ft :1Dnlnvert I 118.54 ft I_ Conduit Constraints -.. -.. I .. I MinVel I MaxVel I Min Slope Max Slope I Min Cover . . - I 0.00 ft/s I 15.00 ft/s I 0.00% :I 50.00% I 0.00ft !Drop :cros~ M: 1 .. 0.00 ft tx/l~fil Rate I 0.00 in/hr . .. .. -.. -·· Record Id: P-619 I !Section Shape: J Circular !Uniform Flow Method: I Manning's !Coefficient: [ 0.012 !Routing_ Method: I Travel Time Shift Contributing Hyd IDnNode I 618 IUpNode I 619 [Material I unspecified [Size !Ent Losses Groove End w/Headwall 12 in Diam [Length I 114.00 ft rslope !Up Invert I 118.58 ft [Dn Invert 0.01% 118.57 ft ·1 Conduit Constraints I MinVel I MaxVel I Min Slope r Max Slope I 0.00 ft/s I 15.00 ft/s ·-'-- 0.00% r 50.00% Min Cover 0.00ft JDrop across MH I 0.00ft !Ex/lnfil Rate r 0.00 in/hr Record Id: P-620 I !Section Shape: I Circular !Uniform Flow Method: I Manning's rcoefficient: !Routing Method: I Travel Time Shift :[Contributing Hyd IDnNode I 619 ,,UpNode r !Materia~ I unspecified !Size r 0.012 620 12 in Diam -~---~~--~-~-~-------... - --~-------·--------- Record Id: P-614 Circular I [Section Shape: !Uniform Flo~ M;th~d: . .. · ·1coefficient: I Manning's I 0.012 ,!Routing Method: I Travel Time Shift : !Contributing Hyd IDnNode. I 613 . ;IUpNode I 614 !Material I unspecified ISize I 18 in Diam . . -. IEnt Losses I Groove End w/Headwall . - !Length I 87.00 ft ISlope I 0.71% - IUp Invert I 117.51 ft '1Dn Invert I 116.89 ft I Conduit Constraints -. .. I - MinVel I MaxVel I Min Slope ·1 Max Slope I Min Cover . -. . I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft .. - !Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr -.. Record Id: P-615 !Section Shape: I Circular I I Uniform Flow Method: I Manning 1s I Coefficient: !Routing Method: I Travel Time Shift !Contributing Hyd IDnNode I 614 IUpNode [Material I unspecified [Size I 0.012 I I 615 I 18 in Diam IEnt Losses I Groove End w/Headwall llength I 11.00 ft [Slope IUp Invert I 118.41 ft [On Invert I 3.27% I 118.05 ft I Conduit Constraints ·I MinVel I MaxVel I Min Slope I Max Slope Min Cover .1 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% 0.00ft . [Drop across MH I 0.00 ft JEx/lnfil Rate I 0.00 in/hr Record Id: P-616 lSection Shape: I Circular ------------,--------- --------~---------- \Uniform Flow Meth.ad: Manning's !!Coefficient: I 0.012 IRout~g Me.tho-d: Travel Time Shift . !Contributing Hyd .. . -----.. IDnNode 615 :\UpNode I 616 . - I Material unspecified ISize I 12 in Diam IEnt Losses . Groove End w/Headwall -.. !Length 70.00 ft . 11slope I 0.01% .. IUp Invert 118.50 ft 1Dn Invert l 118.49 ft .. ---- I Conduit Constraints I MinVel I MaxVel I Min Slope :I Max Slope I Min Cover - I 0.00 ft/s I 15.00 ft/s I 0.00% .1 50.00% I 0.00ft .. .. -- 1Drop across MH I 0.00 ft _ IEx/lnfil Rate I 0.00 in/hr -.. Record Id: P-617 [Section Shape: Circular Manning's .1coefficient: 0.012 [Uniform Flow Method: . 'Routing Method: Travel Time Shift 'Contributing Hyd I . IDnNode 616 IUpNode I 617 IMater.ial unspecified !Size I 12 in Diam !Ent Losses Groove End w/Headwall !Length 81.00 ft !Slope I 0.68% !Up Invert 119.05 ft Ion Invert I 118.50 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I O.OOft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft !Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-618 [Section Shape: Circular _[uniform Flow Method: Manning's [Coefficient: 0.012 [Routing Method: Travel Time Shift !Contributing Hyd ------------------- --------·-------.~ --·-- . !Ent Lo~ses I Groove End w/Headwall . !Length. I 21.00 ft ISlope I 2.62% . .. . . . . . . !Up Invert I 120.33 ft !1Dn Invert I 119.78 ft . I Conduit Constraints .. I . MinVel I MaxVel I Min Slope t Max Slope :I Min Cover .• . . . I 0.00 ft/s :I 15.00 ft/s . ··-. I . 0.00% I .... 50.00% I 0.00 ft . . .. . .. .. 1Drop across MH. I 0.00 ft l~x/lnfil Rate I 0.00 in/hr . Record Id: P-621 rection Shape: Circular :1 [ !Uniform Fl~~ ~ethod: I Manning's :!coefficient: I 0.012 !Routing Method: . I Travel Time Shift !Contributing Hyd . . . -.. . IDnNode I 619 . ,1UpNode I 621 !Material I unspecified ISize I 12 in Diam .. !Ent Losses I Groove End w/Headwall ,!Length I 90.00 ft ISlope I 0.36% IUp Invert I 118.90 ft 1Dn Invert I 118.58 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I O.OOft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft !Drop across MH . 1. 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-622 !Section Shape: Circular !Uniform Flow Method: I Manning's ·1coefficient: I 0.012 !Routing Method: I Travel Time Shift . !Contributing Hyd I IDnNode I 621 IUpNode I 622 I Material I unspecified :Jsize I 12 in Diam JEnt Losses I Groove End w/Headwall !Length I 107.00 ft !Slope I 0.37% --· -----·------... --·----. . -. -. -- ------~------~--~-- IUp Invert .. I 119.30 ft ·1Dn Invert I 118.90 ft .. I Conduit Constraints . . .. .. I MinVel I MaxVel I Min Slope J Max Slope I Min Cover . . I O.OOft/s I 15.00 ft/s I 0.00% ·1 50.00% I 0.00 ft :1Drop across MH.. . .. I 0.00 ft · 1Ex/lnfil Rate I 0.00 in/hr Record Id: P-622A I !Section Shape: . I Circular !Uniform Flow Method: I Manning's Jcoefficient: [ 0.012 I Routing Method: I Travel Time Shift !Contributing Hyd r IDnNode I 622 [UpNode [ 622A !Material I unspecified !Size [ 12 in Diam !Ent Losses . I Groove End w/Headwall !Length I 16.00ft :!Slope [ 3.13% IUp Invert. I 120.00 ft 1Dn Invert [ 119.50 ft ------------ I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I - 0.00% I 50.00% I 0.00ft IDrop across MH I 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-623 [ Section Shape: Circular - ·1coefficient: 'Uniform Flow Method: Manning's I 0.012 'Routing Method: Travel Time Shift !Contributing Hyd IDnNode 615 . IUpNode I 623 I Material unspecified ISize I 12 in Diam IEnt. Losses Groove End w/Headwall llength I 140.00 ft ISlope I 0.01% .IUp Invert I 118.53 ft ·1Dn Invert I .118.52 ft II Conduit Constraints I . - ------~-~---~---~-- ----~---~~~----~--- I MinVel I MaxVel I Min Slope :I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% [ 0.00ft !Drop a.cross MH [ 0.00 ft . :IEx/lnfil Rate I 0.00 in/hr Record Id: P-624 [Section Shape: Circular !Uniform Flow Method: . I .. 'I coefficient: Manning's I 0.012 . .. . . .. -- !Routing Method: I Travel Time Shift !Contributing Hyd . . . IDnNode I 623 IUpNode I 624 !Material I unspecified .!Size . I 12 in Diam . ·!Ent Losses I Groove End w/Headwall -· . .. . lle~gth I 108.00 ft .. !Slope I 0.45% .. . . . IUp Invert I 119.27 ft ·ion Invert I 118.78 ft I Conduit Constraints . I MinVel I MaxVel I Min Slope I Max Slope I Min Cover 0.00 ft/s 15.00 ft/s 0.00% 50.00% 0.00 ft [Drop across MH 0.00ft [Ex/lnfil Rate 0.00 in/hr Record Id: P-625 [section Shape: Circular [Uniform Flow Method: I Mannir:ig's ·1coemcient: I 0.012 [Routing Method: I Travel Time Shift [Contributing Hyd .. IDnNode I 623 IUpNode I 625 [Material I unspecified 1Size I 12 in Diam [Ent Losses I Groove End w/Headwall [Length .. I 148.00ft [Slope I 0.82% IUp Invert I 119.70 ft ;Ion Invert I 118.48 ft .. . I Conduit Constraints I MinVel ·I MaxVel I Min Slope I Max Slope I Min Cover ' I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft ----,·---~~~---~---- -... --·-··-"9, --' ;-,.. --':Jal ·-,.. --'- [Dmp across MH [ 0.00 ft '[Ex/lnfil Rate [ 0.00 in/hr Record Id: P-626 [Section Shape: .[ Circular I [Uniform Flow Method:. -J Manning's ;1coefficient: I 0.012 ' [Routing Method: -I Travel Time Shift _ lco-ntributing Hyd -. ---. - IDnNode I 625 IUpNode I 626 I Material I unspecified ·1size I 12 in Diam ---- IEnt Losses I Groove End w/Headwall -------- !Length I 41.00 ft . •[~lope . I 2.24% ---- !Up Invert J 120.82 ft jDn Invert I 119.90 ft I Conduit Constraints - I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% ·1 50.00% I 0.00 ft -- [Drop across MH I 0.00ft JEx/lnfil Rate -I 0.00 in/hr Record Id: P-627 [section Shape: Circular [Uniform Flow Method: I Manning's ·1coefficient: I 0.012 [Routing Method: I Travel Time Shift [Contributing Hyd JDnNode I 625 IUpNode I 627 [Material I unspecified ISize . I 8 in Diam [Ent Losses I Groove End w/Headwall [Length I 41.00 ft ISlope I 0.98% IUp Invert I 120.20 ft IDn Invert I 119.80 ft I Conduit Constraints . I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% . I 0.00ft [Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr -·---·-· ·-... , --' l-·-· --:.ail -,_ --'- -,_ --------·--·'111!1!1 ---~ --- Record Id: P-631 Circular I [Section Shape: !Uniform Flow Method: . I :·1coeffident: I Manning's 0.012 :!Routing Method: I Travel Time Shift !Contributing Hyd I . . . IDnNode I 627 JupNode I 631 .. I Material !I unspecified •ISize I 8 in Diam . . . . .. IEnt Losses I Groove End w/Headwall .. . . . . . .. llength t. 26.00 ft !Slope I 0.38% . . .. IUp Invert :I 120.60 ft 1Dn Invert I 120.50 ft I Conduit Constraints . . . .. . I MinVel I MaxVel I Min Slope :1 Max Slope ·1 Min Cover . . . . I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 1Drop across MH 1. 0.00 ft IEx/lnfil Rate I 0.00 in/hr .. ... . .. . Record Id: P-633 [Section Shape: I Circular I [Uniform Flow Method: I Manning's ·1Coefficient: I 0.013 !Routing Method: I Travel Time Shift 'Contributing Hyd I /DnNode I 631 IUpNode I 633 'Material I unspecified 'Size I 6 in Diam 'Ent Losses I Groove End w/Headwall 'Length I 22.00 ft !Slope I 1.18% 'Up Invert I 121.20 ft IDn Invert I 120.94 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 'Drop across MH I 0.00 ft 'Ex/lnfil Rate I 0.00 in/hr Record Id: P-634 f Section Shape: Circular ------.. --·---~ ---<all --- ------------------- !Uniform Flow Meth~d: L Manning's ·· 1coefficient: I 0.012 -···--. !Routing Method: J Travel Time Shift IContributi".~ Hyd I . .... . IDnNode ii 633 JupNode I 634 !Material. :[ unspecified 1Size I 6 in Diam :IEnt Losses :1 Groove End w/Headwall . . .. llength I 30.00 ft ... i1Slope J 7.20% . ----- IU~-lnvert ... J. 123.20 ft IDnl~vert I 121.04 ft ----. ' .. --------. .. -· ---· " ------- I Conduit Constraints I MinVel I MaxVel J Min Slope 11 Max Slope :1 Min Cover .. . ----· I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% :I 0.00ft ----.. . ----.. ,. ---· . -·. ... -·· \Drop across MH . ;I 0.00 ft . ....... IEx/lnfil Rate I _ 0.00 in/hr ..... - Node Records Record Id: 579 ,[)~scrip: ilPr~totype Record :['ncrement 10.10 ft r 1112.18 ft I Max El. 1120.37 ft J Void Ratio 1100.00 r Condition !Existing Structure Type ICB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape r 10.00 ft Bottom Area 119.635 sf [MH/CB Type Node Record Id: 590 - 1Descrip: JPr~totype Record __ _ -. lln-cre~e:t _ 10.10 ft - IStart El. '1114.50 ft IMaxE'.. 1120.30 ft • ~~i~ Ratioll00:00 .. _ -------····-· "-·-----r • Cond~tion :IExisti~g ··-· _ : Structure Type ICB-TYPE 1-48 .... ----·--·-.. _, --•--··. ·--· .,. -. 'Ent Ke :!Groove End w/Headwall (ke=0.20) Channelization· No Special Shape 'Catch _ :10:00ft ·!Bottom Area -119:635 sf IMH/CB Type Node . ------------------- ------------------- Record Id: 591 1Descri:~. IPr~t.otype :~cord -~-. ,II ncre.~ent 10.10 ft --'" !Start El. J116.38 ft IMaxEI. 1120.51 ft Void Ratio 1100.00 I ·-. . -·· r Condition ilExisting . lStruct.ure Type !CB-TYPE 1-48 ::Groove End w/Headwall (ke~0.20) !Channelization ~o Special Shap~ ilo.oo ft ·-· .. "" :iBottom .Area 119.635 sf . -,__ IMH/CB T~pe No~e Record Id: 592A 1Descrip: ·1Prototy~e Record .. ll~creme~~ 10.10 ft ·1start El. .. ,1114.00 ft !Max El. 1120.40 ft · Void Ratio 1100.00 I r ' -. -~ . Condition !Existing . Strucwre Type ICB·TYPE 1-48 F Groove End. w/Headwall (ke=0.20) Channelization No Special Shape ~10.00ft [MH/CB Type Node Record Id: 5928 1Descrip: !Prototype Record IStart El. 1113.42 ft - Void Rati~ 1~00.0~- --- Condition !Existing FIGroove End ~/Headwall (ke=0.20) ~10.00ft IMH/CB Type Node Record Id: 593A 1Descrip: jPrototype Record IStart El. :1113.54 ft Bottom Area 119.635 sf I Increment 10.10 ft IMax El. 1120.15 ft .I Structure Type 1CB-TYPE 1-48 Channelization Bottom Area [Increment [Max El. No Special Shape 119.635 sf 10.10 ft 1120.50 ft r ------------------- ------------------- IVoid Ratio 1100.00 I I-r Condition IExi~ting Structure Type ICB-TYPE 1-48 !Ent Ke . : G;~~~~ End w/Headwall (ke=0.20). ChanneHzation No Special Shape ICatch. . ;10~00 ft . -. .. . . . Bott;~ -Area 119.635 ~f . .. . ·1MH/CB T~pe Node Record Id: 593B joescrip: 11Pr~t~~ype Record .. l;ncrement 10.10 ft !Start El. ·1114.01 ft IMax El. 1120.21 ft : Void Ratio 1100.00 . ---I r Condition_ :\Existing . Structure Type 1CB-TYPE 1-48 I Ent Ke . IGroov: End w/Headwall (ke=0:20) Chan~elization l~o Special Shape ~10~~0-ft Bottom Area 112.5664 sf --_, - IMH/rn.Type Node ---- Record Id: 593C 'Descrip: 'Proto~pe Record 'Increment ,0.10 ft 'Start El. 1114.90 ft 'Max El. 1120.00 ft IVoid Ratio 1100.00 I r !Condition 'Existing Structure Type 'CB-TYPE 1-48 'Ent Ke !Groove End w/Headwall (ke=0.20) Channelization No Special Shape r,O.OOft Bottom Area 119.635 sf IMH/CB Type Node Record Id: 593D 1Descrip: 'Prototype Record I Increment ,0.10 ft 'Start El. "115.29 ft 'Max El. 1119.89 ft . Void Ratio 1100.00 I r Condition :!Existing Structure Type 'CB-TYPE 1-48 'Ent Ke _ iGroove End w/Headwall (ke=0.20) Channelization No Special Shape ------------------- ------------------- r10.ooft Bottom Area 119.635 sf [MH/CB Type Node Record Id: 594 1Descrip: · 1Prototy~~ Record ... ·[increment 10.10ft !Start El. -.:1115.68 ft .. I Max El. 1120.10 ft !Void Ratio 1100.00 I ---·-. .. -- Structure Type ICB-TYPE 1-48 !Condition [~xisting IEn.t Ke 'IGro:ve End w/Headwall (ke=0.20) Channelization INo Sp.ecial Shape 119.6~5-sf [Ca~ch [o._oo_ft . IMH/CB Type Node Record Id: 594A 1Descrip: ·rPrototype Record !Start El. 1115A5 ft Bottom Area . [Increment [Max El. [0,10ft 1120.25 ft . r IVoid Ratio 1100.00 r !Condition !Existing Structure Type ICB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) Channelization No Special Shape r10.00 ft Bottom Area 119.635 sf IMH/CB Type Node Record Id: 595 1Descrip: :!Prototype Record !Increment 10.10ft. !Start El. . 1115.29 ft IMax El. 1120.34 ft IVoid Ratio 1100.00 I I r !Condition !Existing Structure Type ICB-TYPE 1-48 I Ent Ke ; Gr:oveEnd w/Head~all (ke=0.20) Channelization INo Special Shape r 1 0.00ft Bottom Area 119.635 sf IMH/CB Type Node ------------------- ------------------- Record Id: 596 1Descrip:_ JPrototype Record llncreme~~ 10._10 ft !Start El. .,116.23 ft IMax El. 1120.03 ft IVoid Ratio 1100.00 I r !Condition !\Existing !Structure Type ICB-TY~E 1~48 . ····-. IEnt Ke :!Groove End w/Headwall (ke=0.20) !Channelization No Special Shape_ ' . . . ' . . ... . ··-· ~ '.. ·-. --.• ~10.00ft '!Bottom Area 119.635 sf ""'··· ,.. - IMH/CB Type Node Record Id: 603 1D~scrip: IPro~~type Record . I Increment . 10.10 ft !Start El. :1116.00 ft jMaxEI. 1120.95 ft IVoid Ratio,1100.00 L r !Condition !Existing IStr-ucture Type ICB-TYPE {-48 F Groove End w/Headwall (ke=0.20) !Channelization No Special Shape r,0.00ft. [MH/CB Type Node 'Bottom Area 119.635 sf Record Id: 606A JDescrip: .,Prototype Record I Increment ,0.10 ft Jstart El. 1111.54 ft JMax El. 1120.50 ft Void Ratio 1100.00 Condition 'Existing Structure Type ,CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Chan.nelization No Special Shape r,O.OOft IMH/CB Type Node Record Id: 6068 JDescrip: .[Prototype Record 'Start El. 1111.64 ft 'Bottom Area .[Increment [Max El. 119.635 sf 10.10 ft 1121.00 ft r ------------------- ------------------- IVoid Ratio 1100.00 [ r Condition :!Existing Structure Type CB-TYPE 1-48 ··-,. .1 . . <-«~ •• • • . -. . -.,-., • •• •• • •• • ----. F Groove End w/Headwall (ke=0.20)_ Channelization No Special Shape lca~ch . :,0.00 ft . -Bott~m Ar~a 119~635 sf ·-. . ·-.. . [MH/CB Type Node Record Id: 607 IOescrip:. IPr~totype Record_ !increment 10.10 ft - -. !Start El. J11s. 75 ft [Max El. 1119.33 ft .. --. ---.. . - IVoid Ratio 1100.00 . . .. . " I . . r !Condition IExisUng · Structure Type !CB-TYPE 1-48 F Groove End w/He~dwall (ke=0.20) c_hannelizatio: [No Special Shape rrO.OOft IBottomA~ea 119.635 sf l~H/CB Type Node Record Id: 610 1Descrip: I Prototype Record Jlncrement f 0:10 ft Fllll.78 ft IMax El. 1121.28 ft Void Ratio 1100.00 I r Condition !Existing Structure Type 1CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape r10.00 ft ·---. ,Bottom Area 119.635 sf MH/CB Type Node Record Id: 611 1Descrip: !Prototype Record illncrement 10.10 ft !Start El. 1116.92 ft !Max El. 1120.75 ft 'Void Ratio 1100.00 . ---.. ·-r 'Condition !Existing Structure Type.1CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape ------------------- ------------------- lca~ch 'ID.OD ft IM H/CB Type Node Record Id: 61 lB Bottom Area 1Descrip: ;\Prototype Record !Increment -..... . .... !Start El. 1114.45 ft .. . --!Max.El. [19.635 sf frnft [121.80 ft toid Ratio f Q(l I · Condition !Existing .;..S~tr-u-ct_u_r_e_T_y-pe-,CB-TYPE 1-48 !Ent K~ •. · G~oov-e End w/Headwall (ke=0.20) Chann~-li~;~ion No Special Shape ICatc~-. :10.oci ft-. I Bottom Are~ 119.6~~ sf [MH/CB Type Node Record Id: 611C 1Descrip: !Prototype Record !Start El. 1114.58 ft [Increment IMax El. ,O.lOft [121.20 ft r IVoid Rati~ 1100.00 I r !Condition !Existing _ . . IStr~cture Type 1CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) !Channelization No Special Shape r10.00 ft !Bottom Area 119.635 sf IMH/CB Type Node Record Id: 612 JDescrip: !Prototype Record !Increment 10.10 ft !Start El. 1114.46 ft JMax El. 1120.40 ft Void Ratio 1100.00 I r Condition !Existing Structure Type ICB-TYPE 1-48 JEnt Ke !Groove End w/Headwall (ke=0.20) Cha-nnelization No Special. Shape r 1 0.00ft 1Bottom Area 119.635 sf IMH/CB Type Node ------------------- ------------------- Record Id: 613 1Descrip: ·!Prototype Record _Jncrement 10.1~ ft . -----. . . -. IStart El. 1117.11 ft '!Max El. 1120.49 ft Void Ratio 110~:~o --I Condition ;!Existing -· ~t-ructure Type !CB-TYPE i_-48 r !Ent Ke ; Groove End ~/Headwall (ke=0.20)1Channelization1No Special Shape IC~tch ,[o.oo ft 1Bott°,m Area 119.635 sf _ .. __ [MH/CB T.ypeNode Record Id: 614 1Descrip: IP;o;otype Record I Increment 10.10 ft Fl115.49ft :!Max El. 1121.86 ft Void Ratio:1100.00 I I r Condition !Existin~-....... ___ . -··· ·-·· s:ructure Type ICB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization-[No Special Shape rrO.OOft .. !Bottom Area 119.635 sf [MH/CB Type Node Record Id: 615 IDescrip: [Prototype Record [Increment 10.10 ft [Start El. 1117 .68 ft !Max El. 1122.03 ft IVoid Ratio 1100.00 I !Condition [Existing !Structure Type ICB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) I Channelization No Special Shape r,O.OOft IMH/CB Type Node Record Id: 616 .[Descrip: [Prototype Record . .. r---~·----- IStart EL :1117.85 ft 1Bottom Area [Increment ·[Max El. 119.635 sf 10.10 ft 1121.60 ft r ------------------- ------------------- IVoid Ratio;ll00.00 I r !Condition 1E~isting . . . ... ~: Stru~tu~e Ty~e ,~~:~~:E_l-48 r1Groove End w/Headwall (ke=0.20) Channelization No Special Shape r ,0.00 ft . Bott~rn Area · 119.635 .sf .. [MH/CB Type Node . . Record Id: 617 1Descrip: . 'IProto~ype Record I Increment ,0.10 ft !Start El. ;1117.40 ft !Max EL 11i1.60 ft ~ ¥>·--•. ~----·- !Void Ratiojll00.00 .. r Condition ;!Existing . Str.~c~u;e Type !CB-TYPE 1-48 F Groove End w/He~d~all (ke=0 .. 20)° Cha~n-eli;ation No Special Shape. ~10:ooft: --. Bottom Area 119~635 sf . IMH/CB Type Node . ... . .. Record Id: 618 1Descrip: IProtot~pe. Record llncre~ent 10.10 ft - !Start El. 1117.65 ft IMax El. 1122.05 ft Void Ratio 1100.00 I r Condition !Existing Structure Type ,CB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) Channelization !No Special Shape FIO.OOft . Bottom Area 119.635 sf IMH/CB Type Node Record Id: 619 1Descrip: 'Prototype R~~ord 'Increment ,0.10 ft 'Start El. :1117.61 ft 'Max El. 1121.93 ft 'Void Ratio 1100.00 r 'Condition 'Existing Structure Type 'CB-TYPE .1-48 r Groove End w/Headwall (ke=0.20) Channelization No Special Shape ------------------- ------------------- ICatch ·· 10.00 ft [MH/CB Type Node Record Id: 620 1D~scrip: !Prototype Rec~rd !Start El. :1119.63 ft . . Void Ra~ioJoo.oo Bottom Area [19.635 sf lln~;~~ent 10.10ft [Ma.x El. 1121.78 .ft Structure Type ICB-TYPE 1-48 C~ndition !Existing r Groove~-nd w/Headwall (ke~0.20) Channelization No Special Shape [Ca.tch _ . :10.00 ft. I Bottom Area 119.635 sf IMH/CB Type.Node Record Id: 621 1Descrip: ·[Prototype Record !Sta~ El. J~17.80 it [Increment [Max El. [0.10 ft 1122.00 ft r IVoid Ratio 1100.00 r !Condition 'Existing Structure Type ,CB-TYPE 1-48 r Groove End w/Headwall (ke=0.20) Channelization INo Special Shape rrO.OOft [Bottom Area 119.635 sf IMH/CB Type Node Record Id: 622 1Descrip: I Prototype Record I Increment 10.10 ft 'Start El. 1118.30 ft . I Max El. 1123.00 ft !Void Ratio 1100.00 I r !Condition 'Existing . . . Structure Type ,CB-TYPE 1-48 r1Groove End w/Headwall (ke=0.20) Channelization No Sped~I Shape r ,0.00 ft I Bottom Area 119.635 sf IMH/CB Type Node ------------------- ------------------- Record Id: 622A 1Descrip: . t:ototype Rec~rd I Increment .10.10 ft -•• + !Start El. . :1118.30 ft JMax El. 1123.80 ft . Void Ratio,1100.00 ·-... .. ·-+ r Condition !Existing Struc.ture Type !CB-TYPE 1-4~ !Ent Ke :!Groove End w/Head~all (ke=~:~O) Channelization No Special Shape !Catch __ ;,0.00 ft . .. !Bottom Area 119:635~f IMH/CB Type Node Record Id: 623 1Descrip: IProt~;ype Reco;d ·· . - I Increment 10.10 ft Fl117.63ft !Max El. 1121.98 ft • Void Ratio 1100:00 r Condition !Existing Structure Type 1CB-TYPE 1-48 F Groove End w/He~dwall (ke~0.20) Channelization No Special Shape rrO.OOft [MH/CB Type Node Bottom Area 119.635 sf Record Id: 624 1Descrip: 'Prototype Record 'Increment ,0.10 ft 'Start El. 1117.92 ft 'Max El. 1121.92 ft 'Void Ratio 1100.00 I 'Condition 'Existing Structure Type 'CB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) Channelization No Special Shape r,O~OOft IMH/CB Type Node Record Id: 625 [Descrip: f Prntotype Record 'Start El. -1118.20 ft 'Bottom Area ·[Increment [Max El. 119.635 sf 10.10ft 1122.89 ft r ------------------- ------------------- IVoid Ratio 1100.00 r Condition \Existing • Structure Type \CB-TYPE 1-48 1~nt·K~ ; ~;oove End w/Headwall (ke=0.20), Channelizatmn No Spe;ial Shape r10.00 ft . -. . . Bottom A;e~ 119.635 sf IMH/CB Type Node Record Id: 626 1Descri~: ... 'J~r~~~~~~e R~cord -' '""-" -.. , -- .11 ncrement 10.10 ft -~---· .. -· \Start El. :1119.50 ft - !Max El. _ 112_2.20 ft IVoid Ratio:110~.~o ----.. J ICondi~on txisting ·--Structure Type !CB-TYPE 1-48 .. FIGroove End w~Headwall (ke=0.20) Cha-nnelization No Special Shape \catch . ilo._oo ft Bottom Area 119.635 sf IMH/CB Type N~de _ ------ Record Id: 627 1Descrip: !Prototype Record Jlncrement !Start El. '1118.90 ft r 10.10 ft 1123.65 ft :Void Ratio 1100.00 I r Condition !Existing Structure Type ICB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelizatio~ No Special Shape r,0.00 ft !Bottom Area 119.635 sf IMH/CB Type Node Record Id: 631 1Descrip: ,,Prototype Record !Increment 10.10ft IStart El. :[119.30 ft IM.ax El. 1124.31 ft . Void Ratio;1100.oo r Condition ·!Existing Structure Type 1CB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20); Channelization No Special Shape ------------------- ------------------- ICatch . :10.00 ft Bottom Area [19.635 sf [MH/CB Type Node Record Id: 633 - 1Descnp: 'IPr~t~type Rec~rd ,iincrement ,0.10 ft. !Start El. . '1119.20 ft - :1Max El. . .. .1124.60 ft .. !Void Ratio 1 1100.00 I I Structure Type ,CB-TYPE 1-48 IConditio_n !Existing !Ent Ke :IGroove End ;,,,/Headwall (ke=0.20). Channelization INo Special Shape . -. ' --·-. ------. ------~· . . . 119.635 sf r,0.00ft ·-.. IMH/CB Type Node ' . -. -. Record Id: 634 ·1Descrip: [Prototype Record ' '' ;--~· ---- !Start EL J121.1~ ,ft -· : Bottom Area [Increment [Max El. 10.10 ft 1124.60 ft r !Void Ratio 1100.00 r Condition ,,Existing Structure Type ICB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) Channelization No Special Shape r10.00 ft Bottom Area 119.635 sf f MH/CB Type Node Record Id: 1-09 1Descrip: !Prototype Record 'Increment ,S~art El. . 1107.90 ft F f 0.10 ft f 119.75 ft !Void Ratio 1100.00 I r Condition !Existing Structure Type ICB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape ...---'----- r,0.00 ft . .. . .. 1Bottom Area 119.635 sf IMH/CB Type Node ------------------- ------------------- Contributing Drainage Areas Record Id: 32 . !Design Method IHyd lntv !Storm Duration ' --"" ,, ___ IPe~ious ~r~a _ -~ ., ·- IPervi:us CN -.. . . IPervious TC I I :I -- . ii __ I I I Description -. .. --· I Industrial -- --- . --- --- SBUH -.. !Rainfall type _ 10.00 min teaking Factor 24.00 hrs !Abstraction Coeff .. -. ' -. --- 0.00 ac ID~IA -·-~· -. -·· 0.00 IDCCN . --.. 0.00min ·IDCTC DCI -CN Cale I SubArea -. I 9.844 ac I DC Composited CN (AMC 2) DCI -TC Cale I Type .1 Description I Length .I Slope I Coeff · 15~ee; :I 0.00 ft I 0.0% I 5.0 . TYPElA.RAC -. 484.00 0.20 ' ---. . 9.844 ac .. 98.00 . . --. 5.00min I Suben ·1 98.00 I 98.00 I Misc I TT -. I 0.00 in .1 5.00 min Pervious TC 5.00 min j Record Id: 32A-593C !Design Method I SBUH I Rainfall type TYPElA.RAC IHyd lntv I 10.00 min !Peaking Factor 484.00 1Storm Duration I 24.00 hrs !Abstraction Coeff 0.20 IPervious Area . I 0.00 ac IDCIA 0.443 ac IPervious CN I 0.00 IDCCN 98.00 IPervious TC I 25.3349 min IDCTC 5.00min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT . ISheet !something I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I I 7.7166 min · 1shallow !something I 23.00 ft I 3.0% I 0.04 I 11 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min ------------------- ------------------- I Pervious TC I 23.5486 min I DCI -CN Cale -.• ---.. -. -· . I Description I SubArea I Suben - I Industrial I 0.443 ac j 98.00 --·~ -.. . -------·-· ------ I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale ·--... I Type I Description I Length I _ Slope I Coeff I Misc I TT ... IShe~t I_ 0.00ft I 0.0% 1. 5.0 I 0.00 in :j 5.00min -. . --.. --- Pervious TC I 5.00min Record Id: 32A-593D ]Design Me;hod I SBUH !Rainfall type I TYPElA.RAC . . . IH~d lntv I 10.00 min ·teaking Factor [ 484.00 ·1storm Duration I 24.00 hrs ,jAbstractionCoeff [ 0.20 IPervious Area I 0.00ac IDCIA I 0.25 ac 'Pervious CN I 0.00 IDCCN I 98.00 'Pervious TC I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I n ISheet !something I 350.00ft I 1.25% .1 0.05 I 2.50 in I 15.1337 min !Shallow ___ !shallow I 235.00 ft I 0.9% I 0.06 I I 7.7166 min !Shallow -!something I 23.00 ft I 3.0% I 0.04 I I 0.2758 min 'Shallow !shallow I 43.50 ft I 3.5% I 0.035 I I 0.4225 min Pervious TC I 23.5486 min - I DCI-CN Cale ------ I Description I SubArea I Suben I Industrial I 0.25 ac I 98.00 - I DC Composited CN (AMC 2) I 98.00 ------------------- ------------------- DCI -TC Cale . I_ . Type I Description I Length I Slope I Coeff _I Misc I TT -·-· . . . . Jsheet . I I 0.00ft I 0.0% I 5.0 I 0.00 in :j 5.00 min . - Pervious TC ,J 5.00min Record Id: 32A-594 jDesig~ M~~hod . -· . -- 'JRainfall t;pe --. .. .. -.. - I SBUH I TYPElA.RAC IHyd lntv J 10.00 min jPeaking Factor. I 484.00 .. .. -.. Jstorm Dur~tion :1 24.00 hrs :1Abstraction Coeff I 0.20 jPervious Area I 0.00 ac IDCIA ·1 0.24 ac .. .. ... jPervious CN I 0.00 IDCCN I 98.00 . -· jPervious TC I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale I Type J Description I Length I Slope .1 Coeff I Misc I TT . -. . ... Jsheet '!something I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min - !Shallow jshallow I 235.00 ft I 0.9% I 0.06 I I 7.7166 min !Shallow jsomething I 23.00 ft I 3.0% I 0.04 I I 0.2758 min !Shallow jshallow I 43.50 ft I 3.5% I 0.035 I I 0.4225 min Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea I Suben I Industrial I 0.24 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT ISheet I I 0.00 ft I 0.0% I 5.0 I 0.00 in 'I 5.00min Pervious TC I 5.00min Record Id: 32A-594A ------------------- ------------------- ' - !Design Method I !Rainfall type I SBUH TYPElA.RAC IHyd lntv I 10.00min !Peaking Factor I 484.00 !Storm Duration I 24.00 hrs !Abstraction Coeff _I 0.20 --· IPervious Area I O.OOac IDCIA -I 0.16 ac . ··---. .. -- tervious CN :I _ ----- 0.00 'IDCCN I 98.00 tervious TC _ I 25.3349 min :IDCT~ I 5.00 min . '"'" .. ' .. --·.