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Hydraulic Design Report

I-I 5 Freeway Channel Union Pacific Railroad to Sahara Avenue

Las Vegas, Nevada

Prepared for: City of Las Vegas

Department of Public Works

Prepared by: Parsons, Brinckerhoff, Quade and Douglas, Inc.

November 1996


1-1 5 Freeway Channel Union Pacific Railroad to Sahara Avenue

Las Vegas, Nevada



Prepared by: Parsons, Brinckerhoff, Quade and Douglas, Inc.

November 1996


1-1 5 Freeway Channel Union Pacific Railroad to Sahara Avenue

Las Vegas, Nevada



This report has been prepared by or under the supervision of the following Registered Engineer. The Registered Civil Engineer attests to the technical information contained herein and has judged the qualifications of any technical specialists providing engineering

tdations, c onclusions, and decisions are based

mons Brinckerhoff, Quade and Prepared Doug I as I

by: Inc.

November 1996

TABLE OF CONTENTS

Paqe 1 Introduction .....................................................................................................

1.2 Project Overview 1 1.3 Project Location 1 1.4

2 1.5 Scope of Work ......................................................................................

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1 . 1 Project Authorization 1

Purpose of the Study ............................................................................ 1

1

2

3

4

5

6

Watershed Characteristics ......................................................................... 5 2.1 Drainage Area ...................................................................................... 5 2.2 Other Drainage Reports ....................................................................... 5

6 3.1 Hydrologic Design 6 3.2 Tributary Areas 8

Hydrology ......................................................................................................... ................................................................................

..................................................................................... 3.2.1 Aka Drive Tributary .................................................................... 8 3.2.2 Charleston Boulevard Tributary ................................................. 8 3.2.3 Western Avenue Tributary .......................................................... 8 3.2.4 Oakey Boulevard Tributary ...................................................... 10 3.2.5 Sahara Avenue ........................................................................ 10

Hydraulic Design ......................................................................................... 11 Hydraulic Design Criteria .................................................................... 11

UPRR Crossing and Diversion Structure ............................................ 12

Las Vegas Creek/l-15 Channel Confluence Structure ........................ 13 Alta Drive Tributary ............................................................................. 14

Charleston Boulevard Tributary .......................................................... 15 Western Avenue Tributary .................................................................. 16 Oakey Boulevard Tributary ................................................................. 17 Connection to Existing Sahara Avenue Facility .................................. 17

4.1 4.2 Hydraulic Design Concepts ................................................................ 11 4.3 4.4 F Street Tributary 13 4.5 4.6 4.7 4.8 4.9 4.10 4.1 1

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Pinto Lane Tributary ............................................................................ 15

19 ............................................................................................. Cost Estimates

........................................................................................................ Summary 20

7 References .................................................................................................... 21

Hydraulic Design Report November 1996

1-15 Freeway Channel

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List of Figures I Location Map .................................................................................. 3 2 Vicinity Map ..................................................................................... 4 3 100-Year Design Flows ................................................................... 7 4 Drainage Area Map ......................................................................... 9

List of Tables 3.1 100-Year Flows ................................................................................ 6 4.1 Culvert Sizes and Hydraulic Data ................................................. 12

Appendix

A WSPG Hydraulic Calculations

0

0 Alta Drive Tributary 0 Western Avenue Tributary 0 Existing Las Vegas Creek

Union Pacific Railroad to Discovery Drive Discovery Drive to Sahara Avenue

B Hydraulic Calculations for Confluence Structure

C Plan and Profile of Drainage Facility 0 Union Pacific Railroad to Sahara Avenue 0 Alta Drive Tributary 0 Western Avenue Tributary 0 Confluence Structure

D Cost Estimates

I- 15 Freeway Channel Hydraulic Design Report November 1996

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1 .l Project Authorization

This report presents the finding of the drainage analysis for the 1-15 freeway regional flood control facility, undertaken by Parsons Brinckerhoff Quade & Douglas, Inc., as authorized by the agreement with the City of Las Vegas, dated August 7, 1996.

1.2 Project Overview

The Nevada Department of Transportation (NDOT), in cooperation with the Federal Highway Administration (FHWA), has begun the design of a multi-stage project to reconstruct the I- 15/US 95 Int hange. Concurrently, the City of Las Vegas (CLV), in cooperation with the Clark Coun r gional Flood Control District (CCRFCD), has completed the conceptual design and has be 9 n final design and construction of a regional flood control and conveyance system, a portion of which traverses the area of the proposed highway improvements. Recognizing that all of the proposed new facilities serve a significant public need, it will be more economical and prudent for all concerned to place the flood control facility within a shared right-of-way adjacent to 1-15 and US 95. The CLV and NDOT have entered into an interagency agreement to include the construction of the regional flood control facility located in the southeast portion of the I-15/US 95 Interchange along with NDOT’s I-l5/US 95 Interchange Stage 2 project.

1.3 Project Location

The project is located in the downtown area of the City of Las Vegas, Nevada. The flood control facility is to consist of a multicell box culvert placed along the 1-15 and US 95 highway corridors. The study area for the facility is from the downstream termination just west of UPRR to the upstream connection at the existing facility located just west of 1-15 and south of Oakey.

1.4 Purpose of the Study

This report summarizes the findings of the drainage design for the 1-15 freeway regional flood control facility. The section of the facility covered by this report is separated into two design segments. The first segment includes the analysis and design of the facility from UPRR to just south of Alta Drive. The report presents final design level recommendations for this segment for incorporation into the Bid Package for the I-15/US 95 Interchange Stage 2 project. The second segment includes the analysis and design of the facility from just south of Alta Drive to the connection with the existing box culvert built during the development of the Sahara Interchange project. The report presents preliminary design level recommendations for this segment to insure the downstream segment is designed to the required capacity and grade to minimize flooding at the Charleston Boulevard Under Pass and along Western Avenue.

1-15 Freeway Channel Hydraulic Design Report November 1996

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1.5 Scope of Work

A partial summary of the project Scope of Work as it applies to this Hydraulic Design Report is as follows:

0

0

Perform a review of the existing hydrologic and hydraulic data including previous reports and/or studies in the vicinity of the project. Review and finalize the preliminary alignment, elevation, and grade of the flood control facility between Oakey Boulevard and the US 95/UPRR grade separation as determined by Carter & Burgess 30% design report. Revise the hydraulic analysis for the flood control facility to include the runoff flows from existing and future storm sewer laterals connecting to the facility. Confirm the design runoff flows provided by the City and compute the hydraulic grade line (HGL) using WSPG software and per the design criteria of CCRFCD. Design of a transition structure at the confluence of Las Vegas Creek and 1-15 Freeway Channel to a level of design including dimensions, hydraulic performance, and conceptual details. Prepare a preliminary construction cost estimate for each segment of the flood control faci I ity .

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0

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LOCATION MAP

HYDRAULIC DESIGN REPORT Figure 1

1-15 FREEWAY CHANNEL

2 WATERSHED CHARACTERISTICS

2.1 Drainage Area

The watershed tributary to the Las Vegas Creek crossing of the UPRR is almost fully developed with residential and light industrial uses. Small portions of the western part of the watershed are still undeveloped. The total drainage area includes approximately 28 square miles drained almost equally by the Las Vegas Creek and the 1-15 Freeway Channel. The two channels confluence at 1-15 and Discovery Drive with the downstream reach continuing as Las Vegas Creek.

2.2 Other Drainage Reports

Several reports and design data and drawings exist which discuss the watershed and address drainage issues in this reach of the planned 1-15 Channel. References to these reports and data are made in Section 6. Of particular importance to the development of this report, is the report: I- 15/US-95 Stormwater Convevance Facilities, Hvdroloav and Hvdraulic Data and Alianment and Grade Information. 30% Desian Reoort, prepared for: Nevada Department of Transportation, prepared by: Carter & Burgess, Inc., October 1995. The Carter & Burgess report discusses the watershed in detail and models the hydrology for the entire watershed tributary to the UPRR crossing of the Las Vegas Creek using the US Army Corps of Engineers HEC-1 program.


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3 HYDROLOGY

The hydrology for this project is based on work performed by others. The modeling of flows in these other reports have been reviewed and approved by the City of Las Vegas. The 100-year flows used in the calculation of the 1-15 Channel hydraulics are summarized on Figure 3 and shown in Table 3.1,

3.1 Hydrologic Design

The hydrology calculations for the 1-15 Freeway Facility were previously prepared by Carter & Burgess in their October 1995 report: I- 15AX-95 Stormwater Conveyance Facilities and presented to the City of Las Vegas. The Carter & Burgess report presented a HEC-1 hydrology analysis of the entire drainage basin to the 1-15 Channel and the Las Vegas Creek tributary to the Union Pacific Railroad. PB reviewed the Carter & Burgess report for general compliance with the modeling of the tributary basin and found the report satisfactory for the needs of this design project. The 100-year design flows calculated in the Carter & Burgess report are intended for the design of the 1-15 Channel and the Las Vegas Creek. The 100-year design flows for the tributary drainage facilities (such as Alta Drive, Charleston Boulevard, Western Avenue, and Oakey Boulevard) should be determined from other hydrology reports or additional studies. The mainline 100-year design flows used in this report are summarized in Table 3.1, and Figure 3 is a schematic view of the system 100-year flows.

A peculiarity of modeling flows for a large watershed, is that tributaries to the main flow path at the lower reaches of the system do not have much of an impact on the peak flows. This is due to the difference in times of concentration for the various branches of the watershed. Also, as the peak flow migrates down the main channel, if there are no tributary connections for a long reach, the peak flow in the channel will actually decrease due to the continuing increase in the time of concentration. The combination of the two aspects of hydrologic modeling may indicate that flow is not increasing at the point of a tributary connection, when it actually is being modeled, but the impact on the main stream flow is minimal.

Table 3.1 1 00-Year Flows

CHANNEL REACH 100 YEAR FLOW UPRR to Discovery Drive 3900 cfs (1 10 m3/s) Discovery Drive to Alta Drive Alta Drive to Pinto Lane

2650 cfs (75 m3/s) 2700 cfs (76 m3/s)

Pinto Lane to Charleston Boulevard Charleston Boulevard to Wall Street Wall Street to Oakey Boulevard Oakey Boulevard to Sahara Avenue

*The ultimate box culvert which has been built between Oakey Boulevard and Sahara Drive has been designed to convey 2200 cfs (62m3/s).

2650 cfs (75 m3/s) 2250 cfs (64 m3/s) 2200 cfs (63 m3/s) 1600 cfs (45 m3/s)*

I- 15 Freeway Channel

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LEGEND

DRAINAGE BASIN ~

FLOWIN 1-15 FREEWAY FACILITY PROJECT LOCATION LATERALS PARKWAY CENTER STORM DRAIN

?&YEAR DESIGN FLOWS ARE OBTAINED FROM REPORTS PREPARED BY CARTER & BURGESS INC. AND BAUGHMAN 8 TURNER, INC.

100-YEAR DEMON MOWS 1-15 FREEWAY CHANNEL


3.2 Tributary Areas

The hydrology for the 1-15 Freeway Channel is characterized by five tributary areas which flow to the facility as illustrated in Figure 4. The tributary areas are defined as follows:

Alta Drive - Drainage from Alta Drive to the south side of US 95.

Charleston Boulevard - Drainage from Oakey Boulevard to Alta Drive.

Western Avenue - Drainage east of 1-15 and west of UPRR from Spring Mountain Road tn Charleston Boulevard.

Oakey Boulevard - Drainage from Sahara Avenue to Oakey Boulevard.

Sahara Avenue - Drainage from Flamingo Road to Sahara Avenue.

3.2.1 Aka Drive Tributary

The 100-year design flow in the Aka Drive drainage facility was obtained from the Baughman & Turner Hydrology Study for the Parkway Center. This flow was used to design the drainage facility in Alta Drive from the 1-15 Channel to Martin Luther King Boulevard. The estimated 100- year flow in Aka Drive at the 1-15 undercrossing is 443 cfs. The design of the drainage facilities in the Parkway Center development included some street flow bypass from Aka Drive into the development and into the new box culverts draining the Parkway Center. All of the flow in Aka Drive is not planned to enter the 1-15 Channel. Of the 443 cfs in Alta Drive at 1-15, 188 cfs will bypass the 1-15 Channel, via street flow, into the Parkway Center culverts, and 255 cfs will enter the triple box culvert of the 1-15 Channel. The storm drain in Aka Drive between the 1-15 Channel and Martin Luther King Boulevard should be designed for a 100-year flow of 255 cfs.

3.2.2 Charleston Boulevard Tributary

The 100-year flow in the Charleston Boulevard storm drain was estimated by Carter & Burgess to be 447 cfs, but this flow results from the same storm pattern for the entire watershed of the 1-15 Channel and is not the correct design peak flow for that tributary drainage facility. The increase in the design flow in the main storm drain at the junction with Charleston Boulevard is 400 cfs (less than the 447 cfs for the tributary due to the attenuation of flood routing).

3.2.3 Western Avenue Tributary

The 100-year flow in the Western Avenue storm drain was estimated by Carter & Burgess to be 87 cfs, but this flow results from the same storm pattern for the entire watershed of the 1-15 Channel and is not the correct design peak flow for that tributary drainage facility. The Carter & Burgess hydrology report identifies the tributary drainage area for the Western Avenue storm drain as between the Union Pacific Railroad, 1-15, Charleston Boulevard on the north , and Sahara Avenue on the south. Additional discussions with the City indicate that a better representation of the tributary area should extend south of Sahara to Spring Mountain Road. The Kimley-Horn drainage report identifies 100-year flows for this area and the City suggested we incorporate their study into our design. Kimley-Horn identified a 100-year flow at Oakey 1-15 Freeway Channel Hydraulic Design Report

November 1996 Page 8

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rn SPRING M UNTAIN =I FLAMINGO

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I -1 I

LEGEND

LVCREEK = WESTERN

4 LTA

I CHARLESTON

7 OAKEY

SAHARA

DRAINAGE AREAS BASED ON CARTER 8 BURGESS INC HYDROLOGY REPORT

DRAINAOE AREA MAP 1-15 FREEWAY CHANNEL


Boulevard and the UPRR of 494 cfs. The City of Las Vegas has design plans to make improvements to the graded ditch along the west side of the Union Pacific Railroad between Oakey Boulevard and Charleston Boulevard and increase the flow capacity of the ditch to 500 cfs. The most current planning is to utilize the capacity of this ditch as part of the ultimate drainage plan in the Western Avenue area and drain the ditch into the 1-15 Channel via a drain in Wall Street from the end of the cul-de-sac to Western Avenue; or the ditch could be drained into the 1-15 Channel along the small existing drainage easement between Western and the UPRR just south of Wall Street. The tributary area between Sahara Avenue and Spring Mountain Road (unaccounted for in the Carter & Burgess study) though significant for the design of a local drainage system will not have a significant impact on the peak flows in the main 1-15 Channel drain.