--.. -. "- I Pervious TC Cale ,, ___ .. .... ---.. .. -- I Type ,I Description I Length I Slope I Coeff I Misc I n : 15heet :!something I ____ 350.00 ft l 1.25% I 0.05 I 2.50in I 15.1337 min .. ' !Shallow ,!shallow_ I 235.00 ft I 0.9% I 0.06 I 7.7166 min - • !Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min . '' IS hallow .,shallow I 43.50 ft I 3.5% I 0.035 'I 0.4225 min Pervious TC I 23.5486 min - DCI -CN Cale I Description I SubArea I Suben I. Type [Sheet Record Id: 32A-595 Industrial Description DC Composited CN (AMC 2) DCI -TC Cale Length I Slope 0.00 ft I 0.0% Pervious TC [Design Method I SBUH [Rainfall type I I [Hyd lntv I 10.00 min [Peaking Factor 0.16 ac Coeff 5.0 [Storm Duration I 24.00 hrs [Abstraction Coeff [Pervious Area I 0.00 ac IDCIA [Pervious CN I 0.00 [DC CN tervious TC I _ ~5~~349 min [DC TC ------------1- - I 98.00 I I 98.00 Misc I TT O.OOin I 5.00min I 5.00min I TYPElA.RAC I 484.00 I 0.20 I 0.225 ac I 98.00 . I 5.00 min -- ------ ------------------- . I Pervious TC Cale . . . . I Type I Description . I . Length I Slope I Coeff I Misc :I TT .. ISheet .. :!something I 350.00 ft I 1.25% I 0.05 I 2.50 in I . 15.1337 min . . ' 'Shallow !shallow I 235.00 ft I 0.9% I 0.06 I ;I 7.7166 min I !Shallow 'something I 23.00 ft I 3.0% I 0.04 I :I 0.2758 min .. . !Shallow !shallow. I 43.50 ft I 3.5% I 0.035 I :1 0.4225 min .. . Pervious TC :I 23.5486 min . . . ... .. . .. DCI -CN Cale I Description I SubArea I Suben -__ , . .•. .. . . +---.. . . .. . . I Industrial I 0.225 ac I 98.00 . .. .. I DC Composited CN (AMC 2) I 98.00 .• . .. . . . . I DCI · TC Cale . .. .. . I Type I Description I Length I Slope I Coeff I Misc I TT JISheet I 0.00ft I 0.0% I 5.0 I 0.00 in I 5.00 min Pervious TC 5.00 min l Record Id: 32A-596 !Design Method I SBUH 'Rainfall type I TYPElA.RAC 'Hyd lntv I 10.00 min !Peaking Factor I 484.00 'Storm Duration I 24.00 hrs 'Abstraction Coeff I 0.20 'Pervious Area I 0.00 ac IDCIA I 0.366 ac IPervious CN I 0.00 IDCCN I 98.00 - IPervious TC I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale -.. I Type I Description I Length I Slope I Coeff I Misc I TI 'Sheet · 1something I -- 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min 'Shallow 'shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min 'Shallow .,something I 23.00 ft I 3.0% · I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min ------------------- ------------------- -- I Pervious TC I 23.5486 min I DCI -CN Cale ---- I Description I SubArea I Suben - I Industrial I 0.366 ac I 98.00 ---------------- I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale ---·--- I Type I Description _j -~~~gth -·--:I Slope I Coeff I Misc 'I TI ·-· ~ ,. .. ---· -1Sheet J_ I 0.00 ft I __ 0.0% __ 1-_ 5.0 I 0.00 in I 5.00min . ----~ ----------- Pervious TC ii 5.00 min Record Id: 32J-603 1Design Method _ _ I SBUH [Rainfall type I TYPElA.RAC IHyd lntv_ I 10.00 min [Pe-aking Fa~or I 484.00 IStorm Dura:on I 24.00 hrs Abstraction Coeff I 0.20 jPervious Area I O.OOac IDCIA I 0.371 ac jPervious CN I 0.00 IDCCN I 98.00 jPervious TC I 25.3349 min IDCTC I 5.00min I Pervious TC Cale I Type I Description I Length I Slope I Coeff __ I Misc I TI !Sheet jsomething I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min !Shallow ,,hallow I 235.00 ft .I 0.9% I 0.06 I 7.7166 min . !Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min 'Shallow jshallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea I Suben I Industrial I 0.371 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 ··~ . ------------------- --------·---------- DCI -TC Cale I Type I Description --I Length 'I Slope I Coeff I Misc I _ TT ---- [Sheet I J 0.00 ft I 0.0% I 5.0 I O.OOin I 5.00min -- Pervious TC :I 5.00 min Record Id: 32K-607 ---------. -~ -·----. ------------- !Design Method 'I SBUH I Rainfall type TYPElA.RAC [Hyd lntv. ·I_ 10.00 min !Peaking Factor 484.00 -- ,!Storm Durati~n ,I 24.00 hrs ,rbstraction Coeff 0.20 ---' -.. [Pervious Area I 0.00 ac ,IDCIA 1.381 ac --. --------.. IPe~iousCN '[ 0.00 IDCCN 98.00 - IPerviou_s TC :I 25.3349 min :ID~TC I 5.00 min .. I Pervious TC Cale I_ _ Type -I Description I Length I Slope [_ Coeff I Misc I TT -·---- [Sheet .:!5omething I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min 'Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow jshallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea I Suben I Industrial I 1.381 ac I 98.00 . .. I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I . Slope I Coeff I Misc I TT !Sheet I I 0.00 ft I 0.0% -I 5.0 I 0.00 in I 5.00min Pervious TC I 5.00min . Record Id: 32L-579 -----~---~--------- -----------~-------. . . !Design Method I SBUH !Rainfall type I TYPElA.RAC IHyd lntv . I 10.00 min •!Peaking Factor I 484.00 !Storm Duration :1 24.00 hrs •1Abstraction Coeff I 0.20 .. " " IPervi~us Area_ _ . " 11 0.00 ac IDCIA I 0.167 ac .. .. . . IPe~ious CN .. I 0.00 :l°CCN I __ 98.00 -.. --·-. --.. . -··---' terviousTC ,I 25.3349 min . . IDCTC .1 5.00 min " . " . ... " .., . - I Pervious TC Cale " -· -. .... I Type J Description I Length J Slope I Coeff I Misc I n • !Sheet . _ !!something ... 1 350.00 ft I 1.25% J 0.05 I 2.50in ti 15.1337 min ... • IShall°.w . _ ilshaUo~ _ .I 235.00 ft :I 0.9% l 0.06 J -· -;I 7.7166 min -S'• -<• ,,, -" • !Shallow . ..!something J 23.00 ft J 3.0% I 0.04 l J 0.2758 min '"""' ···-··· -... • ·,shallow !shallow I 43.50 ft ·1 3.5% -I 0.035 :1 I 0.4225 min Pervious TC ll 23.5486 min " DCI • CN Cale I Description I SubArea I Suben I Industrial 0.167 ac ·[ DC Composited CN (AMC 2) I 98.00 I [ ,, - 98.00 DCI -TC Cale . Type ,I Description J ISheet [ [ Length o.oo ft I Slope Coeff [ 0.0% 5.0 I ~isc TT JO in I 5.00min M 0.0 Pervious TC I 5.00min Record Id: 32L-606A [Design Method .I SBUH Rainfall type IHyd lntv I 10.00min [Peaking Factor [Storm Duration. I 24.00 hrs Abstraction Coeff JDCIA. ,, Jrervious A,r.ea :I O.OOac [Pervious CN I 0.00 IDCCN I TYPElA.RAC I 484.00 I 0.20 ·1 0.244 ac . I 98.00 ·1Pervious TC -i 25.3349 min '[DCTC "····~. [ 5.00 min - . .• --.. --.. -'------------ -----------~-----;-- I Pervious TC l 23.5486 min I DCI -CN Cale I Description I SubArea I Sub en I Industrial I 0.42 ac I 98.00 . -~ -. -.. -----. . ~ ----.. ---. . . . -..... I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale .. . I Type .. 1. Description I Length I SlopCi I Coeff I Misc ;j TI .... ISh~et . .. l I 0.00 ft :1 . __ 0.0% _ _·j 5.0 I 0.00 in I 5.00 min . . . ... Pervious TC I 5.00 min Record Id: 32L-611 !Design Method I SBUH . :[Rainfall typ.e I TYPElA.RAC IHyd lntv I 10.00min : Peaking Factor I 484.00 !Storm Duration_ I 24.00 hrs Abstraction Coeff I 0.20 tervious Area I 0.00 ac IDCIA I 0.063 ac IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc TI !Sheet jsomething I 350.00 ft I 1.25% I 0.05 I 2.50in 15.1337 min !Shallow !shallow I 235.00 ft I 0.9% I 0.06 7.7166 min !Shallow jsomething I 23.00 ft I 3.0% I 0.04 0.2758 min !Shallow Jshallow I 43.50 ft I 3.5% I 0.035 0.4225 min Pervious TC 23.5486 min DCI-CN Cale I Description I SubArea I Suben I Industrial I 0.063 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 --·----------------- --~--~------·-··----- .. DCI -TC Cale .. -. r I Type .I Description . _ I Length Slope I Coeff I Misc I n . .. IShee.t I I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min Pervious TC I 5.00min Record Id: 32L-612 1D~;ign M;thod. -. . -. --. . I Rainfall ty~e . . --. " -- I SBUH I TYPElA.RAC IHyd lntv I 10.00 min :1Peaking Factor I 484.00 .. --.. - IStorm Duration I 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area I 0.00 ac ;IDCIA I 0.844 ac tervious CN ... ·1 0.00 IDCCN I 98.00 . -. . - IPervious TC I 25.3349 min IDCTC I 5.00 min .. . I Pervious TC Cale I T:pe_ .. J Description I . Length I Slope I Coeff I Misc I n . ISheet ;lso~e;hing I 350.00 ft I 1.25% I 0.05 I 2.50 in ·1 15.1337 min !Shallow Jshallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow 'Jsomething I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow Jshallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI-CN Cale I Description I SubArea I Suben I Industrial I 0.844 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 . DCI-TCCalc I Type I Description I Length I Slope I Coeff I Misc I TT ISheet I I 0.00ft I 0.0% I 5.0 I O.OOin I 5.00min Pervious TC I 5.00min Record Id: 32L-613 --1---;-------·--·----· - ----~-------~------ !Design Met~od I SBUH !Rainfall type TYPElA.RAC IHyd lntv :I 10.00 min !Peaking Factor 484.00 1Storm Duration :I 24.00 hrs IAb-straction_ ~oeff 0.20 IPervious Area. I 0.00 ac IDCIA 1.21 ac .. .. IPervious CN I .... 0.00 ID~C~ 98.00 •. . . --.. --. IPervious TC I 25.3349 min IDCTC 5.00 min I Pervious TC Cale - I Type :! Description I Length I Slope I Coeff I Misc I TI . . ISheet lsomet~ing I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min IShallow jshallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min . IShallow '!something I 23.00 ft I 3.0% I 0.04 I 0.2758 min . IShallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min . DCI -CN Cale -- I Description I SubArea I Suben Industrial I 1.21 ac DC Composited CN (AMC 2) 98.00 I 98.00 DCI -TC Cale Type I Description I Length I Slope I Coeff I Misc 'Sheet I 0.00 ft I 0.0% I 5.0 I 0.00 in I TT I 5.00min Pervious TC I 5.00min Record Id: 32L-614 [ 'Design Method I SBUH 'Rainfall type 'Hyd lntv I 10.00min 'Peaking Factor I 'Storm Duration I 24.00 hrs 'Abstraction Coeff I IPervio~s Area I O.OOac IDCIA I IPervious CN I 0.00 IDCCN I terviousTC I 25.3349 min .,DC~TC I TYPElA.RAC 484.00 0.20 0.091 ac 98.00 5.00 min -----... --------·-----.. -- --·~-~----,--~-~-·~-- I Pervious TC Cale --. ~ -· -.. I Type I Description Length I Slope I Coeff I Misc I TT -· .. !Sheet _· --. 11som~thing 350.00 ft 1.25% I 0.05 I 2.50 in ·I 15.1337 min ... • 1shallow !shallow 235.00 ft 0.9% I 0.06 I 7.7166 min !Shallow :1something 23.00 ft 3:0% I 0.04 I 0.2758 min ... !Shallow . .. lshaUow 43.50 ft I 3.5% I 0.035 :1 0.4225 min Pervious TC I 23.5486 min .. . I DCI -CN Cale I _ Description .I SubArea I Suben .. I Industrial I 0.091 ac I 98.00 .. I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00 min Pervious TC 5.00min j Record Id: 32L-623 'Design Method SBUH 'Rainfall type I TYPElA.RAC 'Hyd lntv 10.00min 'Peaking Factor I 484.00 'Storm Duration 24.00 hrs 'Abstraction Coeff I 0.20 'Pervious Area O.OOac IDCIA I 0.702 ac - IPervious CN 0.00 IDCCN I 98.00 IPervious TC 25.3349 min IDCTC I 5.00min I Pervious TC Cale I Type ·I Description I Length I Slope I Coeff I Misc I TT 'Sheet jsomething I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min 'Shallow 'shallow I 235.00 ft :j 0.9% I 0.06 I 7.7166 min 'Shallow 'something I 23.00 ft I 3.0% I 0.04 I 0.2758 min : 'Shallow '!shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min ----~--~------------ .. , ............... ---~ ·-...... ---.... .. I . Pervious TC I 23.5486 min I .. . .. -. DCI -CN Cale .. I Description I SubArea I Sub en 1. Industrial I 0.702 ac I .. 98.00 -----~ -. . -. . -·-- I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale ---- I Type I Description I Length ·1 Slope I Coeff I Misc I TT .. . . .. • Jsh~et .. 1 .. -I - 0.00 ft . I 0.0% I 5.0 I _ .. o.o~ in ,I 5.00 min -. . . . . Pervious TC I 5.00 min . Record Id: 32L-624 :!Design Method I SBUH !Rainfall type [ TYPElA.RAC IHyd lntv I 10.00min teaking Factor I 484.00 !Storm. Duration I 24.00 hrs !Abstraction Coeff [ 0.20 IPervious Area . I 0.00 ac IDCIA I 0.493 ac . . . terviousCN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc TT ISheet !something I 350.00ft I 1.25% I 0.05 I 2.50in 15.1337 min !Shallow . ,1shallow I 235.00 ft I 0.9% I 0.06 7.7166 min ISha.llow !something I 23.00 ft I 3.0% I 0.04 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 0.4225 min Pervious TC 23.5486 min DCI · CN Cale I Description I SubArea I Sub en I Industrial I 0.493 ac I 98.00 . I DC Composited CN (AMC 2) ' J 98.00 -~-~~~-----~~------- --..... .. , .... --i-· -··--.,, '-_., .... , .. .......... - DCI -TC Cale I . . . .. . - I Type I Description ·1 Length I Slope :1 Coeff I Misc I n ISheet . I I . 0.00ft I 0.0% j 5.0 I O.OOin J 5.00min . . Pervious TC I 5.00min Record Id: 32M-618 1~~sign Method . . ·1 · s·~u·H IRai~f;II fy~e ·· · · · ·· · · TYPi1;.RAC ·· IHyd lntv I 10.00 min jPeaking Factor 484.00 Jstorm Duration ·I 24.00 hrs IAbst~action Coeff 0.20 .. IPervious Area. I 0.00 ac IDCIA 0.13 ac JPervious CN ·· . I . o.oo Joe CN I . 98.00 IPervious TC . . I 25.3349 min :IDC TC I 5.00 min : I Pervious TC Cale .1 Type I Description I Length I Slope I Coeff I Misc I TI • 1she~t ........ ·· · ,1~ome~hin~ · • ·· · I . • 350.00 ft I 1.25% · 1 0.05 ~1 · 2.so in I 15.1337 min. !Shallow !shallow I 235.00ft I 0.9% I 0.06 ;I 7.7166 min !Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow 'shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI-CN Cale I Description I SubArea I Suben I Industrial I 0.13 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI !Sheet I I 0.00 ft I 0.0% I 5.0 I 0.00in I 5.00 min Pervious TC I 5.00min Record Id: 32N-619 -\,--,. la., --(--., -.. -----; ---- -·---. ----~ ---·-• ... ~; -.......... ,-.i ----s.---- IDe~ign. Meth.od I SBUH !Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min ·1Peaking Factor I 484.00 !Storm Duration 24.00 hrs !Abstraction Coeff I 0.20 . tervious Area 0.00 ac IDCIA I 0.19 ac . .. IPe~iousCN 0.00 . IDC.CN I . 98.00 ... .. . -.. IPervious TC .. I 25.3349 min :1DCTC _I 5.00 min -. - I Pervious TC Cale ---. - I Type I Description I Length I Slope I Coeff I Misc I TI - !Sheet :ls:mething I 350.00 ft I 1.25% ;I 0.05 I 2.50 in I 15.1337 min .. - IShaUow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min .. . !Shallow 1 1something I 23.00 ft I 3.0% .1 0.04 ·1 0.2758 min . . . • 1shallow . ·!shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI -CN Cale ··<. I Description I SubArea I Sub en I Industrial I 0.19 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 . DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI 1Sheet I 0.00 ft I 0.0% I 5.0 I O.OOin I 5.00min Pervious TC I 5.00 min Record Id: 32N-620 !Design Method SBUH !Rainfall type I TYPElA.RAC IHyd lntv 10.00 min !Peaking Factor I 484.00 [Stor.m Duration 24.00 hrs !Abstraction Coeff 1. 0.20 IPervious Area 0.00 ac IDCIA I 0.09 ac IPervious CN 0.00 IDCCN I 98.00 J:erv:usTC 25.3349 min IDCTC r 5.00min -·--------·-·--· --.,.., •. 11111)_'_'_ .. -,-..--, ... ·9R, -/-/ . -., .. (-· ..,. .. ,1119 ,._ --; ·-'~ ,.. - .. I Pervious TC Cale ---- I Type :I Description I Length Slope I Coeff .. I Misc I TI .. ---. -.. . . ... !Sheet ;!something I 350.00 ft 1.25% I 0.05 I 2.50 in I 15.1337 min . · !Shallow :!shallow I 235.00 ft 0.9% I 0.06 :1 7.7166 min !Shallow. . . :!something. I 23.00 ft 3.0% I 0.04 I 0.2758 min . . . .. . !Shallow . . ,!shallow I 43.50 ft 3.5% I 0.035 : :I_ .. 0.4225 min . .. .. .. Pervious TC I 23.5486 min ... DCI · CN Cale I Description I SubArea I Suben ---· ----. . .. -----,,., .• . ___ , . .. I Industrial J 0.09 ac I 98.00 . . . I DC Composited CN (AMC 2) I 98.00 . . DCI · TC Cale .. ···-· .,_. . . I Type .I Description I Length I Slope I Coeff I Misc ·1 TI . !Sheet r I 0.00 ft I 0.0% ·1 5.0 I 0.00 in I 5.00 min Pervious TC 5.00 min l Record Id: 32N-621 !Design Method I SBUH !Rainfall type I TYPElA.RAC IHyd lntv I 10.00min !Peaking Factor I 484.00 IStorm Duration I 24.00 hrs !Abstraction Coeff I 0.20 . tervious Area I 0.00 ac IDCIA I 0.105 ac IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale .. I Type I Description I Length I Slope I Coeff I Misc I n .. ISheet !something I 350.00ft I 1.25% I 0.05 I 2.50 in I 15.1337 min .. !Shallow ilshallow I 235.00 ft I 0.9% I 0.06 I ., 7.7166 min !Shallow _ :jsomething I 23.00 ft I 3.0% I 0.04 I -I 0.2758 min 'Shallow !shallow I 43.50 ft I 3.5% I 0.035 I I 0.4225 min -l9111·. -,. all:· .... ·---;--... , .. , ... -.... -·---; -----._, •· ... /--· '-~ 1[11111) ., ,'lliia .. -)-... -I --.. ... I Pervious TC I 23.5486 min I . -.. , . DCI -CN Cale .. - I Description I SubArea I Suben I Industrial _I 0.105 ac :I 98.00 --" --•-· . -.. I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope _ I Coeff I Misc :I n ... .... .. ' . ' - !Sheet I I 0,00 ft I 0.0% I 5.0 I 0.00 in I 5.00min --' --- PerviousTC I 5.00 min Record Id: 32N-622 .!Design Method I SBUH !Rainfall type I TYPElA.RAC IHyd lntv I 10.00min !Peaking Factor [ 484.00 !Storm Duration I 24.00 hrs !Abstraction Coeff [ 0.20 IPervious Area . I O.OOac IDCI~ I 0.165 ac IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min IDCTC I 5.00min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet !something I 350.00 ft I 1.25% I 0.05 · I 2.50in I 15.1337 min !Shallow jshallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min .. !Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min I Pervious TC I 23.5486 min DCI-CN Cale I Description I SubArea ' I Suben I Industrial I 0.165 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 -~·-,-~~~~~~-~-~-~~-~~- --...-, ........ --;, .• -("" :1111111 -· ..... -·· ·-,. ........ t ~ \Sheet t DCI -TC Cale I Description I Length I Slope I Coeff I Misc [ TT 0.00 ft . I 0.0% I 5.0 I 0.00 in I 5.00 min PerviousTC [ 5.00 min Type Reco rd Id: 32N-622A \Design \Hyd In \Storm ·1Pervio \Pervio \Pervio [Peaking Factor \Abstraction Coeff I TYPElA.RAC .[ 484.00 [ 0.20 [ 0.126 ac [ 98.00 [ 5.00 min Duration ,[ SBUH [ 10.00min [ 24.00 hrs [ 0.00 ac [ 0.00 [ 25.3349 min [Rainfall type n Method tv JDCIA [DCCN ousArea ous CN ·rDCTC ousTC i i : !Sheet Pervious TC Cale t 1.25% [ 0.05 I Misc I TT 2.SO in -r 15.1337 min Type I Description I Length '!something [ 350.00 ft Slope Coeff --- ~ !Shallow !shallow I 235.00ft I 0.9% I 0.06 I 7.7166 min ·1shallow jsomething I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea I Suben I Industrial I 0.126 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TCCalc I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet I I 0.00 ft I 0.0% I 5.0 I O.OOin I 5.00min PerviousTC I 5.00min Record Id: 32N-622b -· af; --· ·--.. , ·-,., /-.. -· 1lllr' .. -: -~ -.. -CaJ,' -~ aiJ ... ... ~' -11111!1· '@a (9' !--· fa, <-· ~, ~· ., .. @Illa, 1Design Method I SBUH !Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min ·!Peaking Factor I 484.00 1Storm Duration I 24.00 hrs '!Abstraction Coeff I 0.20 tervious_ Area I 0.00 ac IDCIA I 0.157 ac .... . -- IPervious CN ·I 0.00 _Joe CN I 98.00 . .. . . . ... IPervious TC I 25.3349 min IDCTC .... I 5.00min -----··------- I Pervious TC Cale ---·---.. I Type I Description I Length I Slope I Coeff I Misc I TI .•... ISh-eet ___ jsomething I 350.00 ft _ I_ 1.25% .1 0.05 I 2.50in I 15.1337 min . ---. !Shallow !lsh~llow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow !something I 23.00 ft I 3.0% J 0.04 _;I 0.2758 min --. ' !Shallow _ __ ilshallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min ' .. I Pervious TC .I 23.5486 min I DCI -CN Cale . I Description I . --- SubArea :I Suben I Industrial I 0.157 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TCcalc I Type I _ Description I Length I Slope I Coeff I Misc I TT !Sheet I I 0.00ft I 0.0% I 5.0 I O.OOin I 5.00min Pervious TC I 5.00 min Record Id: 320-625 !Design Method SBUH [Rainfall type I TYPElA.RAC [Hyd lntv 10.00min [Peaking Factor I 484.00 'Storm Duration 24.00 hrs [A~s:ractio: Coeff I 0.20 IPervious _Area O.OOac IDCIA I 0.199 ac IPervious CN 0.00 IDCCN I 98.00 IPervious TC 25.3349 min ·[DCTC I 5.00min -~ -·-·-.. .. :, -· -{-·-.• , ··'<!i!lll· -· .. .,. ..-:i ~~~~.~~~-~~·--·~-~--.~-- -· I Pervious TC Cale -+ ,>+ - I Type I Description I Length I Slope I Coeff 'I Misc :I TT -----. ISheet lsome;hing I 350.00 ft I 1.25% _ I 0.05 J 2.50in I 15.1337 min !Shallow !shallow I 235.00 ft ;I 0.9% I 0.06 I I 7.7166 min !Shallow !something I 23.00 ft I 3.0% I 0.04 I I 0.2758 min . ---·-·----·-. .. · 1shallow :!shallow I 43.50 ft I 3.5% _ I 0.035 I -:I 0.4225 min ---- Pervious TC I 23.5486 min ·--------.. DCI -CN Cale I Description I SubArea I Suben -----. ------·-" -----· -. ""·--~--~---.. -"------. ··------ . I Industrial I 0.199 ac ,I 98.00 I DC Composited CN (AMC 2) I __ 98.00 -----. -- DCI -TC Cale -·r I Type Description I Length I Slope I Coeff I Misc I TT !Sheet I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min Pervious TC 5.00 min j Record Id: 320-626 'Design Method I SBUH 'Rainfall type I TYPElA.RAC 'Hyd lntv I 10.00min 'Peaking Factor I 484.00 'Storm Duration I 24.00 hrs 'Abstraction. Coeff I 0.20 - 'Pervious Area . "- 0.00 ac tCIA I 0.59 ac - JPervious CN I 0.00 IDCCN I 98.00 JPervious TC I 25.3349 min IDCTC I 5.00min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI ISheet !something I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min !Shallow ,,hallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min -!Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min -- 'Shallow ·1shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min ..., .... -.. ----,._ ·-... ,_. -· --, .. -... -- -411!1) 11111' --~ •. ·-'· -·-IJll!I' ... -i -'.·------.... , •. ... tlll!I ---~· I Pervious TC I 23.5486 min I DCI -CN Cale I Description I SubArea I Suben I Industrial I 0.59 ac I 98.00 -.. '' -- I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I length I Slope ·1 Coeff I Misc I TT ... -- : !Sheet I I 0.00 ft _ I 0.0% I 5.0 I 0.00 in I 5.00 min -" Pervious TC I 5.00min Record Id: 320-630 !Design Method I 5BUH [Rainfall type I TYPElA.RAC . . !Hyd lntv I 10.00 min Peaking Factor I 484.00 !Storm Duration I 24.00 hrs Abstraction Coeff I 0.20 IPervious Area I O.OOac IDCIA I 0.031 ac IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min IDCTC I 5.00min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I n ISheet lsomething I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min !Shallow 'shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow .,something I 23.00 ft I 3.0% I 0.04 I 0.2758 min 'Shallow 'shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI · CN Cale I Description I SubArea I Suben I Industrial I 0.031 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 -· lilt .. ,., ---· ·-· -·-.... -~ ... -.. '.--· -- ... '~ ,.. ''111111!1J -; ~ -· ,~, -,ali tll!!I! ... ·- DCI -TC Cale . ---. -.• I Type I Description :I Length I Slope I Coeff .. 'Sheet I :1 0,00 ft I 0.0% I 5.0 . . Pervious TC Record Id: 320-633 rDesign Method -. ---· . . -.. -,Rainfa-il type I SBUH IHyd lntv .. I 10.00 min :!Peaking Factor --- 'Storm Duration I 24.00 hrs :!Abstraction Co~ff --' --' - jPervious Area . I 0.00 ac IDCIA - IPervious CN I 0.00 ,IDCCN ' ··-.. " ---- :jPervious TC I 25.3349 min JDC TC . .. - I Pervious TC Cale .. I - Type L_ Description . _I Length :I Slope I Coeff --. .. . , 'Sheet ·jsomething I 350.00 ft I 1.25% I 0.05 -. -~-\-.. I Misc I I O,OOin .. I J .. - I .. I I I - I I . J Misc I_ .. . - I 2.50in I ;-··-~;- .. TI ... 5,00min 5.00 min --- TYPElA.RAC 484.00 0.20 0.095 ac 98.00 5.00 min TI 15.1337 min ~ IShallow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min IShallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea I Suben I Industrial I 0.095 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT ISheet I I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min Pervious TC I 5.00 min Record Id: 320-634 -~~~--~~--~--~-~~~-- -<1111!1 ~' ~ ... ~ @-.' 8111!1 .. ·-llll!fJ ... ~ ~-...,. , ..... - !Design Method I 5BUH I Rainfall type I TYPElARAC IHyd lntv I 10.00 min teaking Factor I 484.00 !Storm Du-ration I 24.00 hrs !Abstraction Coeff I 0-20 - IPervious Area I 0.00 ac IDCIA I 0.141 ac . ..• . IPervious CN I 0.00 tccN I 98.00 ----- IPervious TC __ :I 25.3349 min IDCTC I 5.00 min - I Pervious TC Cale -.. - I Type I Description I Length I Slope I Coeff I Misc I TT . ISheet !something I 350.00 ft I 1.25% I 0.05 _ I 2.50 in I 15.1337 min . ---... - IShall~w lshaUow I 235.00 ft I 0.9% I 0.06 I I 7.7166 min . . IShallow !something I 23.00 ft I 3.0% I 0.04 I I 0.2758 min . - IShallow ilshallow I 43.50 ft I 3.5% I 0.035 I I 0.4225 min I Pervious TC I 23.5486 min I DCI-CN Cale , I •--. Description I SubArea I Suben I Industrial I 0.141 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description :I Length I Slope I Coeff I Misc I TT 'Sheet I 0.00 ft I 0.0% I 5.0 I O.OOin I 5.00 min PerviousTC I 5.00min Record Id: 32P-616 'Design Method I SBUH 'Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min 'Peaking Factor I 484.00 !Storm Duration I 24.00 hrs !Abstraction Coeff I 0.20 'Pervious Area I 0.00 ac IDCIA I 0.206 ac 'Pervious CN I 0.00 IDCCN I 98.00 'Pervious TC I 25.3349 min IDCTC -- I 5.00 min -·-., -. .., --·; -.. ... .. ·ll!!li) .. tiii!l ... !~ '~ /4lliil - --.-.-.,-..--~ ..... ·1!!!! -<llll!l!!t -·-,,. 'I ... -·· ---~· ~ -- . 1. Pervious TC Cale . I Type I Description I Length I Slope I Coeff I Misc ii n -·-· ----. ---- !Sheet !something I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min ... ----- !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min · !Shallow ·,something I 23.00 ft 'I 3.0% I 0.04 I .. 0.2758 min ... .. · !Shallow .. ·1shallow I 43.50 ft I 3.5% I 0.035 :I 0.4225 min .. -·-- Pervious TC L 23.5486 min ---· .. -- DCI -CN Cale I I Description I -- SubArea I Suben ... .. ---- I Industrial I 0.206 ac ,1 98.00 I DC Composited CN (AMC 2) I 98.00 .. DCI. re Cale ·r .... I Type Description I Length I Slope I Coeff I Misc I n · 1sheet ·I 0.00 ft I 0.0% I 5.0 I O.OOin ;I 5.00 min : Pervious TC 5.00min l Record Id: 32P-617 'Design Method I SBUH 'Rainfall type I TYPElA.RAC 'Hyd lntv I 10.00min 'Peaking Factor I 484.00 'Storm Duration I 24.00 hrs 'Abstraction Coeff I 0.20 IPervious Area I 0.00 ac IDCIA I 0.073 ac IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min IDCTC I 5.00 min I . Pervious TC Cale I Type I Description I Length Slope I Coeff I Misc I TI 'Sheet jsomething I 350.00 ft 1.25% I 0.05 I 2.50 in I 15.1337 min 'Shallow -,shallow I 235.00ft 0.9% I 0.06 I I 7.7166 min 'Shallow .,something I 23.00 ft 3.0% I 0.04 A I 0.2758 min . 'Shallow 'shallow I 43.50 ft 3.5% I 0.035 I I 0.4225 min -~~----~-~.~-~~~~~~--- -~~---~.~~·~·-~-~-~ I Pervious TC I 23.5486 min I DCI -CN Cale .. ... I Description I SubArea I Suben I Industrial I 0.073 ac 'I 98.00 .. " -. . " ·----. " I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale . " " . .• ---- I Type I Description I Length I Slope ;I Coeff I Misc I TI ~ . .. ~· !Sheet I I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00 min . ... - Pervious TC I 5.00 min Licensed to: Engenious Systems, Inc. --- ------ PROJECT TASK 1 PROJECT TASK 2 PROJECT TASK 3 PROJECT TASK 4 --------- PROJECT TASK 5 PROJECT TASK 6 PROJECT TASK 7 -ssoDo---- SUB-BASIN LINE CONVEYANCE BASIN LINE LANDSCAPE NPGIS NEWPGIS REPLACED PGIS PLAN VIEW @ 100 0 100 200 scale feet "BergerABAM DJ019th ,1.vitnue Soult\ S... lOO _.,.,, ___ .. _ (206) 431·2300 Fflil: (205) 431 ~22SQ ------------------- Appended on: Sunday, August 11, 2013 3:50:36 PM ROUTEHYD [) THRU [NEW BASIN 32[ USING [25 year) AND [TYPElA.RAC) NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm ~1 Are.a , Fl.ow Fu.llQ Full nDepth···1-Depth i-:=::-. s· nVel ~ Inti.ti Vol [ CB . /H d I ID (ac) (cfs) (cfs) ratio (ft) ratio I ~ize . (ft/s) I (ft/s) . (ct) · asm Y I P-5961 0.366 \_02831 \ 2.5203 I 0.1;231 0.1888 I 0.2266 \ _i>~a: 13.051614.6212 r_c~l32A-596 \ P-607 _ Ft l.068 \ ~.6703_ J 1.5~33_ 1 .. -----_ -~I 6:a: _ J 1.35~8_ I 0.8535 ;FF 1 I P-595 FFFI 0.29791 0.3742 I 0.3742 I ~:~ 15.684816.5185 :Fl32A-595 I P-594A FFI 2.4314 I 0.6781 Fl ~-~04 1· 6:a: · 13.32~5 13.0957 Fl3;A-5~4A I P-594.12.372 \1.8344 \ 2.4982 I _o:7343 \ 0.6373 \ 0.6373 I 6:a: \ 3A724 13.1809 FF I P-5938 I 2.372 :11.8344 ;Fl 1.6423 F~I 6:a: _ 12.3357 11.4222 ·F. I P-603 Fl 0.2869 Fl 0.0901 Fl 0.2028 I 6::~ \ 2.5152 FF'-13-2J--6-0_3 __ _ I P-57~ I o:5;~_ I ~.4161-I 24.461 1 · 0.017 Fl 0.0908 I_ b~a: I 5~2149 113.8421 Fl32L-57~ FFI 0.0487 Fl 0.02871 0.0582 Fl ;i~: 13.8142 18.6583 FF I I P-003 ~Fl 0.4045 Fl 0.1441_FFI 6:a: 12.5483 13.5748 Fl32L-003 I P-002 I 0.754 FFFFFI ~a: Fl 3.4843 Fl32L -002 -001 FFI 0.7533 Fl 0.2689 FFI b:a: , 3.0259 , 3.5663 Fl32L I P-620 Fl 0.0696 FFFFI b:a: 12.5588 , 7.6199 Fl32N I P-622A Fl 0.0974 Fl 0.01~2 , 0.0836 I 0.0~36 I b:a: FFFl32N -620 -622A I P-622 Fl 0.3465 Fl 0.1472 FFI b:a: Fl 2.9973 Fl~;~b FFI 0.4277 F'I 0.18421 0.2908 I 0.2908 I b:a: ,·2.2538 , 2.9565 Fl32N IP-005A Fl 0.4277 Fl 0.12891 0.2423 I 0.2423 I b:a: -, 2.9106 , 4.2254 F,-- -622;32N- ) -621 -005 1 P-005 Fl 0.5916 FFFFI 6~a: , 2.9712 , 3.8229 Fl32L I P-626 Fl 0.4563 Fl 0.0788 FFI b:a: 14.4097 173749 Fl32o- l P-634 FFFI 0.066710.087~ Fl ;i!: , 4.7279, 8.3293 Fl32o- l P-633 FFFI 0.2986 Fl 0.~747 I ;i!: , 2.7164 FF1320- FFFFl 0·225~ F>FI ~i!: FFF.-- 626 634 -633 1 P-627 I 0.267 ., 0.2065 Fl 0.1589 FFI ~i!: , 2.7229 , 3.7224 Fl32o I P-625 FFFFFFL k:a: J 3.6643 14.4981 Fl32o- 630 -625 . ----·------------- ' -- ------------------- \ P-008 I Ll94 I 0.9234 .I 2.4001 I 0.3847 Fl 0.4306 1 · b:a: \ 2.8538 \ 3.0559 :F\32L-008 I P-007 Fl 1.0866 Fl 0.4495 FFI ~:a:. J 2.9955 \ 3.0777 Fl32L-007 \ P-006 I L6~9 \ ~3139 \ _2.42_37 \ 0.5421 FF! b:ai~ 13:145413.0859 _:FF. I P-00412~464 I L9056 I 2:4001 .1 0.7941 ~.6729 I 0.6729 I b:a: Fl 3.0559 F. _ _ FFI 2.8367 ,_20.633510.13751 0.3756 :\ 0~2504 \ b~ai~ J 8.1921 \ 11.6761 F.\32L-004 _ \ P-614 i\ 3.759 .12.9071 Fl 0.30241 0.5659 Fl b~ai~ Fl 5.4407 Fl32L-614 I ~-613. , ~.969 13.8428 .. Fl 0.3334. , 0.7928 I 0.3~64 r ~~aii 13.31~~ I ~.668°8 :F\32L-61~ I P-612 ~14.4956 Fl 0.691~-, 1.2235 ·F~I ;_2322 \ 2.0695 F132L-612 \P-611C 1· 5.81.3 '14.4956 Fl o.~51611:0615 \ 0.5307. ~~a:~_, 2.6543 \ 2.5943 Fr- lP-611B \ 5.813 \ 4.4956 \14.8023 \ o.3037 \ 0.3677 \ 03268 _ ~;:·5~ \ 1.6798_ \ 9.1079 .Fl 1 \ P-610 '\ 5.876 14.5443112.7688 :\ 0.3559 FFI ~~a: \ 3.7233 \ 4.0644 F I P-606B \ 6.296 14.8691 F!'o.54961 L0592 ,-0.5296 1· ~~ai~ \ 2.8827 \ 2.8203 FrzL-609 I P-606A :Fl 5.0578 I 2.4574 :\ 2.0582 Fr-:-1 ~~ai~ \ 1.6099 I 0.7822 'FFA •RFFFFFF~FFF I P-5928 Fl 5.4739 Fl 0.8625 FFI ~ia: 12.2699 FF[ . ,-'-----1 IP-592A Fl 7.3083 119.034610.3839 FFI ~ia: [ 5.655316.0589 F FFI 7.3083123.527810.3106 FFI ~ia: 16.623917.4891 F . . .. . . .. .. ~----1 [P-593D FFFI 0.0889 FF[ 67a: FFFl32A-593D IP-593C Fl 0.5359 Fl 0.2094 FFI 67a: Fl 3.2593 FF I P-009 I 0.693 I 0.5359 Fl 0.4798 I 0 . .4882 Fl b:a: FF>F . . . .. . . .. . ~----1 IP-009A Fl 0.5359 Fl 0.1999 FFI 67a: [ 2.6643, 3.4139 F IP-FSOOI Fl 7.8442 137.2677 FFFI ~ia: Fl 11.8627 F . . . ~----1 FFI 7.8442 Fl 0.2914 I 0.7397 I 0.3698 I ~ia: 17.4277 18.5686 Fl I P-590 Fl 7~8442 125.9027 I 0.3028 FFI ~;~: 17.2226 FF[. HGL Analysis I From Node I To Node I HG El (ft) I App (ft) I Bend (ft) I Jnnctioss (ft) I .. I Max El (ft) Adjusted HG El (ft) I I 115.98 ------.. . . I 590 I 1-09 I 116.9318 I 0.0968 I 0.0005 I -----I 116.8355 I 120.3000 .. I 010 I 590 I 116.9772 I 0.0968 I 0.0005 I ------I 116.8809 I 121.3000 . .. .. . . I FS-001 I 010 I 118.3008 I 0.0840 I 0.0004 I 0.0050 I 118.2222 I . 121.5000 ------------------- ------------------- I I .. I o.4966 I ii 591 FS-001 118.4291 0.0030 ------117.9355 120.5100 I 592A 591 I 118.5163 1. 0.0471 .I 0.0646 I 0.0114 118.5451 I 120.4000 ... I 5938 592A I 118.6738 I 0.0847 I 0.0008 ------118.5899 I 120.2100 .. I . -594 __ 5938 _ I 118.7~54 I o.o_684 I_ 0.0010_ ------118.6780 I. 120.1000 .. .. . . -... .. I 594A 594 I 118.8291 I 0.0585 I 0.0007 ------l 18.7712 I 120.2500 . . . I 595 594A I I 18.9036 _ 11 0.0287 j . 0.0254 I 0.0056 I 118.9060 1 .. 120.3400 I . . I 596 I 595 I 118.9215 .. I --:~--I ------I .. ------J 118.9215 I 120.0300 .. . .. ..... " L 607 I 595 I 119.0258 I ------I ------------I 119.0258 I 119.3300 .. . . jNo approach_ losses at node 593A because inverts and/or crowns are offseL I 5928 I .592A I 118.6092 J 0.04}1 I 0.0678 ------I l 18.6298 I 120.1500 .. . ..• - jNo approach losses at node 606A because}nverts_ and/or crowns are offset. I 593A I 5928 I l 18.6977 L o:9 422 I 0.0004 I 0.0027 I l 18.6605 I 120.5000 .. . . ... . L 579 I 593A .1 I 18.6622 :I 0.~021 . I 0.0040 I ------I 118.6642 I 120.3700 .. I 603 I 579 I l 18.6702 .1 ------I ------------I l 18.6702 I 120.9500 I 606A I 593A I 118.7492 I 0.0373 I 0.0001 ------'I 118.7121 I 120.5000 I 6068 I 606A I 118.7879 I 0.0325 .1 0.0200 ------I 118.7754 I . 121.0000 I 610 I 6068 I l 18.8398 . ·1 O. l_l 88 1 .. 0.0031 I 0.001 l I l 18.7258 .I 121.2800 . . .. -·· .. I 611 J 610 I 118:9169 I _:--~---I ------'I --------I 118.9169 -I 120.7500 .. .. .. .. -. I 6118 . I _ 61 o I 119.1115_ I 0.0318 .I 0.0365 ------I 119.1762 ,1 121.8000 . .. I 61 IC I 6118 L 119.2229 I 0.0318 _ I 0.0392 I ------I l 19.2304 I 121.2000 I 612 j . 61 IC I 119.2933 I 0.0232 I 0.0133 ------I l 19.2834 I 120.4000 . I 613 I 612 I 119.3545 I 0.0420 I 0.0004 I -------· I 119.3128 I 120.4900 . jNo approach losses at node 615 because inverts and/or crowns are offset. . I 614 I 613 I 119.4220 . ·1 1.0421 ,I 0.0 I 03 ------I 118.3902 I 121.8600 . . .. .. .. I 615 I 614 I 1 19 .2812 I ------I 0.1289 I 0.0253 I 119.4413 I 122.0300 001 I 615 I 119.5380 I 0.1190 I 0.1474 I ------I 119.5665 I 121.5000 002 I 001 I 119.7175 0.1008 I 0.0236 I ------I 119.6403 I 121.3000 003 I 002 I 119.8559 ------I ------------I 119.8559 I 121.9000 - 004 I 615 I 119.1086 0.0435 I -0.0562 . I 0.0134 I 119.7347 I 122.7500 005 . I 004 I 119.7704 0.0046 I 0.0059 I 0.0006 I 119.7723 I 122.0000 620 I 005 I 120.4620 ------I ------------I 120.4620 I 121.7800 P-005A I 005 I 119.7820 0.0046 0.0000 I ------I 119.7774 I 122.0000 I 621 I P-005A I 119.7908 0.0719 0.0006 ------I 119.7194 I 122.0000 622 I 621 I 119.8177 I o.t493 0.1613 -----I 119.8297 I 123.0000 622A I 622 I 120.1553 I ------------·I ------I 120.1553 123.8000 006 I 004 I 119.8456 I_ 0.0297 0.0006 ------.1 119.8165 122.5000 007 I 006 I 119.9632 L 0.0215 0.0274 -----I 119.9692 122.2500 008 I 007 I 120.0467 I 0.0168 0.0222 ------I 120.0522 122.0000 625 I 008 I 120.2223 I ------0.0012 I 0.0933 I 120.3168 122.8900 626 I 625 I 121.1912 I ------------I ------I 121.1912 122.2000 !No approach losses at node 631 because inverts and/or crowns are offset. I 627 I 625 I 120.4840 I ------ .. I 0.0671 ------I 120.5511 I 123.6500 IN() approach los_ses at node 633 becaus: inverts a~d/or crowns ar~ offset. _ I 631 1. 627 I 120.8806 I 0.1146 1. 0.1408 I ------I 120.9068 I . 124.3100 -·. I 633 I 631 I 121.4981 I ------I 0.4713 I ------I 121.9694 I 124.6000 I 634 633 ------------I I. 123.4012 I I I INo approach losses ~t node 009 because inverts and/or crowns are offset. ------I 123.4072 I 124.6000 I 009A I FS-001 I 118.2365 I 0.0012 I 0.0041 ------I 118.2334 I 121.7500 -I 009 I 009A I 118.2560 I 0.0012 I 0.0059 I ------I 118.2547 I . 121.5000 I 593C I 009 I 118.2664 I 0.0009 I 0.0008 I ------I 118.2663 I 120.0000 ------------------- ·------------------- 5930 593C ~I 118.2707 [ I 118.2707 I 119.8900 Conduit Notes -. . -- l~HWDepth(ft) I 11W/D-ratio lo(cfs);j TWDepth(ft) l_oc(ft) lon(ft) I_ I Reach Comment I P~590 _ I 2.4318 I 1.2159 I 7.84 I 1.7800 I 0.9967 I 0. 7552 !outlet Control MI Backwater ---. . I P-010 I 2.3772 I 1.1886 I 7.84 I 2.2355 I 0.9967 I 0.7397 !outlet Control I P-FSOOI I 2.6408 I 1.3204 I 7.84 I 1.9809 I 0.9967 I 0.6230 !Outlet Control MI Backwater I P-591 _ I 2.7691 I 1.3846 I 1.31 2.5622 I 0.9604 I 0.7_641 !outlet Contml . . -I P~592A I 1.5563 I 0.7782 I 1.31 _ 1.1255 I 0.9604 I 0.8603 !outlet Control MI Backw~ter -.. - I P-593B_ I 2.8238 . I 2.8238 I i.~3-2.6951 -.I 0.577_1 I __ >D loutl~t Control_ -·----· ---. -. -. -. - I P-594_ J 2.8854 :I 2.8854 I _ 1.83 _ 2.7299 lo.5771 I _0.~373 !outlet Control --· ·- I P-5.94A I_ 2.8690 I 2.8690 1.65 I 2.7180 .\ 05457 \ 0.6040 \outlet Contml 1. P-595_ I 2.7936 -I 2.7936 1.53 I 2.6612 I 0.5238 I 0.3742 !outlet Control ---- I P-596 I 2.0214 I 2.4258 0.28 ,I 2.0060 I 0.2305 J 0.1888 !outlet Control -. -· I P-607 I 2.1318 I 2.1318 1.01 I 2.0060 I o.4346 J >D ·!outlet Control I P-592B I 2.9992 I 1.4996 _ 5.47 1. 2.9351 I 0.8259 ·I 1.4344 !outlet Control --.. . - I P-593A I 103.1373 1-51.5686 5.47 I 103.0698 0.8259 I 0.5238 !outlet Control .. I P-579 . I_ 4.0622 I 2.7081 0.42 I 4.0605 0.2382 I 0.1362 !outlet Control ---I P-603 I 1.9102 I 1.9102 \ o_.29 I 1.9042 0.2206 [ 0.2028 !outlet Control --. -.. -. 1. P-606A :j 5.5586 I 2.7793 I 5.06 I 5.4705 o.7927 I >D !outlet Control I P-606B I 5.5867 I 2.7933 I 4.87 I 5.5121 0. 7770 I 1.0592 !outlet Control I . P-610 I 5.5396 I 2.7698 I_ 4.54 I 5.4754 \ 0. 7496 I 0.8239 !outlet Control I P-611 I 0.1269 -I 0.2538 I o.o5 I 1.7258 I 0.1080 I 0.0582 lsuperCrit flow, Inlet end controls . . I ~-61 IB_ I_ 5.6755 I . 5.0449_ I _4.50 I 5.2258 I O.~ 123 I 0.3677 l<?utlet Control ---... jP-611C I 2.8337 .I 1.4169 I 4.50 I 2.7862 lo. 7454 I 1.0615 !outlet Control P-612 [ 2.9116 1.4558 I 4.50 2.8504 I 0.1454 1.2235 joutlet Control P-613 I 2.8709 1.4354 I 3.84 2.8034 I o.6873 0.7928 joutlet Control P-614 j .. 2.5297 1.6865 I 2.91 2.4228 I o.6477 0.5659 joutlet Control P-615 I 0.8772 0.5848 I 2.84 0.6396 I o.6396 0.3756 jsuperCrit flow, Inlet end controls P-001 I 2.0380 2.0380 I 0.15 1.9413 I o.3625 0.3541 joutlet Control P-002 I 0.7175 0.7175 I o.58 0.9665 jo.3174 0.3135 joutlet Control MI Backwater P-003 I 0.3559 0.3559 I o.40 I 0.6403 I 0.2629 0.2560 jsuperCrit flow, Inlet end controls I P-004 I 2.2085 2.2085 I 1.91 I 1.9413 I o.s886 0.6729 joutlet Control I P-005 I 2.0205 I 2.0205 0.59 I 1.9847 I o.3198 0.3010 joutlet Control 1. P-620 I 0.1320 I 0.1320 0.07 I 0.1071 -- I 0.1011 0.0758 jsuperCrit flow, Inlet end controls j P-005A 1.3820 I 1.3820 0.43 I 1.3723 I 0.2705 I 0.2423 joutlet Control I P-621 1.1212 I 1.1212 0.43 1.1078 -I 0.2705 I 0.2908 joutlet Control j P-622 0.5177 I 0.5177 0.35 0.8194 I 0.2428 I 0.2586 joutlet Control MI Backwater I P-622A 0.1553 I 0.1553 0.10 0.3297 I 0.1272 I 0.0836 jSuperCrit flow, Inlet end controls j P-006 2.0956 I 2.0956 1.31 1.9847 I 0.4845 I 0.5250 joutlet Control I P-007 2.0133 I 2.0133 1.09 1.8665 I 0.4385 I 0.4 700 joutlet Control j P-008 1.5467 I 1.5467 0.92 1.4692 I 0.4031 I 0.4306 joutlet Control I P-62_5 0.5223 I 0.5223 0.82 1.2022 I 0.3781 , 0.3266 jSuperCrit flow, Inlet end controls I P-626 I 0.3712 I 0.3712 o.46 I 0.4168 I 0.2198 0. I 895 jsuperCrit flow, Inlet end controls I P-627 I 0.2840 I 0.4261 0.21 I 0.5168 I 0.2090 0. I 797 jSuperCrit flow, Inlet end controls j P-631 I 0.2806 I 0.4209 0.18 I 0.2152 jo.1961 0.2152 joutlet Control MI Backwater I P-633 I 0.2981 I 0.5963 0.18 I 0.2135 I o.2_135 0. I 874 jsuperCrit flow, Inlet end controls I P0 634 I 0.2072 I 0.4144 0.11 I 0.9294 I 0.1634 0.0875 jSuperCrit flow, Inlet end controls j P~009A I 2.5785 I 2.5785 0.54 I 2.5622 I o.3039 0.3033 joutlet Control I P-009 :1 1.6859 I 1.6859 0.54 I 1.6634 I o.3039 0.4882 jOutlet Control ------------------- -------------·------ \ P-593C .\ 2.0164 [ 2.0164 \ 0.54 .[ 2.004 7 \ 0.3039 [ 0.3106 \outlet Control [ P-593D [ 1.9507 [ 1.9507 \ ~:19 \ 1.94~3 \ 0.1804 \ 0.2015 \outlet Contro_l Licensed to: BergerABAM Appended on: Sunday, August 11, 2013 3:45:59 PM ROUTEHYD [I THRU [NEW BASIN 32) USING [100 year) AND [TYPElA.RAC SCS/SBUH Gravity Analysis using 24 hr duration storm -~~ Flow FullQ Full nDepth Depth r-;=--nVel ~ l•ol~ ~ ~ rn• ~ ~1~e ~I~ I P-596 FFFI 0.1294 Fl 0.2428 I 6~a: Fl 4.6212 I P-607 FFFI 1.8354 F~I 67a: Fl 0.8535 I P-595 FFFI 0.3432 I . 0.4039 I 0.4039 I 67a: FF I P-594A Fl L8994 Fl 0.7812 FFI 67ai~ 13.4229 13.0957 I P-594 FFI 2.4982 I 0.8459 FFI 67a: .13.~635 13.1809 I P-5938 FFFF~~I b:~~ 12.6906 11.4222 I P-603 I 0.371 I 0.3305 Fl 0.1038 FFI b:~~ Fl 4:0541 I P-579 Fl 0.4793 Fl 0.0196 FFI 6~a: . Fl 13.8421 FFFFFI 0.0622. Fl ;i!: 13.990418.6583 · ZERO RELATIVE Infil Vol I CB . 1 H d (cf) asm y Fl32A-596 Fl32K-607 Fl32A-595 Fl32A-594A Fl32A-594 F Fl32J-603 Fl32L-579 Fl32L-611 FFFFFFF~F1 3·5748 -Fl32L-003 ------------------- ------------------- \ P-002 I 0.754 I 0~67171 2.736610.2455 FFI b:a: \ 2.884313.4843 Fl32L-002 \ _r-001 .. \ o_-974 \ 0.8677 \ 2.8009· 10.3098 FF\ b:a:· Fl 3.5663 FF 1 \ P-620 F\ 0.0802 \. 5.9846 \ 0.0134 \ 0.08_15 \ o_-08~: \ b:a: \ _ 2.652 . FF\32N-620 \ P-622A FF\ 6.8469 \ 0.0164 \ 0.0892 J 0.0892 \ b:a: \ 3.2459 \ 8.7177 FFA ~~~~~~~~~~~32N-622;32N-I r-uu I 0.448 .1 0.3991 I 2.3541 . I 0.1695 I 0.2781 J 0.2781 I Diam .. I 2.2387 I 2.9973 :I 0.00 622 b \ P-621 \ 0.553 J 0.4927 \ 2.3;2I \ 0.2_;22 \ 0.31~8 \ ~3128 \ ~:a: \ 2.3461 j 2.9565 F[32N-621 [ P-005AJ 0.5531 0.4927 Fl 0.1485 I. 0.2597 I 025971 ~a: 13.-0419 \ 4.2254 F, ...... . 1 I P-005 Fl 0.6815 \ 3.0025 FFFI b:a: \ 3.0948 \ 3.8229 ·F132L-005 I p. ~626 ~I 0.5256 I 5.7~22 I 0.0907 I 0.2035 :1 ;;035 1·· 6:a: f 4.5848 17.3749 F.1320-626 . .. . . . . . . .. .. . . . .... . . .. . .. . . ·-..... . .. . . . . . I I P-634 Fl o.n56 \ 1.6355 ;I 0.076-8 I 0.09~6 J 0~1872 I ;i!: \ 4.9408 18.3293 Fl32o-634 \ P-633 F\ 0.2102 ~\ _0344 \ 0.2022 \ o.~044 \ ;i!: \ 2.8246 \ 3.1126 _FF 1 Fl 0.236 .1 0.2102 Fl 0.2599 Fl 0.3477 I ;i!: \ 1.9485 \ 2.3179 F I P-627 I 0.267 I 0.2379 FFFsl 0.2899 I ;i!: \ 2.8328 \ 3.7224 :F[32o-630 . . I I P-625 Fl 0.9408 l 3.5328J 0.26631 0.3523 I 0.3~23 J b:ai~ \ 3.80~5 I ~.4981 Fl32o-625 I P-008 FFFil 0.44321 0.4663 Fl 6~a: 12.962813.0559. I P-007 FFFI 0.5178 F>FI 6~ai~ Fl 3.07~7 I P-006 FFFI 0.6245 Fl 0.5725 I 6~a: , 3.2555 13.0859 I P-004 FF~I 0.91461-0.7522 Fl 6~a: 13.463613.0559 FFI 3.2677 120.6335 10.1584 FFI b~a: FF FFI 3.34~8 Fl 0.3483 FFI 6~a: J 4.9552 I 5A407 . Fl ~.96~. J 4.4268 Fl 0.3841 I 0.8604 I 0.4302 I biai~ 13.4~47 T;.6688 FFFFI 0.7965 Fl 0.6745 I bia: Fl 2.0695 I P-611C FFFI 0.6354 FF~l 2:7478 12.5943 I P-6118 Fl 5.1787 114.8023 I 0.34991 0.4004 I 0.3~559 ~;:~: , 8.0398 19.1079 Fl 5.87615.2348 112.7688 Fl 0.8924 I 0.4462 I biai~ 13.8605 14.0644 I P-6068 FFFI 0.6331 Fl 0.5774 I bia: I 2-~846 12.8203 ·I P-606A Fl 5.8264 FF~~I bia: Fl 0.7822 FFFFFFF~FF Fl32L-008 I 0.00 132L-007 I I 0.00 132L-006 i 0.00 0.00 132L-004 0.00 132L-614 0.00 132L-613 0.00 132L-612 0.00 0.00 0.00 0.00 :132L-609 0.00 132L-606A 0.00 ------------------- ------------------- I P-592B I 7.078 16.30561 6.3465 I o:9936 FFI ;ia: 12.3023 12.0201 F I P-592A_ Fl 8.4188 119.0346 .I 0.4423 Fl 0.4658 I ;ia: Fl 6.0589 F I P-~91 Fl 8.4188123.5~78 I 035781 0.8265 L 0.4133 I ;ia: J 6._8694 I 7A891 F I P-593D Fl 02227 J 2._1748 I OJ024 Fl 0.21_57 I 6~ai~ Fl 2.7691 ,F I P-593C_'FI 0.6174_ I 2.5598 I 0.2412 J 03339 .I 0.3339 1. 6~a:_ 12.6873 13.2593 F I P-009 I 0.693 \o.6174 Fl 0.5527 Fl 0.53141 6~ai~ I 1A559 I l.4222 :F I P-009A ~Fl 0.6174 Fl 0.2303 FFI 6~ai~ 12.7773 13.4139 .F IP-FSOOl I W.14319.03621 ~7.26771 ~.24251 0.6699 Fl ;ia: 19.7929 111.8627 F I P-010 110.14319:0362 ~I 0.33571 0.7975 I_ 0.3988 I _;ia: 17.7325 18.5686 F FFFFFFF~FFF HGL Analysis I Fro~ Node I To Node I HG El (f~) I App (ft) [ Bend (ft) I Ju;~t Loss (ft) .. I . ... Adjusted HG El (ft) I . -. -·-.. I 590 I 1-09 I 116.5307 I o.9284 I 0.0051 I ------I 115.6073 I 010 I 590 .1 116.4558 I ------I 0.0077 I ------I 116.4635 --. . I FS-001 I 010 I 117.2048 I ------I 0.0038 I 0.0438 I 117.2524 I : 132A-593D . . . 132A-59?C I ... .. I I . Max El (ft) 1. 116.34 I 120.3000 I 121.3000 I 121.5000 I 591 I FS-001 I 118.2506 I ------0.0032 ------I 118.2539 120.5100 I 592A I 591 I 118.8850 I 0.0626 0.0857 j 0.0151 j 118.9233 120.4000 I 5938 I 592A I 119.0939 I 0.1124 0.0011 ------j 118.9826 120.2100 I 594 I 5938 I 119.1891 I 0.0908 0.0013 ------I 119.0995 120.1000 j 594A I 594 I 119.3000 j 0.0777 0.0009 I ·:_____ I 119.2233 . . 120.2500 I 595 I 594A I 119.3989 j 0.0381 0.0338 I 0.0075 I 119.4021 120.3400 I 596 I 595 I 119.4226 I ------------I ------I 119.4226 120.0300 I 601 I 595 I 119.s63o I ------------------I 119.4300 119.3300 INo approach losses at node 593A because inverts and/or crowns are offset. I 5928 I 592A I 119.0082 I 0.0626 j 0.0899 ------j 119.0356 I 1_20.1500 INo approach losses at node 606A because inverts and/or crowns are offset. j 593A 5928 I 119.1255 I 0.0534 0.0006 I 0.0036 j 119.0763 _ I 120.5000 j 579 593A I 119.0785 j 0.0027 0.0053 ------j 119.0811 I 120.3700 I 603 579 I 119.0891 I ------------------I 119.0891 I 120.9500 606A 593A I 119.1938 j 0.0495 0.0002 I ------119.1444 I 120.5000 6068 606A I 119.2446 I 0.0431 0.0265 I ------119.2280 I 121.0000 610 6068 I 119.3135 I 0.1511 0.0049 I 0.0014 119.1622 I 121.2800 611 610 I 119.1663 I ------------I ------119.1663 I 120.1500 6118 610 I 119.7550 I 0.0422 I 0.0484. ------119.1612 I 121.8000 - 6JJC 6118 I 119.8235 I 0.0422 j 0.0521 ------j 119.8333 I 121.2000 j 612 I 611C I 119.9163 j 0.0308 j 0.0177 ------j 119.9031 I 120.4000 I 613 I 612 I 119.9963 I 0.0558 I 0.0005 I ------I 119_9410 I 120.4900 INo ~~~r~~ch losses at node 615 because inverts and/or crowns are offset. · I 614 L 613 I 120.0852 I 0.0531 ,...I -0-.0-0-05-,,...1 ------------1,---,-2-0.-03-26---.-rl-12-,-.8-60_0_1 I 615 I 614 I 120.1056. I 0.1213 I 0.1110 I 0.0336 I 120.1889 I 122.0300 ------------------- ~------------------ 001 I 615 I 120.3112. I 0.0114 I 0.0141 I ------I 120.3199 I 121.5000 002 I 00 I I 120.3576 'I 0.0055 I 0.0013 \ ------I 120.3534 I 121.3000 003 I 002 120.3738 I ------I ------I ------I 120.3138 I 121.9000 004 . I 615 120.5435 I 0.0511 I 0.0146 I 0.0111 I 120.5182 I 122.1500 -oos -1 004 -i 20.6256 I ·0.0061 I 0.0018 -I --0.0008 -I -· 120.6281 I 122.0000 ,----'-~-',-"~--,~-'---.------~-'-~~· -. . . 620 I 005 120.1511 I ------I ------I ------I 120.1511 I 121.1800 I P-005A :1 .. -005 120.6410 I 0.0061 I 0.0000 I :_____ I 120.6349 . I . 122.0000 1· 621 . -J P-005A 120.6526 'I 0:0040 · 1 0.0000 I -------I 120.6486 I 122.0000 I 622 I 621 120.6689 I 0.0003 I 0.0003 ,1 ------I 120.6689 'I 123.0000 I 622A .. I 622 120.6687 I ------I ------I ------I 120.6687 I 123.8000 I --006-. 1· . 004 120.125:i I° o.0J94. I 0.0008-· 1 ---~-----... I ---120.6s61 -.. -122:5000 I 007 _-.. I -006 -1_20:8815 L 0.0285 C ·0.0364 \ . ~------,I 120.8894 122.2500 I 008 I 001 120.9923 ,I 0.0223 I 0.0295 I ------I 120.9995 122.0000 I 625 · 1· ·008 I 121.0865 I 0:0010 I 0.0000 I 0.0021 · 1 121.0811 -122:89-oo I 626 :1 . 625 I 121.2215 I ------I ------I ------·I 121.2215 122.2000 \No. approach loss_es_ at node 631. because inverts and/or crowns are offset. ---~--,..~-------r'-----1 I 621 I 625 I 121.w21 I 0.0590 I 0.0121 I ------I 121.1158 I 123.6500 \N? appr~ach losses at node 633 be~~us~ invert~ and/or crowns are o~set. -. . _ . . . _ . - I 631 1. 621 I 121.1921_ :I 0.1239 I 0.1522 1 ------I 121.2205 I 124_.3100 I 633 I 631 I 121.5243 I ------I o.5141 l ------I 122.0389 I 124.6000 I 634 I 633 I _123.4255 I _ --~---I . ------. I ------I . 123.4255 I 124.6000 \No approach l_osses at node 009 because inverts and/or crowns are offset. I 009A I FS-001 I 117.2720 I 0.0329 I 0.0189 \ ------I 117.2580 I 121.7500 I 009 ·1 009A I 117.3248 :1 0.0096 I 0.0079 I ------' I l 17.3231 I 121.5000 I 593C I 009 I 117.3386 I 0.0012 .i 0.0011 I ------I 117.3385 I 120.0000 5930 I 593C I 117.3443 I ------I ------.[ Conduit Notes Reach I HW Depth (ft) I HW/D ratio [ Q (cfs) [ TW Depth (ft) P-590 I 2.3307 I 1.1653 I 9.o4 I 2.1400 P-010 I 1.5558 I 0.7779 I 9.o4 1.0734 I P-FSOOI I 1.5448 I 0.7724 I 9.o4 1.5635 I P-591 I 1.4906 I 0.7453 I 8.42 1.5924 I P-592A I 1.9250 I 0.9625 8.42 1.4439 I P-5938 .1 3.2439 I 3.2439 2.11 3.0733 I P-594 [ 3.3291 I 3.3291 2.11 I 3.1226 [ P-594A I 3.3400 I 3.3400 1.90 I 3.1395 [ P-595 I 3.2889 I 3.2889 1.16 I 3.1133 j P-596 I 2.5226 I 3.0273 0.33 I 2.5021 I P-607 I 2.6690 I 2.6690 I 1.23 I 2.5021 j P-5928 j 3.3982 I 1.6991 j 6.31 I 3.3133 I P-593A I 103.5651 I 51.7826 I 6.31 I 103.4756 I P-579 I 4.4785 I 2.9856 I o.48 I 4.4763 [ P-~03 [ 2.3291 I 2.3291 I o.33 I 2.3211 .. I P-606A [ 6.0032 I 3.0016 I 5.83 I 5.8863 I P-6068 I 6.0434 I 3.0217 I 5.61 I 5.9444 I P-610 I_. 6.0133 I . 3.0061 -I 5.23 I 5.9280 I P-611 [ 2.1657 I 4.3314 I 0.06 I 2.1622 I P-611~ 1 .. 6.2590 I 5.5635 I 5.18 I 5.6622 I P-61 IC I 3.4343 I 1.7171 I 5.18 I 3.3712 117 7.3443 I 119.8900 De (ft) I Dn (ft) [ Comment 1.0734 I 0.8149 [outlet C 'ontrol 1.0734 I 0. 7975 jsuperCr rit flow, Inlet end controls 1.0734 I 0.6699 jsuperCr, rit flow, Inlet end controls rit flow, Inlet end controls 1.0344 0.8265 jsuperCr 1.0344 0.9315 joutlet C 0.6212 >D !outlet C 0.6212 0.7063 [outlet C 0.5877 0.6652 [outlet C 0.5642 0.4039 !outlet C 0.2479 0.2023 !outlet C I 0.4680 >D !outlet C 0.8889 j 1.6282 [outlet C 0.8889 I 0.5633 !outlet C . . 0.2561 I 0.1455 [outlet C 0.2370 I 0.2170 !outlet C 0.8530 I >D [outlet C 0.8365 I 1.1549 !Outlet C ontrol MI Backwater ontrol ontrol ontrol ontrol ontrol ontrol ontrol ontrol ontrol ontrol ontrol ontrol I 0.8070 I 0.8924 [Outlet C 'ontrol [ 0.1161 I 0.0622 [outlet C ontrol ontrol -· ----I 0.6655 I 0.4004 [outlet C . . . I 0.8026 II. 1576 !outlet C ontrol ----------------- I . -- ------------------- I P-612 I I .. I 5.18 I I 0.8026 11.3491 !outlet Control 3.5346 1.7673 3.4533 I P-613 I 3.5127 I 1.7563 I 4.43 I 3.4231 I 0.7395 I 0.8604 !outlet Control . I P-614 I 3.1929 I 2.1286 I 3.35 .1 3.0510 I 0.6974 I 0.6107 !outlet Control 1. P~615_ I 2.0553 I 1.3102 I 3.21 I 1.9826 I 0.6886_ I 0.4~35 _lou_tlet_Co_ntrol . .. ---------. --I P-001 I 2.8172 I 2.8172 :I o.87 I 2.6889 I 0.3902 I 03816 !outlet Control . ... I P-002 :1 -_1.7576 I_ 1.7576 I o.67 I 1.7199 I 0.3417 I 0.3373 !outlet Contr?I . I P-003 .. 1 .. 1.3738 I 1.3738 I 0.47 I 1.3534 J 0.2828 I 0.2752 !outlet Control -· I P-004 1. 3.0435 I 3.0435 I 2.20 I 2.6889 I 0:6333 I 0.7522 lo_utlet Control -I P-005 I . 2.8757 I 2.8757 I o.68 I 2.8282 I 0.,)442 I 0.3238 !outlet Control I P-620 I 0.4271 I 0.4271 :I 0.08 I 0.8481. _ .10.1151 Lo.0815 IOutlet Control Ml Back;ater .. ---~---. . . -.. I P-005A :I 2.2410 I 2.2410 I o.49 ii 2.2281 I 0.2910 I 0.2597 !outlet Control -. I _P-621 .1 1.9830 I 1.9830 . I o.49 I 1.9653 I 0.2_9 IO I 0.3128 !outlet C:ontrol . .. -. I P-622 I _ . 1.1648 I 1.7648 1. o:4o_ I 1.7486 I 0.2612 I _0.2781 !outlet Contrnl -· . I P-622A I 1.1695 I 1.1695 I 0.11 I 1.1689 I 0.1350 I 0.0892 !outlet Control I P-006 ·I 2.9753 I 2.9753 'I i.51 ,I 2.8282 I 0.5218 I 0.5725 !outlet Control I P-007 I 2.9315 2.9315 . t 1.25 I 2.7367 .10.4122 I 0.5107 !outlet Control . J P-008 I -2.4923 2.4923 I 1.06 I 2.3894 I 0.4337 I 0.4663 !outlet Control .. --·-. . -. . -. -. -" . . . . I P-625 I 2.2365 2.2365 I o.94 1. 2.1495 I 0.~069 I 0.3523 .!Outlet Control . . - L P-626 I 0.4015 0.4015 :I o.53 I 1.1817 .10.3009 I 0.2035 lsuperCrit flow, Inlet ~nd-controis _ --·-. I P-627 I 1.3039 1.9560 I 0.24 I 1.2817 I 0.2249 I o, 1933 !outlet Control j P-631 I 0.5921 0.8883 I ~.21 I 0.6158 _I 0.2109 .10.2318 !outlet Control Ml 13ackwater. j P-633 I 0.3243 0.6485 I 0.21 I 0.2805 I 0.2299 I 0.2022 jsuperCrit flow, Inlet end controls I P-634 I 0.2255 0.4510 I 0.13 I 0.9989 I 0.1758 I 0.0936 lsuperCrit flow, Inlet end controls . . . . . - I ~-009A I 1.6140 I 1.6140 I 0.62 I 1.5924 I 0.3270 I 0.3260 !outlet Control I P-009 I 0.6948 I 0.6948 I 0.62 I 0.6880 I 0.3270 I 0.5314 !outlet Control MI Ba~kwater I P-593C I 1.0886 I 1.0886 I 0.62 I 1.0731 I 0.3270 I 0.3339 [outlet Control I P-593D I 1.0244 I 1.0244 I 0.22 I 1.0185 I 0.1936 I 0.2157 joutlet Control Licensed to: BergerABAM ------------------- ------------------- Appended on: Sunday, August 11, 2013 3:52:11 PM Layout Report: NEW BASIN 32 I Event jPr~~i~ (i~) 1 16 ~O 24 H~:1 ~.20 • 12~r24hr .. F .--~--~··-. lrnyear :~ 12Syear '~ llOOyear '.F Reach Records Record Id: P-001 jsectio~ Shape: !Uniform Flow Method: !Routing Method: jDnNode I Material -- I I I I I Circular Manning's :jcoeffident: I 0.012 Travel Time Shift !Contributing Hyd r 615 IUpNode I 001 Closed Conduits, Concrete Pipe ISize r 12 in Diam IEnt Losses I Groove End w/Headwall !Length I 210.00ft ISlope I 0.52% !Up Invert I 118.60 ft 1Dn Invert I 117.50 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft Jorop across MH ·J 0.00 ft IEx/lnfil Rate I 0.00 in/hr . Record Id: P-002 [ Section Shape: Circular !Uniform Flow Method: I Manning's !Coefficient: j 0.012 !Routing Method: I Travel Time Shift ... · !Contributing Hyd I IDnNode 001 JUpNode I 002 !Material I Closed Conduits, Concrete Pipe !Size I 12 in Diam .. 'Ent Losses I Groove End w/Headwall ------------------- ------------------- 'Length I 80.00 ft . ,Slop~ I 0.50% ... .. 'Up Invert I 119.00 ft 1Dn Invert I 118.60 ft ' I Conduit Constraints . I MinVel I MaxVel I Min Slope I Max Slope :1 Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% J 50.00% I 0.00ft .. . . . ~--. .. . . . 1Drop across ~H . I 0.00 ft .,Ex/lnfil Rate I 0.00 in/hr . . . .. . . . Record Id: P-003 [Section Shape: Circular ' ' 'Uniform .Flow Method: I Manning 1s :!Coefficient: I 0.012 .. . . 'Routing Method: I Travel Time Shift . :!Contributing H.yd .. . . IDnNo~e I 002 ,JUpNode I 003 . . ..• I Material I unspecified ISize I 12 in Diam 'Ent Losse.s I Groove End w/Headwall 'Length I 95.00 ft ... ,Slope. I 0.53% f Up Invert MinVel 0.00 ft/s f Drop across MH Record Id: P-004 f Section Shape: f Uniform Flow Method: [Routing Method: [DnNode f Material f Ent Losses f Length f Up Invert MaxVel 15.00 ft/s I ;f f f 119.50ft /Dn Invert Conduit Constraint: :s Min Slope I Max Slope 0.00% I 50.00% 0.00 ft IEx/lnfil Rate Circular I Manning's I Coefficient: Travel Time Shift !Contributing Hyd 615 IUpNode Closed Conduits, Concrete Pip le !Size G 3roove End w/Headwall 65.00 ft !Slope 117.75 ft 1Dn Invert -------------- ' I 119.00 ft I Min Cover I 0.00ft I 0.00 in/hr I 0.012 I I 004 I 12 in Diam I 0.38% I 117.50 ft ----- ------------------- I Conduit Constraints --- I MinVel I MaxVel I Min Slope I Max Slope I Min Cover -. - I 0.00 ft/s I 15.00 ft/s I_ 0.00% I 50.00% I 0.00ft . 1Drop-across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-005 Circular I [ Section Shape: !Uniform Flow Method: I Manning's !Coefficient: I 0.012 -. ·-. , !Contributing Hyd . !Routing Method: I Travel Time Shift I .. IDnNode 004 ,IUpNode _ 1. 