3.2.4 Oakey Boulevard Tributary

The 100-year flow in the Oakey Boulevard storm drain was estimated by Carter & Burgess to be 774 cfs, but this flow results from the same storm pattern for the entire watershed of the l- 15 Channel and is not the correct design peak flow for that tributary drainage facility. The increase in the design flow in the main storm drain at the junction with Oakey Boulevard is 690 cfs (less than the 774 cfs for the tributary due to the attenuation of flood routing). For the purposes of this preliminary design study, the 100-flows in the main drain south of Oakey Boulevard to Sahara Avenue are kept at higher levels than presented in the Carter & Burgess study. See the Sahara Avenue section below for an explanation of the higher flows.

3.2.5 Sahara Avenue

Some of the ultimate drainage facilities in this area are already constructed. The Sahara Avenue flyover of 1-15 required construction of 1734 ft of double barrel 10 ft wide by 8 ft high RCB culvert. The design of the box culvert improvements were completed by Louis Berger & Associates, Inc. (LBA) in 1993. The hydrology analysis completed by Carter & Burgess in 1995 was not able to be utilized by LBA. The LBA box culvert design relied on an earlier hydrology analysis of the entire watershed. The design plans for the double box culvert state that the 100-year design flow is 2205 cfs. The channel improvements downstream are intended to accommodate a 50-year flow for existing conditions (which is significantly less than the 50-year flow for the ultimate conditions). The hydraulic grade line is also identified on the design plans. A small conflict occurs because the Carter & Burgess hydrology report of 1995, identifies the 100-year ultimate flow just north of Sahara Avenue as 1570 cfs, whereas LBA used a design 100-year flow of 2205 cfs. A discussion of the hydraulic impacts is discussed in Section 4.11.


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4.1 Hydraulic Design Criteria

The drainage hydraulic design for the 1-15 Channel and Las Vegas Creek between the Union Pacific Railroad and Aha Drive is based on procedures presented in the Clark County Regional Flood Control District Hvdroloaic Criteria and Drainaae Desian Manual. The hydraulic computer modeling was performed for the entire length of the main drain study area, Union Pacific Railroad to Sahara Avenue, and analyses for the Alta Drive and Western Avenue tributary systems, using the Water Surface and Pressure Gradient Hvdraulic Analvsis Svstem (WSPGJ model created by the Los Angeles County Flood Control District. Details of the modeling and the special structures are described below.

4.2 Hydraulic Design Concepts

The analysis of the main box culvert was performed on the reach from the UPRR to Sahara Avenue. Only the uppermost portion of this reach, near Sahara Avenue has been constructed. The lowest reach of the system, between the UPRR and Discovery Drive is currently a concrete lined trapezoidal channel which is not at the grade nor has the capacity to convey the design flows. The remaining reach of the system has no drainage facility. The significant constraints on the planning and design of the system is the connection to the existing crossing of the UPRR and the proper draining of the watershed low points, particularly at the intersection of Western Avenue and Wall Street. These two constraints alone require that the invert profile of the box culvert be 0.0015 and 0.0017 between the UPRR and Wall Street. A culvert that flat having to convey up to 3900 cfs must be very large, a triple box culvert, 14ft by 1 oft. The hydraulic design for the 1-15 Freeway Channel is defined for eight channel reaches as follows:

0 UPRR to Discovery Drive

Discovery Drive to Aha Drive

Aka Drive to Pinto Lane

0 Pinto Lane to Charleston Boulevard

Charleston Boulevard to Wall Street

0 Wall Street to Martin Luther King Boulevard

0 Wall Street to Oakey Boulevard

0 Oakey Boulevard to Sahara Avenue

As described in Section 4.3 below, the main assumption in this analysis is the starting water surface which is assumed to be no deeper than 9.5 feet. Several different flow and culvert


I - 15 Freeway Channel

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configurations were modeled, varying the width, height, number, and slope of the culverts, until an acceptable hydraulic grade line was created for the entire length of the study reach. The size and average depth of flow in each reach of the main 1-15 Channel are summarized below in Table 4.1.

Table 4.1 Culvert Sizes and Hydraulic Data

CHANNEL REACH SIZE DEPTH UPRR to Discovery Drive Triple 14ft by loft 8.4 to 9.2 ft

Discovery Drive to Aka Drive (4.3m by 3.0m) Triple 12ft by 9ft 7.3 to 8.5 ft (3.7m by 2.7m) Triple 12ft by 8ft (3.7m by 2400m) Triple 12ft by 8ft (3.7m by 2.4m)

(3.7m by 2.4m) Double 12ft by 7ft (3.7m by 2.1m)

Double 12ft by 7ft (3.7m by 2.1 m)

Double loft by 8ft (3.0m by 2.4m)

Alta Drive to Pinto Lane

Pinto Lane to Charleston Boulevard

7.0 to 7.5 ft

7.1 to 7.2 ft

Charleston Boulevard to Wall Street Triple 12ft by 8ft 2.8 to 7.8 ft

Wall Street to Martin Luther King

Wall Street to Oakey Boulevard

Oakey Boulevard to Sahara Avenue

6.2 to 6.3 ft

6.0 to 7.2 ft

5.5 to 6.3 ft

4.3 UPRR Crossing and Diversion Structure

At the downstream end of the project design reach is an existing box culvert under the Union Pacific Railroad. This existing box culvert does not have the flow capacity to convey the upstream design flow of 3900 cfs. There is no plan to increase the flow capacity under the railroad at this location. The City’s current plan is to split the flow in Las Vegas Creek just upstream of the UPRR box culvert with a portion of the flow going through the existing box culvert and the remainder of the flow turning north along the west side of the railroad, into a new extension of the Washington Avenue Channel, and crossing under the railroad at a second location north of the existing box culvert at Bonanza Road.

The diversion structure, the Washington Avenue Channel to the north along the west side of the railroad, and the additional crossing under the railroad will all be designed by others. The design for this project includes coordination with the designers of the diversion structure. The design of the downstream invert for the triple box culvert for this project matches the proposed


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upstream invert elevation of the diversion structure which will be just upstream of the UPRR box culvert.

The significant assumption used in the design of this system is the hydraulic elevation at the downstream end of the system, at the UPRR. The current master drainage plan calls for a diversion structure just upstream of the UPRR to convey 2000 cfs to the UPRR box culvert and divert 2000 cfs to the north along the west side of the UPRR, crossing under the UPRR at a different location and eventually rejoining with the main Las Vegas Creek flow path. The existing 8ft by 12ft box culvert downstream and the modified 8ft by 12ft box culvert under the UPRR does not have the flow capacity to convey 2000 cfs, and will cause an unacceptable backwater into the triple box culvert. A preliminary study of the diversion structure by Carter & Burgess tried to identify a solution to the capacity problems at the UPRR box culvert. A proposed alternative solution was identified but the results cannot be recreated. The objective of that analysis was to create a depth in the upstream triple box culvert of no greater than 9.5 feet, or a water surface elevation of no greater than 2022.5 feet. This report is based on the assumption that the starting water surface elevation at the upstream end of the diversion structure at the UPRR is no greater than 2022.5 feet.

4.4 F Street Tributary

The ultimate F Street storm drain connection to Las Vegas Creek has been designed and constructed by Baughman & Turner as part of the site improvements to the UPRR Parkway Center. Three separate, small, shallow box culverts connect to the existing Las Vegas Creek lined trapezoidal channel just east of F Street. With the improvement of Las Vegas Creek to a box culvert in this reach, the three existing box culverts will have to connect to the new triple barrel box culvert. With the significant difference in the timing of the peak flows between the three small box culverts and Las Vegas Creek, the peak flow of Las Vegas Creek is impacted minimally by the F Street tributary. Similarly, the hydraulic grade line of Las Vegas Creek is affected minimally by the F Street tributary.

4.5 Las Vegas CreeWI-15 Channel Confluence Structure

Presently, the Las Vegas Creek flows from west to east along the southern side of SR-95. The creek crosses 1-15 by passing under and existing bridge at proposed Discovery Drive. Presently there is no 1-15 Channel (which will drain areas to the south and west). With the construction of the new 1-15 Channel, from Discovery Drive south, a confluence will be created with Las Vegas Creek immediately east of the 1-15 bridge over proposed Discovery Drive. The current Las Vegas Creek is a trapezoidal channel 8 to 10 feet deep with 2 to 1 side slopes. The proposed improvements to Las Vegas Creek and the 1-15 Channel include triple box culverts 8 to 10 feet high and buried 5 to 10 feet below existing grade. In the ultimate condition, the confluence structure will be a closed structure buried below grade. Because Discovery Drive is not completed under the 1-15 bridge, a portion of the Las Vegas Creek upstream of the confluence may be left temporarily as an open channel.

A significant issue for the design of the confluence is matching the invert profiles of the two tributary channels. The grade of the Las Vegas Creek, between the UPRR and the confluence, and the 1-15 Channel upstream of the confluence is determined by the invert of the existing I- 15 Freeway Channel

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box culvert under the UPRR and a critical low point in Western Avenue just south of Charleston Boulevard. The resultant invert slope is 0.0015 and 0.0017 ft/ft (m/m). The resultant depth of the box culvert and confluence is deeper than the existing trapezoidal channel. The Las Vegas Creek upstream of the confluence does not have the same constraint to be so deep, it can remain with a shallower invert profile. The current design by G. C. Wallace for the box culvert between Discovery and Martin Luther King Boulevard has located the box culvert relatively shallow. So, between the downstream end of the G. C. Wallace box culvert on Las Vegas Creek (just north of Discovery and west of 1-15), and the confluence structure with the I- 15 Channel, the invert of Las Vegas Creek will have to drop approximately 6.6 ft (2 m). This energy created in this drop in elevation will have to be dissipated in a stilling basin. The Desiun of Small Darns, by the Bureau of Reclamation is the source of design information for the stilling basin. The objective is to contain the loss of energy within the stilling basin so that the outlet condition of flow depth and velocity matches the adjacent flow condition in the 1-15 Channel, and the losses in the confluence are minimized. A hydraulic analysis of the confluence is included in Appendix B.

The design flow used for the design of the stilling basin is 2000 cfs. This flow is derived from analyzing HEC-1 hydrology calculations for each tributary and the mainline as presented in the Carter & Burgess report. A separate HEC-1 run ending at the confluence for the 1-15 Freeway channel identifies a 100-year flow of 2662 cfs. A separate HEC-1 run ending at the confluence for the Las Vegas Creek channel identifies a 100-year flow of 2689 cfs. A third run, which includes both tributaries and ends at the UPRR, identifies the 100-year flow in the 1-15 channel and the Las Vegas Creek just upstream of the confluence as 2428 cfs and 1618 cfs, respectively; and the 100-year flow in the main channel downstream of the confluence as 391 1 cfs. In the confluence structure itself, the HGLs above and below the stilling basin are generally independent. The HGL upstream should be designed for 2700 cfs. The downstream HGL should, more accurately, be based on half of the 3911 cfs the downstream channel is being designed for. Therefore, the design of the stilling basin is based on 2000 cfs.

4.6 Alta Drive Tributary

A portion of this tributary system will be designed and built as part of the construction of the I - 15 Channel between Discovery Drive and Alta Drive. The segment of the tributary system which will be built is from the east curb returns of the intersection of Martin Luther King Boulevard and Alta Drive and connecting to the triple box culvert just east of 1-15. The hydrology has been prepared by Baughman & Turner, Inc. and presented in the report Hvdroloav Studv for Parkwav Center . The City has accepted the report and the project drainage facilities have been built. The study indicates a 100-year tributary flow of 443 cfs along Aha Drive. This storm runoff will be conveyed by a combination of street and closed conduit capacity. Alta Drive has a flow capacity of 188 cfs which will pass under the 1-15 bridge, pass over the planned 1-15 Channel box culvert and enter a series of catch basins which will be drained by a separate box culvert which has already been constructed. The remaining runoff of 255 cfs will be conveyed from the intersection of Martin Luther King Boulevard and Alta Drive, in a storm drain which will connect to the 1-15 Channel box culvert.

The hydraulic design included in this report, models a 66-inch diameter pipe. The hydraulic design of this tributary pipe is controlled by the HGL in the main 1-15 Channel. The normal depth in the 66” pipe placed at a slope of 0.007 is 4.2 feet deep. The connecting pipe is I- 15 Freeway Channel

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placed at a low elevation to allow the designers of the system at the upstream end, at Martin Luther King Boulevard, the flexibility in future design. The elevation of the hydraulic grade line will be several feet below the ground so the inlets and future upstream connecting facilities will function properly. The culvert connection to the main box culvert should be placed at a 45 degree angle to minimize hydraulic losses. The WSPG modeling run for this segment is included in the appendix of this report.

4.7 Pinto Lane Tributary

There in an existing 8ft by 3ft culvert passing under the 1-15 embankment. The east end of this culvert currently connects to other culverts which drain to the Charleston Boulevard/UPRR undercrossing, increasing the flooding problem at that location. With the construction of the I- 15 Channel, existing systems such as this crossing the freeway embankment can be connected directly to the new box culvert. The ultimate hydraulic conditions at this location will allow the connection of this existing system to the new box culvert. The hydraulic grade line in the 1-15 Channel at the proposed location of the Pinto Lane tributary is 2029 ft (618.44 m). The ground elevation along Martin Luther King Boulevard at the existing inlets to this culvert is approximately 2039.5 ft (621.64 m). There is nearly 10.5 ft (3 m) of HGL head available so this connection will serve future needs very well.

The Carter & Burgess Hvdroloav and Hvdraulic Report, indicates a 100-year flow for this tributary of 74 cfs, which is based on HEC-1 watershed area-reduction factors for the development of flows in the main 1-15 Channel. The design 100-year flow for the Pinto Lane watershed will be slightly higher and would need to be calculated separately. A flow as great as 200 cfs in this 8ft by 3ft culvert will not cause adverse conditions at the culverts in Martin Luther King Boulevard.

4.8 Charleston Boulevard Tributary

According to the City and County flood control master plans, the planned culvert in Charleston Boulevard is an 8ft by 4ft box culvert. This culvert will come from the west and connect to the 1-15 Channel just east of 1-15 at Charleston Boulevard. The Carter & Burgess Hvdroloav and Hvdraulic Reoort, indicates a 100-year flow for this tributary of 477 cfs, which is based on HEC-1 watershed area-reduction factors for the development of flows in the main 1-15 Channel. The design 100-year flow for the Charleston Boulevard watershed, and thus the culvert in Charleston Boulevard, will be slightly higher and would need to be calculated separately.