005 . --· ----- !Material I Closed Conduits, Concrete Pipe !Size I 12 in Diam IEnt Losses ·I Groove End w/Headwall - !Length I 108.00 ft !Slope ·I 0.60% IUp Invert I 118.40 ft 1Dn Invert I 117.75 ft 11 _ Conduit Constraints I MinVel I MaxVel I Min Slope ·r Max Slope I Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% [ 50.00% I 0.00ft [Drop across MH I 0.00 ft IEx/lnfil Rate [ 0.00 in/hr Record Id: P-OOSA f Section Shape: Circular [Uniform Flow.Method: [ Manning's ·1Coefficient: I 0.012 [Routing Method: I Travel Time Shift !Contributing Hyd I IDnNode I 005 IUpNode I P-005A I Material ,I Closed Conduits, Concrete Pipe ISize I 12 in Diam - [Ent Losses I Groove End w/Headwall -- [Length I_ 34.00 ft ISlope I 0.74% -.. IUp Invert I 118.65 ft 1Dn Invert I 118.40 ft ----- I Conduit Constraints ···- I MinVel I MaxVel I Min Slope I Max Slope I Min Cover ------------------- ------------------- 0.00 ft/s I 15.00 ft/s I 0.00% -r 50.00% I 0.00 ft 1Dr~p across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-006 :[ -I :f ction Shape: Circular !Uniform Flow Method: -;I Manning's !Coefficient: I 0.012 ---·· ----.. !Routing Method: . ,J Travel Time Shift !Contributing Hyd L . .. .. .. . . IDnNode I 004 . IUpNode I 006 .. - 1M~~erial ·1 Closed Conduits, Concrete Pipe ISize I 12 in Diam I E_nt Losses_ I Groove End w/Headwall .. llength I 51.00 ft !Slope I 0.39% .. . - IUp Invert_ . _ I 117.95 ft 1Dn Invert _ I 117.75 ft .. -. - I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft [Drop across MH 0.00 ft [Ex/lnfil Rate I 0.00 in/hr I Record Id: P-007 I [Section Shape: I Circular !Uniform Flow Method: I Manning's [Coefficient: I 0.012 IRo~ting Method: ;I Travel Time Shift [Contributing Hyd I [DnNode 006 [UpNode I 007 [Material Closed Conduits, Concrete Pipe [Size I 12 in Diam IEnt Losses Groove End w/Headwall llength 141.00 ft [Slope I 0.39% IUplnvert 118.50ft [On Invert I 117.95 ft Conduit Constraints MinVel I MaxVel I Min Slope I Max Slope -' -·--- Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% II 0.00 ft IDrop across MH I 0.00 ft [Ex/lnfil Rate I 0.00 in/hr ------------------- ------------------- Record Id: P-008 [ Circular [Section Shape: ---- :'lcoefficient: !Uniform Flo-~ Method: _ I Manning's I 0.012 ----- 'Routing Met~:d: I Travel Time Shift --:!Contributing ~yd _J ---... ~ ··--·---- IDnNode I 007 _ IUpNode J 008 IMa-te~ial ;I Closed Conduits, Concrete Pipe ISize I 12 in Diam -- [Ent Losses I Groove End w/Headwall ----- llength .1 91.00 ft ISlope I 0.38% ·-· ~ --• ···---. -~··· 'Up l~vert ... I 118.85 ft 1Dn Invert I 118.50 ft I Conduit Constraints ---" - I MinVel I MaxVel I Min Slope I Max Slope I Min Cover - I 0.00 ft/s I 15.00 ft/s I 0.00% ti 50.00% .1 o_ooft -- I Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-009 !Section Shape: [ Circular !Uniform Flow Method: I mt: Manning's [Coefficie I 0.012 [Routing Method: I ,ting Hyd Travel Time Shift [Contribu I [DnNode I 009A [UpNode I 009 I Material I Closed Conduits, Concrete Pipe r I 12 in Diam IEnt Losses r di Groove End w/Headwal llength I 72.00 ft [Slope I 0.08% IUp Invert I 116.63 ft 1 [Dn Invert I 116.57 ft Conduit Constraints MinVel MaxVel Min Slope Max Slope I Min Cover 0.00 ft/s 15.00 ft/s 0.00% 50.00% I 0.00 ft [Drop across MH .. I __________ o.oo ft Rate [Ex/lnfil R I 0.00 in/hr Record Id: P-009A ------------------- ------------------- [Section Shape: Circular .. . ' ' !Uniform Flow Method: I Manning's ·!Coefficient: I 0.012 IRoutin~ Method: I Travel Time Shift ·!Contributing Hyd . - IDnNode . . I FS-001 .IUpNode I 009A !Material I unspecified !Size I 12 in Diam .. . - )!Ent_ Losses I Groove End w/Headwall ·-. -· -- !Length I 40.00 ft :jslope I 0.48% .. - IUp Invert I 115.85 ft 1Dn Invert I 115.66 ft I Conduit Constraints .. I MinVel I MaxVel I Min Slope t Max Slope J Min Cover -. . .. .. I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft :1Drop across MH I 0.00 ft ·IEx/lnfil Rate I 0.00 in/hr Record Id: P-010 ·rsection Shape: Circular !Uniform Flow Method: I Manning's [Coefficient: .2 0.01 !Routing Method: I Travel Time Shift [Contributing Hyd [DnNode I 590 [UpNode 010 ) I Material I unspecified [Size 24 in D liam [Ent losses Groove End w/Headwall llength I 25.00 ft - [Slope 1.20% % l~p Invert I 114.90ft [Dn Invert Oft 114.60 Conduit Constraints MinVel I MaxVel I Min Slope I Max Slope Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% 0.00 ft [Drop across MH I 0.00 ft /Ex/lnfil Rate 0.00in 1/hr Record Id: P-579 ~ [Section Shape: Circular -I [Uniform Flow Method: Manning1s toefficient: I 0.01 -------------------- ------------------- !Routing ~et.ho~: .. I Travel Time Shift . !Contributing Hyd .. I . IDnNode. I 593A ;lupNode I 579 ... . !Material I unspecified 1 1Size I 18 in Diam ---· IEnt Losses I Groove End w/Headwall llen~h. I 47.00 ft !Slope I 4.60% IUp Invert I 116.76 ft ·1Dn Invert I 114.60ft .. . . I Conduit Constraints . . . .. .•. I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s J 15.00 ft/s . 1 0.00% I .. 50.00% I 0.00ft . . .. .. .. .. .. 1Drop across MH I 0.00 ft . .. 11Ex/lnfil Rate .. I 0.00 in/hr Record Id: P-590 Circular I [Section Shape: 0.012 [Uniform Flow Method: Manning's [Coefficient: Travel Time Shift [Contributing Hyd [Ro~ting Method: -. --- 'DnNode I 1-09 'UpNode I 590 'Material I unspecified 'Size I 24 in Diam 'Ent losses I Groove End w/Headwall !length I 27.00 ft 'Slope I 1.11% 'Up Invert I 114.50 ft IDn Invert I 114.20 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft 'Drop across MH I 0.00ft .,Ex/lnfil Rate I 0.00 in/hr - Record Id: P-591 I .,Section Shape: I Circular /Uniform Flow Method: I Manning's 'Coefficie~:: I 0.012 -,Routing Method: I Travel Time Shift Contributing Hyd IDnNode I FS-001 'UpNode I 591 ------------------- -------~----------- !Material . I . unspecified JSize I 24 in Diam . . . -· IEnt Losses I Groove End w/Headwall llength . I 120.00ft ISlope I 0.92% . IUp Invert. I 116.76 ft :Ion Invert . I 115.66 ft 1. Conduit Constraints . .. I MinVel I MaxVel I Min Slope I Max Slope I Min Cover . . . .. .. . I 0.00 ft/s .1 15.00 ft/s I 0.00% I 50.00% .1 0.00 ft .. -... !Drop across MH I 0.00ft :IEx/lnfil Rate I 0.00 in/hr Record Id: P-592A !Section Shape; I I Circular . -. . !Uniform Flow Method: I Manning's !Coefficient: I 0.012 -!Routing Method: I Travel Time Shift Contributing Hyd IDnNode I 591 IUpNode [ 592A I Material I unspecified JSize [ 24 in Diam IEnt Losses I Groove End.w/Headwall !Length I 25.00 ft ISlope I 0.60% IUp Invert I 116.96 ft 1Dn Invert I 116.81 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 1Drop across MH I 0.00 ft 'IEx/lnfil Rate I 0.00 in/hr Record Id: P-5928 [Section Shape: Circular . '. ' !Uniform Flow Method:. I_ Manning 1s ICoefficient: . I 0.012 - !Routing Method: I Travel Time Shift IContributing Hyd .. [DnNode I 592A 'IUpNode I 5928 . ' ' -----------·· --. . "[Material I unspecified !Size I 24 in Diam IEnt Losses I Groove End w/Headwall ------------------- ------------·------- !Length ___ I ... !Slope I 15.00 ft 0.07% --. -. .. IUp Invert. I 115.62 ft Ion Invert. I 115.61 ft ... I Conduit Constraints . -------· I MinVel I MaxVel I Min Slope ,I Max Slope I Min Cover ' I 0.00 ft/s I 15.00 ft/s I 0.00% I . 50.00% I 0.00 ft -.. . . 1Dr~p across MH 1 ...... 0.00ft ,1Ex/lnfil Rate I 0.00 in/hr . .. .. . --·-.. . Record Id: P-593A I !Se.ction Shape: I Circular !Uniform Flow.Method: I Manning 1s ,\coefficient: .. [ 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd r ,~nNode I 5928 IUpNode [ 593A !Material I unspecified !Size I 24 in Diam !Ent Losses I Groove End w/Headwall !Length I 22.00 ft .. !Slope I 2.18% --~-- 'Up Invert I 16.04 ft ,,on Invert I 15.56 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 2.00 ft/s I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft 'Drop across MH I 0.00ft 'Ex/lnfil Rate I 0.00 in/hr Record Id: P-593B [Section Shape: Circular 'Uniform Flow Method: I Manning's .'jcoefficient: I 0.012 'Routing Method: I Travel Time Shift .,contributing Hyd - IDnNode I 592A IUpNode I 593B -· 'Material I unspecified Jsize I 12 in Diam ' - 'Ent Losses I Groove End w/Headwall . --. -·----· -· ----~ 'Length I 12.00 ft 'Slope I 0.08% .,Up Invert I 115.86 ft :1Dn Invert I 115.85 ft . ------------·------- -~~----~----------- I Conduit Constraints ···-. -, - I MinVel .1 MaxVel I Min Slope I Max Slope I Min Cover --· . - I 0,00 ft/s I 15,00 ft/s I -0.00% =1 50.00% :I 0.00ft -- !Drop across MH :I 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-593C Circular ·1 '!Section Shape: !Uniform Flow Method: I Manning's _·1coefficient: I 0.012 - !Routing Method: --- I Travel Time Shift IContrib-uting Hyd I IDnNode. I - 009 _ :iupNode I 593C I Material I unspecified :ls'.ze I 12 in Diam !Ent losses I Groove End w/Headwall . - !length I 16.00 ft ISlope _ I 0.44% IUp Invert I 116.32 ft 1Dn Invert I 116.25 ft Ii Conduit Constraints I --' MinVel MaxVel Min Slope Max Slope Min Cover 0.00 ft/s 15.00 ft/s 0.00% 50.00% 0.00ft [Drop across MH 0.00 ft , [Ex/lnfil Rate I 0.00 in/hr Record Id: P-593D [Section Shape: Circular [Uniform Flow Method: Manning's [Coefficient: I 0.012 Routing Method: Travel Time Shift _[contributing Hyd I [DnNode 593( [UpNode I 593D [Material unspecified '[Size I 12 in Diam [Ent Losses Groove End w/Headwall [Length 133.00ft [Slope 1Dn lnv~rt [Up Invert 116.74 ft I 0.32% I 116.32 ft ----- ·[ Conduit Constraints MinVel :I MaxVel Min Slope Max Slope Min Cover -------·------------ --... ---·---------... -·-- 0.00 ft/s I 15.00 ft/s I 0.00% ;I 50.00% I 0.00ft 1Drop acro~s MH I 0.00 ft IEx/lnfil Rat: I 0.00 in/hr Record Id: P-594 '[Section Shape: Circular [Uniform Flo~ Method: I Manning 1s ;,coefficient: I 0.012 . . . . !Routing Method: . I Travel Time Shift IC~ntrib.uting Hyd I .. /DnNod.e. I 5938 :/upNode I 594 --.. - !Material I unspecified 1Size I 12 in Diam /Ent Losses 1. - Groove End w/Headwall .. ------- llength I . 24.00ft :1Slope I 0.42% " . IUp Invert ... - I 115.96 ft 1Dn Invert .1 115.86 ft . . ---. ---. --.. I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover -- I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft - [Drop across MH 0.00 ft [Ex/lnfil Rate 0.00 in ::=] Record Id: P-594A l2 I Jsection Shape: I Circular [Uniform Flow Method: I Manning's Jcoefficient: 0.01 [Routing Method: I Travel Time Shift Jcontributing Hyd 594 IA JDnNode I 594 IUpNode -- !Material I unspecified .!Size 12 in D )iam JEnt Losses I Groove End w/Headwall !Length I 38.00 ft 151ope 1% 0.39 Jup Invert I 116.11 ft [Dn Invert 16 ft 115.9 Conduit Constraints MinVel I MaxVel r Min Slope I Max Slope Min Cover 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% 0.00 ft !Drop across MH I 0.00 ft .[Ex/lnfil Rate 0.00 in n/hr ---·--~-~----------- -----~~--~--------- Record Id: P-595 [Section Shape: .. . · -'!coefficient: !Uniform Flow Method: I ---- Manning 1s I 0.012 ... . .. .. .,_" .. ,. ' "<' .. IRou~ing .Me~hod: I Travel Time Shift tontributing H~d . . , . IDnNode I 594A .. tpNode I 595 . !Material I unspecified _:[Size ;I 12 in Diam . . .. .. .. . [Ent Losses I Groove End w/Headwall . . !Length I 40.00 ft :1slop~ I 1.75% . .. IUp l~vert I 116.81 ft tn Invert 1 . 116.11 ft .. .. I Circular I Conduit Constraints .. I MinVel I MaxVel I Min Slope I Max Slope I Min Cover . . .. I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft !Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-596 [Section Shape: Circular !Uniform Flow Method: I Manning's ·1coefficient: I 0.012 [Routing Method: I Travel Time Shift !Contributing Hyd [DnNode I 595 IUpNode I 596 [Material I unspecified 'Size I 10 in Diam IEnt Losses I Groove End w/Headwall . llength I 74.00 ft 1Slope I 1.12% 'Up Invert I 117.73 ft IDn Invert I 116.90 ft I Conduit Constraints . I MinVel I MaxVel I Min Slope I Max Slope I Min Cover . I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft . 'Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr . . Record Id: P-603 -----.. , .. _ ..... --·------- --.... --.. :-/ --,. --!----... , -- I Circular I [Section Shape: !Uniform_ Flow Method: I Manning's ·1coefficient: I 0.012 !Routing Method: I Travel Time Shift . '!Contributing Hyd .1 IDnNode -I 579 :IUpNode I 603 I Material I unspecified 'ISize .. I 12 in Diam . .. !Ent Losses . . I Groove End w/Headwall . ' ---, . !Length I 65.00 ft . l~lope I 0.68% . .. .. . . IUp Invert I 117.20 ft IDn Invert· . I 116.76 ft I Conduit Constraints . . . . . . I MinVel I MaxVel I Min Slope I Max Slope I Min Cover .. . . . . I 0.00 ft/s I 15.00 ft/s I 0.00% l 50.00% I 0.00ft !Drop across M.H I 0.00 ft _;IEx/lnfil Rate :1 0.00 in/hr Record Id: P-606A .[Section Shape: Circular j !Uniform Flow Method: · 1 Manning's [Coefficient: !Routing Method: I Travel Time Shift Contributing H IDnNode · 1 593A IUpNode ~d !Material I unspecified [Size /Headwall [Ent Losses I Groove End w/ [Length [Up Invert MinVel 0.00 ft/s [Drop across MH . Record Id: P-606B :[Section Shape: Uniform Flow Method: MaxVel I 15.00 ft/s I 94.00 ft [Slope 113.20 ft .[on lnv.ert_ Conduit Constraints Min Slope r MaxS fope 0.00% r 50.00' 0% 0.00 ft [Ex/lnfil Rate Circular Manning's [Coefficient ------· ----(---,. - I 0.012 I 606A I 24 in Diam I 0.01% I 113.19 ft I Min Cover I 0.00 ft I 0.00 in/hr I 0.012 I ---; -- ------·------.,. ·-,---411111i'-- !Routing Method: I Travel Time Shift !Contributing Hyd .. IDnNode I 606A IUpNode I 606B .. !Material I unspecified ,1Size I 24 in Diam IEnt Losses I Groove End w/Headwall !Length I 76.00 ft . ,1Slope I 0.13% .jup Invert I 113.30 ft 'l°n Invert I 113.20 ft ... I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover 1. 0.00 ft/s 1. 15.00 ft/s 1 ... 0.00% I 50.00% I 0.00ft . .. .. ... 1Drop across ~H ... I 0.00 ft .. !\Ex/lnftl Rate . I 0.00 in/hr Record Id: P-607 [Section Shape: Circular I [Uniform Flo·w· Method: Manning's ;[Coeffident: l 0.012 Travel Time Shift ,[Contributing Hyd [Routing Method: IDnNode I 595 IUpNode I 607 !Material I unspecified ISize I 12 in Diam IEnt Losses I Groove End w/Headwall llength I 120.00 ft ~ ISlope I 0.03% IUp Invert I 116.93 ft 1Dn Invert I 116.90ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft 1Drop across MH I 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-610 I !Section Shape: I Circular !Uniform Flow Method: I Manning's ,[Coefficient: I 0.012 !Routing Method: I Travel Time Shift [Contributing Hyd IDnNode I 606B IUpNode I 610 ------·---... --... '-\--.. -- ----... -----,--;--al!f,-----.• , .. -1 l~aterial I unspecified ,,!Size I 24 in Diam . . !Ent losses I Groove End w/Headwall !Length I 74.00 ft ISlope. I 0.27% IUp Invert I 113.50ft ;Ion Invert I 113.30 ft I Conduit Constraints I MinVel I MaxVel I Min Slope t Max Slope I Min Cover . .. .. I 0.00 ft/s I 15.00 ft/s I 0.00% ,I 50.00% I 0.00ft 1Drop acro.ss MH I 0.00 ft :1Ex/lnfil Rate I 0.00 in/hr Record Id: P-611 ISectio~ Shape: l I Circular IU.niform Flow Method: I Manning's !Coefficient: [ 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd r IDnNode I 610 IUpNode [ 611 I Material I unspecified !Size. r 6 in Diam IEnt Losses I Groove End w/Headwall /Length I 23.00 ft /Slope I 7.78% /Up Invert I 118.79 ft 1Dn Invert I 117.00 ft I Conduit Constraints I MinVel I MaxVel I .. Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft .. /Drop across MH I 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-611B I /Section Shape: I Arch /Uniform Flow Method: I Manning's /Coefficient: I 0.012 /Routing Method: I Travel Time Shift !Contributing Hyd I [DnNode I 610 ·1upNode f 6118 I Material I unspecified /Size I 22 11 X 13.5 11 /Ent Losses I 18" Corner radius: 90 deg headwall ---· --__ )_'_( __ at,·-· ----.. ,_ - -------j----...... -------' -- !Length. I 128.00 ft ISlope I 2.30% ..•. ---. . '·--. . ---· . ·-----··-"·"·---¥•• -•• IUp Invert I 116.44 ft 1Dn Invert I 113.50 ft I Conduit Constraints ' ' . I .. . . .. . . . ., .. I MinVel I MaxVel Min Slope :I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s 1. 0.00% I 50.00% J 0.00ft -·-. . .. --.. --.. -------. -... .. ----- ID~op acro.ssMH . I 0.00ft . . . I Ex/I nm R~te I 0.00 in/hr ---·· -. - Record Id: P-611C Jsection Shape: I I Circular Junitor~.:lo~Metho~: I Manning's ,Jcoefficient: [ 0.012 I Routing Met ho~: .. I Travel Time Shift Jco~tributing Hyd [ JDnNode I 611B IUpNode J 611C !Material I unspecified :JSize i 24 in Diam Jent Losses I Groove End w/Headwall ---- !Length I 28.00 ft JSlope I 0.11% IUp Invert. I 116.42 ft 1Dn Invert I 116.39 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 1Drop across MH I 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-612 [Section Shape: Circular !Uniform Flo.,; Method: ' I Manning's I Coefficient: I 0.012 !Routing Method: ... I Travel Time Shift !Contributing Hyd I IDnNode I 611( IUpNode I 612 !Material I unspecified .,Size I 24 in Diam IEnt Losses I Groove End w/Headwall !Length I 69.00 ft !Slope I 0.07% !Up Invert I 116.43 ft 1Dn Invert I 116.38 ft ----·---·: ---~ -· ---\Illa ·--· -- --------> -·-J ,_.. .... ~ ., --:---- - I Conduit Constraints ~--·-·-·--. --------. - I MinVel I MaxVel I Min Slope I Max Slope I Min Cover ---. I 0.00 ft/s -I 15.00 ft/s I 0.00% I 50.00% :I 0.00ft """ ... 1Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-613 I Circular [Section Shape: !Uniform Fl-ow Method: ' ICoeffici~nt: I Manning's I 0.012 ·-. - !Routing-Method: I Travel Time Shift IC.ontributing Hyd IDnNode I 612 IUpNode I 613 --"' -. ... --. "--·-·- .[Material I unspecified ISize. I 24 in Diam IEnt Losses_ I Groove End w/Headwall --- !Length I 162.00 ft ISlope I 0.22% IUp Invert I 116.84 ft .Ion Invert I 116.48 ft Ii Conduit Constraints I MinVel MaxVel MinSlo >pe I Max Slope I Min Cover 0.00 ft/s 15.00 ft/s 0.00% 16 I 50.00% I 0.00 ft [Drop across MH 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-614 I :'s !Coefficient: I 0.012 Shift !Contributing Hyd IUpNode I 614 ed !Size I 18 in Diam Groove End w/Headwall [Section Shape: Circular [Uniform Flow Method: Manning' [Routing Method: Travel Time [DnNode 613 [Material unspecifie [Ent Losses r !Slope I 0.71% ·---. t .Ion Invert I 116.89 ft [Length 87.00 ft _[up Invert 117.51 ft Conduit Constraints MinVel MaxVel MinSlo ,pe I Max Slope I Min Cover -----·--a.:,-·---..... ----(---- --------~--~-~-~--·- I 0.00 ft/s I 15.00 ft/s 'I 0.00% I 50.00% ;I 0.00ft 1Dro~ acrossMH .. I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-615 [ Circular [section Shape: ' !Uniform Flo~Method: I Manning's ICoe~ident: . I 0.012 .. . ... ... ·-·--. . .. . .. !Routing.Meth~~' ... .I Travel Time Shift i!Contr'.b.uting Hyd ... .... .,. . '"·-· 'J ...... IDnNode I 614 ,IUpNode 615 .... .. ---· . .. !Material I unspecified !Size [ 18 in Diam !Ent Losses .I Groove End w/Headwall •... ·-.. . . . -""· .. .. !Length I 11.00 ft 11Slope . I 3.27% . .. .. . . . -~-~- ,~P Invert .... I 118.41 ft . JD.n Invert .. I 118.05 ft .. -----.... .. ••w• ... --., i . .. . . ....... I Conduit Constraints I MinVel 1. MaxVel I Min Slope I Max Slope I Min Cover .. . . .. .. I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% 11 0.00 ft . .... ---~ ..... f ~rop across MH . f 0.00ft rx/lnfil Rat: Record Id: P-620 'Section Shape: I Circular I 'Uniform Flow Method: I Manning's ,,Coefficient: 'Routing Meth~d: 1. Travel Time Shift 'C~nt~ibuting Hyd IDnNode I 005 :IUpNode 'Material 'I unspecified :1size all IEnt Losses . [ Groove End w/Headw, 'Length I .. 23.00 ft Jslope 'Up Invert J .. · · 12~~3 ft ... . Jon lnv~rt I I MinVel [ MaxVel ·1 0.00 ft/s I 15.00 ft/s 'Drop across MH Conduit Constraints Min Slope f 0.00% 0.00ft I [ Max Slope 50.00% :[Ex/lnfil Rate ... ' ·-··,. ---------·111!1.!!1 -<--(- . ,I . . 0.00 in/hr I I 0.012 I ·I 620 I 12 in Diam I 2.39% I 119.78 ft I Min Cover I 0.00ft . I 0.00 in/hr . ' .. -,.---- ------------------- Record Id: P-621 [section Shape: Circular --. !Uniform Flow_ M~t~od: _ I Manning 1s ... !Coefficient: I 0.012 .. - IR:uting Method: _ I Travel Time Shift ·[Contributing Hyd 1. . --. • 0 --• .. • IDnNode. I P-OOSA . IUpNode I 621 -. !Material I unspecified ISize I 12 in Diam . . . -. IEnt Losses I Groove End w/Headwall [Length_ I 64.00ft ISlope I 0.36% -. -. -. -. .. IUp Invert I 118.90 ft 1Dn Invert I 118.6696 ft I Conduit Constraints ' I MinVel I MaxVel I Min Slope J Max Slope I Min Cover . . . ... " I 0.00 ft/s I 15.00 ft/s I 0.00% I SO.OD% I 0.00 ft !Dr.op across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-622 [Section Shape: Circular !Uniform Flow Method: Manning's ·1coefficient: I 0.012 !Routing Method: Travel Time Shift !Contributing Hyd I IDnNode 621 IUpNode I 622 I Material unspecified ISize I 12 in Diam IE~t Losses Groove End w/Headwall !Length 107.00ft ISlope I 0.37% IUp Invert 119.30 ft ,1Dn Invert I 118.90 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover -- I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft 1Drop across MH I 0.00ft ·1Ex/lnfil ~ate -I 0.00 in/hr Record Id: P-622A -·------------------ ------------------- Circular I [Section Shape: !Uniform Flow Method: I Manning's :·1coefficient: I 0.012 !Routing Method: I Travel Time Shift :!Contributing Hyd I JDnNode . I 622 :IUpNode I 622A !Material_ :I unspecified tze l 12 in Diam ---., .!Ent Losses ·-I Groove End w/Headwall --· .. --. -. - !Length I 16.00 ft :!Slope .I 3.13% ---- IUp Invert I 120.00ft 1Dn Invert I 119.50 ft I Conduit Constraints ---- I MinVel I _ MaxVel I ___ Min Slope I Max Slope I Min Cover ----.. --- I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft -- :JDrop across MH I 0.00ft IEx/lnfil Rate I 0.00 in/hr Record ld: P-625 [Section Shape: Circular !Uniform Flow Method: I Manning's I Coefficient: I 0.012 !Routing Method: I Travel Time Shift !Contributing Hyd I IDnNode I 008 IUpNode I 625 I Material I unspecified 'Size I 12 in Diam 'Ent Losses I Groove End w/Headwall 'Length I 102.00 ft 'Slope I 0.83% IUp Invert. I 119.70 ft 1Dn Invert I 118.85 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00 ft 'Drop across M.H I 0.00ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-626 [ Section Shape: Circular Uniform Flow Method: Manning's 'Coefficient: 0.012 ------------------- ------------------- 'Routing Method: I Travel Time Shift _. 'Contributing Hyd .. ·- IDnNode I 625 IUpNode I 626 ·---· . IMat~rial I unspecified . ·1Size I 12 in Diam . .. " " !Ent Losses I Groove End w/Headwall 'Length I 41.00 ft ISlope I 2.24% . - Jup Invert I 120.82 ft .l°n Invert I 119.90 ft . - : I Conduit Constraints I MinVel I MaxVel I Min Slope :1 Max Slope I Min Cover I 0.00 ft/s L 15.00 ft/s I 0.00% J 50.00% I 0.00 ft ---· " -·-" :1Dr~p ac~oss :H I 0.00ft .... :IEx/lnfil Rate I 0.00 in/hr .. -. .. . Record Id: P-627 _,se.ction Shape: :I Circular -\ !Uniform Flow Metho~: I Manning's [Coefficient: 0.012 I Routing Method: .. I Travel Time Shift ~ributing Hyd IDnNode . I 625 IUpNode I 627 !Material I unspecified !Size I 8 in Diam .. !Ent Losses I Groove End w/Headwall !Length I 41.00 ft !Slope I 0.98% IUp Invert I 120.20ft 1Dn Invert I 119.80 ft I Conduit Constraints I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 0.00 ft/s I 15.00 ft/s I 0.00% I 50.00% I 0.00ft 1Drop across MH I 0.00ft lh/lnfil Rate I 0.00 in/hr Record Id: P-631 'Section Shape: . I Circular !Uniform Flow Method: ·r Manning's 'Coefficient : I 0.012 ·,Routing Method: I 1g Hyd I .. I 631 Travel Time Shift [Contributin JDnNode . f 627 [UpNode ------------------- -------------------- !Material .I unspecified [Size I 8 in Diam IEnt losses I Groove End w/Headwall llength . ii 26.00 ft [Slope I 0.38% IUp Invert I 120.60 ft [On Invert I 120.50 ft Conduit Constraints MinVel I MaxVel I Min Slope I Max Slope ,[ Min Cover 0.00 ft/s I 15.00 ft/s I -- 0.00% I 50.00% J 0.00ft ---.. 1Drop across MH I 0.00 ft IEx/lnfil Rate I 0.00 in/hr Record Id: P-633 !Section Shape: . ---- I I Circular :!Uniform Flow Method: I Manning's [Coefficient: I 0.013 !Routing Method: I Travel Time Shift Contributing Hyd IDnNode .. I 631 [UpNode I 633 !Material_ I unspecified IS~e I 6 in Diam [Ent Losses eadwall Groove End w/He fpe [Length 22.00 ft [Up Invert r 121.20 ft [Dn Invert I 1.18% I 120.94 ft Conduit Constraints MinVel MaxVel Min Slope Max Slop >e I Min Cover 0.00 ft/s 15.00 ft/s 0.00% 50.00% I 0.00ft [Drop across MH 0.00 ft [Ex/lnfil Rate I 0.00 in/hr Record Id: P-634 !Section Shape: I Circular I !Uniform Fl~~ M.ethod: I. Manning's [Coefficient: !Routing Method: I Travel Time Shift [Contributing Hy IDnNode • I 633 JupNode - IMateri~I I unspecified !Size .. I 0.012 d I 634 I 6 in Diam IEnt Losses I . Groove End w/He adwall ' ------------------- ------------------- !Length ... ·1 30.00 ft !Slope . . .. I 7.20% ·-· -- IUp Invert I 123.20 ft 1Dn lnve~ I 121.04 ft . . --·~ . ·1 Conduit Constraints ·1 MinVel I MaxVel I Min Slope 'I Max Slope I Min Cover 1. 0.00 ft/s I 15.00 ft/s J 0.00% I 50.00% I 0.00ft .. 1Dr~p across MH ·I 0.00 ft IEx/1.nfil Rate I 0.00 in/hr Record Id: P-FS001 I !Section Shape: . I Circular IU.niform Flow Method: I Manning's ,[Coefficient: I 0.012 touting Method: I Travel Time Shift . Contributing Hyd IDnNode I 010 [ FS-001 ---- !Material I unspecified '1Size I 24 in Diam IEnt Losses I Groove End w/Headwall !Length I 33.00 ft ,,Slope I 2.30% ,, [Up Invert 115.66 ft [Dn Invert 114.90 ft Conduit Constraints MinVel MaxVel I Min Slope I Max Slope Min Cover 0.00 ft/s 15.00 ft/s I 0.00% I 50.00% 0.00 ft [Drop across MH I 0.00ft [Ex/lnfil Rate 0.00 in/hr Node Records Record Id: 001 1Descrip: [Prototype Record [Increment 10.10 ft [Start El. .1118.60 ft . IMax El. . 1121.50 ft .. Void _Ratio 1100.00 . I r Condition [Existing Structure Type 1CB-TYPE 1-48 r Groove End w/Headwall (ke=0.20) ~hannelization INo Special Shape ,r10.00 ft I Bottom Area 119.635 _sf JMH/CB Type Node ------------------- ------------------- Record Id: 002 1Descrip: .. :!Prototype Record ... !Increment 10.10ft !Start El. ;1117:00~ IMaxEI. 1121.30 ft Void Rat~o!l~OO.O~ Stwctur~ Type ICB-TYPE 1-48 .•. , Condition JIExisting r FIGroov_e End w/Headwall (ke=0 .. 20); Channelization No Special Shape !Catch _ :10.00 ft Bottom Area 119.635 sf --·-.. IMH/CB Type Node _ Record Id: 003 ... .. 1D~scrip: ,!Prototype Record I Increment 10.10 ft !Start El. :1117.50 ft IMax El. 1121.90 ft .. Void Ratio 1100.00 I I r Condition '.!Existing .. . Struc.ture Type ICB-TYPE 1-48 _ F Groove End w/He~dwall (ke=0.20) !Channelization I No Special Shape ICat·c·h 10.00 ft . Bottom Area 119.635 sf [MH/CB Type Node Record Id: 004 1Descrip: !Prototype Record I Increment 10.10 ft IStart El. 1117.75 ft JMax EL 1122.75 ft IVoid Ratio 1100.00 I r !Condition !Existing Structure Type ICB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) Channelization No Special Shape . - ICatch . 10.00 ft .1Bottom Area 119.635 sf IMH/CB Type Node Record Id: 005 1Descri~: '. Pr~totype Record .[Increment 10.10 ft ------------------- ------------------- F 1116~~0 ft l~ax El. 1122.00 ft I Void Ratio 1100.00 r Condition !Existing . Structure Type ICB-TYPE 1-48 I Ent Ke . : Gro~v~ End w/H,ead:,;all (ke~0.20) Ch;;~elization N; Special .Shape ,IC.atch __ _,10.00 ~ _ . Bottom Area 119~635 sf [MH/CB Type. Node Record Id: 006 1Desc.rip; .. \IPro~otype Record .. llncrem~nt .10.10 ft -- I !Start El. -1117.95 ft . !Max El. 112250 ft !Void Ratio'llOO.~O . r !Condition IExistin~ . .• .. Structure Type 1CB-TYPE 1-48 !Ent Ke :1Groove End w/Headwall (ke=0.20) Channelization No Special Shape ,•-• -•·v---.,.. • ~· '" •• '""' '"" ,-• • icatc~ .. 110.00 ft Bottom Area 119.635 sf IMH/CB Type Node . . . Record Id: 007 ID.escrip: . IP~ototype Record llncrem.ent . 10.10 ft IStart El. 1116.85 ft IMaxEI. 1122.25 ft IVoid Ratio 1100.00 I r !Condition !Existing !Structure Type ICB·TYPE 1-48 FIGroove End w/Headwall (ke=0.20) !Channelization No Special Shape ~10.00 ft I Bottom Area 119.635 sf IMH/CB Type Node Record Id: 008 1Descrip: . IProt~Wpe Record [Increment r.r116.85 ft r ·•Void Ratio:1100.00 .I . r r.10ft 1122.00 ft Condition I Existing !Structure Type [CB·TYPE 1-48 F Groove End w/Headwall (ke=0.20) !Channelization No Special Shape ------------------- ------------------- !Catch .1°·~0 ft Bottom Area 119.635 sf IMH/CB Type Node Record Id: 009 IDescri~: trototype R~cord. .. llnueme~t 10.10 ft !Start El. _ :1116.00 ft ,~ax El. 1121.50 ft !Void R~tio 1100.00. I .. Structure Type 1CB-TYPE 1-48 !Condition :[Exi~ting IE~t Ke... l~roov~ End w/H-~adwall (ke:0.20~ Channe~-zati:n INo~pecial Shape !Catch :10.00 ft ... . ,MH/CB Type Node . . Record Id: 009A :1Descrip: lPrototype Record !Start El. :[114.00 ft Bottom Area ·[Increment ·1Max El. 119.635 sf 10.10 ft 1121.75 ft r IVoid Ratio 1100.00 r !Condition !Existing Structure, Type ICB-TYPE 1-48 r Groove End w/Headwall (ke=0.20) Channelization No Special Shape . . r,O.OOft Bottom Area 119.635 sf IMH/CB Type Node Record Id: 010 1Descrip: !Prototype Record I Increment ,0.10 ft !Start El. 112.00 ft !Max El. 1121.30 ft Voi.d Ratio 1100.00 r Condition !Existing . Structure Type !CB-TYPE 1-48 r1Groove End w/Headwall (ke=0.20) Channelization No Special Shape . ' . ~ ----·~ -~ " !Catch 10.00 ft · Bottom Area 119.635 sf IMH/CB Type Node ------------------- ------------------- Record Id: 579 1Descrip: IProt;type R~cord . llncrem~nt . 10.10ft -• '' -0 • --' --• - ril12.18ft ;IMax El. 1120.37 ft ivoid Ratio 1100.00 . Struc~ure Type ICB-TY~E 1-48 r 'Condition JExisting JEnt.Ke . :1Groo~e End w/Headwall (ke:0.20) Channelization No Special Shape + • • - lcatch t.ooft . .. .. 1Bottom Area " • + 119.635 sf IMH/CB Type Node . . Record Id: 590 ·-+, •• .. 1J~cr~~en~ 10.10ft JDescrip: '!Prototype Record !Start El. ,1114.50 ft IMax El. 1120.30 ft 'Void Ratio 1100.0_0 . r 'Condition !Existing . Structure Typ.e JCB-TYPE 1-48. F Groove End w/Headwall (ke;0.20) Channelization I No Special Shape rfOOft f MH/CB Type Node Record Id: 591 IOescrip: !Prototype Record !Start El. 1116.38 ft IVoid Ratio 1100.00 !Condition !Existing F Groove End w/Headwall (ke=0.20) . -. r,O.OOft IMH/CB Type Node Record Id: 592A 'Descrip: :[Prototype Record !Start El. !1114.0D ft "' .. !Botto~ Area f 19.635 sf !Increment ,0.10 ft !Max El. 1120.51 ft f Structure Type 1CB-TYPE 1-48 Channelization No Special Shape !Bottom Area 119.635 sf - _,Increment f 0.10 ft 'Max El. f 120.40 ft ------------------- ------------------- !Void Ratio 1100.00 r !Condition l~~ist~~g. . . . Stru.cture Type 1CB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20): Channelization No Special Shape r 10.00 ft .. . . B~tto,;, ~;ea 119.635 sf . . [MH/CB Typ~ Node Record Id: 5928 ·1Desmp: · :IP~to~~peRec~rd ••<' 10.10 ft I Increment !Sta.rt EL 1113:~2 ft !Max EL 1120.15 ~ Void Ratio 1100.00_ J . Condition JExis~ing !Structure Type ICB:TYPE 1-48 !Ent Ke ilGroove End. w/HeadwaU (ke=0.20) !Channelization No Special Shape r1~-oo_: · I Bottom Area .119.635 sf IMH/CB Type Node ~ Record Id: 593A IDescrip: !Prototype Record llncr-ement 10.10ft IStart El. 1113.54 ft IMaxEI. 1120.50 ft Void Ratio 1100.00 r Condition !Existing Structure Type ICB-TYPE 1-48 I Ent Ke. !Groove End w/Headwall (ke=0.20) Channelization No Special Shape FIO.OOft !Bottom Area 119.635 sf IMH/CB Type Node Record Id: 593B IDescrip: ·1Prototype Record !Increment 10.10 ft ·1start El. 1114.01 ft . . . IMax El. 1120.21 ft Void Ratio 1100.00 r . Condition :!Existing Structure Type ICB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape ------------------- ------------------- !Catch . 10.00 ft . __ ,, M H/CB Type Node Record Id: 593C 1Desrnp: _ :IPr;t-otype Record !Start El. !1114:90 ft IVoid Ratio;1100.oo !Condition !Existing !Ent Ke ... !Groove Endw/Headwall (ke=0.20) r 1 0.00ft IMH/CB Type. Node Record Id: 593D 'loescrip: Jrrototype Record !Start El. '1115.29 ft Bottom Area [12.5664 sf I Increment 10.10ft !Max El. 1120.00 ft I I Structur~-TypeJCB-TYPE 1-48 ~han:eliz~~ion INo s:ecia~-Sha:e Bottom Area [Increment [Max El. 119.6~5 sf 10.10 ft 1119.89 ft r ---- !!Void Ratio 1100.00 r !Condition !Existing Structure Type 1CB-TYPE 1-48 .. !Ent Ke . !Groove End w/Headwall (ke=0.20) Channelization No Special Shape r,0.00 ft !Bottom Area 119.635 sf [MH/CB Type Node Record Id: 594 jDescrip: !Prototype Record !Increment 10.10 ft !Start El. 1115.68ft IMaxEI. 1120.10 ft !Void Ratio 1100.00 r !Condition IEx.isting Structure Type 1CB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Channelization No Special Shape !Catch... 10.00 ft . I Bottom Are~ 119.635 sf IMH/CB Type Node ·- ------------------- ------------------- Record Id: 594A 1Descrip: !Prototype Re~ord - •llncre-~ent 10.10 ft !Start El. ,1115.45 ft !Max El. 1120.25 ft Void Ratio 1100.00 . •· . I Condition !\Existing . . Structure Type 1CB-TYPE i=48 !En.t Ke . JGroove .End w:Headwall (ke=0.20) Channeliz.ation \No Special Shape !Catch ... 10.00 ft .. -· Botto~ Area .-119.635 sf r IMH/CB Type Node Record Id: 595 1Descrip~ ,IPro;~type Record -'. - 'l'ncrem~-nt 10.10 ft !Start El. 11.15.29 ft -· IMax El. 1120.34 ft .\Void Ratio:1100.00 :I r ' < -· " • " • -.... • • Str~~;ure Type 1CB-TYPE 1-48 \Condition 'I Existing. F Groove End w/Headwall .(ke=0.20) Channelization No Special Shape ICatch _ [0.00 ft Bottom Area [19.,635 sf IMH/CB Type Node Record Id: 596 1Descrip: I Prototype Record 'Increment ,0.10 ft /Start El. ,1116.23 ft I Max El. [120.03 ft ' lvoid R.atio Jrno.oo I r Condition 'Existing Structure Type 1CB-TYPE 1-48 r Groove End w/Headwall {ke=0.20) Channelization No Special Shape ~ 10.00 ft I Bottom Area 119.635 sf IMH/CB Type Node Record Id: 603 JDescrip: '/Prototype Record /Start El. 1116.00 ft [Increment 'Max El. ·10.10 ft 1120.95 ft ------------------- ------------------- IVoid Ratio:\100.00 I r 1c~~ditio~ IExisti~g-·· . Structure Type CB-TYPE 1-48 FIGroove End w/Head;;,;all (ke.=0.20) Channelization No Special Shape ~ 10.00 ft .. . Bottom Area 119.635 sf [MH/CB Type Node Record Id: 606A f oescrip: IPrototy~e Rewrd -· f ncrement .. 10.10 ft !Start El. .1111.54 ft IMax El. 112050 ft .... ' --~-,. -.... .· --' --+ - . Void Ratio'll00.00 -r Condition !Existing : Structure Type ,CB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) Channelization No Special Shape . -. . -. -. -~· . . . . -. . ----. Jcat:h ..... :10.0~ ft ·-'" BottomArea 119.635 sf .. IMH/CB Type.Node. Record Id: 606B 1De~crip: !Prototype Record I Increment 10.10 ft !Start El. 1111.64 ft !Max El. 1121.00 ft !Void Ratio 1100.00 I r !Condition !Existing Structure Type 1CB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) Channelization No Special Shape r,0.00ft ·!Bottom Area 119.635 sf IMH/CB Type Node Record Id: 607 1Descrip: :!Prototype Record !Increment 10.10 ft !Start El. '1115.75 ft !Max El. 1119.33 ft Void Ratio,1100.00 I I r Condition ;!Existing !Structure Type 1CB-TYPE 1-48 F Groove End w/Head~all (ke=0.20) !Channelization !No Special Shape ------------------- ------------------- !Catch ,~.00 It !Bottom Area 119.635 sf . ------ IMH/CB Type Node Record Id: 610 IDescrip: ,1Prototype Record ii Increment 10.10 ft Fllll.78~~ IMaxEI.-.. Fft • Void Ratio 1100.00 . r : Condition '!Existing : Structure Type rB-TYPE 1-48 F Groove End w/Headwall (ke=0.20) Ch;nnelization N~ S~~cial Shape !Catch. :10:00 ft . !Bottom Area 1~9-.~3~ sf . . ----- IMH/CB Type Node Record Id: 611 IDescrip: !Prototype Record !Start El. ,1116.92 f~ [Increment . . IMaxEI. 10.10ft 1120.75 ft IVoid Ratio 1100.00 I r !Condition !Existing Structure Type ICB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) Channelization No Special Shape r 10.00 ft Bottom Area 119.635 sf [MH/CB Type Node Record Id: 6118 1Descrip: 'Prototype Record I Increment 10.10ft 'Start El. 1114.45 ft IMax EL 1121.80 ft IVoid Ratio 1100.00 .1 I r 1Condition !Existing Structure Type ICB-TYPE 1-48 [Ent Ke Groove End w/Headwall (ke=0.20) Channelization INo Special Shape l~atch Jo.oo ft 1Bottom Area 119.635 sf IMH/CB Type Node ------------------- ------------------- Record Id: 611C 1Descrip: !Prototype Record llncre~ent 10.10 ft Fll14.58ft JMax El. 1121.20 ft IVoid Ratio 1100.00 t I r !Condition !Existing. .• Structure Type ICB-TYPE 1-48 IEnt Ke '!Groove End w/Headwall (ke=0.20) Channelizatio.n INo Special Sha~e !Catch JO.DO ft : Bottom Area 119.635 sf IMH/CB Type Node Record Id: 612 -· ---. I 1Descrip: I Prototype Record I Increment ID.10 ft ·1start El. '1114.46 ft IMax El. 1120.40 ft !Void Ratio 11.00.00. [ ... _ .... , .. _ !Condition !Existing . .. . . Stru~ture Type F8 r r Groove End w/Headwall (ke=0.20) Channelization No Special Shape P-10.00ft .,Bottom Area 119.635 sf [MH/CB Type Node Record Id: 613 f Descrip: !Prototype Record !Increment 10.10ft !Start El. 1117.11 ft IMax El. 1120.49 ft IVoid Ratio 1100.00 I !Condition !Existing !Structure Type ICB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) I Channelization No Special Shape ri~-OOft IMH/CB Type Node Record Id: 614 1Descrip: f P:ototype Record !Start El. 1115.49 ft !Bottom.Area [Increment [Max El. 119.635 sf ro.10 ft 1121.86 ft r ------------------- ------------------- lvo~d Ratio 1100~00 . . . r !Condition IEx.isting. Structure Type ICB-TYPE 1-48 r Groove End w/Headwall (ke=0.20) Channelization I No Special Shape r10.00 ft . 1B~ttom Area 119.635 sf . -. . ~~Bfy~N~ . ·-.. -· Record Id: 615 'Oescrip: .. i,Pro~~type -~eco;d :jlncr~;,,en;· 10.10 ft 'Start El. ,,117.68 ft ,~ax ii 1122:03 ft lv"oid ;~tio',100.00 . . ... . . .. r r=o.ndition :\Existing Structure Type \CB-TYPE i-48 \~nt Ke troove End w/Headwall (ke~0.20) Channelization No Special Shape ~ 10.00 ft . 1Bo~tom Area 119.635 sf [MH/CB Type Node_ Record Id: 620 'Descrip: 'Prototype Record . 'Increment ,0.10 ft 'Start El. 1119.63 ft 'Max El. 1121.78 ft !Void Ratio 1100.00 I r !Condition 'Existing !Structure Type ICB-TYPE 1-48 r Groove End w/Headwall (ke=0.20) 'Channelization No Special Shape r,0.00 ft 'Bottom Area 119.635 sf IMH/CB Type Node Record Id: 621 1Descrip: 'Prototype Record 'Increment ,0.10 ft 'Start El. 1117.80 ft 'Max El. 1122.00 ft !Void Ratio 1100.00 I r !Condition 'Existing Structure Type ICB-TYPE 1-48 FIGroove End w/Headwall (ke=0.20) Channelization No Special Shape --------------·----- ------------------- ~,O.OOft -- Bottom Area _ '[19.635 sf MH/CB Type Node Record Id: 622 [Descrip: -!Prototype Record _,l~cremen~ -,0.10 ft !Start El. .1118.30 ft - !Max EL 1123.0~ ft ---- Void RatioJrno:OO I . Condition '[Existing IStruc:ureType_[cB-~PE -1-48 -· ' .... ,,, .. ·--·· !Ent Ke l~roove Endw/H~~d-wall (ke=0.20) ICha-nnelizati~n No Special ~~ape :,Catch :ID.OD ft ·1Bottom Area 119.635 sf -. -·-· ·---.. -----· :IMH/CB Type Node a• -• -• Record Id: 622A 1De:crip: ,,Prototype Record !Start El. ~,118.30 ft -- [Increment [Max El. 10.10ft 1123.80 ft -- r Void. Ratio IW0.00. I -. . r Condition !Existing Structure Type ICB-TYPE 1-48 FIGroove End w/Head.vall (ke=0.20) Channelization No Special Shape . r 1 0.00ft Bottom Area 119.635 sf IMH/CB Type Node Record Id: 625 IDescrip: !Prototype Record I Increment .10.10 ft !Start El. J118.20 ft .IMaxEI. 1122.89 ft IVoid Ratio,1100.00 r !Condition ·1Existing Structure Typ~[CB-TYPE 1-48 . !Ent K-~ . !Groove End w/Headw~II (k~=0.20) Channelization No Special Shape !Catch ,10.00 ft Bottom Area 119.635 sf . . l~H/CB Type Node -------------------. . -------------------. . . - Record Id: 626 1Descrip: IP.rototype Record jincrement . ·_ --- 10.10ft !Start El. ,1119.50 ft. IMax El. 1122.20 ft IVoid Rat~o.1100.00 I r !Condition !Existing . !Structure. ~ype 1CB-TYPE 1-48 !Ent Ke··· JGroove~nd w/Headwall (ke;0.20) !Channelization No~pecial-Sh~pe ~10.00ft :I Bottom Area 11~:635 sf . "". " " "" IMH/CB Typ~-Node ·---- Record Id: 627 JDescrip: t;~~~type R~~~;d I Increment 10.10 ft !Start El. . 11118.90 ft IMaxEI. 1123.65 ~ IVoid Ratio:1100.00 r -·••• •• '.,,,,, '"" o• ~--~ • !Condition ;!Existing . . . • Structure Type ICB-TYPEl-48 ;I Ent Ke ! Groove End w/Headwall (ke;Q.20) Channelization No Special Shape ' I . . . . • • r,O.OOft " ,¥•----. ' . -. ~---~ [M H/CB Type Node /Bottom ~rea [19.635 sf Record Id: 631 /Descrip: /Prototype Record /Increment 10.10ft /Start El. ,/119.30 ft /Max.El:. 1124.31 ft . Void Ratio.,100.00 Con.dition /Existing. . ... StrucWre Type ,CB-TYPE 1-48 /Ent Ke ... '. Groove End w/Headwall (ke=0.20): Channelization No 5~-e~i~I Shape /Catch ,0.00 ft /MH/CB Type Node . Record Id: 633 . . :loescrip: · Prototype Record ,~t~rt El. '1119:;~ ft .. :/Bottom Area --·-·· --. -- :/Increment /Max El. 119.6~5 sf ·,0.10 ft [124.60 ft r ------------~------ ------------~--------- (aid Ratio,1100.00 I -r 1condition IExistmg Structure Ty~~ ICB-TYPE 1-48 .. ···- IEnt Ke i Groove End w/Headwall (ke=o.20r Channelization !No Special Shape ·--· -. ... . . . .. r10.o_o_ft_ -!Bottom Area 119.635 sf .. . . " .. [MH/CB Type Node -------· . Record Id: 634 1·Desc;ip: ,1~~~t~t~~e Record I Increment 10.wtt-_ !Start ~I. -!1121 .. 1°. ft-- -~·----------· !Max EL_ 1124.60 ft -to,~ Ratio,1100.00 __ r icondition ii Existing ___ _ i Structure Type 1CB-TYP~ 1-48 IEntKe _ IGro:ve-End w/Headw:U(ke=0.20) Channelization No Spedal Shape r10.°.o_ft . ~---· -. _ -·-·· JBottom Ar~: . .119.635 sf IMH/CB Type Node Record Id: FS-001 1Descrip: _IPro~otype Record !Increment 10.10 ft !Start El. :1114.00 ft IMax El. 1121.50 ft !Void Ratio 1100.00 r !Condition IExisUng . .. Structure Type 1CB-TYPE 1-48 . FIGroove End w/Headwall (ke=0.20)' Channelization No Special Shape !Catch .. ,0.00 ft 1Botto_m Area _ 119.635 :f IMH/CB Type Node Record Id: 1-09 1Descrip: :!Prototype Record I Increment 10.10ft ISta~ El. iJ107.90 ft !Max El. 1119.75 ft : Void R.atio:1100.00 I r • Condition'JExisting · Structure Type 1CB-TYPE 1-48 !Ent Ke j Groove End w/Headwall (ke=0.20) Channelization No Special Shape ------------~------ --<--------~ -... ------ !Catch . . :10.00 ft Bottom Area [19.635 sf IMH/CB ~pe:~de Record Id: P-OOSA 1Descrip:. :IPro~~type Record I Increment . f Oft !Start El. J118.65 ft [Max E~ 1122.00 ft 0 Void Ratio,1100.00 r . . . Condition .!Existing .. . Structure Type \CB-TYPE 1-48 IE~t ~e . : Groove End w/Headwall ike~O.iO) Chan~eliza~·ion No S~ecial Sha~e l~a~~h Ja:~Oft . . . . . · ~Otto,;, A;e; 119.~3~sf .. [MH/CB Type Node Contributing Drainage Areas Record Id: 32 [Design Method [ SBUH [Rainfall type TYPElA.RAC --·----- IHyd lntv I 10.00 min IPeak.ing Factor I 484.00 .. IStorm Duration I 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area I 0.00 ac IDCIA I 10.28 ac IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I O.OOmin IDCTC I 5.00min DCI -CN Cale I Description I SubArea I Suben I Industrial I 10.28 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 -- DCI -TC Cale I Type I Description _I Length I Slope I Coeff I Misc I n !Sheet I 0.00ft I 0.0% I 5.0 I 0.00 in I 5.00 min Pervious TC I 5.00min ---· Record Id: 32A-593C --~--------~------- ----~------·~----~---. -,· . . . ----- !Design Method I SBUH :!Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min teaking Factor I 484.00 !Storm Duration I 24.00 hrs !Abstraction Coeff I 0.20 .. IPervious Area I 0.00 ac ;IDCIA I 0.443 ac .. IPervious CN I 0.00 :IDCCN I 98.00 . . . . . .. IPervious TC . ;I 25.3349 min ;IDCTC. I 5.00min . . ... I Pervious TC Cale . .. . . I Type I Description I Length I Slope I Coeff I Misc I n !Sheet _ !something_ I 350.00 ft I 1.25% I 0.05 I 2.50 in :I 15.1337 min . • ,Shallow :!shallow I 235.00 ft I 0.9% I 0.06 .. :[ __ I 7.7166 min .. . · 'Shallow ·,something I 23.00 ft ·I 3.0% I 0.04 I ,I 0.2758 min .. • !Shallow ;!shallow I 43.50 ft I 3.5% I 0.035 I I 0.4225 min . Pervious TC I 23.5486 min . DCI -CN Cale . .. , I Description .i SubArea I Suben I Industrial I 0.443 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 I DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT /Sheet I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00 min Pervious TC . I 5.00 min Record Id: 32A-593D /Design Method I SBUH /Rainfall type I TVPElA.RAC IHyd lntv ./ 10.00 min /Peaking Factor I 484.00 /Storm Duration I 24.00 hrs /Abstraction Coeff I 0.20 /Pervious Area I O.OOac IDCIA I 0.25 ac /Pervious CN I 0.00 .IDCCN I 98.00 /Pervious TC I 25.3349 min IDCTC I. 5.00 min . . . ----~------~------- --.... ,_ -... 1!!1111 -·-·-· ---1!11111 ---- I Pervious TC Cale . . . . . . . . .. I Type I Description I Length I Slope I Coeff I Misc I TT ISheet !something I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min . -. . - !Shallow .,shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow !something I 23.00 ft I 3.0% I 0.04 :1 0.2758 min IShaUow . .,shallow . I 43.50 ft I 3.5% I · 0.035 I 0.4225 min . .. Pervious TC I 23.5486 min •· .. . .. . . . . .. . . . .. . DCI -CN Cale I Description I SubArea I Suben . . . .. . ' . . I Industrial I 0.25 ac I 98.00 . -... . ' .. . I DC Composited CN (AMC 2) I 98.00 .. DCI -TC Cale . , ~--.. . ' . ' I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet I 0.00 ft I 0.0% I 5.0 I O.OOin I 5.00min Pervious TC 5.00min j Record Id: 32A-594 !Design Method I SBUH I Rainfall type I TYPElA.RAC IHyd lntv I 10.00min !Peaking Factor I 484.00 IStorm Duration I 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area I 0.00 ac IDCIA I 0.24 ac IPervious CN . I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT , !Sheet !something I 350.00ft I 1.25% I . 0.05 I 2.50in I 15.1337 min . . !Shallow _,shallow I 235.00ft ·1 0.9% I 0.06 I 7.7166 min • !Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min . ------i--·-· -.. ----------- ----~-~---~--~-~--- I Pervious TC I 23.5486 min I ... .. DCI -CN Cale ------ I Description I SubArea ·I Sub en -· I Industrial I 0.24 ac I 98.00 ·-----.. --· -.. -. -----" ---· ·- I DC Composited CN (AMC 2) I 98.00 ' DCI -TC Cale -. --··--. -. I Type I Description I Length 1. Slope I Coeff I Misc I TT ·--· . ISheet L 0.00 ft J 0.0% I 5.0 I O.OOin I 5.00 min ----.------ Pervious TC .1 5.00 min .. Record Id: 32A-594A :l~;infall type I Design -~ethod .... I SBUH I TYPElA.RAC IHyd lntv ... I 10.00 min !Peaking Factor I 484.00 IStorm Duration I 24.00 hrs !Abstraction Coeff I 0.20 ---. . IPervious Area I 0.00 ac IDCIA I 0.16 ac JPervious CN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT ISheet jsomething I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min - . !Shallow jshallow I 235.00 ft I 0.9% I 0.06 I I 7.7166 min 'Shallow !something I 23.00 ft I 3.0% I 0.04 I I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I I 0.4225 min Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea I Suben I Industrial I 0.16 ac I 98.00 -----' ... I DC Composited CN (AMC 2) t 98.00 -· ~ --. '" ----~--:---~---~-~--- -~--~-~--~~~-·---~-- DCI -TC Cale ... _,,, . -.. ·--"· •. . I Type I Description I Length I Slope I Coeff I Misc 'I TI .. . !Sheet I -I 0.00 ft L 0.0% I 5.0 I O.OOin J 5.00min I Pervious TC :1 5.00min Record Id: 32A-595 .. -·-. IDesig.n Meth.od. -· I !Rainfall ~pe I SBUH TYPElA.RAC IHyd lntv I 10.00 min '!Peaking Factor I 484.00 IStormDuration I 24.00 hrs :1Abstraction Coeff I 0.20 jtervious Area I 0.00 ac ·1DCIA I 0.225 ac tervi~us c~ I 0.00 ID~CN I 98.00 tervious ~c I 25.3349 min IDCTC I 5.00 min --. -.. I Pervious TC Cale ... I Type I Description _ I Length J Slope ___ I Coeff I Misc -J TI . .. . -. . - • 1Sheet !something I 350.00 ft I 1.25% I 0.05 .I 2.50 in I 15.1337 min ·-.__. IShallow !shallow I 235.00 ft I 0.9% I 0.06 I I 7.7166 min IShallow !something I 23.00 ft I 3.0% I 0.04 I I 0.2758 min IShallow lshallow I 43.50 ft I 3.5% I 0.035 I I 0.4225 min Pervious TC I 23.5486 min DCI-CN Cale -- I Description I SubArea I Suben - I Industrial I 0.225 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet I I 0.00 ft I 0.0% I 5.0 I O.OOin .I 5.00min Pervious TC I 5.00min Record Id: 32A-596 -~--~~~---~--~----- -------------~--~--- '!Design M.ethod. I SBUH !Rainfall type I TYPElA.RAC --. IHyd lntv I 10.00 min :1Peaking Factor I 484.00 IStorm Duration :I 24.00 hrs !Abstraction Coeff I 0.20 -- IPe~ious Area :1 0.00 ac ·1DCIA I 0.366 ac terviousCN I 0.00 'IDCCN I - 98.00 . ·--· ---.. IP~rvious TC I 25.3349 min IDCTC I 5.00 min .. - I Pervious TC Cale -. . . . I Type ·1 Description I Length I Slope I Coeff I Misc :I n ISheet js~mething -I 350.00 ft I 1.25% I 0.05 J 2.50in I 15.1337 min . . . . . - l~hallo~ !shallow I 235.00 ft I 0.9% I 0.06 I ·1 7.7166 min .. . .. . -. . ISha'.lo~ .. lsomething.- I 23.00 ft I 3.0% .1 0.04 'I ·1 0.2758 min --- IShallow !shallow I 43.50 ft I 3.5% I 0.035 I :I 0.4225 min Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea ;I Suben I Industrial I 0.366 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 I DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI /Sheet I I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min I PerviousTC I 5.00min -· -- Record Id: 32J-603 /Design Method I SBUH /Rainfall type I TYPElA.RAC IHyd lntv I 10.00min teaking Factor I 484.00 /Storm Duration I 24.00 hrs Abstraction Coeff I 0.20 /Pervious Area I O.OOac IDCIA I 0.371 ac terviousCN I 0.00 IDCCN I 98.00 /Pervious TC I 25.3349 min IDCTC I 5.00min -----~------~--~---• ------------------- .. I Pervious TC Cale . . . . . . . . .. . ., ¥" . I Type I Description I Length I Slo'pe I Coeff I Misc I TT . !Sheet. Jsomething I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I ,I 7.7166 min !Shallow ,!something I 23.00 ft I 3.0% -I 0.04 I I 0.2758,min . !Shallow :!shallow I 43.50 ft I 3.5% I 0.035 I I 0.4225 min . . Pervious TC ,I 23.5486 min . .. DCI -CN Cale I Description .1 SubArea I Suben .• . . . . .• . I - Industrial I 0.371 ac I 98.00 . .. -· -.. . ... I DC Composited CN (AMC 2) I 98.00 . . . DCI -TC Cale . . . . ... I Type I Description I Length I Slope .I· Coeff I Misc I TT . : !Sheet I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min Pervious TC 5.00min l Record Id: 32K-607 !Design Method SBUH !Rainfall type I TYPElA.RAC IHyd lntv 10.00min !Peaking Factor I 484.00 !Storm Duration 24.00 hrs !Abstraction Coeff I 0.20 ·1Pervious Area O.OOac IDCIA I 1.381 ac IPervious CN 0.00 IDCCN I 98.00 IPervious TC 25.3349 min IDCTC I 5.00 min I Pervious TC Cale - I Type :1 Description I Length I Slope I Coeff I Misc I TI -- !Sheet lsometh~ng I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min - IShaUow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow ·!something I 23.00 ft 1. 3.0% -I 0.04 I 0.2758 min -- !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min ------------------- ------------------- I Pervious TC I 23.5486 min I . .. DCI -CN Cale . . I Description I SubArea ,1 Suben .. I Industrial . . . 1. 1.381 ac I 98.00 ---·--. . . . . ' . ---- I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale . .. I Type I Description . I Length I Slope I Coeff I Misc :I TT .. . . IS~eet .... .1. I 0.00 ft I . 0.0% I 5.0 . I 0.00 in I 5.00min . . . Pervious TC J 5.00min Record Id: 32L-001 !Design Method :I SBUH !Rainfall type [ TYPElA.RAC . ' . . IHyd lntv . [ 10.00 min !Peaking Factor . [ 484.00 !Storm Duration I 24.00 hrs t~s:action Coeff i 0.20 IPervious Area I 0.00 ac IDCIA I 0.22 ac IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I O.OOmin IDCTC I 5.00min . DCI -CN Cale I Description I SubArea I Suben I Industrial I 0.22 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TI !Sheet . I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min . Pervious TC I 5.00min Record Id: 32L-002 I Design Method I SBUH f Rainfall type IH;d lntv I 10.00 min .[Peaking Factor TYPElA.RAC 484.00 ------------------- ------------------- IStorm Du ratio~--. 1. 24.00 hrs IA~straction Coeff I 0.20 . .. -, __ ,, IPervious Area I 0.00 ac IDCIA I 0.231 ac ... IPervious CN I 0.00 IDCCN I 98.00 .. IPe-~ious TC . I 0.00 min :IDCTC I 5.00min DCI • CN Cale -·-- I Description I SubArea 1. Suben --'' .. ... . ..• -... I Industrial I - 0.231 ac .1 . 98.00 ... . . I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale . -·--·-.. ..... ... .. .,_ . --·· I Type I Description 1. Length I Slope .I Coeff I Misc I TT .. .. ... . . . .. . . . . .. ISheet I 0.00ft I 0.0% ·I 5.0 I 0.00 in ..1 5.00 min .. .. Pervious TC .1 ... 5.00min ... . .. .. --·-... ---~~-------' . Record Id: 32L-003 ---- Design Method SBUH [Rainfall type TYPElA.RAC lllyd lntv I 10.00min IPe:king Factor I 484.00 IStorm Duratio~ I 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area I 0.00 ac IDCIA I 0.523 ac IPervious CN I 0.00 ·1DCCN I 98.00 IPervious TC I O.OOmin IDCTC I 5.00min DCI-CN Cale I Description I SubArea I Suben I Industrial I 0.523 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT ISheet I I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00 min Pervious TC I 5.00min Record Id: 32L-004 ------------------- ------------------- !Design Method I !Rainfall type I . SBUH TYPElA.RAC . -· . . . IHyd lntv I 10.00 min !Peaking Factor I 484.00 IStorm Duration 'I 24.00 hrs · IAbstra~ion Coeff .1 0.20 .. -.. - IPervious Area J 0.00 ac JDCIA I 0.23 ac te~iousCN I 0.00 .. IDC CN I 98.00 + ·-- . ·--+ • .. IPervious TC " O.OOmin 1~CT~ l 5.00 min . . .. -"· .. . DCI -CN Cale . . . . -- I Description I . SubArea I Sub en I Industrial I 0.23 ac I 98.00 .. . . . . . -· ,_ DC Composited CN (AMC 2) I 98.00 . . ---.. " --. ·-. -"" .. -·--· DCI -TC Cale ., ·-. I Type :I _ Description I Length !I Slope I Coeff I Misc 'I n -!Sheet I 0.00ft I _____ 0.0% -I 5.0 I O.OOin ;I 5.00min -------. --· ---. -. ·---. I Pervious TC J 5.00 min Record Id: 32L-005 'Design Method SBUH IRai nfall type I TYPElA.RAC IHyd lntv 10.00 min !Peaking Factor I 484.00 'Storm Duration 24.00 hrs 'Abstraction Coeff I 0.20 'Pervious Area 0.00 ac IDCIA I 0.122 ac 'Pervious CN 0.00 IDCCN I 98.00 IPervious TC O.OOmin IDCTC ' I 5.00min DCI • CN Cale - I Description I SubArea I Suben I Industrial I 0.122 ac I 98.00 ... I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale - I Type I Description _I Length I Slope ,I Coeff I Misc I TT .. !Sheet l I 0.00 ft I 0.0% .1 5.0 I 0.00 in I 5.00min --- Pervious TC I 5.00min ------------------- ------------------- Record Id: 32L-006 !Design Method I SBUH !Rainfall type _ I TYPElA-RAC -- IHyd lntv. I 10.00 min .1Peaking Factor I 484.00 , . -- !Storm Durati.on -_ I 24.00 hrs !Abstraction ~oeff I 0.20 ----, -- IPervious Area I 0.00 ac IDCIA I 0.294 ac tervious CN .. 'I 0.00 IDCCN I 98.00 ---- tervious TC _ _ I 0.00 min IDCTC I 5.00min DCI -CN Cale I Description I SubArea I Suben I Industrial I 0.294 ac I 98.00 --- L DC Composited CN (AMC 2) I 98.00 ---- DCI -TC Cale . I Type I Description I Length I Slope I Coeff I Misc I TI • 1Sheet I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min ------- Record Id: 32L-007 [Design Method [Hyd lntv [Storm Duration ·rPervious Area [Pervious CN [Pervious TC r I I I I I I Description Industrial Pervious TC SBUH f Rainfall type 10.00 min f Peaking Factor 24.00 hrs f Abstraction Coeff 0.00 ac rDCIA 0.00 IDCCN 0.00 min rDCTC DCI -CN Cale SubArea I 0.211 ac DC Composited CN (AMC 2) DCI -TC Cale -------------- I 5.00min II I TYPElA.RAC I 484.00 I 0.20 I 0.122 ac I 98.00 I 5.00min I Suben I 98.00 I 98.00 ----- ------------------- I Type I Description I Length I Slope ·I Coeff I Misc I TI ISheet I I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00 min ·• Pervious TC I 5.00min . Record Id: 32L-008 1Desi~n Method I SBUH !Rainfall type I TYPElA.RAC . . -. . - IHyd lntv ii 10.00 min IPea~ing Factor I 484.00 . .. .. . . IStorm Durati~n I 24.00 hrs !Abstraction Coeff I 0.20 .. IPervious Area I 0.00 ac IDCIA I 0.138 ac ' IPervious CN I 0.00 .IDCCN I 98.00 .• . . . . IPervious TC I 0.00 min IDCTC I 5.00min . . DCI -CN Cale .. . I Description I SubArea I Suben I ...... Industrial I 0.138 ac I 98.00 . I DC Composited CN (AMC 2) :I 98.00 .. .. . . .. . DCI -TC Cale -.. . I Type I Description I Length I Slope ·I Coeff I Misc I TT ISheet I I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min PerviousTC I 5.00min Record Id: 32L-579 !Design Method I !Rainfall type I . SBUH TYPElA.RAC IHyd lntv I 10.00 min !Peaking Factor I 484.00 !Storm Duration I 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area I 0.00 ac IDCIA I 0.167 ac IPervious CN I 0.00 IDCCN I 98.00 IPervio-us TC I 25.3349 min . IDCTC I 5.00 min I Pervious TC Cale I Type :1 Description I Length I Slope I_ Coeff I Misc I TT . - ISheet Jsomething I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min . ------------------- ------------------- : !Shallow jshaUow I 235.00 ft I 0.9% ,1 0.06 J 7.7166 min . . !Shallow. l~o~ething I 23.00 ft I 3.0% I 0.04 I 0.2758 min · !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min . . . . . ... DCI -CN Cale . -. . .. I Description I SubArea I Suben . .. .. - I Industrial I 0.167 ac I 98.00 . . I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type J Description I Length I Slope I Coeff I Misc I TT . [Sheet I 0.00 ft :I 0.0% I 5.0 I 0.00 in I 5.00 min Pervious TC I 5.00 min ' Record Id: 32L-606A !Design Method 1. SBUH !Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min !Peaking Factor I 484.00 !Storm Duratio.n I 24.00 hrs !Abstraction Coeff I 0.20 JPervious Area I O.OOac ,IDCIA I 0.244 ac JPervious CN I 0.00 IDCCN I 98.00 JPervious TC I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale I Type I Description I length I Slope I Coeff I Misc I TT !Sheet jsomething I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I ,J 7.7166 min !Shallow jsomething I 23.00 ft I 3.0% I 0.04 I I 0.2758 min !Shallow jshallow I 43.50 ft I 3.5% I 0.035 I I 0.4225 min Pervious TC . I 23.5486 min DCI • CN Cale I Description I SubArea I Sub en ------------------- ------------------- Industrial 0.244 ac DC Composited CN (AMC 2) [ 98.00 =3 98.00 DCI • TC Cale ., I Type ;I Description [ Length ·I Slope I Coeff I Misc I IShee.t . --. I 0.00 ft I O.