The hydraulic grade line in the main 1-15 Channel box culvert is kept as low as possible in this area to drain the low point at approximately Wall Street and Western Avenue. Still, the main box culvert in this area is relatively shallow because of the long flat grade to connect to the UPRR box culvert. The shallow location of the main box culvert at Charleston, and the corresponding HGL, does limit the possible configurations for the Charleston Boulevard tributary drain. The tributary drain will probably, initially, be a pressure flow culvert and farther to the west become an open flow condition. Those specifics will have to be determined by the future designer.


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Adjacent to this area is the Charleston Boulevard/UPRR undercrossing. The construction of the 1-15 drain up to this point will substantially decrease the tributary area to the undercrossing and decrease the flooding of Charleston Avenue.

4.9 Western Avenue Tributary

This watershed area is bounded on the east by the UPRR embankment and on the west by the 1-15 embankment and on the north by Charleston Boulevard. The southern boundary has been identified by different reports as at Sahara Avenue, or as far south as Spring Mountain Road. There is a small culvert crossing under the UPRR at Sahara Avenue and the Carter & Burgess Hvdroloav and Hvdraulic Report identifies this as the southern limit of the watershed, indicating that this culvert should be upsized to convey the 100-year flow. The City’s current master drainage plan does not identify this Sahara/UPRR culvert crossing as due to be upsized. The result is that for the design of the 1-15 Channel box culvert, the Western Avenue tributary area will extend south to Spring Mountain Road. A significant source of flood waters in this area along the west side of the UPRR is the large areas to the west of 1-15. With the construction of the complete 1-15 Channel south to Sahara Avenue and all of the connecting drainage facilities, the floodwaters making their way to the UPRR embankment will be substantially reduced.

The City is currently upgrading the capacity of the unlined ditch along the west side of the UPRR. This improved ditch is designed to convey a flow of 500 cfs between Sahara Avenue and Charleston Boulevard. Until the 1-15 Channel is built, the downstream end of this ditch will connect to the existing downdrain outletting in the sag of the Charleston/UPRR undercrossing. The improved capacity of this ditch will provide adequate drainage for the entire Western Avenue watershed, providing a proper outlet for the ditch is constructed.

Previous planning for drainage facilities in this Western Avenue watershed, included the construction of a culvert up Western Avenue from Wall Street, crossing Oakey Boulevard and continuing south in Western and Highland streets to provide proper drainage. The area currently drains to the UPRR embankment and flows south. With the improved capacity of the unlined ditch along the UPRR there will be no need to provide other culvert capacity between Sahara Avenue and Charleston Boulevard.

The plan for this report is to provide a drainage connection from the improved UPRR ditch to the 1-15 Channel triple box culvert in the area of Wall Street and Western Avenue. Two locations for connections are possible and were evaluated: The first is in Wall Street to the east of Western and connecting to the UPRR ditch at the end of the cul-de-sac. The second location is in the drainage easement located about 100 feet south of Wall Street which connects Western to the UPRR ditch. This easement currently conveys runoff from west to east in a lined open ditch. The improvement at either location will convey flow in a culvert from east to west. The analysis of the system in the Wall Street cul-de-sac did provide for an acceptable HGL, but was not acceptable for design because the invert slope would be too flat. Using the invert elevation of the improved UPRR ditch and the proposed invert of the main box culvert, the greater length of this alternative alignment created an unacceptably flat invert slope, the culvert would be subject to sedimentation and clogging.


Page 16


The second location, utilizing the existing drainage easement between Western and the UPRR ditch just south of Wall Street, will provide an acceptable invert slope and an acceptable HGL to provide drainage capacity for 500 cfs from the UPRR ditch to the 1-15 Channel box culvert. The resultant drainage facility is an 8ft by 5ft (2.4m by 1.5m) culvert with an invert slope of 0.0019 ft/ft (m/m). This second location is farther from Charleston Boulevard, so will divert a little less of the Western Avenue watershed to the main box culvert, allowing a little more runoff to the Charleston/UPRR undercrossing than a connection located in the Wall Street cul-de-sac would provide. With the overall substantial decrease in the tributary area to the Charleston/UPRR undercrossing the 1-1 5 Channel will provide, this remaining tributary area to the undercrossing will be adequately drained by the existing drains in the sag.

4.1 0 Oakey Boulevard Tributary

According to the City and County flood control master plans, the planned culvert in Charleston Boulevard is a 108” diameter (equivalent to a loft by 6ft box culvert). This culvert will come from the west and connect to the 1-15 Channel just west of 1-15 at Oakey Boulevard. The Carter & Burgess Hvdroloav and Hvdraulic Reoort, indicates a 100-year flow for this tributary of 774 cfs, which is based on HEC-1 watershed area-reduction factors for the development of flows in the main 1-15 Channel. The design 100-year flow for the Charleston Boulevard watershed, and thus the culvert in Oakey Boulevard, will be slightly higher and would need to be calculated separately.

The hydraulic grade line in the main 1-15 Channel box culvert is very shallow at this point, because the main 7ft high box culvert needs to cross over a 54-inch diameter sewer. The physical location of the main box culvert forces the HGL to be close to ground elevation, though still in an open flow condition within the main box. The shallow location of the main box culvert at Oakey, and the corresponding HGL, does limit the possible configurations for the Oakey Boulevard tributary drain. The tributary drain will probably be in an open flow condition as it drains flows from the west. The specifics of the tributary system will have to be determined by the future designer.

4.1 1 Connection to Existing Sahara Avenue Facility

A portion of the ultimate 1-15 Channel has been built as part of the Sahara Avenue flyover improvements to the 1-15. Just north of Sahara Avenue and west of 1-15, an entrance structure and two hundred meters of 8ft by loft double box culvert have been constructed towards the north. Also, improvements have been made to an open channel downstream of the new box culvert extending to Oakey Boulevard. The design of the box culvert improvements were completed by Louis Berger & Associates, Inc. (LBA) in 1993. The hydrology analysis completed by Carter & Burgess in 1995 was not able to be utilized by LBA. The LBA box culvert design relied on an earlier hydrology analysis of the entire watershed. The design plans for the double box culvert state that the 100-year design flow is 2205 cfs. The channel improvements downstream are intended to accommodate a 50-year flow for existing conditions (which is significantly less than the 50-year flow for the ultimate conditions). The hydraulic grade line is also identified on the design plans.


Page 17


A small conflict occurs because the Carter & Burgess hydrology report of 1995, identifies the 100-year ultimate flow just north of Sahara Avenue as 1570 cfs, whereas LBA used a design 100-year flow of 2205 cfs. As described earlier in this report, the 1-15 Channel system immediately downstream of Oakey Boulevard is proposed to be a 7ft by 12ft double box culvert. Using the more recent Carter & Burgess flow of 1570 cfs would allow the size of the drainage facility between Oakey Boulevard and the existing upstream box culvert to be slightly smaller than either the proposed 7ft by 12ft double box culvert downstream, or the 8ft by loft double box in the upstream direction. Because if the limited space available to construct this reach of the drain, between the toe of the highway embankment and the right-of-way, and because the upstream facility has already been designed for a larger flow, the recommendation at this time is to construct an 8ft by loft double box culvert south of Oakey Boulevard. The WSPG modeling run for the reach between Discovery Drive to Sahara Avenue includes this segment and is included in the appendix of this report.


Page 18

Cost estimates were prepared based on the quantities of major items of construction, as determined from conceptual designs. Unit costs were established based on bid tabulation of NDOT, CLV and other recent projects. The cost is based on 1996 dollars.

To arrive at the total project costs, the following allowances were included:

10% for Construction Engineering

5% for Unlisted Items for Reaches Sahara to Charleston and Charleston to Alta

No allowance for inflation has been added.

The total amounts for each reach considered is summarized in Table 5.1 below. Detailed cost estimates are included in Appendix D.

Table 5.1 Summary of Cost Estimate

CHANNEL REACH LENGTH AMOUNT Sahara to Charleston Charleston to Alta

--Aha to Discovery Discovery to UPRR Total Cost

4928 ft (1502 m) 2231 ft (680 m) 2297 ft (700 m)

3409 ft (1039 m) 12865 ft (3921 m)

$9,816,993 $4,683,26 1 $4,120,950 $9,701,184

$28,322,388


Page 19

6 SUMMARY

A complete discussion of the 1-15 Channel system has been prepared for the reach between the UPRR and Sahara Drive. The latest hydrology reports have been reviewed and a hydraulic analysis of the system has been completed. Design calculations have been prepared for the confluence with Las Vegas Creek at Discovery Drive, the tributary at Alta Drive, and the tributary at Western Avenue.

This report supports the design plans prepared by PB for the 1-15 Channel triple box culvert between the diversion structure at the UPRR to just south of Alta Drive; the confluence structure at Alta Drive; and tributary storm drain in Alta Drive between Martin Luther King Boulevard and the 1-15 Channel.

The depth and flat slope of the triple box culvert is required to connect the existing box culvert under the UPRR to the low ground elevation in Western Avenue near Wall Street. These two constraints require a triple box culvert between 7 and 10 feet deep, between 36 and 42 feet wide, and built with an invert slope of 0.0015 to 0.0017 ft/ft (m/m).

The significant assumption used in the design of this system is the hydraulic elevation at the downstream end of the system, at the UPRR. The current master drainage plan calls for a diversion structure just upstream of the UPRR to convey 2000 cfs to the UPRR box culvert and divert 2000 cfs to the north along the west side of the UPRR, crossing under the UPRR at a different location and eventually rejoining with the main Las Vegas Creek flow path. The existing 8ft by 12ft box culvert downstream and the modified 8ft by 12ft box culvert under the UPRR does not have the flow capacity to convey 2000 cfs, and will cause an unacceptable backwater into the triple box culvert. A preliminary study of the diversion structure by Carter ti Burgess tried to identify a solution to the capacity problems at the UPRR box culvert. A proposed alternative solution was identified but the results cannot be recreated. The objective of that analysis was to create a depth in the upstream triple box culvert of no greater than 9.5 feet, or a water surface elevation of no greater than 2022.5 feet. This report is based on the assumption that the starting water surface elevation at the upstream end of the diversion structure at the UPRR is no greater than 2022.5 feet. The design of the structure at the confluence of the Las Vegas Creek and the 1-15 Channel utilized design procedures presented in the Desian of Small Darns, by the Bureau of Reclamation for confluences and stilling basins.


Page 20

7 REFERENCES

1.

2.

3.

4.

5.

6.

7.

8.

9.

10.

11.

I- 15/US-95 Stormwater Convevance Facilities, Hvdrolosv and Hvdraulic Data and Alignment and Grade Information, 30% Design Reoort, prepared for: Nevada Department of Transportation, prepared by: Carter & Burgess, Inc., October 1995.

Hvdroloav Studv for Parkwav Center. Section 33 & 34. Townshio 20, Ranae 61 East. Las Veaas. Nevada, prepared for: Union Pacific Realty Co., prepared by: Baughman & Turner, Inc., April 1992.

Oakev BoulevardhVvomina Avenue, Rancho Drive to Las Veaas Boulevard, Alternatives Studv, prepared for: City of Las Vegas, prepared by: Kimley-Horn and Associates, Inc., February 1994.

Preliminary Desian ReDort for Flood Control Conve-vance Facilities. Central Las Veaas Vallev - Phase 1, Facilitv No. 7 & 8 (CCRFCD Master Plan), prepared for: City of Las Vegas, prepared by: Mundhir Eljumaily Associates (MEA), October 1988.

Water Surface Profile Grade. WSPG (comouter modelins of hvdraulic gradelines in ooen channels and Dressure svstems), developed by: Los Angeles County Flood Control District, distributed by: Woodcrest Engineering, 1991.

Hvdrolouic Criteria and Drainage Design Manual, Clark County Regional Flood Control District, prepared by WRC Engineering, Inc., October 1990.

Las Veaas Creek Diversion Structure (internal Carter & Burgess memorandum), prepared under direction of: City of Las Vegas, prepared by: George Cotton (Carter & Burgess - Denver), June 7, 1996.

Desian Plans for the Sahara Avenue / 1-15 Interchanue, prepared for: Nevada Department of Transportation, prepared by: Louis Berger & Associates., Inc., 1993.

Flood Control Facilities lnventorv and Citv- Wide Hvdroloav Analvsis, prepared for: City of Las Vegas, Nevada, prepared by: Montgomery Watson, January 1995.

The Master Plan UDdate of the Las Veaas Vallev, prepared for: Clark County Regional Flood Control District, prepared by: James M. Montgomery Consulting Engineers, Inc., August 1991.

Desian of Small Dams, United States Department of Interior, Bureau of Reclamation, Third Edition. 1987.


Page 21


Appendix A

WSPG Hydraulic Calculations 0 Union Pacific Railroad to Discovery Drive 0 Discovery Drive to Sahara Avenue 0 Alta Drive Tributary 0 Western Aven’ue Tributary 0 Existing Las Vegas Creek 0 WSPG Station Correlation Table


WSPG Hydraulic Calculations Summary

PURPOSE:

The purpose of these calculations is to model the design of the 1-15 Freeway Channel and to determine the water surface elevation produced by the 100-year storm. The model was performed using the Water Surface and Pressure Gradient Hydraulic Analysis System (WSPG) which calculates the water surface elevation in the culvert utilizing Manning's and Bernoulli's equation.

ASSU M PTI 0 N S:

(1) The 100-year design flows for the project were obtained from various documents including hydrologic reports by Carter & Burgess, Inc., Baughman & Turner, Inc., and Kimley Horn and Associates, Inc.

(2) The value of Manning's n used for the analyses is 0.013 for concrete.

BASIC DATA:

The analysis for the 1-15 Freeway Channel was divided into two sections and analyses were performed for three tributary systems.

UPRR to Discovery Drive: This reach of the 1-15 Freeway Channel runs along the south side of US 95 between the Union Pacific Railroad and Discovery Drive. A tributary conveying a portion of the flows from the Alta basin and the Parkway Center area enters the channel near F Street. The confluence of the Las Vegas Creek and the 1-15 Freeway Channel is located at the upstream end of the reach and was not included in the WSPG model.

Discovery Drive to Sahara: This reach of the project extends from the confluence structure at Discovery Drive to the existing channel south of Oakey Boulevard. It runs along the east side of 1-15 between Discovery and Wall Street, where it crosses under 1-15 to Martin Luther King Boulevard. The channel then runs along Martin Luther King (west of 1-15) to the existing channel constructed as part of the 1-1 5ISahara Interchange. Tributary laterals are located at Alta Drive, Pinto Lane, Charleston Boulevard, Wall Street, Martin Luther King (between Wall and Oakey Boulevard), and at Oakey.

Alta Drive Tributary: This lateral extends west in Aha for the future collection of street flow from the Aka Basin at the intersection of Martin Luther King and Aha.


Western Avenue Tributary: This lateral collects the flow of the Western basin, which extends from Charleston Boulevard to Spring Mountain Road between the Union Pacific Railroad and 1-15. The culvert runs west along an existing drainage easement south of Wall Street to Western Avenue where it turns north on Western and connects to the main 1-15 Freeway Channel at Wall.