~%· I 5.0 I 0.00 in .. I nin TI 5.00 Pervious TC 5.00 min Record Id: 32L-609 !Design Method I SBUH .[Rainfall type IHyd lntv I 10.00 min JPeak.ing Factor . TYPElA.R IAC ) 484.00 !Storm Duration I 24.00 hrs Abstraction Coeff IPervious Area I O.OOac IDCIA IPervious CN I 0.00 IDCCN IPervious TC I 25.3349 min [DCTC ·-.. -~ 5.00mi C I in 0.20 0.42 ac 98.00 I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc TT !Sheet !something I 350.00 ft I . 1.25% I 0.05 I 2.50in 15.1337 min !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow 1~omething I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC 23.5486 min I DCI -CN Cale I I Description I SubArea I Suben I Industrial I 0.42 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale I Type I Description I Length ·1 Slope I Coeff I Misc I TT !Sheet I 0.00 ft I 0.0% I 5.0 I 0.00in I 5.00 min -------------·------ ------------------- ' [ Pervious TC J 5.00 min l Record Id: 32L-611 !Design Method . I !Rainfall type I SBUH TYPElA.RAC . . . IHyd lntv I 10.00 min ,!Peaking Factor I 484.00 1Storm Duration :! 24.00 hrs !Abstraction Coeff I 0.20 . -' . -. . tervious ~rea . I 0.00 ac IDCIA I 0.063 ac . . . . . IPervious CN. I 0.00 IDCCN I 98.00 jPervious TC I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale . .. . . . I Type I Description I Length I Slope I Coeff I Misc I TT . •· !Sheet jsomethi~g .I 350.00ft .I 1.25% I 0.05 I 2.50 in J 15.1337 min . .. '!Shallow !!shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min • !Shallow · 1somethi.ng I 23.00 ft I 3.0% I 0.04 I 0.2758 min -·-. : !Shallow . :!shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min I Pervious TC I 23.5486 min I DCI-CN Cale I Description I SubArea I Suben I Industrial I 0.063 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale --- I Type I Description I Length I Slope I Coeff I Misc I TT /Sheet I I 0.00 ft I 0.0% -I 5.0 I O.OOin I 5.00min Pervious TC I 5.00min Record Id: 32L-612 /Design ~ethod I SBUH /Rainfall type I TYPElA.RAC /Hyd lntv I 10.00min /Peaking Factor 'I 484.00 /Storm Duration I 24.00 hrs /Abstraction Coeff I 0.20 ------------------- ------------------- IPervious Ar~a :I 0.00 ac ID~IA I 0.844 ac . .. . -· -- IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min ;JDC TC I 5.00 min .. . . I Pervious TC Cale I Type I Description I Length !I Slope I Coeff I Misc ,I n . !Sheet :jsomething I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min . . -· " -. !Shallow lshallo~ I 235.00 ft I 0.9% 1. .0.06 .1 7.7166 min .. !Shallow jsomething I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow :!shallow I 43.50 ft I 3.5% .1 0.035 I 0.4225 min .. . - Pervious TC 1 · .. 23.5486 min .. . .. . .. •.. . . .. . DCI · CN Cale I Description I SubArea I Suben 1. Industrial I 0.844 ac I 98.00 .. . . . . .. I DC Composited CN (AMC 2) I 98.00 . . . .. DCI -TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT !Sheet I I 0.00 ft I 0.0% -I 5.0 I 0.00in I 5.00min I Pervious TC I 5.00min Record Id: 32L-613 !Design Method -. -· . - I SBUH I Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min te~king Factor I 484.00 !Storm Duration I 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area I 0.00 ac IDCIA I 1.21 ac IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale .. I Type _ I Description I Length I Slope I Coeff I Misc _ I -TT ---- !Sheet !something I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min ------------------- ------------------- !Shallow .l,shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min - !Shallow !something .. I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow '!shallow I 43.50 ft ;I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min ------ I DCI -CN Cale -... .. --· -- I Description I SubArea I Suben --. ------ I Industrial I 1.21 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 -- DCI-TC Cale I Type L Description -1 - Length ii Slope _ I - Coeff I Misc I n !Sheet . :I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min Pervious TC I 5.00 min ---- Record Id: 32L-614 !Design Method SBUH !Rainfall type I TYPElA.RAC IHyd lntv 10.00 min !Peaking Factor I 484.00 !Storm Duration 24.00 hrs !Abstraction Coeff I 0.20 IPervious Area 0.00ac IDCIA I 0.091 ac IPervious CN 0.00 IDCCN I 98.00 IPervious TC 25.3349 min IDCTC I 5.00 min I Pervious TC Cale I Type I Description I Length I Slope Coeff I Misc I TI !Sheet Jsomething I 350.00 ft I 1.25% 0.05 I 2.50 in I 15.1337 min !Shallow. .Jshallow I 235.00 ft I 0.9% 0.06 ,J 7.7166 min -- !Shallow .!something I 23.00 ft I 3.0% 0.04 1. 0.2758 min !Shallow !shallow I 43.50 ft I 3.5% 0.035 I 0.4225 min Pervious TC I 23.5486 min . DCI -CN Cale I Description I SubArea I Suben ------------------- ------------------- I Industrial I 0.091 ac J 98.00 .. I DC Composited CN (AMC 2) I 98.00 . .. DCI · TC Cale I - Type . j . Description .. 1 .... Length L Slope . I Coeff I Misc .1 .. TT . . . . . ---- ISheet I 0.00ft .I 0.0% .1 5.0 I 0.00 in I 5.00 min . ... Pervious TC I 5.00min . . . .. Record Id: 32N-620 . '1Design Method I SBUH !Rainfall type I TYPElA.RAC IHyd lntv. I 10.00min -!Peaking Factor I 484.00 1Storm Dur.aUon_ I 24.00 hrs !Abstraction Coeff 1. 0.20 .. IPe.rvious Area I 0.00 ac IDCIA I 0.09 ac . .. IPervious CN I 0.00 :IDCCN I 98.00 terviousTC I 25.3349 min IDCTC I 5.00min .. .. . I Pervious TC Cale I Type I Description I length I - Slope I Coeff I Misc n ISheet !something I 350.00 ft 1. 1.25% I 0.05 I 2.50 in 15.1337 min !Shallow jshallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min 'Shallow jsomething I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow jshallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC 23.5486 min DCI -CN Cale I Description I SubArea I Suben . I Industrial I 0.09 ac I 98.00 .. I DC Composited CN (AMC 2) I 98.00 . DCJ-TC Cale 1. Type I Description I Length I Slope I Coeff I Misc :I n . . ISh~et I 0.00ft I 0.0% I 5.0 I 0.00 in I 5.00min ------------------- ------------------- r Pervious TC :[ 5.00 min j Record Id: 32N-621 !Design Method ,1 SBUH !Rainfall type I TYPElA.RAC . IHyd lntv I 10.00 min !Peaking Factor I 484.00 1st.arm Duration .. I 24.00 hrs ,!Abstraction ~oeff I 0.20 . -. . IPervious Area ;I 0.00 ac IDCIA I 0.105 ac . .. .. .. " IPervious CN I 0.00 'IDCCN I 98.00 IPervious TC I 25.3349 min ,IDCTC I 5.00 min I Pervious TC Cale . . I Type I Description I Length I Slope I Coeff I Misc :I TT .. . ISheet jsomet~ing I 350.00 ft 1 .. 1.25% I 0.05 I 2.SOin I 15.1337 min . . !Shallow .!shallow I 235.00 ft J 0.9% I 0.06 I 7.7166 min !Shallow !something I 23.00 ft I 3.0% I 0.04 I 0.2758 min . · 1shallow_ 'lshaUow I 43.50 ft I 3.5% I 0.035 I 0.4225 min I -PerviousTC I 23.5486 min I DCI -CN Cale I Description I SubArea I Suben I Industrial I 0.105 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 DCI -TC Cale - I Type I Description I Length I Slope I Coeff I Misc I TI !Sheet. I I 0.00ft I 0.0% I 5.0 I O.OOin I 5.00min - Pervious TC I 5.00min Record Id: 32N-622 !Design Method I SBUH :!Rainfall type [ TVPElA.RAC IHyd lntv ·1 10.00 min :1Peaking Factor r 484.00 IStorm Duration I 24.00 hrs IAbstractio~ Coeff r 0.20 ------------------- ------------------- IPervious A~ea I 0.00 ac _ IDCIA I 0.165 ac -. -.. -· --. - IPervious CN I 0.00 IDCCN I 98.00 IPervious TC -I 25.3349 min IDCTC I 5.00min --. -- I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc 'I TI - !Sheet .,something I 350.00 ft J -.. 1.25% I 0.05 I 2.50 in I 15.1337 min !Shallow !shallow I 235.00 ft :I 0.9% I 0.06 I :I 7.7166 min -- • !Shallow !something I 23.00 ft I 3.0% I 0.04 I 'I 0.2758 min , !Shallow_ ,!shallow I 43.50 ft I 3.5% I 0.035 I :I 0.4225 min - Pervious TC ,I 23.5486 min . . .. -.. . . . - DCI · CN Cale I Description I SubArea I Suben I Industrial I 0.165 ac I 98.00 .. I DC Composited CN (AMC 2) I - 98.00 DCI-TC Cale I Type I Description I Length I Slope 'I Coeff I Misc I TT , !Sheet I I 0.00 ft -I 0.0% I 5.0 I 0.00 in I 5.00min Pervious TC I 5.00min Record Id: 32N-622A -- 'Design Method SBUH 'Rainfall type I TYPElA.RAC 'Hyd lntv 10.00min 'Peaking Factor I 484.00 'Storm Duration 24.00 hrs 'Abstraction Coeff I 0.20 'Pervious Area O.OOac -,DCIA I 0.126 ac - 'Pervious CN 0.00 IDCCN I 98.00 'Pervious TC 25.3349 min IDCTC I 5.00min I Pervious TC Cale I Type I - Description I Length I Slope I Coeff I Misc I TT -. ------ !Sheet !something I 350.00 ft I 1.25% I 0.05 I 2.50 in ,, 15.1337 min -.. ------------------- ------------------- !Shallow ls.hallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min -" . !Shallow . !something I _ . 23.00 ft I 3.0% I 0.04 I 0.2758 min " . ". !Shallow .jshallow I 43.50 ft :j 3.5% I 0.035 I 0.4225 min . " Pervious TC I 23.5486 min " . . ... . . DCI · CN Cale " . " .. -----. " I Description I SubArea I Sub en . . " . .. .. . I Industrial I 0.126 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 " DCI -TC Cale 1 .. Type I Description ,I Length I Slope I . Coeff I Misc I n . . ... . . !Sheet I I O.DOft I 0.0% I 5.0 I 0.00 in ·1 5.00 min Pervious TC I 5.00 min " .. Record Id: 32N-622b !Design Method I SBUH !Rainfall type I TYPElA.RAC JHyd lntv I 10.00min !Peaking Factor I 484.00 Jstorm Duration I 24.00 hrs !Abstraction Coeff I 0.20 JPervious Area I O.OOac IDCIA I 0.157 ac IPervious CN I 0.00 IDCCN I 98.00 IPervious TC I 25.3349 min IDCTC I 5.00 min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT ISheet Jsomething I 350.00 ft I 1.25% I 0.05 I 2.50 in I 15.1337 min - !Shallow !shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min . . . !Shallow .Jsomething I 23.00 ft I 3.0% I 0.04 I 0.2758 min -. !Shallow Jshallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min .. Pervious TC I 23.5486 min -- I DCI -CN Cale I Description I SubArea I Suben ------------------- ------------------- I Industrial I 0.157 ac I 98.00 ... I DC Composited CN (AMC 2) I 98.00 . . . . . ... DCI-TC Cale I • Ty~e.. .1. Description I . Length .. -1. Slo~e I Coeff . I . _ . Misc ... l TT . . . --· -.. .. 0 -• ------- !Sheet I I 0.00ft :I 0.0% .. I' 5.0 I 0.00.in .•.... 1 5.00 min . . .. Pervious TC .I 5.00min .. . .. ' ··-. . . .. . Record Id: 320-625 !Design Method I SBUH .!Rainfall type I TYPElA.RAC IHyd lntv I 10.00 min !Peaking Factor I 484.00 !Storm Duration I 24.00 hrs !Abstraction Coeff. I 0.20 tervious Ar.ea I 0.00 ac IDCIA I 0.199 ac IPervious CN I 0.00 .IDCCN I 98.00 tervious TC I 25.3349 min IDCTC I 5.00 min --. . I Pervious TC Cale . I Type I Description ·I Length I Slope I Coeff I Misc ·I TT _ ,sheet · ,something I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min !Shallow jshallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow jsomething I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow jshallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min . Pervious TC I 23.5486 min DCI -CN Cale I Description I SubArea I Suben I Industrial I 0.199 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 . DCI -TC Cale I Type I Description :! length I Slope .j Coeff I Misc I TT · 1sheet I 0.00ft I 0.0% I 5.0 I 0.00 in I 5.00min ------------------- ------------------- Pervious TC 5.00min J Record Id: 320-626 . I .. !Design Method SBUH . tainfall typ~ . I TYPElA.RAC . . . IHyd lntv I 10.00 min ,!Peaking Factor I 484.00 !Storm Duration ·I 24.00 hrs !Abstraction Coeff I 0.20 -. . -. . . IPervious Area I 0.00 ac . IDCIA. I 0.59 ac . ~ .. .. . . terviousCN I 0.00 IDCCN I 98.00 . IPervious TC I 25.3349 min IDCTC ,, I 5.00min I Pervious TC Cale .. .1. Type :1 Description I . Length I Slope I Coeff I Misc .1 n . ISheet ·!something I 350.00 ft 1. 1.25% I 0.05 I 2.50 in I 15.1337 min . !Shallow ,!shallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow !something . I 23.00 ft I 3.0% I 0.04 I 0.2758 min !Shallow 1 1shallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC 23.5486 min I DCI • CN Cale Description SubArea Suben ·I Industrial 0.59 ac 98.00 rl -----~---------D-C-C-om-p-os-it_e_d_C_N-(A_M_C_2_) -~------~-----98.00 DCI -TC calc Type I Description Length I Slope I Coeff Misc I TI [Sheet 0.00 ft I 0.0% L 5.0 0.00 in I 5.00 min Pervious TC I 5.00 min Record Id: 320-630 [Design Method SBUH [Rainfall type TYPElA.RAC IHyd lntv ·I 10.00min -[Peaking Factor 484.00 [Storm Duration 24.00 hrs [Abstraction Coeff 0.20 ------------------- ------------~------. . IPervious Area I o.ooac IDCIA I 0.031 ac .. . . . , I Pervi ous ~N .. . . . J 0.00 IDCCN I 98.00 . . ... -. ' . IPervious TC. I 25.3349 min . IDCTC I 5.00 min . I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I TT .. ISheet !something .1 ... 350.00 ft I 1.25% I 0.05 .I 2.50 in ·1 15.1337 min . . . . : IShaUow '!shallow. I 235.00 ft I 0.9% I 0.06 I ii 7.7166 min .. !Shallow '-15omething I 23.00 ft I 3.0% I 0.04 I ·I 0.2758 min . !Shallow . :!shallow I 43.50 ft I 3.5% .I 0.035 I I 0.4225 min Pervious TC J 23.5486 min . . .. .. . . . . .... DCI · CN Cale ... - I Description I SubArea I Sub en I Industrial I 0.031 ac I 98.00 .. I DC Composited CN (AMC 2) I 98.00 .. DCI -TC Cale Type Description Length Slope Coeff Misc TT [Sheet 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pervious TC 5.00min Record Id: 320-633 [Design Method I SBUH -. [ Rainfall type TYPElA.RAC IHyd lntv I 10.00 min [ Peaking Factor 484.00 [Storm Duration I 24.00 hrs [ Abstraction Coe ff 0.20 IPervious Area I 0.00 ac .[DCIA 0.095 ac IPervious CN I 0.00 IDCCN 98.00 IPerv.ious TC I 25.3349 min [DCTC 5.00min I Pervious TC Cale I Type ·I Description I Length I Slope I Coeff [ Misc TT 1Sheet [something I 350.00 ft I 1.25% I 0.05 r 2.SOin 15.1337 min ----------------· ---- ------------------- IShallow ;lshallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min -- !Shallow. ls.omething I 23.00 ft I 3.0% I 0.04 I 0.2758 min IShallow ·1shallow I 43.50 ft I 3.5% I 0.035 :I 0.4225 min Pervious TC I 23.5486 min - DCI • CN Cale -.. -.. --- I Description I SubArea I Suben -------- I Industrial I 0.095 ac I 98.00 I DC Composited CN (AMC 2) I 98.00 - DCI • TC Cale I Type .I Description -I Length L Slope _I Coeff I Misc I TI ---- ISheet I 0.00 ft I 0.0% I 5.0 I 0.00 in I 5.00min - Pervious TC I 5.00 min --- Record Id: 320-634 JDesign Method SBUH !Rainfall type I TYPElA.RAC IHyd lntv 10.00min !Peaking Factor I 484.00 IStorm Duration 24.00 hrs !Abstraction Coeff I 0.20 JPervious Area O.OOac IDCIA I 0.141 ac 'Pervious CN 0.00 IDCCN I 98.00 ,. 'Pervious TC 25.3349 min IDCTC I 5.00min I Pervious TC Cale I Type I Description I Length I Slope I Coeff I Misc I n 'Sheet 'something I 350.00 ft I 1.25% I 0.05 I 2.50in I 15.1337 min . !Shallow ,,hallow I 235.00 ft I 0.9% I 0.06 I 7.7166 min !Shallow 'something I 23.00 ft I 3.0% I 0.04 I 0.2758 min .. !Shallow ,,hallow I 43.50 ft I 3.5% I 0.035 I 0.4225 min Pervious TC I 23.5486 min -· .. DCI -CN Cale I Description I SubArea I Sub en ------------------- I I I I I I I I I I I I I I I I I I I 0 0 oci "' . . u "' .., sj' .., ci "' ·;: ~ "' ::, "C .E 0 0 oci "' u ni u u I- N° ' u u ::i': C ~ z u "C Q) ·"' V, 0 C. E 0 u • u C . .E .E I: E E 0 0 0 0 u-i u-i • u .E "' ~ 0 • 0 ci • ii: .. 0 0 u-i u '---'--- ' .. '#. Q. 0 ' 0 iii ci . . . '--- u • I- .c ' 4= "' .. ::, C 0 0 ~ 0 ·2: . ci Q) a. ' -· - ' C ~ ,!:!, ~ u ' "' .. C . ' .. Q. ~ ~ Q) Q) • .c V, I I I I I I I I I I I 1. I I ,. I I MGS FLOOD PROJECT REPORT Program Version: MGSFlood 4.12 Program License Number: 200410008 Run Date: 08/11/2013 3:20 PM Input File Name: Project Name: Analysis Title: Basin 32_WQ.fld Boeing Renton Site Basin 32 WO Analysis Comments: -----------PRECIPITATION INPUT----------- Computational Time Step (Minutes): 15 Extended Precipitation Timeseries Selected Climatic Region Number: 13 Full Period of Record Available used for Routing Precipitation Station: 96004005 Puget East 40 in_5min 10/01/1939-10/01/2097 Evaporation Station 961040 Puget East 40 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User)*************** ********************** WATERSHED DEFINITION*********************** --------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 ----------Subbasin : Existing PH 1 ---------- Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Green Roof User Impervious Subbasin Total -------Area(Acres) -------- 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.280 10.280 --------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 ---------Subbasin : Developed PH1 ---------- -------Area(Acres) ------- Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Green Roof User Impervious Subbasin Total 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 10.280 10.280 ----------------------SCENARIO: PREDEVELOPED Number of Links: 0 ************************* LINK DATA******************************* --------------------SCENARIO: POSTDEVELOPED Number of Links: 1 Link Name: WQ Flow Link Type: Copy Downstream Link: None **********************FLOOD FREQUENCY AND DURATION STATISTICS***********••••••** ----------------------SCENARIO: PREDEVELOPED Number of Subbasins: 1 Number of Links: 0 --------------------SCENARIO: POSTDEVELOPED Number of Subbasins: 1 Number of Links: 1 ***********Water Quality Facility Data************* --------------------SCENARIO: PREDEVELOPED I I I I I I I I, I •• I I I I I I ' I I I I I I I I I I I ,I I I I I I I I Number of Links: 0 ---------------------SCENARIO: POSTDEVELOPED Number of Links: 1 ********** Link: WQ Flow Basic Wet Pond Volume (91 % Exceedance): 45534. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 68301. cu-ft 2-Year Discharge Rate: 3.831 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge On-line Design Discharge Rate (91 % Exceedance): 1.50 cfs Off-line Design Discharge Rate (91% Exceedance): 0.84 cfs Infiltration/Filtration Statistics---------------- Total Runoff Volume (ac-ft): 4609.02 Total Runoff Infiltrated (ac-ft): 0.00, 0.00% Total Runoff Filtered (ac-ft): 0.00, 0.00% Percent Treated (lnfiltrated+Filtered)/Total Volume: 0.00% Scenario Predeveloped Compliance Subbasin: Existing PH 1 Scenario Postdeveloped Compliance Link: WQ Flow ••• Point of Compliance Flow Frequency Data*** Recurrence Interval Computed Using Gringorten Plotting Position Predevelopment Runoff Postdevelopment Runoff Tr (Years) Discharge (cfs) Tr (Years) Discharge (cfs) ------------------------------------------------------------------------------------------------------------- 2-Year 3.831 2-Year 3.831 5-Year 4.976 5-Year 4.976 10-Year 5.598 10-Year 5.598 25-Year 7.047 25-Year 7.047 50-Year 8.970 50-Year 8.970 100-Year 10.371 100-Year 10.371 200-Year 10.749 200-Year 10.749 •• Record too Short to Compute Peak Discharge for These Recurrence Intervals **** Flow Duration Performance According to Dept. of Ecology Criteria•••• Excursion at Predeveloped Y,Q2 (Must be Less Than 0%): 0.0% Maximum Excursion from Y,Q2 to 02 (Must be Less Than 0%): 0.0% Maximum Excursion from 02 to 050 (Must be less than 10%): 0.0% Percent Excursion from 02 to 050 (M.ust be less than 50%): 0.0% PASS PASS PASS PASS ,------------------------------------------------------------~ I I I I I I I 1: I 11· ,. I 1, I I 1- I I I ·-w IS HIN 6 T ON STAT I D ! f ~ ~ 1 M E W T O f E C O L O G Y January 2013 GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS) TREATMENT For CONTECH Engineered Solutions Stormwater Management StormFilter® With ZPG Media at 1 gpm/sq ft media surface area --- Ecology's Decision: 'Based on the CONTECH Engineered Solutions' (CONTECH) application :submissions, Ecology hereby issues .a General Use Level Designation (GOLD) for the Stormwater Management StormFilter® (StormFilter): : L As a basic stormwater treatment practice for total suspended solids (TSS) removal, .• 'Using ZPG™ media (zeolite/perlite/granular activated carbon), with the size distribution described below, • Sized at a hydraulic loading rate of l gpm/ft2 of media,surface area, per Table 1, and • Internal bypassing needs to be consistent with the design guidelines in -CONTECH's current product design manual. - Table 1. _ StormFilter Design .Flo.':" Rate_s per Cartridge_ 12 18 27 5 7.5 11.3 2. Ecology approves StormFilter systems containing ZPG™ media for treatment at the hydraulic loading rates shown in Table 1, to achieve the maximum water quality design flow rate·. The water quality design flow rates are calculated using the foJIQ\Ving procedur_es: __ ...•.. --·-· -----------. -. .. • Western Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using the latest version of the Western Washington Hydrology Mode! or «_1ther ~c11_logy:appr_oved contjl!_uo_us runoff model._ _ CONTECH -StonnFilter® GULD Maintenance Update (November 2012) Page 11 • Eastern Washington: For treatment installed upstream of detention or retention, the water qnality design flow rate is the peak 15-minute flow rate as calculated using one of the three methods described in Chapter 2.2.5 of the Stormwater Management Manual for Eastern Washington (SWMMEW) or local manual. • Entire State: For treatment installed downstream of detention, the water quality design flow rate is the full 2-year release rate of the detention facility. 3. This designation has no expiration date, but Ecology may amend or revoke it. Ecology's Conditions of Use: ·The StormFilter with ZPG media shall comply with the following conditions: 1. Design, install, operate, and maintain the StormFilter with ZPG media in accordance with applicable Contech Engineered Solutions manuals, documents, and the Ecology Decision. 2. Install StormFilter systems.to bypass flows exceeding the water quality treatment rate. Additionally, high flows will not re-suspend captured sediments. Design StormFilter systems in accordance with the performance goals in Ecology's most recent Stormwater Manual and CONTECH's Product Design Manual Version 4.1 (April 2006), or most current version, unless otherwise specified. 3. Owners must follow the design, pretreatment, land use application, and maintenance criteria in CONTECH's Design Manual. 4. Pretreatment of TSS and oil and grease may be necessary, and designers shall provide pre-treatment in accordance with the most current versions of the CONTECH's Product Design Manual (April 2006) or the applicable Ecology Stormwater Manual. Design pre-treatment using the performance criteria and pretreatment practices provided on Ecology's "Evaluation of Emerging Stormwater Treatment Technologies" website. 5. Maintenance: The required maintenance interval for stormwater treatment devices is often dependent upon the degree of pollutant loading from a particular drainage basin. Therefore, Ecology does not endorse or recommend a "one size fits all" maintenance cycle for a particular model/size of manufactured filter treatment device. --• Typically, CONTECH designs StormFilter systems for a target filter media replacement interval of 12 months. Maintenance includes removing accumulated sediment from the vault, and replacing spent cartridges with recharged cartridges. CONTECH -StormFilter® GULD Maintenance Update (November 2012) Page 12 I I I I I I I I I I I I I I I I I I I I I I I I l' I I, I I' I I I I' I I ,, I I • Indications of the need for maintenance include effluent flow decreasing to below the design flow rate, as indicated by the scumline above the · shoulder of the cartridge. • Owners/operators must inspect StormFilter with ZPG media for a minimum of twelve months from the start of post~construction operation to determine site-specific maintenance schedules and requirements. You must conduct inspections monthly during the we.t season, and every other month during the dry season. (According to the SWMMWW the wet season in western Washington is October 1 to April 30. According to SWMMEW the wet season in eastern Washington is October 1 to June 30). After the first year of operation, owners/operators must conduct inspections based on the findings during the first year of inspections. • Conduct inspections by qualified personnel, follow manufacturer's guidelines, and use methods capable of determining either a decrease in treated effluent flowrate and/or a decrease in pollutant removal ability. • When inspections are performed, the following findings typically serve as ' maintenance triggers: . • .• Accumulated vault sediment depths exceed an average off inches, or • Accumulated sediment depths on the tops of the cartridges exceed an average of 0.5 inches, or • Standing water remains in the vault b~tween rain events, or • BypjiSS occurs_<!uring storms Sf!Ialler_than the.design stor!ll, -. . ' ~ -- • Note: If excessive floatables (trash and debris) are present, perform a minor maintenance consisting of gross solids removal, not cartridge replacement. 6. C:ONTECH shall maintain readily available reports listed under "Application Documents" (above) as public, as.well as the documentation submitted with its previous conditional use designation application. CONTECH shall provide links to this information from its corporate website, .and make this information available upon request, at no cost and in a timely manner . .7, ZPG™ media used shall conform with the following specifications: ·• Each cartridge contains a total of approximately 2.6 cubic feet of media. The ZPG™ cartridge consists of an outer layer of perlite that is approximately 1.3 cubic feet in volume and an inner layer, consisting of a : mixture of 90% z_eolite and 10% granular activated carbon, which is approximately 1.3 cubic feet in volume. • Perlite Media: Perlite media.shalt be made of natural siliceous volcanic rock free !)f imy del>rjs_or foi_-eign matter. Th_!:,.expande_d_perlite shall__ . CONTECH -StormFilter® GULD Maintenance Update (November 2012) Page 13 have a bulk density ranging from 6.5 to 8.5 lbs per cubic foot and particle sizes ranging from 0.09" (#8 mesh) to 0.38" (3/8" mesh). • Zeolite Media: Zeolite media shall be made of naturally occurring clinoptilolite. The zeolite media shall have a bulk density ranging from 44 to 50 lbs per cubic foot and particle sizes ranging from 0.13" (#6 mesh) to 0.19" (#4 mesh). Additionally, the cation exchange capacity (CEC) of zeolite shall range from approximately 1.0 to 2.2 meq/g. • Granular Activated Carbon: Granular activated carbon (GAC) shall be made of lignite coal that has been steam-activated. The GAC media shall have a bulk density ranging from 28 to 31 lbs per cubic foot and particle sizes ranging from a O.Q9" (#8 mesh) to 0.19" (#4 mesh). . ' Applicant: Contech Engineered Solutions Applicant's Address: Application Documents: 11835 NE Glenn Widing Dr. Portland, OR 97220 The applicant's master report, titled, "The Stormwater Management StormFilter Basic Treatment Application for General Use Level Designation in Washington", Stormwater Management, Inc., November I, 2004, includes the following reports: • (Public) Evaluation of the Stormwater Management StormFi/ter Treatment System: Data Validation Report and Summary of the Technical Evaluation Engineering Report (TEER) by Stormwater Management Inc., October 29, 2004 Ecology's technology assessment protocol requires the applicant to hire an independent consultant to complete the following work: I. Complete the data validation report. 2. Prepare a TEER summary, including a testing summary and conclusions compared with the supplier's perfonnance claims. 3. Provide a recommendation of the appropriate technology use level. 4. Recommend relevant information to be posted on Ecology's website. 5. Provide additional testing recommendations, if needed." 