Existing Las Vegas Creek: This analysis was performed to model the effects of rerouting a portion of the existing channel to the upstream end of the energy dissipator. The analysis reflects the transition from a rectangular channel to the existing trapezoidal channel to the proposed Las Vegas Creek Channel by G.C. Wallace.

Metric to English Conversion The plans and profiles for the project have been prepared in SI units in accordance with NDOT criteria and stationing increases in the downstream direction. The WSPG model works in English units and stationing must increase in the upstream direction. In order to assist in translating from the model to the plans, a station correlation table has been provided.

CALCULATIONS:

The WSPG outputs for the above analyses are attached.


WSPG Hydraulic Calculations

Union Pacific Railroad to Discovery Drive


DATE: 11/ 4/1996 TIME: 17:45

F 0 5 1 5 P WATER SURFACE P R O F I L E - CHANNEL D E F I N I T I O N L I S T I N G PAGE 1

CARD SECT CHN NO OF AVE P I E R HEIGHT 1 BASE Z L ZR I N V Y ( 1 ) Y ( 2 ) Y(3) Y ( 4 ) Y ( 5 ) Y ( 6 ) Y ( 7 ) Y ( 8 ) Y ( 9 ) Y ( 1 0 ) CODE NO TYPE P I E R S WIDTH DIAMETER WIDTH DROP

CD 1 3 2 0.67 10.00 43.34 0.00 0.00 0.00 CD 2 3 2 0.67 4.00 33.34 0.00 0.00 0.00 CD 3 4 4.00

F O 5 1 5 P

WATER SURFACE PROFILE - T I T L E CARD L I S T I N G

HEADING L I N E NO 1 I S -

I - 1 5 \ U S 95 INTERCHANGE - SYSTEM CUTLET TO CONFLUENCE

HEADING L I N E NO 2 I S - PARSONS BRINCKERHOFF - D . GOODIN - PROJECT NO. 1 3 0 6 4 A


PAGE NO 3

F I L E NAME: P:\13064A\HYDRA\LVLOIJER.DAT 9=3900

F O 5 1 5 P PAGE NO 2

WATER SURFACE PROFILE - ELEMENT CARD LISTING

ELEMENT NO 1 I S A SYSTEM OUTLET * * * U/S DATA STATION INVERT SECT

1000.00 2012.05 1

ELEMENT NO 2 I S A REACH * * * U/S DATA STATION INVERT SECT N

1002.00 2012.05 1 0.013


1269.00 2012.45 1 0.013

* * * ELEMENT NO 4 I S A REACH U/S DATA STATION INVERT SECT N

1328.00 2012.54 1 0.013

ELEMENT NO 5 I S A REACH * * U/S DATA STATION INVERT SECT N

1492.00 2012.79 1 0.013


1656.00 2013.03 1 0.013

ELEMENT NO 7 IS A REACH * * * U/S DATA STATION INVERT SECT N

1730.00 2013.14 1 0.013

ELEMENT NO 8 I S A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT-1 CAT-2 N

1802.00 2013.25 1 2 0 0.013


1850.00 2013.32 1 0.013

* * * ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N

1979.00 2013.52 1 0.013

ELEMENT NO 11 I S A JUNCTION * * * * U/S DATA STATION INVERT SECT L A T - 1 LAT-2 N

1986.00 2013.53 1 3 0 0.013

U S €LEV 2021 . I 5

RADIUS ANGLE ANG PT MAN H 0.00 0.00 0.00 0






* * * 93 P4 INVERT-3 INVERT-4 PHI 3 PHI 4 110.0 0.0 2019.22 0.00 32.00 0.00



* * * P3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4 -20.0 0.0 2013.53 0.00 0.10 0.00


UATER SURFACE PROFILE - ELEMENT CARD L I S T I N G


2240.00 2013.91 1 0.013 RADIUS ANGLE ANG PT MAN H

0.00 0.00 0.00 0

ELEMENT NO 13 I S A JUNCTION * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N

2247.00 2013.92 1 0 0 0.013

* * * P3 -20.0

P4 INVERT-3 INVERT-4 PHI 3 P H I 4 0.0 2013.92 0.00 0.10 0.00



0.00 0.00 0.00 0



0.00 0.00 0.00 D



0.00 20.73 0.00 0

ELEMENT NO 17 I S A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N

2907.00 2014.91 1 3 0 0.013

* P3 -20.0

* * P4 INVERT-3 INVERT-4 P H I 3 PHI 4

0.0 2014.91 0.00 0.10 0.00



0.00 0.00 0.00 0


3213.00 2015.37 1 3 0 0.013

* 03 -20.0

* * 04 INVERT-3 INVERT-4 PHI 3 P H I 4

0.0 2015.37 0.00 0.10 0.00



0.00 20.06 0.00 0



0.00 0.00 0.00 0


3507.00 2015.81 1 3 0 0.013

* P3 -20.0


0.0 2015.81 0.00 0.10 0.00




3600.00 2015.95 1 0.013

ELEMENT NO 24 I S A JUNCTION * * * * U/S DATA STATION INVERT SECT L A T - 1 L A T - 2 N

3607.00 2015.96 1 3 0 0.013


3616.00 2015.97 1 0.013


3996.00 2016.54 1 0.013


4102.00 2016.71 1 0.013

ELEMENT NO 28 I S A SYSTEM HEADWORKS * U/S DATA STATION INVERT SECT

NO E D I T ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING 4102.00 2016.71 1


* * * 93 94 I N V E R T - 3 I N V E R T - 4 P H I 3 P H I 4 -20.0 0.0 2015.96 0.00 0.10 0.00

* U S ELEV

0.00




** WARNING NO. 2 ** - UATER SURFACE ELEVATION GIVEN I S LESS THAN OR EQUALS INVERT ELEVATION I N HDUKDS, U.S.ELEV = I N V + DC

LICENSEE: PARSONS BRINCKERHOFF F0515P UATER SURFACE PROFILE L I S T I N G

1-15\US 95 INTERCHANGE - SYSTEM OUTLET TO CONFLUENCE PARSONS BRINCKERHOFF - 0. GOODIN - PROJECT NO. 13064A F I L E NAME: P:\13064A\HYORA\LVLWER.OAl P=3900

PAGE 1

STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER C R I T I C A L HGT/ BASE/ ZL NO AVBPR ELEV OF FLW ELEV HEAD GRO.EL. ELEV DEPTH O I A I D NO. P I E R

L/ELEM so SF AVE H F NORM DEPTH ZR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

1000.00 2012.05

2.00 0.00000

1002.00 2012.05

267.00 0.00150

1269.00 2012.45

59.00 0.00153

1328.00 2012.54

164.00 0.00152

1492.00 2012.79

164.00 0.00146

1656.00 2013.03

74.00 0.00149

1730.00 2013.14

JUNCT STR 0.00153

1802.00 2013.25

48.00 0.00146

1850.00 2013.32

129.00 0.00155

1979.00 2013.52

JUNCT STR 0.00143

1986.00 2013.53

254.00 0.00150

9.100 2021.150

9.105 2021 .I55

9.017 2021.467

8.997 2021.537

8.944 2021.734

8.912 2021.942

8.895 2022.035

9.137 2022.387

9.118 2022.438

9.052 2022.572

9.000 2022.530

3900.0

3900.0

3900.0

3900.0

3900.0

3900.0

3900.0

3790.0

3790.0

3790.0

3810.0

10.20

10.20

10.30

10.32

10.38

10.42

10.44

9.88

9.90

9.97

10.08

1.617 2022.767

-001272 0.00

1.615 2022.770

.001288 0.34

1.647 2023.114

.001308 0.08

1.654 2023.191

.001322 0.22

1 .674 2023.408

-001338 0.22

1.686 2023.628

.001347 0.10

1.692 2023.727

.001270 0.09

1.515 2023.902

.001193 0.06

1.521 2023.959

.001208 0.16

1.543 2024.115

.001235 0.01

1.578 2024.108

.001267 0.32

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

6.447

6.447

6.447

6.447

6.447

6.447

6.447

6.325

6.325

6.325

6.348

0.000

8.547

8.488

8.490

8.624

8.572

8.448

8.252

8.399

10.00

10.00

10.00

10.00

10.00

10.00

10.00

10.00

10.00

10.00

10.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

2

2

2

2

2

2

2

2

2

2

2

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

LICENSEE: PARSONS BRINCKERHOFF F0515P WATER SURFACE PROFILE L I S T I N G

I-I5\US 95 INTERCHANGE - SYSTEM OUTLET TO CONFLUENCE PARSONS BRINCKERHOFF - D. GOOOIN - PROJECT No. 13064A F I L E NAME: P:\13064A\HYDRA\LVLOER.DAT P=3900

PAGE 2

Q VEL VEL ENERGY SUPER C R I T I C A L HGT/ BASE/ Z L NO AVBPR STATION INVERT DEPTH W.S. ELEV OF FLOU ELEV HEAD GRD.EL. ELEV DEPTH D I A I D NO. P I E R

L/ELEM so SF AVE HF NORM DEPTH ZR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

2240.00 2013.91

JUNCT STR 0.00143

2247.00 2013.92

65.00 0.00154

2312.00 2014.02

469.00 0.00149

2781.00 2014.72

119.00 0.00151

2900.00 2014.90

JUNCT STR 0.00143

2907.00 2014.91

299.00 0.00151

3206.00 2015.36

JUNCT STR 0.00143

3213.00 2015.37

280.00 0.00150

3493.00 2015.79

7.00 0.00143

3500.00 2015.80

JUNCT STR 0.00143

3507.00 2015.81

93.00 0.00151

8.910 2022.820

8.854 2022.774

8.832 2022.852

8.723 2023.443

8.696 2023.596

8.635 2023.545

8.597 2023.957

8.534 2023.904

8.526 2024.316

8.527 2024.327

8.461 2024.271

3810.0

3830.0

3830.0

3830.0

3830.0

3850.0

3850.0

3870.0

3870.0

3870.0

3890.0

10.18

10.30

10.32

10.45

10.49

10.62

10.66

10.80

10.81

10.81

10.95

1.610 2024.430

.001301 0.01

1.647 2024.421

-001322 0.09

1.655 2024.507

.001348 0.63

1.697 2025.140

.001375 0.16

1.708 2025.304

.001401 0.01

1.750 2025.295

.001429 0.43

1.765 2025.722

.001459 0.01

1.810 2025.714

-001482 0.42

1.814 2026.130

.001484 0.01

1.813 2026.140

.001507 0.01

1.861 2026.132

.001529 0.14

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

6.348

6.370

6.370

6.370

6.370

6.392

6.392

6.414

6.414

6.414

6.436

10.00

10.00

8.343

10.00

8.441

10.00

8.397

10.00

10.00

8.447

10.00

10.00

8.492

10.00

8.653

10.00

10.00

8.514

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

43.34 0.00

0.00

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

LICENSEE: PARSONS ERINCKERHOFF F05 15P WATER SURFACE PROFILE L I S T I N G

I-I5\US 95 INTERCHANGE - SYSTEM OUTLET TO CONFLUENCE PARSONS ERINCKERHOFF - D. GOODIN - PROJECT NO. 13064A F I L E NAME: P:\13064A\HYDRA\LVLOUER.DAT Q=3900

PAGE 3

STATION INVERT DEPTH W.S. P VEL VEL ENERGY SUPER C R I T I C A L HGT/ EASE/ Z L NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH D I A I D NO. P I E R


3600.00 201 5.95

JUNCT STR 0.00143

3607.00 2015.96

9.00 O.DOll1

3616.00 2015.97

380.00 0.00150

3996.00 2016.54

106.00 0.00160

4102.00 2016.71

8.465 2024.415

8.397 2024.357

8.404 2024.374

8.448 2024.988

8.438 2025.148

3890.0 10.94 1.859

.001553

3910.0 11.09 1.909

. 001 575 3910.0 11.08 1.905

-001563

3910.0 11.02 1.886

.001554

3910.0 11.03 1.890

2026.274 0.00

0.01

2026.266 0.00

0.01

2026.279 0.00

0.59

2026.874 0.00

0.16

2027.038 0.00

6.436

6.458

6.458

6.458

6.458

10.00

10.00

9.615

10.00

8.559

10.00

8.342

10.00

43.34 0.00 2 0.67

0.00

43.34 0.00 2 0.67

0.00

43.34 0.00 2 0.67

0.00

43.34 0.00 2 0.67

0.00

43.34 0.00 2 0.67

1-15\US 95 INTERCHANGE - SYSTEM OUTLET TO CONFLUENCE PARSONS BRINCKERHOFF - D. G W D I N - PROJECT NO. 13064A F I L E NAME: P:\13064A\HYDRA\LVLOER.DAT P=3900

.I

.I

. I

C C

W H E W H E

1000 .oo 1058.53 1117.06 1175.58 1234.11 1292.64 1351 .I7 1409.70 1468.23 1526.75 1585.28 1643.81 1702.34 1760.87 1819.40 1877.92 1936.45 1994.98 2053.51 2112.04 21 70.57 2229 - 09 2287.62 2346.15 2404.68 2463.21 2521.74 2580.26 2638.79 2697.32 2755.85 2814.38 2872.91 2931 -43 2989.96 3048.49 31 07.02 3165.55 3224.08 3282 -60 3341.13 3399.66

3516.72 3575.25 3633.77 3692.30 3750.83 3809.36 3867.89 3926.42

4043.47 41 02.00

3458.19

3984.94

R R

R R

R

R JX R R

JX R

JX R R

R

JX R

JX R

R JX R JX R R

R R

C C

W H E W H E 1

1 C W H E

C C C C

W H E W H E

W H E W H E

1 1

1 1

C C

W W

W W

W

H E H E

H E H E H

1 1

1

C C

C E

W H E 1 C

W W

H E H E

C C

C C

W W

H E H E

1 1 1

1 1 1

C C

C C

C C

W H E W H E W H E

W H E W H E W H E

1 1

C W H E . C W H E .

2012.05 2013.55 2015.05 2016.55 2018.05 2019.54 2021.04 2022.54 2024.04 2025.54 2027.04

N O T E S 1. GLOSSARY

I = INVERT ELEVATION C = C R I T I C A L DEPTH U = UATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE L I N E X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR E X I T Y = UALL ENTRANCE OR E X I T

2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY


Discovery Drive to Sahara Avenue


DATE: 11/ 4/1996 TIME: 15:31

CARD CODE

CD CD CD CD CD CD CD CD CD CD CD

SECT NO

1 2 3 4 5 6 7 8 9

10 11

CHN NO OF TYPE PIERS

3 2 3 2 3 2 4 3 0 3 0 3 1 3 1 3 1 4 4

AVE PIER WIDTH

0.67 0.67 0.67

0.00 0.00 0.67 0.67 0.67

F0515P WATER SURFACE PROFILE - CHANNEL D E F I N I T I O N LISTING PAGE 1

HEIGHT 1 BASE ZL ZR I N V Y ( l ) Y(2) Y(3) Y(4) Y(5) Y(6) Y ( 7 ) Y(8) y(9) y(10) DIAMETER UIDTH DROP

9.00 8.00 7.00 4.00 4.00 5.00 7.00 8.00 7.50 2.00 5.50

37.34 37.34 37.34

8.00 8.00

24.67 20.67 24.67

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

F O 5 1 5 P

UATER SURFACE PROFILE - T I T L E CARD L I S T I N G

HEADING L I N E NO 1 IS -

1-15 \US 95 INTERCHANGE - CONFLUENCE TO HEADWORKS S W T H OF CHARLESTON


PARSONS BRINCKERHOFF - 0. COODIN - PROJECT No. 1 3 0 6 4 A


PAGE NO 3

F I L E NAME: p:\13064a\hydra\sahara.dat

F 0 5 1 5 P PAGE NO 2

WATER SURFACE PROFILE - ELEMENT CARD L I S T I N G


4102.00 2016.73 1


4124.00 2016.77 1 0.013


4370.00 2017.19 1 0.013


4609.00 2017.59 1 0.013


4759.00 2017.85 1 4 0 0.013


5210.00 2018.61 1 0.013


5606.00 2019.29 1 0.013


5873.00 2019.74 1 0.013


6235.00 2020.36 1 0.013


6241.00 2020.37 1 0.013


6257.00 2020.39 1 0.013


6378.00 2020.60 I 11 o 0.013

U S ELEV 2025.20




* * * P3 Q4 INVERT-3 INVERT-4 PHI 3 P H I 4 -10.0 0.0 2018.45 0.00 0.10 0.00







* * * Q3 94 INVERT-3 INVERT-4 P H I 3 P H I 4 40.0 0.0 2023.10 0.00 45.00 0.00


UATER SURFACE PROFILE - ELEMENT CARD LISTING WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL D E F I N I T I O N S


6384.00 2020.61 2 0.013


6421.00 2020.67 2 0.013


6550.00 2020.89 2 4 0 0.013


6705.00 2021.15 2 0.013


6750.00 2021.23 2 4 0 0.013

ELEMENT NO 18 I S A JUNCTION * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N

6950.00 2021.57 2 4 0 0.013


7150.00 2021.91 2 4 0 0.013

ELEMENT NO 20 IS A JUNCTION * * * * U/S DATA STATION INVERT SECT LAT-1 LAT-2 N

7234.00 2022.05 2 4 0 0.013

* 613 -20.0

* P3 -20.0

* a3 -20.0

* P3 -20.0

* 93

50.0



* * 84 INVERT-3 INVERT-4 PHI 3 P H I 4

0.0 2022.22 0.00 0.10 0.00



0.0 2021.26 0.00 0.10 0.00

* * a4 INVERT-3 INVERT-4 PHI 3 PHI 4

0.0 2021.60 0.00 0.10 0.00

* * Q4 INVERT-3 INVERT-4 P H I 3 P H I 4

0.0 2021.95 0.00 0.10 0.00

* * P4 INVERT-3 INVERT-4 P H I 3 P H I 4

0.0 2024.28 0.00 25.00 0.00




7818.00 2023.05 2 0.013


8480.00 2024.17 2 0.013


8492.00 2024.19 2 0.013


8538.00 2024.27 2 0.013


8808.00 2024.73 2 0.013


8816.00 2024.74 2 0.013


8870.00 2024.83 2 0.013


9065.00 2025.16 2 0.013

ELEMENT NO 29 I S A JUNCTION * * * U/S DATA STATION INVERT SECT L A T - 1 L A T - 2 N

9071.00 2025.17 2 5 0 0.013


9287.00 2025.54 2 0.013


9530.00 2025.96 2 0.013


9547.00 2025.99 2 0.013









* * * Q3 Q4 INVERT-3 INVERT-4 P H I 3 P H I 4 400.0 0.0 2028.48 0.00 45.00 0.00






ELEMENT NO 33 I S A REACH U/S DATA

* * * STATION INVERT SECT N

9776.00 2026.38 2 0.013 RADIUS ANGLE ANG PT

0.00 0.00 0.00 MAN H

0




0.00 0.00 0.00 MAN H

0

ELEMENT NO 35 I S A JUNCTION U/S DATA

* * * * STATION INVERT SECT L A T - 1 L A T - 2 N

9980.00 2028.25 7 6 0 0.013

* * * P3 P4 I N V E R T - 3 I N V E R T - 4 P H I 3 P H I 4

60.0 0.0 2028.25 0.00 0.10 0.00




0.00 58.59 0.00 MAN H

0




0.00 0.00 0.00 MAN H

0




0.00 0.00 0.00 MAN H

0




0.00 0.00 0.00 MAN H

0




0.00 19.05 0.00 MAN H

0




0.00 0.00 0.00 MAN H

0




0.00 0.00 0.00 MAN H

0




0




0.00 0.00 0.00 MAN H

0




10712.00 2030.96 7 0.013


10888.00 2031.61 7 0.013


10979.00 2031.95 7 0.013


11040.00 2032.17 7 0.013

* * ELEMENT NO 49 I S A REACH U/S DATA STATION INVERT SECT N

11134.00 2032.53 7 0.013

ELEMENT NO 50 IS A JUNCTION * * * U/S DATA STATION INVERT SECT L A T - 1 L A T - 2 N

11138.00 2032.54 9 10 0 0.013


11200.00 2032.77 9 0.013

* a3 40.0


‘11370.00 2033.38 7 0.013


11393.00 2033.47 7 0.013


11418.00 2033.56 7 0.013



* * P4 I N V E R T - 3 I N V E R T - 4 P H I 3 P H I 4

0.0 2033.45 0.00 60.00 0.00

* * * ELEMENT NO 56 IS A REACH U/S DATA STATION INVERT SECT N

11443.00 2033.66 7 0.013





UARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL D E F I N I T I O N S 11302.00 2033.14 9 0.013










11468.00 2033.75 7 0.013

ELEMENT NO 58 I S A REACH * * U / S DATA STATION INVERT SECT N

11696.00 2034.59 7 0.013


11884.00 2035.28 7 0.013


12024.00 2035.80 7 0.013


12352.00 2037.01 7 0.013


12550.00 2037.74 7 0.013


WARNING - ADJACENT SECTIONS ARE NOT I D E N T I C A L - SEE SECTION NUMBERS AND CHANNEL D E F I N I T I O N S 12729.00 2038.45 7 0.013

ELEMENT NO 64 I S A REACH * * * U / S DATA STATION INVERT SECT N

12735.00 2038.49 8 0.013


12929.00 2039.75 8 0.013


13129.00 2041.05 8 0.013


13329.00 2042.34 8 0.013


13529.00 2043.64 8 0.013


13729.00 2044.94 a 0.013














F O 5 1 5 P


ELEMENT NO 70 IS A REACH * * * U/S DATA STATION INVERT SECT

13927.00 2046.23 8

ELEMENT NO 71 I S A REACH * * * U/S DATA STATION INVERT SECT

14067.00 2047.24 8


14295.00 2048.39 8


14404.00 2048.95 8


14734.00 2051.59 8


14929.00 2053.15 8


15169.00 2055.07 8


15251.00 2055.73 8


15551.00 2058.13 8

ELEMENT NO 79 IS A SYSTEM HEADUORKS * U/S DATA STATION INVERT SECT

NO E D I T ERRORS ENCWNTERED-COMPUTATION IS NOW BEGINNING 15604.00 2058.55 8

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

* W S ELEV

2064.08

PAGE NO 8





RADIUS ANGLE ANG PT MAN H 0.00 6.71 0 .00 0






I-I5\US 95 INTERCHANGE - CONFLUENCE TO HEADWORKS SOUTH OF CHARLESTON PARSONS BRINCKERHOFF - D . GOOOIN - PROJECT NO. 13064A F I L E NAME: p:\13064a\hydra\sahara.dat

PAGE 1

STATION INVERT DEPTH W.S. P VEL VEL ENERGY SUPER C R I T I C A L HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH D I A I D NO. P I E R

L/ELEM so SF AVE HF NORM DEPTH ZR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

4102.00 2016.73

22.00 0.00182

4124.00 2016.77

246.00 0.00171

4370.00 2017.19

239.00 0.00167

4609.00 2017.59

JUNCT STR 0.00173

4759.00 2017.85

451.00 0.00169

5210.00 2018.61

396.00 0.00172

5606.00 2019.29

267.00 0.00169

5873.00 2019.74

362.00 0.00171

6235.00 2020.36

6.00 0.00167

6241.00 2020.37

16.00 0.00125

6257.00 2020.39

JUNCT STR 0.00174

8.470 2025.200

8.448 2025.218

8.246 2025.436

8.079 2025.669

7.942 2025.792

7.701 2026.311

7.521 2026.811

7.439 2027.179

7.339 2027.699

7.338 2027.708

7.347 2027.737

2650.0

2650.0

2650.0

2650.0

2660.0

2660.0

2660.0

2660.0

2660.0

2660.0

2660.0

8.69

8.71

8.93

9.11

9.30

9.59

9.82

9.93

10.07

10.07

10.06

1.173 2026.373

.001087 0.02

1.179 2026.397

.001125 0.28

1.237 2026.673

.001191 0.28

1.289 2026.958

-001254 0.19

1.344 2027.136

.001340 0.60

1.429 2027.740

.001437 0.57

1.499 2028.310

.001502 0.40

1.532 2028.711

.001551 0.56

1.574 2029.273

-001579 0.01

1 .575 2029.283

.001577 0.03

1.570 2029.307

.001523 0.18

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

5.522

5.522

5.522

5.522

5.536

5.536

5.536

5.536

5.536

5.536

5.536

6.932

7.100

7.155

7.157

7.105

7.156

7.112

7.187

8.032

9.00

9.00

9.00

9.00

9.00

9.00

9.00

9.00

9.00

9.00

9.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

LICENSEE: PARSONS BRINCKERHOFF F 0 5 1 5 P WATER SURFACE PROFILE L I S T I N G

I-I5\US 95 INTERCHANGE - CONFLUENCE TO HEADWORKS S W T H OF CHARLESTON PARSONS BRINCKERHOFF - D. GOOOlN - PROJECT NO. 13064A F I L E NAME: p:\13064a\hydra\sahara.dat

PAGE 2

STATION INVERT DEPTH W.S. P VEL VEL ENERGY SUPER C R I T I C A L HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW €LEV HEAD GRD-EL. €LEV DEPTH D I A I D NO. P I E R

L/ELEM so S F AVE HF NORM DEPTH ZR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

6378.00 2020.60

6.00 0.00167

6384.00 2020.61

37.00 0.00162

6421.00 2020.67

JUNCT STR 0.00170

6550.00 2020.89

155.00 0.00168

6705.00 2021.15

JUNCT STR 0.00178

6750.00 2021.23

JUNCT STR 0.00170

6950.00 2021.57

JUNCT STR 0.00170

7150.00 2021.91

JUNCT STR 0.00167

7234.00 2022.05

584.00 0.00171

7818.00 2023.05

662.00 0.00169

8480.00 2024.17

12.00 0.00167

7.451 2028.051

7.449 2028.059

7.440 2028.110

7.321 2028.211

7.293 2028.443

7.193 2028.423

7.100 2028.670

7.031 2028.941

7.237 2029.287

7.166 2030.216

7.144 2031.314

2620.0

2620.0

2620.0

2640.0

2640 * 0

2660.0

2680.0

2700.0

2650.0

2650.0

2650.0

9.77

9.77

9.78

10.02

10.06

10.27

10.48

10.67

10.17

10.27

10.30

1.482

.001472

1.482

.001475

1.486

.001521

1.558

.001573

1.570

.001622

1.639

-001 704

1.707

-001783

1.767

.001722

1.607

.001646

1.638

.001674

1.649

.001680

2029.533

0.01

2029.541

0.05

2029.596

0.20

2029.769

0.24

2030.013

0.07

2030.062

0.34

2030.377

0.36

2030.708

0.14

2030.894

0.96

2031 A54

1.11

2032.963

0.02

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

5.481

5.481

5.481

5.508

5.508

5.536

5.564

5.592

5.522

5.522

5.522

8.00

7.104

8.00

7.179

8.00

8.00

7.128

8.00

8.00

8.00

8.00

8.00

7.092

8.00

7.125

8.00

7.166

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

2 0.67

LICENSEE: PARSONS BRINCKERHOFF F0515P W T E R SURFACE PROFILE L I S T I N G

I-l5\US 95 INTERCHANGE - CONFLUENCE TO HEADWORKS SOUTH OF CHARLESTON PARSONS BRINCKERHOFF - D. GOOOIN - PROJECT NO. 13064A F I L E NAME: p:\13064a\hydra\sahara.dat

PAGE 3



W92.00 2024.19

46.00 0.00174

8538.00 2024.27

270.00 0.00170

8808.00 2024.73

8.00 0.00125

8816.00 2024.74

54.00 0.00167

8870.00 2024.83

195.00 0.00169

9065.00 2025.16

JUNCT STR 0.00167

9071.00 2025.17

216.00 0.00171

9287.00 2025.54

243.00 0.00173

9530.00 2025.96

17.00 0.00177

9547.00 2025.99

229.00 0.00170

9776.00 2026.38

18.21 0.00170

7.144 2031.334

7.140 2031.410

7.131 2031.861

7.138 2031.878

7.139 2031.969

7.137 2032.297

7.797 2032.967

7.587 2033.127

7.365 2033.325

7.349 2033.339

7.168 2033.548

2650.0

2650.0

2650.0

2650.0

2650.0

2650.0

2250.0

2250.0

2250.0

2250.0

2250.0

10.30 1.648 2032.982

.001682 0.08

10.31 1.651 2033.061

-001685 0.46

10.32 1.655 2033.516

.001686 0.01

10.31 1.652 2033.530

.001684 0.09

10.31 1.651 2033.620

.001684 0.33

10.31 1.652 2033.949

.001325 0.01

8.02 0.998 2033.965

.001001 0.22

8.24 1.054 2034.181

.001077 0.26

8.49 1.118 2034.443

.001122 0.02

8.50 1.123 2034.462

-001163 0.27

8.72 1.181 2034.729

.001204 0.02

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

5.522

5.522

5.522

5.522

5.522

5.522

4.952

4.952

4.952

4.952

4.952

7.050

7.106

8.000

7.166

7.124

6.262

6.241

6.192

6.276

6.286

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

2

2

2

2

2

2

2

2

2

2

2

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67


1-15\US 95 INTERCHANGE - CONFLUENCE TO HEADUORKS SOUTH OF CHARLESTON PARSONS BRINCKERHOFF - D. GOODIN - PROJECT NO. 13064A F I L E NAME: p:\13064a\hydra\sahara.dat