6. This report, authored by Dr. Gary Minton, Ph.D., P.E., Resource Planning Associates, satisfies the Ecology requirement. • (Public) "Performance of the Stormwater Management StormFilter Relative to the Washington State Department of Ecology Performance Goals for Basic Treatment," is a summary ofStormFilter performance that strictly adheres to the criteria listed in the Guidance for Evaluating Emerging Stormwater Treatment Technologies, Technology Assessment Protocol-Ecology (TAPE). ' CONTECH -StonnFilter® GULD Maintenance Update (N~vember 2012) Page 14 I I I I I I ' I' I I I I I I 1: I t I I I I' I I I I I I' I I I • "Heritage Marketplace Field Evaluation: Stormwater Management StormFilter with ZPG™ Media," is a report showing all of the information collected at Site A as stated in the SM! Quality Assurance Project Plan (QAPP). This document contains detailed information regarding each storm event collected at this site, and it provided a detailed overview of the data and project. • "Lake Stevens Field Evaluation: Stormwater Management StormFilter with ZPG™ Media," is a report that corresponds to Site E as stated in the SM! QAPP. This document contains detailed information regarding each storm collected at this site, and includes a detailed overview of the data and project. • (Public) "Evaluation of the Stormwater Management StormFilter for the removal of SIL-CO-SIL I 06, a standardized silica product: ZPG™ at 7.5 GPM" is a report that describes laboratory testing at full design flow. • "Factors Other Than Treatment Performance." • "State of Washington Installations." Above-listed documents noted as "public" are available by contacting CONTECH. Applicant's Use Level Request: That Ecology grant a General Use Level Designation for Basic Treatment for the StormFilter using ZPG™ media (zeolite/perlite/granular activated carbon) at a hydraulic loading rate of I gpm/ft2 of media surface area in accordance with Ecology's 2011 Technical Guidance Manual for Evaluating Emerging Stormwater Treatment Technologies Technology Assessment Protocol-Ecology (FAPE) .. Applicant's Performance Claim: The combined data from the two field sites reported in the TER (Heritage Marketplace and Lake Stevens) indicate that the performance of a StormFilter system configured for inline bypass with ZPG™ media and a hydraulic loading rate of I gpm/ft2 of media surface area meets Ecology performance goals for Basic Treatment. Ecology's Recommendations: Based on the weight of the evidence and using its best professional judgment, Ecology finds that: • StormFilter, using ZPG™ media and operating at a hydraulic loading rate of no more than I gpm/ft2 of media surface area, is expected to provide effective storm water treatment achieving Ecology's Basic Treatment (TSS removal) performance goals. Contech demonstrated this is through field and laboratory testing performed in accordance with the approved protocol. StormFilter is deemed satisfactory with respect to factors other than treatment performance ( e.g., maintenance; see the protocol's Appendix B for complete list). CONTECH -StormFilter® GULD Maintenance Update (November 2012) Page IS Findings of Fact: • Influent TSS concentrations and particle size distributions were generally within the range of what would be considered "typical" for western Washington (silt to silt loam). • Contech sampled thirty-two (32) storm events at two sites for storms from April 2003 to March 2004, of which Contech deemed twenty-two (22) as "qualified" and were therefore included in the data analysis set. • Statistical analysis of these 22 storm events verifies the data set's adequacy. • Analyzing all 22 qualifying events, the average influent and effluent concentrations and aggregate pollutant load reduction are 114 mg/L, 25 mg/L, and 82%, respectively. • Analyzing all 22 qualifying events based on the estimated average flow rate during the event (versus the measured peak flow rate), and more heavily weighting those events near the design rate (versus events either far above or well below the design rate) does not significantly affect the reported results. • For the 7 qualifying events with influent TSS concentrations greater than I 00 mg/L, the average influent and effluent concentrations and aggregate pollutant load reduction are 241 mg/L, 34 mg/L, and 89%, respectively. If the 2 of 7 events that exceed the maximum 300 mg/L specified in Ecology's guidelines are excluded, the average influent and effluent concentrations and aggregate pollutant load reduction are 158 mg/L, 35 mg/L, and 78%, respectively. • For the 15 qualifying events with influent TSS concentrations less than JOO mg/L, the average influent and effluent concentrations and aggregate pollutant load reduction are 55 mg/L, 20 mg/L, and 61 %, respectively. If the 6 of 15 events that fall below the minimum 33 mg/L TSS specified in Ecology's guidelines are excluded, the average influent and effluent concentrations and aggregate pollutant load reduction are 78 mg/L, 26 mg/L, and 67%, respectively. • For the 8 qualifying events with peak discharge exceeding design flow (ranging from 120 to 257% of the design rate), results ranged from 52% to 96% TSS removal, with an average of 72%. • Due to the characteristics of the hydrographs, the field results generally reflect flows below (ranging between 20 and 60 percent of) the tested facilities' design rate. During these sub-design flow rate periods, some of the cartridges operate at or near their individual full design flow rate (generally between 4 and 7.5 GPM for an 18" cartridge effective height) because their float valves have opened. Float valves remain closed on the remaining cartridges, which operate at their base "trickle" rate of I to 1.5 GPM. • Laboratory testing using U.S. Silica's Sil-Co-Sil 106 fine silica product showed an average 87% TSS removal for testing at 7.5 GPM per cartridge (100% design flow rate). • Other relevant testing at I-5 Lake Union, Greenville Yards (New Jersey), and Ski Run Marina (Lake Tahoe) facilities shows consistent TSS removals in the 75 to 85% range. Note that I-5 Lake Union was operated at 50%. I 00%. and 125% of design flow. CONTE CH -StormFilter"' GULD Maintenance Update (November 2012) Page 16 I I I I I ,. I I II I I I I I I I I· I I I I I I I •• I 1: I 1· ,. 1· I ,, I I I I I • • SMJ's application included a satisfactory "Factors other than treatment performance" discussion. Note: Ecology ·s 80% TSS removal goal applies to JOC mg!/ and greater influent TSS. Below JOO mg/L influent TSS, the goal is 20 mg/L effluent TSS. Technology Description: The Stormwater Management StormFilter® (StormFilter), a flow-through stormwater filtration system, improves the quality of stormwater runoff from the urban environment by removing pollutants. The StormFilter is used to treat runoff from a wide variety of sites including, but not limited to: retail and commercial development, residential streets, urban roadways, freeways, and industrial sites such as shipyards, foundries, etc. Operation: The StormFilter is typically comprised of a vault that houses rechargeable, media-filled, filter cartridges. Various media may be used, but this designation covers only the zeolite- perlite-granulated activated carbon (ZPG™) medium. Stormwater from storm drains is percolated through these media-filled cartridges, which trap particulates and may remove pollutants such as dissolved metals, nutrients, and hydrocarbons. During the filtering process, the StormFilter system also removes surface scum and floating oil and grease. Once filtered through the media, the treated stormwater is directed to a collection pipe or discharged to an open channel drainage way. This document includes a bypass schematic for flow rates exceeding the water quality design flow rate on page 8. StormFilter Configurations: Contech offers the StormFilter in multiple configurations: precast, high flow, catch basin, curb inlet, linear, volume, corrugated metal pipe, dry-well, and CON/Span form. Most configurations use pre-manufactured units to ease the design and installation process. Systems may be either uncovered or covered underground units. The typical precast StormFilter unit is composed of three sections: the energy dissipater, the filtration bay, and the outlet sump. As Stormwater enters the inlet of the StormFilter vault through the inlet pipe, piping directs stormwater through the energy dissipater into the filtration bay where treatment will take place. Once in the filtration bay, the stormwater ponds and percolates horizontally through the media contained in the StormFilter cartridges. After passing through the media, the treated water in each cartridge collects in the cartridge's center tube from where piping directs it into the outlet sump by a High Flow Conduit under-drain manifold. The treated water in the outlet sump discharges through the single outlet pipe to a collection pipe or to an open channel drainage way. In some applications where you anticipate heavy grit loads, pretreatment · by settling may be necessary. CONTECH -StorrnFilter® GULD Maintenance Update (November 2012) Page 17 STORMGATE MANHOL!:. HJGl1 FLOW BY!"A55 CONIECII' ~ rm - JUNCTION STRUCTURE (lf REQUIRED} TREATl"IENl FLOW PIPE TO THE SfORMFILTER EffECTIVE CARTRIDGE HEIGHT CARTRIDGE FLOW RAT~ (gpmlc;;;rt) l'J',c I G' STORMFILTER 5TORMFILT!:R CARTR.lOGE C'TYPJ (SEE CHART BELOW) 12' 1,8'' 27' 5 7.5 I !.3 STORMFILTER WITH STORMGATE SCHEMATIC DETAIL PLAN VIEW Figure 1. Stormwater Management StormFilter Configuration with Bypass CONTECH -Stonnfilter® GULD Maintenance Update (November 2012) Page 18 I I I I I I I I I I I I I I I ,, I I I I I, I I ,. I a· I 1· I 1· I I I, 1- I ,. 1. Figure 2. The StormFilter Cartridge Cartridge Operation: As the water level in the filtration bay begins to rise, stormwater enters the StormFilter cartridge. Stormwater in the cartridge percolates horizontally through the filter media and passes into the cartridge's center tube, where the float in the cartridge is in a closed ( downward) position. As the water level in the filtration bay continues to rise, more water passes through the filter media and into the cartridge's center tube. The air in the cartridge is displaced by the water and purged from beneath the filter hood through the one-way check valve located in the cap. Once water fills the center tube there is enough buoyant force on the float to open the float valve and allow the treated water to flow into the under-drain manifold. As the treated water drains, it tries to pull in air behind it. This causes the check valve to close, initiating a siphon that draws polluted water throughout the full surface area and volume of the filter. Thus, the entire filter cartridge is used to filter water throughout the duration of the storm, regardless of the water surface elevation in the filtration bay. This continues until the water surface elevation drops to the elevation of the scrubbing regulators. At this point, the siphon begins to break and air is quickly drawn beneath the hood through the scrubbing regulators, causing energetic bubbling between the inner surface of the hood and the outer surface of the filter. This bubbling agitates and cleans the surface of the filter, releasing accumulated sediments on the surface, flushing them from beneath the hood, and allowing them to settle to the vault floor. Adjustable cartridge flow rate: Inherent to the design of the StormFilter is the ability to control the individual cartridge flow rate with an orifice-control disc placed at the base of the cartridge. Depending on the treatment requirements and on the pollutant characteristics of the influent stream as CONTECH -StonnFilter® GULD Maintenance Update (November 2012) Pagel9 --------, I specified in the CONTECH Product Design Manual, the flow rate may be adjusted through the filter cartridges. By decreasing the flow rate through the filter cartridges, the influent contact time with the media is increased and the water velocity through the system is decreased, thus increasing both the level of treatment and the solids removal efficiencies of the filters, respectively ( de Ridder, 2002). Recommended research and development: Ecology encourages CONTECH to pursue continuous improvements to the StormFilter. To that end, the following actions are recommended: • Determine, through laboratory testing, the relationship between accumulated solids and flow rate through the cartridge containing the ZPG™ media. Completed 11/05. • Determine the system's capabilities to meet Ecology's enhanced, phosphorus, and oil treatment goals. • Develop easy-to-implement methods of determining that a StormFilter facility requires maintenance ( cleaning and filter replacement). Contact Information: Applicant Contact: Sean Darcy Contech Engineered Solutions 11835 NE Glenn Widing Drive Portland, OR, 97220 503-258-3105 sdarcy@conteches.com Applicant Web link http://www.conteches.com/ Ecology web link: http://www.ecy.wa.gov/programs/wq/stonnwater/newtech/index.html Ecology Contact: R . . H" t ev1S1on IS Ory Date Jan 2005 Dec 2007 May2012 November 2012 Januarv 2013 Douglas C. Howie, P.E. Department of Ecology Water Quality Program (360) 407-6444 douglas.howie@ecy.wa.gov Revision Original Use Level Designation Revision Maintenance requirements updated Design Storm and Maintenance requirements updated Updated format to match Ecology standard format CONTECH -Stonnfilter® GULD Maintenance Update (November 2012) Page [ IO I I ., I I I I I I I I ·1 I ,. I I I· I ' I I I I I I I I I I I I I I ~ ~ ; I i @ m I ~ 5 . ~ ~ I I ~ ~ 0 I ~ t w w "I ~ ' "' w i § ~ "' w I w ~ ~ u TOP SLAB ACCESS SEE FRAME AND COVER DETAIL r(2'-0") >-------(7'-6~)------I ALTERNATE PIPE LOCATION (TYP) A L 9 FLOW ., INLET INLET OISSIPATOR 6" CONCRETE WALL WIDTH MAY VARY REGIONALLY ~--- INLET PIPE J lNLE DISSIPATOR I OUTLET SUMP A ~~~J OUTLET STORMFIL TER CARTRIDGE 1------------16'-0~-------------, '" . ~ · ... .-. ,. STEP - . "" C ,-:. :CJ . -'.i .. I/ ·· ..... , .. . . · . PLAN VIEW VAULT STYLE: OUTLET SUMP (NIB) ~ CONTRACT TO FINISHEg~~g;ouT ~GRADE ' ~ RING/RISERS ' •. : ~ ! : ~ STORMFILTER CARTRIDGE --""""'-- - . . .. .... , .. , I LO SECTION A-A ll"cS-\crMo-A StormFilter' ::tC:~'.:::::.!:'N':'':..O:,::..'.-"':.::",,-::!!'.'""'-'- .... . . v,,· .... .. . . ; _ OVERFLOW ASSEMBLY r ii - . ~ • . •· . w3I ~· OUTLET PIPE~ a:> z oz-->-">-w -w~ ~ ~ >- :0 z ~ cl :::.o or o >->-:c t: w~ :c <( >-s2 ~ a. ::, /: '; . WW Cl Vi ;: STORM FILTER DESIGN NOTES STORMFIL TER TREATMENTCAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. THE STANDARD VAULT STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES (39). VAULT STYLE OPTIONS INCLUDE INLET BAY (32), INLET BAY/OUTLET BAY {27), OUTLET BAY (34), INLET BAY/FULL HEIGHT BAFFLE (23}, FULL HEIGHT BAFFLE WALL (30). STORMFIL TER 8X16 PEAK HYDRAULIC CAPACITY IS 1.8 CFS. IF THE SITE CONDITIONS EXCEED 1.8 CFS AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. CARTRIDGE SELECTION CARTRIDGE HEIGHT 27" 18" LOW DROP RECOMMENDED HYDRAULIC DROP (H) 3.05' 2.3' 1.8' SPECIFIC FLOW RATE (gpm/sf) 2gpm/fl' 1 gpm/ft' 2 gpm/ft2 1 gpm/ft2 2 gpm/fF 1 gpm/fF CARTRIDGE FLOW RATE (~pm) 22.5 11.25 15 7.5 10 SITE SPECIFIC DATA REQUIREMENTS STRUCTURE ID WATER QUALITY FLOW RATE (cfs) PEAK FLOW RATE (cfs) RETURN PERIOD OF PEAK FLOW (yrs) # OF CARTRIDGES REQUIRED CARTRIDGE FLOW RA TE MEDIA TYPE 1C.§.F. PERLITE, ZPG, GAC, PHS) 5 PIPE DATA: I.E. MATERIAL DlAMETER GENERAL NOTES FRAME AND COVER (DIAMETER VARIES) N.T.S. 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. INLET PIPE #1 INLET PIPE #2 OUTLET PIPE UPSTREAM RIM ELEVATION DOWNSTREAM __ RIM. ELEVATION ANTI-FLOTATION BALLAST NOTES/SPECIAL REQUIREMENTS: * PER ENGINEER OF RECORD 2. DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. WIDTH HEIGHT 3. FOR SITE SPECIFIC DRAWINGS WITH DETAILED VAULT DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. www.contechES.com 4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING . 5. STRUCTURE SHALL MEET MSHTO HS20 LOAD RATING, ASSUMING EARTH COVER OF O' -5' AND GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITH THE CONTECH LOGO. 6. FILTER CARTRIDGES SHALL BE MEDIA-FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 39 SECONDS. 7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (gpm) DIVIDED BY THE FILTER CONTACT SURFACE AREA (sq ft) . INSTALLATION NOTES 1. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFIL TER VAULT (LIFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL VAULT SECTIONS AND ASSEMBLE VAULT. 4. CONTRACTOR TO PROVIDE, INST ALL, AND GROUT PIPES. MATCH OUTLET PIPE INVERT WITH OUTLET BAY FLOOR. 5. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF. C(jNTECH. ENGINEERED SOLUTIONS LLC www.contechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 800-338-1122 513-645-7000 513-645-7993 FAX SF0816 STORM FILTER STANDARD DETAIL I I. 1· I, ··1 I' I I, I I I' I I I 1· I ·a WASHl~nOH STAIE D E P A R 1 M ! ~ 1 0 I ECOLOGY May 2013 GENERAL USE LEVEL DESIGNATION FOR PRETREATMENT (TSS) AND PILOT USE LEVEL DESIGNATION FOR OIL CONTROL For CONTECH Engineered Solutions CDS® System fECoiogy'SDCcision:-.~~ .. ·.,r---;:,,, ·: -~---:: , ~ e ,. -, ·: ' ' • -' --. ~ • "· ""· / 'h. '·, ' • '" b ( lsas~d,~n~th~ CONTECHEngineered S~Iu~ions' (CpNTECH) ;ppJic~tlon '.snbmissio~s fo~ 1the G:DS , System, Eco.logy hereby issues tije following use dt;signations fo,r_the fI?S storin lwater treatment system: ,, , · \. , -_ ,, · ' · · · ' · ' ·· I .. ·.:.·· -··• ~. ::p, · ~-:., ,.:.: .. · · ·.· ·_· . ·1 1 1•. GeneralUse Leyel•Designation (GULD.) for.pretreatm~nt use,,as.!l~fined inEcolo*'s . 1 ', 2011'•Technical Guidance Manual for.Evaluating Emerging Stormwater Tren;tnient . '' · Technologies•Technology AssessmentProtocol~ ~cology (TAPE) Table. 2, (a) ahead o( I inf;ilt~ation treatment, or (b). tO'protect·and extend, the mai~tena~c·e cycle of a·,basic, · \ _enhaQced,,or pliosphorus·treatment device (e.g., sand or media filter). This GULD . 1 'a'ppHes to 2,400 microti': screen cos® units sized per the table'below. , . 1 '•,, /f.-,, I~. , "' . , ;« '"<, 4• . , I'. "' ~ , ' "-~ -' '""' . _,-.,, ()' • ",, 1 ·,. • ' ' • 2 ... !'i!,!!tUse Ley_el pesign~tion (PULD),f?r oil and grease treatment. This PULD applies to 2400 micron $C,I"e~n C~S units sized per the_ fable above'at the water quality design· \ ,' flowrate as det;rmined using the Western Washington Hydrology Model (WWHM). . : ·.: •.• , ',;'• " ,,W ·-~ .', • ',; • •:~,-, :· ., •:<h• 'C/ ,, •::·,~ ' :·,. f·,.,, , ,. ·.,. I!_ •.", '.?' ' ,'>< ; ,, d•! ,3. ,The,followin·g table shows flowrates associated with various CDS nioilels: · ·, -~ '" ,, CDS'Model ,, 'A/ater O.yality Flow •'< '' "'"-, ,·~,, cfs ,;,,~ . L/s fh, .. , CDS 2015-4, ' 0.7 19,8 ... ". H CDS 2015'5 0.7 · 19,8 d ~ , .. , CD~ 2020·5 ;J;• ' "' 1.1 31.2 ' n;, .. ~ . 45.3' .-:? CDS2025-5" 1.6 • . "• ,. . •a,·, CDS3020,6 ,, 2 56.6 ' C CDS3030·6' 3 85.0 * i;'' ' * o' -· CDS3035,6 " . 3.8 ' • 106.2 "' '· fh., -~-,, 0 ,. CDS4030·8 '< .. 4.5 . 127.4 ~-.. Q. -= "i" ' ., l; CDS4040-8 ' , 6 169.9 • ' . '1_, • ... ,. ,, CDS4Q4S·8 ,, .,., . 7.5 212A ' ,, · · CDSS640-10 '"•".,.,. .. 9 " ., 254_,9 . '"" ' 'CDS5653'10 ' ' . 14, ,W 396:5 ' ' ' . 19' CDS5668-10 l. 538.1 ' ' ' . ,' ,, ;fa,,•' ' CD~5678,10 H 25 ,, 7.08 ,.,._, " CD53030-V 3 85 CD54030-7 4.5 127.4 CD54040-7 6 169.9 CD54045-7 7.5 212.4 CD55640-8 9 254.9 * 2:-CD55653-8 14 396.5 * C ~ 0 CD55668-8 19 538.1 "' "' .. u C CD55678-8 25 708' QI iE ~ 0. 0 CD55042 9 254.9 CDSS050 11 311.5 CD57070 26 736.3 CD510060 30 849.6 CD510080 50 1416 CD5100100 64 1812.5 Cast CD5150134-22 148 4191.4 In CD5200164-26 270 .7646.6 Place CD5240160-32 300 8496.2 ' . --·· .. . -----r. -----~ !*Specially Designed CDS Units may be approved by Ecology on a on a site-by-site basis. 1 -------· __ :••contact Contech for updated model numbers if PMIU, PMSU, PSW, PSWC are specified. : ~ i '4. The water quality design flow rates are calcnlated nsingthe following procedures: L. ' '• Western Washington: For treatment installed upstream of detention or retention, the water quality design flow rate is the peak 15-minute flow rate as calculated using1 the latest version of the Western Washington Hydrology Model or other Ecology-I , .. _ approved continuous runoff model. . I '• Eastern Washington: For treatment installed upstream of detention or retention, 1 i the water quality design flow rate is the peak 15-minute flow rate as calculated using! ! one of the three methods described in Chapter 2.2.5 of the Stormwater Management'. Manual for Eastern Washington (SWMMEW) or local manual. · · ,;···Entire State: For treatment installed downstream of detention, the water quality design flow rate is the full 2-year release rate of the detention facility. is. The pretreatment GULD has no expiration date; however, Ecology may amend or revoke the designation. I. I :6. The oil and grease PULD expires on March 1, 2014 unless extended by Ecology. I 17. All designations are subject to the conditions specified below. I I I I 8. Properly designed and operated CDS systems may also have applicability in other / ~ _situations (examp)e: low-head situations such as bridges orforryyocks), for T$S and _, I I I •• I I I I\ I I I ., ' I I I .I I I •• ,. I. f I 1· I I· I I ,., I I I 'I I foil/grease removal where,-ona ciise=°by~case basis, it is found to be infeasible or . -. · ... · r: 1mpractic11~1e to use _any other approved practke: Juri~dictions covered under the· . · PhaseTi>~II municipaLstormw:iter permits shoulc! use·variance/exception procedure~ I and criteria as required by their NPDES p~rmit. • · . \: . · ·. · • -, , ' "' I . . . ; . • . , . . . . . . . ..• · 1 ;9. Ecotrg)'. __ {i~.ds th~ime cos,. size~ according to t~etable ll~Ov~, could also provide wat~r1 l.c.:. quah!Y_ benefits m r_eJLofit situations. :· :..: ___ ~.:. __ ,. . • . . . , . ·. , . . . .. iEcology's €';;nditions of Use: . · · . .. : ' I . . ,, . . . ·CDS syst~ms shati co~ply with th~se ·conditions: I . .. ,. : • : ' .-~ "" ' • • " • • ,< • '. ', ' • .,. • • • • ' ' ' ' ,, ,., • • 11. .. Desigl); 11.ssemble,iristall, operate, and.l)lairitain CDS Systems in.accordance with • . Coritech's applicabJe manuals and docum,ents;and the Ecology decision a1)d cimditions . . :·.~ . --.:·:: '. .· ' 1 . . I ' I ' ' : specified Iierein. Ecology ,recominel)dS .11se of the·inspection and maintenance schedule , included as Ariaclimerit 1. . .. • ·. · . . • • : · • , · . . . ' · . , 1 r . . -... . - 1 :2: Disc;:{g~~ frJ~:th~ CDS System sh;ILnot catise or c~ntrib~teJ~ ~ater quaUty · J . standards violations.in· receiving waters.>.·.·. . , . . .. , . t3, Ci>~:eI~ 1 sh~U~~:.:ip,;:~· ;;i::~~ui;ed ~e~ti~~:~n/~ub~it a TERon oil al)d grease · . -l I r~movalfor_Ecology.~evie\V:~YDec!!mbe_f31,2013.. .. · . . . . . . J 14, Coit(ic.h. 1Aay requ~stEtoiogy to iri~t deadH.neor;xpiration dat~ extensions, upon ' .. 'I sho\\'_i_ng caus'!_;f~y-su_ch extensions. __ ··.:::__:,· . . · ·. __;___;___:._; ______ ·_._:__J Applicant: Contech Engineered Solutions Applicant's Address: 11835 NE Glen Widing Drive Portland, OR 97220 Application Documents: • Contech Stormwater Solutions Application to: Washington State Department of Ecology Water Quality Program for General Use Level Designation-Pretreatment Applications and Conditional Use Level Designation -Oil Treatment of the Continuous Deflective Separation (CDS™) Technology (June 2007) • Strynchuk, Royal, and England, The Use of a CDS Unit for Sediment Control in Brevard County. • Walker, Allison, Wong, and Wootton, Removal of Suspended Solids and Associated Pollutants by a CDS Gross Pollutant Trap, Cooperative Research Centre for Catchment Hydrology, Report 99/2, February 1999 • Allison, Walker, Chiew, O'Neill, McMahon, From Roads to Rivers Gross Pollutant Removal from Urban Waterways, Cooperative Research Centre for Catchment Hydrology, Report 98/6, May 1998 • Quality Assurance Project Plan CDS® for Oil Treatment Performance Evaluation received by Ecology January 15 1h 2013. Applicant's Use Level Request: • General use level designation as a pretreatment device and pilot use level designation as an oil and grease device in accordance with Ecology's Stormwater Management Manual for Western Washington. Applicant's Performance Claims: Based on laboratory trials, the CDS™ System will achieve 50% removal of total suspended solids with d 50 of 50-µm and 80% removal of total suspended solids with d 50 of 125-µm at I 00% design flowrate with typical influent concentration of 200-mg/L. Contech can design the CDS™ system to achieve the effluent concentration less than IO mg/L for total petroleum hydrocarbons. The CDS system equipped with standard oil baffle and addition of oil sorbent is effective in control of oil and maintain the TPH level below the Ecology-specified level (<I 0-mg/L) for applications in typical urban runoff pollution control. Ecology's Recommendation: Ecology finds that: • The CDS™ system, sized per the table above, should provide, at a minimum, equivalent performance to a presettling basin as defined in the most recent Stormwater Management Manual for Western Washington, Volume V, Chapter 6. Findings of Fact: 1. Laboratory testing was completed on a CDS 2020 unit equipped with 2400-µm screen using OK-110 sand (d 50 of 106-µm) at flowrates ranging from 100 to 125% of the design flowrate (I. I cfs) with a target influent of 200 mg/L. Laboratory results for the OK-I IO sand showed removal rates from about 65% to 99% removal with 80% removal occurring near 70% of the design flowrate. 2. Laboratory testing was completed on a CDS 2020 unit equipped with 2400-µm screen using "UF" sediment (d 50 of20 to 30-µm) at flowrates ranging from I 00 to 125% of the design flowrate (I. I cfs) with a target influent of 200 mg/L. Laboratory results for the "UF'' sediment showed removal rates from about 42% to 94% removal with 80% removal occurring at 5% of the design flowrate. I I I ,. I I I ,, ,. I I ' I ·I ,, I I I I' I I ,, ·1· I, ' I I ' ' I I. I I I I ·1, I 3. Laboratory testing was completed on a CDS 2020 unit equipped with 4700-µm screen using OK-110 sand (d50 of 106-µm) at flowrates ranging from 100 to 125% of the design flowrate (I. I cfs) with a target influent of 200 mg/L. Laboratory results for the OK-I IO sand showed removal rates from about 45% to 99% removal with an average removal of 83.1 %. 4. Laboratory testing was completed on a CDS 2020 unit equipped with 4700-µm screen using "UF" sediment (d 50 of20 to 30-µm) at flowrates ranging from 100 to 125% of the design flowrate ( 1.1 cfs) with a target influent of 200 mg/L. Laboratory results for the "UF" sediment showed removal rates from about 39% to 88% removal with an average removal of 56.1 %. 5. Laboratory testing was completed on a CDS2020 unit using motor oil at flowrates ranging from 25% to 75% of the design flowrate (1.1 cfs) with influents ranging from 7 to 47 mg/L. Laboratory results showed removal rates from 27% to 92% removal. A spill test was also run at 10% of the design flowrate with an influent of 82,000 mg/L with an average percent capture of 94.5% 6. Independent parties in California, Florida, and Australia completed various field studies. Field studies showed the potential for the unit to remove oils and grease and total suspended solids, and capture 100% gross solids greater than the aperture size of the screen under treatment flow rate. 7. CDS Technology has been widely accepted with over 6,200 installations in the United States and Canada. There are over 1,380 installations in Washington and Oregon. Technology Description: A technology description can be downloaded from the company's website. www.conteches.com Recommended Research and Development: Ecology encourages Contech to pursue continuous improvements to the CDS system. To that · end, Ecology makes the following recommendations: 1. Conduct testing to quantify the flowrate at which resuspension occurs. 2. Conduct testing on various sized CDS units to verify the sizing technique is appropriate. 