PAGE 4

STATION INVERT DEPTH W.S. P VEL VEL ENERGY SUPER C R I T I C A L HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH D I A IO NO. P I E R


9794.21 2026.41

HYDRAULIC JUMP

9794.21 2026.41

23.72 0.00170

9817.93 2026.45

43.98 0.00170

9861.91 2026.53

43.09 0.00170

9905.00 2026.60

42.00 0.00170

9947.00 2026.67

JUNCT STR 0.04788

9980.00 2028.25

64.00 0.00375

10044.00 2028.49

22.00 0.00364

10066.00 2028.57

32.00 0.00375

10098.00 2028.69

13.00 0.00385

10111.00 2028.74

49.00 0.00367

7.155 2033.566

3.256 2029.667

3.177 2029.628

3.029 2029.555

2.888 2029.487

2.754 2029.424

6.206 2034.456

6.234 2034.724

6.210 2034.780

6.220 2034.910

6.250 2034.990

2250.0 8.74 1.185 2034.751 0.00

2250.0 19.20

2250.0 19.67

2250.0 20.63

2250.0 21.64

2250.0 22.70

2190.0 14.70

2190.0 14.64

2190.0 14.69

2190.0 14.67

2190.0 14.60

5.722 2035.389

.010796 0.26

6.010 2035.638

-011998 0.53

6.611 2036.166

.013768 0.59

7.272 2036.759

.015808 0.66

7.999 2037.423

.010320 0.34

3.357 2037.813

.003718 0.24

3.327 2038.051

.003714 0.08

3.353 2038.133

.003725 0.12

3.342 2038.252

.003694 0.05

3.310 2038.300

-003668 0.18

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

4.952

4.952

4.952

4.952

4.952

4.952

6.373

6.373

6.373

6.373

6.373

6.286

6.286

6.286

6.286

6.200

6.272

6.200

6.141

6.248

8.00

8.00

8.00

8.00

8.00

8.00

7.00

7.00

7.00

7.00

7.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

37.34 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

2

2

2

2

2

2

1

1

1

1

1

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67


I-IS\US 95 INTERCHANGE - CONFLUENCE TO HEADVORKS SOUTH OF CHARLESTON PARSONS BRINCKERHOFF - D . GOODIN - PROJECT NO. 13064A F I L E NAME: p:\13064a\hydra\sahara.dat

PAGE 5

STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER C R I T I C A L HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH D I A I D NO. P I E R


10160.00 2028.92

91.30 0.00366

10251.30 2029.26

99.70 0.00366

10351.00 2029.62

57.00 0.00386

10408.00 2029.84

19.16 0.00366

10427.16 2029.91

73.84 0.00366

10501.00 2030.18

56.06 0.00368

10557.06 2030.39

87.94 0.00368

10645.00 2030.71

67.00 0.00373

10712.00 2030.96

85.89 0.00369

10797.89 2031.28

90.11 0.00369

10888.00 2031.61

1.91 0.00374

6.253 2035.173

6.253 2035.508

6.166 2035.786

6.259 2036.099

6.259 2036.169

6.243 2036.423

6.243 2036.629

6.215 2036.925

6.235 2037.195

6.235 2037.512

6.208 2037.818

2190.0

2190.0

2190.0

2190.0

2190.0

2190.0

2190.0

2190.0

2190.0

2190.0

2190.0

14.59

14.59

14.80

14.58

14.58

14.62

14.62

14.68

14.64

14.64

14.70

3.307 2038.480

.003666 0.33

3.307 2038.815

.003736 0.37

3.401 2039.187

.003730 0.21

3.300 2039.399

-003656 0.07

3.300 2039.469

.003668 0.27

3.317 2039.740

.003681 0.21

3.317 2039.946

.003703 0.33

3.347 2040.272

.003710 0.25

3.326 2040.521

.003694 0.32

3.326 2040.838

-003716 0.33

3.355 2041.173

.003737 0.01

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

6.373

6.373

6.373

6.373

6.373

6.373

6.373

6.373

6.373

6.373

6.373

6.253

6.253

6.133

6.259

6.259

6.243

6.243

6.211

6.235

6.235

6.208

7.00

7.00

7.00

7.00

7.00

7.00

7.00

7.00

7.00

7.00

7.00

24.67 0.00 1

0.00

24.67 0.00 1

0.00

24.67 0.00 1

0.00

24.67 0.00 1

0.00

24.67 0.00 1

0.00

24.67 0.00 1

0.00

24.67 0.00 1

0.00

24.67 0.00 1

0.00

24.67 0.00 1

0.00

24.67 0.00 1

0.00

24.67 0.00 1

0.00

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67


1-15\US 95 INTERCHANGE - CONFLUENCE TO HEADWORKS SOUTH OF CHARLESTON PARSONS BRINCKERHOFF - D . GOODIN - PROJECT NO. 13064A F I L E NAME: p:\13066a\hydra\sahara.dat

PAGE 6

STATION INVERT DEPTH W.S. P VEL VEL ENERGY SUPER C R I T I C A L HGT/ BASE/ Z L NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH D I A I D NO. P I E R


10889.91 2031.62

89.09 0.00374

10979.00 2031.95

61.00 0.00361

11040.00 2032.17

24.57 0.00383

11064.57 2032.26

69.43 0.00383

11134.00 2032.53

JUNCT STR 0.00250

11138.00 2032.54

62.00 0.00371

11200.00 2032.77

85.32 0.00363

11285.32 2033.08

16.68 0.00363

11302.00 2033.14

44.43 0.00353

11346.43 2033.30

HYDRAULIC JUMP

11346.43 2033.30

23.57 0.00353

6.208 2037.825

6.253 2038.203

6.151 2038.321

6.151 2038.415

6.373 2038.903

7.213 2039.753

6.972 2039.742

6.648 2039.727

6.578 2039.718

6.461 2039.758

6.129 2039.426

2190.0

2190.0

2190.0

2190.0

2190.0

2150.0

2150.0

2150.0

2150.0

2150.0

14.70

14.59

14.83

14.83

14.32

12.42

12.85

13.48

13.62

13.86

3.355

.003701

3.307

.003747

3.417

.003829

3.417

.003658

3.183

.002956

2.395

.002540

2.563

.002828

2.820

-003047

2.880

-003164

2.985

2041.180

0.33

2041 -510

0.23

2041.738

0.09

204 1 .832

0.25

2042.086

0.01

2042.148

0.16

2042.305

0.24

2042.547

0.05

2042.598

0.14

2042.743

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

2150.0 14.62 3.318 2042.744 0.00

.003756 0.09

6.373

6.373

6.373

6.373

6.373

6.295

6.295

6.295

6.295

6.295

6.295

6.208

6.291

6.151

6.151

6.139

6.191

6.191

6.255

6.255

7.00

7.00

7.00

7.00

7.00

7.50

7.50

7.50

7.00

7.00

7.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

1

1

1

1

1

1

1

1

1

1

1

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67


I-l5\US 95 INTERCHANGE - CONFLUENCE TO HEADWORKS S W T H OF CHARLESTON PARSONS BRINCKERHOFF - 0. GOODIN - PROJECT NO. 13064A F I L E NAME: p:\13064a\hydra\sahara.dat

PAGE 7



11370 .OO 2033.38

23.00 0.00391

11393.00 2033.47

25.00 0.00360

11418.00 2033.56

25.00 0.00400

11443.00 2033.66

25.00 0.00360

11468.00 2033.75

141.22 0.00368

11609.22 2034.27

86.78 0.00368

11696.00 2034.59

98.30 0.00367

11794.30 2034.95

89.70 0.00367

11884.00 2035.28

41 -87 0.00371

11925.87 2035.44

98.13 0.00371

12024.00 2035.80

237:56 0.00369

6.093 2039.473

6.133 2039.603

6.091 2039.651

6.181 2039.841

6.155 2039.905

6.155 2040.425

6.164 2040.754

6.164 2041.115

6.136 2041.416

6.136 2041.572

6.152 2041.952

2150.0

2150.0

2150.0

2150.0

2150.0

2150.0

2150.0

2150.0

2150.0

2150.0

2150.0

14.70

14.61

14.71

14.49

14.55

14.55

14.53

14.53

14.60

14.60

14.56

3.357 2042.830

-003752 0.09

3.313 2042.916

.003753 0.09

3.359 2043.010

.003716 0.09

3.262 2043.103

-003664 0.09

3.289 2043.194

.003684 0.52

3.289 2043.714

.003677 0.32

3.280 2044.034

.003670 0.36

3.280 2044.395

.003693 0.33

3.310 2044.726

-003715 0.16

3.310 2044.882

.003702 0.36

3.293 2045.245

.003689 0.88

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

6.295

6.295

6.295

6.295

6.295

6.295

6.295

6.295

6.295

6.295

6.295

6.017

6.209

5.968

6.209

6.155

6.155

6.164

6.164

6.136

6.136

6.152

7.00

7.00

7.00

7.00

7.00

7.00

7.00

7.00

7.00

7.00

7.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

1

1

1

1

1

1

1

1

1

1

1

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67

0.67


!-15\US 95 INTERCHANGE - CONFLUENCE TO HEADWORKS SOUTH OF CHARLESTON PARSONS BRINCKERHOFF - D. GOOOIN - PROJECT NO. 13064A F I L E NAME: p:\13064a\hydra\sahara.dat

PAGE 8

STATION INVERT DEPTH U.S. Q VEL VEL ENERGY SUPER C R I T I C A L HGT/ BASE/ ZL NO AVBPR €LEV OF F L W ELEV HEAD GRD.EL. ELEV DEPTH D I A I O NO. P I E R

L/ELEM so SF AVE HF NORM DEPTH ZR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

12261.56 2036.68

90.44 0.00369

12352.00 2037.01

61.60 0.00369

12413.60 2037.24

136.40 0.00369

12550.00 2037.74

179.00 0.00397

12729.00 2038.45

6.00 0.00667

12735.00 2038.49

194.00 0.00649

12929.00 2039.75

200.00 0.00650

13129.00 2041.05

200.00 0.00645

13329.00 2042.34

200.00 0.00650

13529.00 2043.64

200.00 0.00650

13729.00 2044.94

198.00 0.00651

6.152 2042.828

6.153 2043.163

6.153 2043.390

5.987 2043.727

5.983 2044.433

5.984 2044.474

5.986 2045.736

5.992 2047.042

5.981 2048.321

5.981 2049.621

5.982 2050.922

2150.0 14.56

2150.0 14.56

2150.0 14.56

2150.0 14.96

2150.0 17.97

2150.0 17.96

2150.0 17.96

2150.0 17.94

2150.0 17.97

2150.0 17.97

2150.0 17.97

3.293 2046.121

.003688 0.33

3.292 2046.455

-003687 0.23

3.292 2046.682

-003827 0.52

3.477 2047.204

.003969 0.71

5.013 2049.446

-006494 0.04

5.011 2049.485

.006490 1.26

5.009 2050.745

.006480 1.30

4.998 2052.040

.006486 1.30

5.016 2053.337

.006501 1.30

5.016 2054.637

.006500 1.30

5.015 2055.937

.006488 1.28

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

6.295

6.295

6.295

6.295

7.108

7.108

7.108

7.108

7.108

7.108

7.108

6.152

6.153

6.153

5.987

5.924

5.983

5.981

5 .999

5.981

5.981

5.976

7.00

7.00

7.00

7.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

24.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

0.00

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67


1-15\US 95 INTERCHANGE - CONFLUENCE TO HEADWORKS S W T H OF CHARLESTON PARSONS BRINCKERHOFF - D. GOODIN - PROJECT No. 13064A F I L E NAME: p:\13064a\hydra\sahara.dat

PAGE 9

STATION INVERT DEPTH U.S. P VEL VEL ENERGY SUPER C R I T I C A L HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH D I A I D NO. P I E R


13927.00 2046.23

140.00 0.00721

14067.00 2047.24

101.82 0.00504

14168.82 2047.75

126.18 0.00504

14295.00 2048.39

109.00 0.00514

14404.00 2048.95

330.00 0.00800

14734.00 2051.59

195.00 0.00800

14929.00 2053.15

240.00 0.00800

15169.00 2055.07

82.00 0.00805

15251.00 2055.73

300.00 0.00800

15551.00 2058.13

15604.00 2058.55

5.990 2052.220

6.259 2053.499

6.074 2053.828

5.791 2054.181

5.525 2054.475

5.525 2057.115

5.525 2058.675

5.524 2060.594

5.527 2061 -257

5.530 2063.660

5.530 2064.080

2150.0 17.95

2150.0 17.17

2150.0 17.70

2150.0 18.56

2150.0 19.46

2150.0 19.46

2150.0 19.46

2150.0 19.46

2150.0 19.45

2150.0 19.44

2150.0 19.44

5.002 2057.222

.006126 0.86

4.580 2058.079

.006011 0.61

4.864 2058.692

.006658 0.84

5.350 2059.531

.007536 0.82

5.878 2060.353

.008001 2.64

5.878 2062.993

.008002 1.56

5.879 2064.554

.008005 1.92

5.881 2066.475

.008001 0.66

5.874 2067.131

-007989 2.40

5.868 2069.528

5.868 2069.948

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

7.108

7.108

7.108

7.108

7.108

7.108

7.108

7.108

7.108

7.108

7.108

5.747

6.596

6.596

6.549

5.526

5.526

5.526

5.513

5.526

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

8.00

20.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

0.00

20.67 0.00

20.67 0.00

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67

1 0.67

4102.00 41 60.39 4218.77 4277.16 4335.54 4393.93 4452.31 4510.70 4569.09 4627.47 4685.86 4744.24 4802.63 4861.02 4919.40 4977.79 5036.17 5094.56 5 1 52.94 521 1.33 5269.72 5328.10 5386.49 5444.87 5503.26 5561.64 5620.03 5678.42 5736.80 5795.19 5853.57 591 1.96 5970.35 6028.73 6087.12 6145.50 6203.89 6262.27 6320.66 6379.05 6437.43 6495.82 6554.20 6612.59 6670.97 6729.36 6787.75 6846.13 6904.52 6962.90 7021.29 7079.68 7138.06 71 96.45 7254.83 7313.22 7371 .60 7429.99 7488.38

.I

.I

.I

. I

. I

1

1

1

1 1 1

1 1 1 1

1 1

1-15 \US 95 INTERCHANGE - CONFLUENCE TO HEADWRKS SOUTH OF CHARLESTON PARSONS BRINCKERHOFF - D. GOODIN - PROJECT NO. 13064A F I L E NAME: p:\13064a\hydra\sahara.dat

C C

C

C

C

UH E UH E

UHE

U HE

u x

c u x

C U X

c u x

C U X C U X C U X C UH E C UH E C UH E

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7546.76 . 7605.15 . 7663.53 . 7721.92 . 7780.30 . 7838.69 . 7897.08 . 7955.46 .