3. Test the system under normal operating conditions, pollutants partially filling the swirl concentrator. Results obtained for "clean" systems may not be representative of typical performance. Contact Information: Applicant Contact: Sean Darcy Contech Engineered Solutions (800) 548-4667 sdarcy@conteches.com Applicant website: http://www.conteches.com/ Ecology web link: http://www.ecy.wa.gov/programs/wg/stormwater/newtech/index.html Ecology: Douglas C. Howie. P.E. R '' H' ev1s10n IStory. Date July 2008 February 2010 August 2012 December 2012 May2013 Revision Department of Ecology Water Quality Program (360) 407-6444 douglas.howie@ecy.wa.gov Original use-level-designation document Reinstate Contech' s Oil Control PULD Revised design storm criteria, revised oil control QAPP, TER, and Exoiration dates Revised Contech Engineered Solutions Contact Information; Added OAPP for Oil Treatment Revised model numbers in Attachment I I I I I I ·1 .I ·I I ,, I I I I I Ii I I I -_..,_ --~ ,-~ 111!111 @Ill ,. V -lllilt -·-,,_ .. .. -.. Attachment 1 CDS Stormwater Treatment Unit Checklist Date Ins oected* Drainage Frequency Svstem Feature Problem Conditions to Check For Recommended Action J F M A M J J A s 0 N D Remove trash, debris, and Accumulation of Trash blocking inlet throat sediments. Inlet throat trash, debris and opening & sediment opening should not be M&S Inlet Chamber sediment accumulation exceeds 2 inches blocked bv anv materials. Powerwash screen to clean Biological growth on the the surface and Contact surface of the screen; broken CSS for screen repair A Screen Blockaqe/Damaqe screen or loose screen (broken or loose) Remove trash or other Trash and floatable Excessive trash and floatable floatable debris in Separation debris debris accumulation on the separation chamber to M Chamber accumulation surface in seoaration chamber minimum level Baffles corroding, cracking, warping, and/or sho'Ning signs of failure as detennined by maintenance/inspection Baffles repaired oi" replaced A Oil Baffle** Oamaaed oerson. to desian specifications. Change of color in sorbents (fresh sorbents typically Remove spent oil sorbent appears to be white or light and replace with new M&S Oil sorbent*"' Consumed vellowl sorbent Sediment accumulation exceeds 75-85% sump depth Sediment in sump should Sediment Depth Sediment (varies depending on the be removed using vactor M in the Sumo accumulation Model, see attached Table) truck. Sediment Depth Sediment accumulation Sediment behind the behind the Sediment exceeds 2 inches behind the screen should be removed M screen accumulation screen usina vactor truck. r - Drainage Frequency System Feature Problem Conditions to Check For Recommended Action J F M A One maintenance person cannot remove lid after Access Cover Access cover applying 80 pounds of lift, Cover repaired to proper (MH, Grate, Damaged/ Not corrosion of deformation of working specifications or M cleanout) working cover. replaced. Any part of the pipes are Inlet and Outlet Damaged crushed or damaged due to A Pioina Pioing/LeakinQ corrosion and/or settlement. Pioe reoaired or reolaced. Cracks wider than Yz inch or evidence of soil partides Concrete structure entering the structure through (MH or diversion the cracks, or vault) has cracks in maintenance/inspection Structure repaired so that wall, bottom, and personnel detennine that the no cracks exist wider than Concrete damage to frame structure is not structurally 0.25 inch at the joint of A Structure and/or too slab. sound. inleVoutlet _pipe. Maintenance person judges that ladder is unsafe due to missing rungs, misalignment, Ladder meets design rust, or cracks. Ladder must standards and allows Ladder rungs be fixed or secured maintenance persons safe A Access Ladder unsafe immediatelv. access. *Note dates when maintenance was performed and type of maintenance performed in notes section below. -May not be present on all units. (M) Monthly from November through April. (A) Once in late summer (preferable September) (S) After any major storm (use 1-inch in 24 hours as a guideline). If you are unsure whether a problem exists, please contact a Professional Engineer. Notes: Date lnsnActed* M J J A s Maintenance of CDS stormwater treatment unit typically does not require confined space entry. Visual inspections should be performed above ground. If entry is required, it should be performed by qualified personnel . 0 N 0 -· ---; '-.. -tiiila,. ----:-·----- I I ·1 - I 'I I ·I I I I I " • I 0 ~ ~ 0 u ~ " N 0 N I w 0 y " • 0 G ~ 0 I u ~ w 0 ~ 0 ~ w " I z ~ I u ~ 0 " 0 I ~ 8 ~ w w ~ ~ I w I w ~ '" ~ w w I 5 A FIBERGLASS SEPARATION CYLINDER AND INLET L FLOW PVC HYDRAULIC SHEAR PLATE PLAN VIEW B-B N:1.:s. CONTRACTOR TO GROUT TO FINISHED GRADE~ GRADE RINGS/RISERS~ FIBERGLASS SEPARATION CYLINDER AND INLET r B "C ' ' ' ' tNLET PIPE (MUL TlPLE INLET PIPES MAY BE ACCOMMODATED) ~..,j L:::jL~~ =-=-=..= --i -+--.---+ ___ _! __ OIL BAFFLE SKIRT ,J I I I i as' '" ,:, '1 e!- ' ' _j I L I 1'-9" [5331 § SEPARATION SCREEN PVC HYDRAULIC SHEAR PLATE ~ I 1e. 5' "" '' , SOLIDS STORAGE SUMP ~ ELEVATION A-A N.T.S. (gDS' :E"a~:.:::r:=~~"'Zfil:,,., CENTER OF CDS STRUCTURE.SCREEN AND SUMP OPENING + ;:: ;- s:_ ~ .q r,. J TOP SLAB ACCESS (SEE FRAME AND COVER DETAIL) 60" [1524) 1.D. MANHOLE STRUCTURE Y/>;y)v;/50' <::{/ n l B OUTLET PIPE PERMANENT POOL ELEV. "' w I 5' :,: ~ CDS2020-5-C DESIGN NOTES CDS2020-5-C RATED TREATMENT CAPACITY IS 1.1 CFS [31.2 Us], OR PER LOCAL REGULATIONS. MAXIMUM HYDRAULIC INTERNAL BYPASS CAPACITY IS 14.0 CFS [396 Us]. IF THE SITE CONDITIONS EXCEED 14.0 CFS [396 Us], AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. THE STANDARD CDS2020-5-C CONFIGURATION IS SHOWN. ALTERNATE CONFIGURATIONS ARE AVAILABLE AND ARE LISTED BELOW. SOME CONFIGURATIONS MAY BE COMBINED TO SUIT SITE REQUIREMENTS. CONFIGURATION DESCRIPTION GRATED INLET ONLY (NO INLET PIPE) GRATED INLET WITH INLET PIPE OR PIPES CURB INLET ONLY (NO INLET PIPE) CURB INLET WITH INLET PIPE OR PIPES SEPARATE OIL BAFFLE (SINGLE INLET PIPE REQUIRED FOR THIS CONFIGURATION) SEDIMENT WEIR FOR NJDEP / NJCAT CONFORMING UNITS SITE SPECIFIC DATA REQUIREMENTS STRUCTURE 10 WATER QUALITY FLOW RATE {CFS OR Us) . PEAK FLOW RATE (CFS OR Us) . RETURN PERIOD OF PEAK FLOW (YRS) SCREEN APERTURE (2400 OR 4700) PIPE DATA: I.E. MATERIAL DIAMETER INLET PIPE 1 INLET PIPE 2 . OUTLET PIPE . . RIM ELEVATION I ANTI-FLOTATION BALLAST I WIDTH I HEIGHT GENERAL NOTES FRAME AND COVER (DIAMETER VARIES) N.T.S. 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. I . I NOTES/SPECIAL REQUIREMENTS: • PER ENGINEER OF RECORD 2. DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. www.contechES.com . 4. CDS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH All DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 5. STRUCTURE SHALL MEET AASHTO HS20 ANO CASTINGS SHALL MEET HS20 (AASHTO M 306) LOAD RATING, ASSUMING GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. 6. PVC HYDRAULIC SHEAR PLATE IS PLACED ON SHELF AT BOTIOM OF SCREEN CYLINDER. REMOVE AND REPLACE AS NECESSARY DURING MAINTENANCE CLEANING. INSTALLATION NOTES A. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CDS MANHOLE STRUCTURE {LIFTING CLUTCHES PROVIDED). C. CONTRACTOR TO ADD JOINT SEALANT BElWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE. D. CONTRACTOR TO PROVIDE, INSTALL. AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. CONTECH.® ENGINEERED SOWTIONS LLC www.contechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 A··---·--·-~----·--·--•• 0 0 "' 8()()..331:1-llU 513-645-7000 513-645-7993 FAX CDS2020-5-C INLINE CDS STANDARD DETAIL z i'!! ~ nQ ! w 11, > if~ z ~ hi :5 Q_ i) ------------------- z ; ,!! 3: n; w 1ff > z ~It~ ::S ~ iii 0.... i) • • • . . • • • • . • • . • ------------------- ------------------- z 0 ..... 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Milet Technical Informa ti on Re port Boeing VPAL Pro jec t Renton, W as hington Appendix C -City o f Renton Ma ps Be rgerABAM, A13.0294 .00 2 Augu st 2013 PageC-1 ofC-3 Reference 11-B Groundwater Protection Areas in the City of Renton • --~ldCapturelonee • ............... 0 a..-c:.i,...- 0 Cllr~ C) FM-C.U.Z- N ,_ --0.0,,-eec1er Valley 1o1e 1c11;rc. O ...... _ c..,. _ "._Uo.,y, ~ l"NjKt "'9¥1ew ArN Aqulhr ,.,_.... 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"" ' 0 )> )> 0" -ti~ c3 ~ ;e N~8 ------ ington NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 24 NORTH,RANGE 5 EAST. LIMIT OF DETAILED STUDY 7 ---- / / />~ --- ~ "l1llli:JJf APPROXIMATE SCALE 11,1 FEET - 500 0 500 NATIONAL R0110 INSURANCE PROGRAM FlOOD INSURANCE RAT[ MAP KING COUNTY, WASHINGTON AND INCORPORATED AREAS :scr wr INOE>< r<>fl l"At<EI . .S NOT m,,,m;o, --Sl,."fl> ·= --- MAP NUMBER 53033C{J664 f MAP REVISED: MAY 16, 1995 FWm1.l Emergency Mana,.,rnen1 Agwcy - / TM la an official copy of• pc,rtion cf tt,e abcNe 1"*once<! lood ma;,. l ./ / -fl'><lract..:I using F-MIT On-Line Thi• map -nc,t ,,,.ec:t changes •-,.,";; _ _.,,_" ;:~':..:~F:1-:~;.:~t~;::.ai:~r:o!:.l~=:"r;~':. JOINS PANEL 0977 ~~am ~oodmai,s d>Kk thl> FEMA FIOOdMap Store atwww ,,..c.'->a II""" -- ~ ! >-u 0 w ~ w ~ ti ;; i:i w ~ 51 ~ " 2! u "'0 w ~ " x 0 ~ ~ ~ " § § ", ~ \ !l... ', \._ ~ \., "'., ~ '\ ' ' -, ·~:::---_ O,i, --._ Technical Information Report Boeing VPAL Project Renton, Washington i Q; i ii "I ii ~ i 11 ;ii -~Q ' II ii i'.:zf'l l zo'""' 55~ uz~ "'"' o~o z '-' S,o:i'S X w z 0 N ~ g NOl'JNmme \ ' \ Appendix D -Flood Zone Maps =~ ~"' .. = ~~ !:,S ::& :;i ~ ~ < 0 z ii! ·p•i d. .. I!: 0 .. ~ j ! . 1i i ! ~~ h!•! --c:: .,-ii•l, I =-11JH !:! ii .. !l U!H ' ~ u··· lfi !l't" •,).~ lHii -~ i;i ~11..c;" ·IiH iii~i :Hr, u··i ~Su. H11::!0N ~ HHJON HUION X ~ 0 2 Hl•ON 3f1N3 BergerABAM, A13.0294.00 2 August 2013 Page 0-2 of D-2 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Technical Information Report Renton Site Logistics Renton, Washington Appendix E Geotechnical Report I I I I I I I I I I I I I I I I I I I S&EE SOIL & ENVIRONMENT AL ENGINEERS, INC. 16625 Redmond Way, Suite M 124, Redmond, Washington 98052, (425) 868-5868 MEMORANDUM To: Mr. David Sacamano, ASLA, LEED AP Date: August 14, 2013 From: C.J. Shin, Ph.D., P.E. Re: Geotechnical Considerations Boeing Renton Logistics -SEPA Permit Submittal Introduction Per your request, I have prepared this memo to summarize our geotechnical considerations for the referenced project. This memo is the first part of the two-step approach for the geotechnical analysis of the project. In this memo, I present the general geotechnical conditions and considerations at the site. These include subsurface soil and groundwater conditions, soil stability and settlement potential; typical foundation types and depths, underground utility construction methods, construction de-watering methods, seismic hazards and design requirements utilized at the site. I envision that we will perform additional project-specific geotechnical investigations and prepare site-specific geotechnical reports once the locations and scopes of new buildings and infrastructures are identified. Site History & Geology Boeing Renton Plant is located at the south end of Lake Washington. During WW II, the plant area was leveled by about 2 to 5 feet thick of fill. The first manufacturing Building 4-20/21 was constructed in 1941. This building along with Building 4-42 are the only few original buildings existing at present date. The major plant expansion occurs in 1965 which included the construction of manufacturing Buildings 4-81 and 4-82. The Black River used to run out of Lake Washington, flowed south through the site vicinity and then veered west (see attached Figure 1). In 1911, the Cedar River flooded Renton. In the following year the town dug a 2000- foot-long, 80-foot-wide canal to reroute the course of the Cedar to the north so that it flowed directly into Lake Washington, in the hope of avoiding floods in the future. From July to October 1916, the construction of the Lake Washington Ship Canal lowered the lake 8.8 feet. In the process, the Black River dried up, and the outfall from Lake Washington became the ship canal (reference: Suzanne Larson, History of the Lake Washington Ship Canal, King County Arts Commission, 1975, Introduction, 23.) 1309 S&EE Memorandum Boeing Renton Logistics Page2 The native soils immediately under the fill include alluvial deposits that are over 100 feet in thickness. These soils are typically soft and unconsolidated in the upper 50 feet and become more compact thereafter. Published geologic information ( Geologic Map of The Renton Quadrangle, King County, Washington by D.R. Mullineaux, 1965) indicates that the alluvial soils are underlain by Arkosic sandstone. We performed two soil test borings in January 2012 at the northwestern corner of the plant. These borings found glacially deposited and consolidated soil (hard silt) at depths of 150 to 170 feet and the soil extends to the maximum boring depth of 180 feet. ~oring data from our previous projects at the south side of Renton Airport show that the hard silt is underlain by sandstone. Seattle Fault Seattle Fault is the prominent active fault closest to the site (see attached figure 2). The fault is a collective term for a series of four or more east-west-trending, south-dipping fault strands underlying the Seattle area. This thrust fault zone is approximately 2 to 4 miles wide (north-south) and extends from the Kitsap Peninsula near Bremerton on the west to the Sammamish Plateau east of Lake Sammamish on the east. The four fault strands have been interpolated from over-water geophysical surveys (Johnson, et al.,, 1999) and, consequently, the exact locations on land have yet to be determined or verified. Recent geologic evidence suggests that movement on this fault zone occurred about 1,100 years ago, and the earthquake it produced was on the order of a magnitude 7.5. A liquefaction map (Preliminary Liquefaction Susceptibility Map of the Renton Quadrangle, Washington by Stephen Palmer) indicates that the project area has high liquefaction susceptibility. Geotechnical Consideration of Subsoil Conditions The fill at the ground surface is typically a mixture of sand and gravel (pitrun soil). Locally, glacial till fill, consisting of silty sand with gravel, was also found near the ground surface. Both the pitrun and till fills are in a state of medium dense to dense. The former is relatively weather insensitive and can be re-use for structural fill. The till fill, on the other hand is moisture-sensitive due to its silty nature. Till fill is susceptible to strength loss when wet and disturbed and is difficult to re-use during winter months. The alluvial soils in the upper 50 feet or so contain layers of compressible soils. These include organic and inorganic silt with lenses of peat. The compressibility of these soils is moderate and the shear strength is low. A dense gravel layer, about 10 to 20 feet in thickness, is present at the plant area. This is the embedment layer for almost all pile foundations at the plant. The depths to the top of this gravel layer ranging from 50 to 60 feet in the northern portion of the site to 70 to 80 feet in the southern portion of the site. The east-west extent of this layer is unclear. Based on our boring data the thickness of this layer pinches to minimal at the northwest corner of the plant and is absence within 100 feet depth in the eastern portion of the plant. 1309 S&EE I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Memorandum Boeing Renton Logistics Page 3 Settlement Potential and Mitigation The compressible organic and inorganic silt layers in the upper 50 feet of subsoils have caused ground settlements at the plant. The settlements are the result of primary and secondary consolidations of these soft and fine-grained soils. The secondary consolidation (or creep deformation) results from the decay of organic matters in the soil. Such deformation can last for a long time and can be triggered by new loads. At Renton Plant, pockets of organic soils are commonly found in the upper 30 feet of the subsoils and their thicknesses vary horizontally. The evidence of secondary consolidation at the plant is subtle, as most of the ground surface has been modified and leveled. The slab at Building 4-20 and North Apron are the only areas that retain the sign of secondary consolidation. Both Building 4-20 and North Apron were constructed around 1941. The slabs are soil-supported and uneven settlements up to 4 to 6 inches are visible. To mitigate ground settlement due to primary or secondary consolidations, the subgrade has been over- excavated about one to three feet, depending on the magnitude and dimensions of the surface loads. A geotextile is typically installed at the over-excavated subgrade and the over-excavation backfilled with compacted select fill including pitrun, crushed rock, or recycle concrete. In cases where the load magnitude and dimensions are great, surcharge preload has been performed. The known preload programs have included Buildings 4-81 and 4-82 in 1965, and Building 4-68 in 2011. The preload include about 6 to 8 feet high of temporary fill, placed over the building footprint for 6 to 10 weeks. Groundwater The depths of groundwater vary from about 3 feet at the north side to 6 feet at the south side of the plant. The depth of groundwater in the northern portion of the site is affected by the lake level. This level is controlled by the government lock and is the highest in the summer and lowest in the winter. The depth of groundwater in the southern portion of the site is affected mainly by recharge from precipitation. 1309 S&EE Memorandum Boeing Renton Logistics Page4 Foundations Typical foundation systems at Renton Plant include spread footings for light loads and pile foundations for heavy loads supports. Equipment pads such as generators, cooling towers, or electrical substations are typically founded on reinforced mat foundations. The allowable bearing loads for the shallow foundations range from 1,500 psf to 3,000 psf (pounds per square feet). Timber piles are used for the support of old structures at the plants, including Buildings 4-20 and 4-21. Deep foundations used in recent years include pin piles, micropiles, helical piles, concrete augercast pile, and grout-injected tubex piles. Almost all pile foundations at the plant are embedded in a gravel layer at depths of 50 to 60 feet in the northern portion of the plant and 80 to 90 feet in the southern and eastern portions of the plant. Working loads for pile foundation range from 20 kips for light-duty pin piles to 200 kips for heavy-duty augercast piles or tubex piles. Construction Dewatering and Discharge Due to the shallow groundwater table, construction dewatering is required for excavation depths exceeding 4 to 6 feet, depending on the location of the plant. For excavation depths on the order of 6 to 8 feet, dewatering from local sumps are common. For deeper excavations, groundwater control methods including soilfreeze and sheetpiles walls have been used. Groundwater cut-off using soilcrete (soil-cement mix) walls are currently under construction in Building 4-20 at the time of this memo. Boeing Renton Plant has limited allowance for daily discharge of water from all construction activities onsite. Currently, Metro King County allows 25,000 gallon per day discharge to the stonn/sewer system. The county may suspend discharge temporarily for a day or two during heavy rainstorm events. The above restrictions may affect construction sequence, therefore, the construction activities should plan accordingly. The person retains the discharge permit for Boeing is Ms. Doris Turner <doris.s.turner@boeing.com>. Pre-discharge treatment may be required for water quality control. Again, Ms. Doris Turner should be contacted for such issue. 1309 S&EE I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I Memorandum Boeing Renton Logistics Page 5 Underground Utility Construction Soft, silty native soils are often encountered at utility subgrades. These soils are easily disturbed by excavation equipment. Due to the proximity of shallow groundwater table, loosening by disturbance is inevitable. To avoid re-compression of the disturbed zone and thus settlement of underground utilities, subgrade stabilization is necessary. Depending on the type of soil and its moisture content, the stabilization methods often include over- excavation and backfilled with crushed rock and quarry spalls. The use of geotextile is also common. Seismic Hazards and Design Considerations As mentioned previously, Seattle Fault is the prominent active fault closest to the site and this fault can produce strong ground shake. The subsoils are typically classified as Class D soil per IBC 2009. The plant area has high liquefaction susceptibility. Liquefaction is a condition when vibration or shaking of the ground results in the excess pore pressures in saturated soils and subsequent loss of strength. Liquefaction can result in ground settlement or heaving/sand boils. In general, soils which are susceptible to liquefaction include saturated, loose to medium dense sands (i.e., below the water table). Based on our previous evaluations, the loose sandy soils between the groundwater table and a depth of 50 feet are liquefaction prone and may result in a few inches of ground settlement during and after strong earthquakes. ***"'* Please let me know anytime if you have any question. Regards, C.J. Shin, PhD, PE Attachments: Figure I: Black River course Figure 2: Active faults near site 1309 S&EE S&EE 0 C :z .~ ~~ Ul :i: ~ '):>' ~ . IJ. ~ ~ .Pu.,,il// q A -"~ ,._ ' 'al. 0 2 A 112· 1s'· 1 0 2 " 47' :io' River - 47• 15' .,,, ~· ... " "' 4mi 4 6km 0 C :z § )> l: ~ C:i vi :i: ~ t ~ ..{ B i l,ake !Yas.bingtcn 47• :io' /river -Lake level lowered and . Cedar ond Block Rivers diverted in 1917 Diverted in 1906 47• 15' Reference.' Holocene Geologic History and Sedimentolopy of the Duwpmish. and Puyallup Valley, Washington, Stephen P. Palmer, Washington Department of Natural Resources, September 29, 1997 · jFIGUER 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I SNOHOMISH CLALLAM OLY;\IPIC~ --.-.._~.---1 NATIONAL ,l>ARK ---.... l:C1ke, SITE !Figure 2 I ' . S:, Rattlesnake Mountain .fault ·ne' ",,, .. ·• :· ,,. •,;' Map of the Seattle area showing prominent active fault systems. Red boxes are recently mapped 7.5-minute quadrangles-Fall City (2007), North Bend (2009), Snoqualmie (coming 2009), and Carnation (coming 2010). I I I I I I I I I I I I I I I I I I I Technical Information Report Renton Site Logistics Renton, Washington Appendix F Stormwater Pollution Prevention Plan (not included in Draft TIR) I I I I I 1, I I I I I I I I I I I I I Technical Information Report Renton Site Logistics Renton, Washington Appendix G Forms Code Modifications 12 June 2014 Page4 • • Vault Sta 136+50 Relocate Pull Boxes (5) From Sta. 137+00 to 139+00 • Relocate Underground Power Lines (2) • Relocate Overhead Utilities • Relocate Power Pole (1) • Relocate Light Poles (1) • Relocate Pull Boxes (3) AFFECTS TO PROPOSED DESIGN 6th Ave. North: North Side from Sta. 597+00 to 599+00 • Eliminate 14 Parking Stalls 6th Ave. North: South Side from Sta. 590+00 to 592+00 • Relocate Storm Drain System -I I 1. Code Modifications 12 June 2014 Page3 South Side from Sta. 598+00 to 600+00 • Elimination of 9 parking stalls AFFECTS TO LOGAN A VEN From Sta. 126+00 to 128+00 • Relocate Underground Power Lines (2)' • Relocate Canopy • Relocate Underground Gas Line • Elimination of 8 parking stalls From Sta. 128+00 to 130+00 • Relocate Underground Power Lines (2) • Relocate Canopy • Relocate Underground Gas Line • Relocate Pull Boxes (2) From Sta. 130+00 to 132+00 • Relocate Overhead Utilities and Power Pole From Sta. 132+00 to 133+00 • Relocate Underground Power Lines (2) • Relocate Overhead Utilities • Relocate Guy Pole • Relocate Power Pole (1) • Relocate Underground Water • Relocate Storm Sewer From Sta. 133+00 to 137+00 • Elimination of 44 parking stalls • Relocate Underground Power Lines (2) • Relocate Overhead Utilities (2) • Relocate Light Poles (3) • Relocate Power Pole (3) PI s --Gt~ ·,11 ~e.11 aeu BU-CA)/ Ana.I S l fJ/tVl cf mod1_qc°'"~ ~ W.At 3-001 r z...z.... --rto..n/:-s - -V UV\..l2..l' s"" ." Code Modifications 12 June 2014 Page 2 requirements along both of these roads due to business impacts they would have to the Boeing Renton Site. These impacts include the below list of existing features and items currently located within· the landscape buffer areas and that likely would need to be modified or relocated outside of these buffer areas. AFFECTS TO NORTH 6TH STREET- North Side from Sta. 588+00 to 590+00 • Five monitoring wells fall within this buffer area. North Side from Sta. 594+00 to 600+00 • Relocate Gas Farm at northwest corner of Logan Ave. N & 61h Street South Side from Sta. 588+00 to 590+00 • Relocate Blast Fence South Side from Sta. 590+00 to 592+00 • Relocate Fire Hydrant • Relocate Motor Generator Building • Relocate High Pressure Water Line South Side from Sta. 592+00 to 594+00 • Relocate Building 5-27 • Gate/Entrance Relocation • Potential Affect to Power Com Utility Vault • Relocate Transmission/Utility Vault (Bldg BFFE -25.2) • Affected Road Entrance South Side from Sta. 594+00 to 598+00 • Elimination of 40 parking stalls • Relocate Light Pole (3) ~Berger.ABA11 Memorandum Date: 12 June 2014 33301 Ninth Avenue South, Suite 300, Federal Way, Washington 98003-2600 206/431-2300 • 206/431-2250 Fax• www.abam.com CITY OF RENTON RECEIVED JU~ I 3 2014 BUILDING DIVISION Subject: Code Modifications -Reference LUA13-001122 From: Steven True, PE To: Vanessa Dolbee, City of Renton Route To: Mark Clement, Boeing The City of Renton Code requires an onsite landscape buffer along the perimeter of Boeing's Renton property, which equates to a 20-foot buffer along Logan Avenue North and a 15-foot buffer along North 6th Street. The City also desires to widen Logan Ave N in the future so the City is requesting that Boeing evaluate how the 20-foot landscaping buffer along Logan Ave N would affect the Boeing property if it were measured from the future City-proposed right-of- way (ROW) line. Based on the plans previously submitted to the City, the limits of the Boeing property along Logan Avenue between the north side of N 6th St and the south side of N 8th St is roughly 1150 feet in length. When measured from N 6th St to the north along the proposed ROW line, the existing landscaping buffer for the first 350 feet is roughly 10 feet wide; the existing landscaping buffer is wider than·20-feet for the next 75 feet; the existing landscaping buffer is roughly 1-foot wide for the next 75 feet; and the existing landscaping buffer is roughly 11.5 feet wide for the next 650 feet up to the south side of N 8th St. The total landscaping area within this 20-foot buffer is equal to 12,300 SF, which equates to an average width of over 10.5 feet. · Excluding the existing roadways, the existing landscaping buffer along the north side of N 6th St is roughly 14.5 feet wide. The landscaping buffer along the south side of N 6th St is limited to the area east of the Spine Road intersection and that buffer is roughly 9 feet wide. The area along the south side of N 6th St west of the Spine Road intersection has existing buildings located within the buffer area. In addition, the area west of the buildings is where jet engines are tested, so the survivability of landscaping in this area may be problematic. Boeing is planning to maintain their existing landscaping within the buffer areas along both N 6th St and Logan Ave N; however, the company is requesting that the City provide a Code Modification to Boeing to waive any additional landscaping buffer construction or buffer