8072.23 . 8130.62 . 8013.85 .

8189.01 . 8247.39 . 8305.78 .

8480.93 . 8364.16 . 8422.55 . 8539.32 . 8597.71 . 8656.09 . 8772.86 . 8831.25 . 8889.63 . 8948.02 . 9006.41 . 9064.79 . 9123.18 . 9181.56 . 9239.95 .

9356.72 . 9415.11 . 9473.49 . 9531.88 . 9590.26 . 9707.04 . 9765.42 . 9882.19 . 9940.58 . 9998.96 . 10057.35 . 10115.74 . 10174.12 . 10232.51 . 10290.89 . 10407.66 . 10466.05 . 10524.44 . 10582.82 . 10641.21 . 10699.59 . 10757.98 . 10816.37 . 10874.75 . 10933.14 . 10991.52 . 11049.91 . 11108.29 . 11166.68 . 11225.07 . 11341.84 .

8714.48 .

9298.34 .

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11283.45 .

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. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

11400.22 . 11458.61 . 11516.99 . 11575.38 . 11633.77 . 11692.15 . 11750.54 . 11808.92 . 11867.31 . 11925.70 . 11984.08 . 12042.47 . 12100.85 . 12159.24 . 12217.62 . 12276.01 . 12334.40 . 12392.78 . 12451.17 . 12509.55 . 12567.94 . 12626.32 . 12684.71 . 12743.10 . 12801.48 . 12859.87 . 12918.25 . 12976.64 . 13035.03 . 13093.41 . 13151.80 . 13210.18 . 13268.57 . 13326.95 . 13385.34 . 13443.73 . 13502.11 . 13560.50 . 13618.88 . 13677.27 . 13735.65 . 13794.04 . 13852.43 . 13910.81 . 13969.20 . 14027.58 . 14085.97 . 14144.36 . 14202.74 . 14261.13 . 14319.51 . 14377.90 . 14436.28 . 14494.67 . 14553.06 . 14611.44 . 14669.83 . 14728.21 . 14786.60 . 14844.98 . 14903.37 . 14961.76 . 15020.14 . 15078.53 . 15136.91 . 15195.30 .

I XH E I c x E

1 C UH E I CWH E I cx E

I CUH E I X H E I WCH E I WCH E 1 XH E I XH E I X H E

I X H E I XH E

I UCH E 1 X H E

I X H E I XH E

I XH E I X H E I XH E

I WCH E

1 U CH E I U CH E

I U C H E

I W CH E

I U C H E

I W C H E

1 W C H E

I U C H E

UC H E I

I W C H E

I W C H E

1 W C H E

I

. JX

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

. R

U C H E . R

I W C H E . R

I W C H E . R

15253.69 . 15312.07 . 15370.46 . 15428.84 . 15487.23 . 15545.61 . 15604.00 .

2016.73

I U C H E . R

E . R I U CH

2022.05 2027.37 2032.70 2038.02 2043.34 2048.66 2053.98 2059.30 2064.63 2069.95

N O T E S 1 . GLOSSARY

I = INVERT ELEVATION C = C R I T I C A L DEPTH U = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE L I N E X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR E X I T Y = WALL ENTRANCE OR E X I T

2 . STATIONS FOR P O I N T S AT A JUMP MAY NOT BE PLOTTED EXACTLY


Alta Drive Tributary



DATE: 11/ 5/1996 T IME: 1 3 : 5 1

F 0 5 1 5 P WATER SURFACE PROFILE - CHANNEL D E F I N I T I O N L I S T I N G PAGE 1

CARD SECT CHN NO OF AVE P I E R HEIGHT 1 BASE ZL ZR I N V Y ( 1 ) Y ( 2 ) Y ( 3 ) Y ( 4 ) Y ( 5 ) Y ( 6 ) Y ( 7 ) Y ( 8 ) Y ( 9 ) Y ( 1 0 ) CODE NO TYPE P I E R S WIDTH DIAMETER WIDTH DROP

CD 1 4 5.50

F O 5 1 5 P



1-15 /US 95 INTERCHANGE - LATERAL "A" AT ALTA D R I V E

HEADING L I N E NO 2 IS -

PARSONS BRINCKERHOFF - D. GOODIN - PROJECT NO. 1 3 0 6 4 A


F I L E NAME: P:\13064A\HYDRA\ALTA.DAT G260 CFS

PAGE NO 3

F O 5 1 5 P


PAGE NO 2


1000.00 2023.38 1


1045.93 2023.70 1

* * * ELEMENT NO 3 I S A REACH U/S DATA STATION INVERT SECT

1084.58 2023.97 1

ELEMENT NO 4 I S A REACH * * U/S DATA STATION INVERT SECT

1100.00 2024.08 1


1150.00 2024.43 1


1200.00 2024.78 1


1250.00 2025.13 1


1300.00 2025.48 1


1350.00 2025.83 1


1400.00 2026.18 1


1446.19 2026.50 1

ELEMENT NO 12 I S A SYSTEM HEADUORKS * U/S DATA STATION INVERT SECT

1446.19 2026.50 1 NO E D I T ERRORS ENCOUNTERED-COMPUTATION I S NOW BEGINNING

U S ELEV 2028.05

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

*




RADIUS ANGLE ANG P T MAN H 0.00 0.00 0.00 0







U S ELEV 0.00

** WARNING NO. 2 ** - UATER SURFACE ELEVATION GIVEN I S LESS THAN OR EQUALS INVERT ELEVATION I N HDUKDS, U.S.ELEV I N V + DC


I-I5/US 95 INTERCHANGE - LATERAL "A" AT ALTA D R I V E PARSONS BRINCKERHOFF - D. GOODIN - PROJECT NO. 13064A F I L E NAME: P:\13064A\HYDRA\ALTA.DAT 9=260 CFS

PAGE 1

STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER C R I T I C A L HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH D I A I D NO. P I E R


1000.00 2023.38

45.93 0.00697

1045.93 2023.70

38.65 0.00699

1084.58 2023.97

15.42 0.00713

1100.00 2024.08

50.00 0.00700

1150.00 2024.43

50.00 0.00700

1200 .OO 2024.78

50 .OO 0.00700

1250.00 2025.13

50.00 0.00700

1300.00 2025.48

50.00 0.00700

1350.00 2025.83

50.00 0.00700

1400.00 2026.18

2.83 0.00693

1402.83 2026.20

43.36 0.00693

4.182 2027.562

4.178 2027.878

4.176 2028.146

4.182 2028.262

4.183 2028.613

4.186 2028.966

4.192 2029.322

4.203 2029.683

4.223 2030.053

4.267 2030.447

4.269 2030.469

260.0

260.0

260.0

260.0

260.0

260.0

260.0

260.0

260.0

260.0

260.0

13.41

13.43

13.43

13.42

13.41

13.40

13.38

13.35

13.28

13.15

13.14

2.794 2030.356

.006993 0.32

2.799 2030.677

.007005 0.27

2.802 2030.948

.006998 0.11

2.795 2031.057

-006985 0.35

2.793 2031.406

.006976 0.35

2.788 2031.754

.006959 0.35

2.780 2032.102

.006928 0.35

2.766 2032.449

.006871 0.34

2.739 2032.792

.006759 0.34

2.684 2033.131

.006677 0.02

2.680 2033.149

.006357 0.28

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

4.489

4.489

4.489

4.489

4.489

4.489

4.489

4.489

4.489

4.489

4.489

4.187

4.182

4.144

4.178

4.178

4.178

4.178

4.178

4.178

4.197

4.197

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

5.50

0.00 0.00

0.00

0.00 0.00

0.00

0.00 0.00

0.00

0.00 0.00

0.00

0.00 0.00

0.00

0.00 0.00

0.00

0.00 0.00

0.00

0.00 0.00

0.00

0.00 0.00

0.00

0.00 0.00

0.00

0.00 0.00

0.00

0

0

0

0

0

0

0

0

0

0

0

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

LICENSEE: PARSONS BRINCKERHOFF F 0 5 15P WATER SURFACE PROFILE L I S T I N G

1 -15 /US 95 INTERCHANGE - LATERAL "A" AT ALTA DRIVE PARSONS BRINCKERHOFF - D. GOODIN - PROJECT NO. 13064A F I L E NAME: P:\13064A\HYDRA\ALTA.DAT P=260 CFS

STATION INVERT DEPTH W.S. P VEL VEL ENERGY SUPER CR €LEV OF FLOV ELEV

L/ELEM so

T I C A L HGT/ B

PAGE 2

SE/ Z L NO HEAD GRD.EL. ELEV DEPTH D I A I D NO. P I E R

SF AVE HF NORM DEPTH ZR

VBPR

. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

1446.19 2026.50 4.489 2030.989 260.0 12.52 2.435 2033.424 0.00 4.489 5 .50 0.00 0.00 0 0.00

1000.00 1009.11 1018.21 1027.32 1036.42 1045.53 1054.64 1063.74 1072.85 1081.95 1091.06 1100.17 1109.27 1118.38 1127.48 1136.59 1 145.69 1154.80 1163.91 1173.01 1 182.1 2 1191.22 1200.33 1209.44 1218.54 1227.65 1236.75 1245.86 1254.97 1264.07 1273.18 1282.28 1291 -39 1300.50 1309.60 131 8.71 1327.81 1336.92 1346.02 1355.13 1364.24 1373.34 1382.45 1391.55 1400.66 1 409.77 141 8.87 1427.98 1437.08 1446.19

.I

1

1 1

1-15/US 95 INTERCHANGE - LATERAL "A" A T ALTA DRIVE PARSONS BRINCKERHOFF - D. GOODIN - PROJECT NO. 13064A FILE NAME: P:\13064A\HYDRA\ALTA.DAT P=260 CFS

w c

1

1

1

1

1

w c

w c w c

1 1

1

H

H

H H

w c H

E

E

E E

w c H

w c H

w c H

E

E

w c H

w c H w c H

E

E

X H

E

E . E .

E .

R

R

R R

R

R

R

R

R

R R

R

2023.38 2024.38 2025.39 2026.39 2027.40 2028.40 2029.41 2030.41 2031.42 2032.42 2033.42


I = INVERT ELEVATION C = CRITICAL DEPTH

U = WATER SURFACE ELEVATION ti = HEIGHT OF CHANNEL E ENERGY GRADE L I N E X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR E X I T Y = UALL ENTRANCE OR E X I T



Western Avenue Tributary

I - 15 Freeway Channel Hydraulic Design Report November 1996

DATE: 11/ 5/1996 T IME: 11:30

F0515P UATER SURFACE PROFILE - CHANNEL D E F I N I T I O N L I S T I N G PAGE 1

CARD SECT CHN NO OF AVE P I E R HEIGHT 1 BASE Z L ZR I N V Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE P I E R S WIDTH DIAMETER U I D T H DROP

CD 1 3 0 0.00 5.00 8.00 0.00 0.00 0.00

PAGE NO 3 F O 5 1 5 P


HEADING L I N E NO 1 I S - I - I 5 / U S 95 INTERCHANGE - UPRR DOWN E X I S T . EASEMENT TO M A I N L I N E ( L I N E "W")

HEADING L I N E NO 2 I S - PARSONS BRINCKERHOFF - D. GOODIN - PROJECT NO. 1 3 0 6 4 A


F I L E NAME: P:\13064A\HYDRA\WESTERN.DAT

F O 5 1 5 P


1 I S A SYSTEM W T L E T * * *

PAGE NO 2

ELEMENT NO

ELEMENT NO

ELEMENT NO

ELEMENT NO

ELEMENT NO

ELEMENT NO

ELEMENT NO

ELEMENT NO

ELEMENT NO

ELEMENT NO

U/S DATA STATION INVERT SECT 1000.00 2028.25 1

W S ELEV 2034.56

2 I S A REACH U/S DATA

* * * STATION INVERT SECT

1082.00 2028.38 1 N

0.013 RADIUS ANGLE ANG PT MAN H

0.00 0.00 0.00 0



1147.00 2028.50 1 RADIUS ANGLE ANG PT MAN H

0.00 0.00 10.00 0 N

0.013



1234.00 2028.67 1 N


0.00 0.00 0.00 0



1262.00 2028.72 1 RADIUS ANGLE ANG P T MAN H

0.00 99.70 0.00 0 N

0.013



1328.00 2028.85 1 RADIUS ANGLE ANG PT MAN H

0.00 0.00 0.00 0 N

0.013



1472.00 2029.13 1 N


0.00 0.00 0.00 0



1 5 0 5 . 0 0 2029.21 1 N


0.00 0.00 0.00 0



1510.00 2029.23 1 N


0.00 115.60 0.00 0

* 10 IS A SYSTEM HEADUORKS * U/S DATA STATION INVERT SECT

1510.00 2029.23 1 W S ELEV

0.00 NO E D I T ERRORS ENCOUNTERED-COMPUTATION I S NOU BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN I S LESS THAN OR EQUALS INVERT ELEVATION I N HDWKDS, W.S.ELEV I N V + DC

LICENSEE: PARSONS BRINCKERHOFF FO515P UATER SURFACE PROFILE L I S T I N G

1-15/US 95 INTERCHANGE - UPRR DOWN E X I S T . EASEMENT TO M A I N L I N E ( L I N E "W") PARSONS BRINCKERHOFF - D. GOOOIN - PROJECT NO. 13064A F I L E NAME: P:\13064A\HYDRA\UESTERN.DAT

PAGE 1

STATION INVERT DEPTH W.S. P VEL VEL ENERGY SUPER C R I T I C A L HGT/ BASE/ Z L NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. €LEV DEPTH D I A I D NO. P I E R


1000.00 2028.25

82.00 0.00159

1082.00 2028.38

65.00 0.00185

1147.00 2028.50

87.00 0.00195

1234.00 2028.67

28.00 0.00179

1262.00 2028.72

66.00 0.00197

1328.00 2028.85

144.00 0.00194

1472.00 2029.13

33.00 0.00242

1505.00 2029.21

5.00 0.00400

1510.00 2029.23

6.310 2034.560

6.744 2035.124

7.152 2035.652

7.580 2036.250

8.240 2036.960

8.563 2037.413

9.273 2038.403

9.420 2038.630

500.0

500.0

500.0

500.0

500.0

500.0

500.0

500.0

500.0

12.58

12.58

12.58

12.58

12.58

12.58

12.58

12.58

12.58

2.457 2037.017

.006875 0.56

2.457 2037.581

.006875 0.45

2.457 2038.109

.006875 0.60

2.457 2038.707

.006875 0.19

2.457 2039.417

.006875 0.45

2.457 2039.870

.006875 0.99

2.457 2040.860

.006875 0.23

2.457 2041.087

.006875 0.03

2.457 2041.679

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

4.952

4.952

4.952

4.952

4.952

4.952

4.952

4.952

4.952

5.000

5.000

5.000

5.000

5.000

5.000

5.000

5.000

5.00

5.00

5.00

5.00

5.00

5.00

5.00

5.00

5.00

8.00 0.00

0.00

8.00 0.00

0.00

8.00 0.00

0.00

8.00 0.00

0.00

8.00 0.00

0.00

8.00 0.00

0.00

8.00 0.00

0.00

8.00 0.00

0.00

8.00 0.00

0 0.00

0 0.00

0 0.00

0 0.00

0 0.00

0 0.00

0 0.00

0 0.00

0 0.00

1000 .oo 1010.41 1020.82 1031 -22 1041 -63 1052.04 1062.45 1072.86 1083.27 1093.67 1104.08 1114.49 1124.90 1 135.31 1145.71 1156.12 1166.53 1176.94 1187.35 1197.76 1208.16 1218.57 1228.98 1239.39 1249.80 1260.20 1270.61 1281.02 1291.43 1301.84 131 2.24 1322.65 1333.06 1343.47 1353.88 1364.29 1374.69 1385.10 1395.51 1405.92 1416.33 1426.73 1437.14 1447.55 1 457.96 1468.37 1478.78 1489.18 1499.59 1510 .OO

.I

.I

. I

1

1

1

I-I5/US 95 INTERCHANGE - UPRR DOWN E X I S T . EASEMENT TO MAINLINE ( L I N E "U") PARSONS BRINCKERHOFF - D . GOODIN - PROJECT NO. 13064A F I L E NAME: P:\13064A\HYDRA\UESTERN.DAT

CH U E

CH

CH

X

1

U

U

X

X

E

E

E

E

E

U E

U E .

R

R

R

R

R

R

R

R

2028.25 2029.59 2030.94 2032.28 2033.62 2034.96 2036.31 2037.65 2038.99 2040.34 2041.68


I = INVERT ELEVATION C = C R I T I C A L DEPTH

U = UATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE L I N E X = CURVES CROSSING OVER B = BRIDGE ENTRANCE OR E X I T Y = WALL ENTRANCE OR E X I T

2. STATIONS FOR P O I N T S AT A JUMP MAY NOT BE PLOTTED EXACTLY


Existing Las Vegas Creek


DATE: 1 1 / 8/1996 TIME: 8:52

F0515P WATER SURFACE PROFILE - CHANNEL O E F I N I T I O N L I S T I N G PAGE 1

CAR0 SECT CHN NO OF AVE P I E R HEIGHT 1 BASE ZL ZR I N V Y ( 1 ) Y(2) Y(3) Y ( 4 ) Y ( 5 ) Y ( 6 ) Y ( 7 ) Y ( 8 ) Y(9) Y ( 1 0 ) CODE NO TYPE P I E R S WIDTH DIAMETER WIDTH DROP

CD 1 2 0 0.00 7.00 39.40 0.00 CD 2 3 1 0.66 7.00 32.66 0.00 0.00 0.00 CD 3 1 0 0.00 12.00 8.00 1.50 1 . 5 0 0.00

F O 5 1 5 P



I 1 5 FREEUAY CHANNEL - CONFLEUNCE STRUCTURE


PARSONS BRINCKERHOFF - U.BIAN - PROJECT NO. 1 3 0 6 4 A


PAGE NO 3

F O 5 1 5 P



1000.00 2030.35 1


1010.00 2030.51 1

ELEMENT NO 3 I S A TRANSITION * * * U/S DATA STATION INVERT SECT

1053.00 2030.68 3


1195.00 2031.25 3


1229.00 2031.39 3


1449.00 2032.30 3


1648.00 2033.08 3


1868.00 2033.97 3


1966.00 2034.37 3

ELEMENT NO 10 I S A TRANSITION * * * U/S DATA STATION INVERT SECT

2016.00 2034.53 2

ELEMENT NO 11 I S A SYSTEM HEADUORKS * U/S DATA STATION INVERT SECT

2016.00 2034.53 2 NO E D I T ERRORS ENCOUNTERED-COMPUTATION I S NOU BEGINNING

w s €LEV 2035 -67

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

N 0.013

PAGE NO 2








* U S ELEV

2045.44


I15 FREEWAY CHANNEL - CONFLEUNCE STRUCTURE PARSONS BRINCKERHOFF - U . B I A N - PROJECT NO. 13064A

PAGE 1

STATION INVERT OEPTH W.S. Q VEL VEL ENERGY SUPER C R I T I C A L HGT/ BASE/ ZL NO AVBPR €LEV OF FLOU ELEV HEAD GRO.EL. ELEV OEPTH O I A 10 NO. P I E R


1000.00 2030.35

10.00 0.01600

1010.00 2030.51

TRANS STR 0.00395

1053.00 2030.68

142.00 0.00401

1195.00 2031.25

34.00 0.00412

1229.00 2031.39

220.00 0.00414

1449.00 2032.30

199.00 0.00392

1648.00 2033.08

116.84 0.00404

1764.84 2033.55

103.16 0.00404

1868.00 2033.97

15.68 0.00408

1883.68 2034.03

50.13 0.00408

1933.81 2034.24

25.02 0.00408

2.790 2033.140

2.794 2033.304

7.632 2038.312

7.668 2038.918

7.682 2039.072

7.813 2040.113

7.960 2041.040

8.124 2041.677

8.369 2042.339

8.423 2042.457

8.675 2042.914

2700.0

2700.0

2700.0

2700.0

2700.0

2700.0

2700.0

2700.0

2700.0

2700.0

2700.0

24.56

24.53

18.19

18.05

18.00

17.52

17.01

16.46

15.70

15.53

14.81

9.367 2042.507

.013996 0.14

9.344 2042.648

-008866 0.38

5.139 2043.451

.003725 0.53

5.061 2043.979

.003673 0.12

5.032 2044.104

.003531 0.78

4.769 2044.882

.003273 0.65

4.494 2045.534

.003011 0.35

4.209 2045.886

.002706 0.28

3.826 2046.165

.002499 0.04

3.747 2046.204

.002316 0.12

3.406 2046.320

.002039 0.05

0.00

0.00

0.00

6.80

0.00

11.14

0.00

0.00

0.00

0.00

0.00

5.265

5.265

9.200

9.200

9.200

9.200

9.200

9.200

9.200

9.200

9.200

7.00

2.677

7.00

12.00

7.517

12.00

7.472

12.00

7.464

12.00

7.559

12.00

7.503

12.00

7.503

12.00

7.487

12.00

7.487

12.00

7.487

39.40 0.00

0.00

39.40 0.00

0.00

8.00 1.50

1 .50

8.00 1.50

1 .50

8.00 1.50

1.50

8.00 1.50

1.50

8.00 1.50

1.50

8.00 1.50

1.50

8.00 1.50

1.50

8.00 1.50

1.50

8.00 1.50

1 .50

0 0.00

0 0.00

0 0.00

0 0.00

0 0.00

0 0.00

0 0.00

0 0.00

0 0.00

0 0.00

0 0.00


115 FREEWAY CHANNEL - CONFLEUNCE STRUCTURE PARSONS BRINCKERHOFF - W.BIAN - PROJECT NO. 13064A

PAGE 2

STATION INVERT DEPTH U.S. Q VEL VEL ENERGY SUPER C R I T I C A L HGT/ BASE/ ZL NO AVBPR ELEV OF FLOU ELEV HEAD GRD.EL. ELEV DEPTH D I A I D NO. P I E R

L/ELEM so SF AVE HF NORM DEPTH ZR . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

1958.83 2034.34 8.934 2043.275 2700.0 14.12 3.097 2046.372 0.00 9.200 12.00 8.00 1.50 0 0.00

7.17 0.00408 .00?795 0.01 7.487 1.50

1966.00 2034.37 9.200 2043.570 2700.0 13.46 2.814 2046.384 0.00 9.200 12.00 8.00 1.50 0 0.00

TRANS STR 0.00320 .002550 0.13 1.50

2016.00 2034.53 9.770 2044.300 2700.0 12.08 2.266 2046.566 0.00 6.048 7.00 32.66 0.00 1 0.66

1000.00 1020.73 1041.47 1062.20 1082.94 1103.67 1 124.41 1 145.14 1165.88 1186.61 1207.35 1228.08 1248.82 1 269.55 1290.29 131 1.02 1331.76 1352.49 1373.22 1393.96 141 4.69 1435.43 1456.16 1476.90 1497.63 1518.37 1539.10 1559.84 1580.57 1601.31 1622.04 1642.78 1663.51 1684.24 1704.98 1725.71 1746.45 1767.18 1787.92 1808.65 1829.39 1850.12 1870.86 1891 -59 191 2.33 1933.06 1953.80 1974.53 1995.27 2016.00

.I

.I

. I

1

1

I15 FREEWAY CHANNEL - CONFLEUNCE STRUCTURE PARSONS BRINCKERHOFF - W-BIAN - PROJECT NO. 13064A

W C H W C H

1

1

1

W C

W

W

1 1 1

1

C

C

W C

E E

H E

W C

W C

H E

H E

w c w c

H E

H E

H E .

HE . HE .

w c HE . w c x .

X x . C H W E .

R TX

R

R

R

R

R

R

R R

R R TX TX

2030.35 2031.97 2033.59 2035.21 2036.84 2038.46 2040.08 2041.70 2043.32 2044.94 2046.57


I INVERT ELEVATION C C R I T I C A L DEPTH

W = WATER SURFACE ELEVATION H = HEIGHT OF CHANNEL E = ENERGY GRADE L I N E X CURVES CROSSING OVER B BRIDGE ENTRANCE OR E X I T Y = WALL ENTRANCE OR E X I T



WSPG Station Correlation Table


Calculated by: BPP Date: 11/06/96

15604 2058.55 488.75 627.45 1. Model information is in English Units. 2. Plan information is in SI Units

Appendix B

Hydraulic Calculations for Confluence Structure


Hydraulic Calculations Summary for Confluence Structure

PURPOSE:

The purpose of these calculations is to model the design of the stilling basin structure that connects the existing channel to the triple box culvert of the 1-15 Freeway Channel. The model was performed using FHWA Culvert Analysis, HY-8, Version 4.3.

ASSUMPTIONS:

(1) The design flow for the stilling basin is 2000 cfs based on the Hydrology report by Carter & Burgess and the discussion presented in section 4.5 of this report.

BASIC DATA:

The channel upstream of the stilling basin is a 9.8-ft long, 39.4 ft wide by 7 ft high channel. The stilling basin is constrained to 39.4 ft wide and a tailwater depth of 1.0 ft. The model calculated the required length of the stilling basin and the size of chute blocks for the given input data.

CALCULATIONS:

See the attached HY-8 analysis.


LB E'OEOZ = NOILVA3'IB WOLLOB LA E'OEOZ = NOILVA3T3 LX3ANI

SA3 0'0002 = MOTA N9IS3a W L O L Sd3 0'0002 = T 3 W B X3d MO?d

Ld 0 - T = HLd3Q 83LVMTIVL

Ld P ' 6 E = HLaIM WOLL08

XVUl3NVL33tI : 3dAL 13NNYH3

O'T = S Z 3 W B dO 'ON

Ld 8'6 = Hb3N3'I L X 3 A T l 3

XO8 O ' L X P ' 6 E :3dAL L?i3ATl3

9 6 6 T - 8 0 - C T ??ILSS'EI f Z : 6 9 : PT 9 6 6 T - 8 0 - T C 3LQa 3lId 3 m N 31IJ 3WIL . L N 3 X X K I 3LQa .LN3?5?KD

E . P N O I S X 3 A '8-AH 'SISAWNV L83AA?I13 VMHd

Appendix C

Plan and Profile of Drainage Facility 0 Union Pacific Railroad to Sahara Avenue

Alta Drive Tributary 0 Western Avenue Tributary 0 Confluence Structure


FED. RD R€o.(Io. STATE

9 NEVCOA

@ "FC" 10MO

SEET No

EBHI-UPC-CODUU) C M RSD-ml

PROJECT No. axHTI

@ "FC" 10MO 'FC" 12c90

MATCH EXIST ING DOUBLE 3000 x 2400 RCB

CONSTRUCT DOUBLE 3000 x 2400 RCB

STATE OF NEVADA DEPARTMENT OF TRANSPORTATION

1-15 / US-95 STAGE 2

1-15 FREEWAY CHANNEL PLAN AND PROFILE

10+00.00 TO 12+90.00

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Y f E T No. PROXCT No. m T Y E:?. STATE

ULRK Rso-m.5 9 N V L D A EWtOPC0000(3)

ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE SHOWN I

1 - I 1 - -

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"FC" 21+40.00 "FC" 22M2.94

@ "FC" 22M2.94 "FC" 22+13.00

@ "FC" 22+13 "FC" 24MO

@ 'FC" 22M2.94

23.00 24.00

CONSTRUCT DOUBLE 3700 x 2100 RCB

CONSTRUCT JUNCTION STRUCTURE

CONSTRUCT TRIPLE 3700 x 2400 RCB

CONSTRUCT 2400 X 1500 RCB. SEE SHEET RSD-117


1-15 / US-95 STAGE 2


21+40.00 TO 24+00.00 W BY 1 AWN BY ATC

VEWLD BY A 7

STATE PROXCT NO. COVNTY

C L M 9 W M A O B H ( - D P C W ( D

I I -3Ot00 I

. . .. I 1 I I+. - -- I

MEET No

RSD-m

I CURVE D A T A NO. c1 c17

A R L T 09" 33'49" 100.000rn 16.692rn 8.365m 07" 58'58" 100.000rn 13.932rn 6.977rn

"FC" 24+00 "FC" 26+80

@ "FC" 24+80

CONSTRUCT 3700 x 2 4 0 0 TRIPLE RCE

2 4 0 0 SEE RSD-118 x 1200 RCE

DEPARTMENT OF TRANSPORTATION

1-15 / US-95 STAGE 2


24+00.00 TO 26.80.00 24.00 25.00 26.00

c

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ULRK 9 W L D A EBW-WC-0000(0

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F

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1 W I 1- I I I - - - - _ - - - r

@ " F C " 'FC" 29+60 32M1.58

@ "FC" 30i-40


CONSTRUCT 1200 RCP


1-15 / US-95 STAGE 2


29.60.00 TO 32+00.00 8

~ ( E ~ B Y 7

52.00 33.00 34.00

@ 'FC" 32-l-33.58. 6.11m L T

@ 'FC' "FC" 32WO 32+85

'FC" 32-0 @ "FC" 34+50

@ "FC" 32HO

@) 'FC" 33+50

CONSTRUCT 1650 RCP SEE SHEET RSD-119


CONSTRUCT TRIPLE 3700 X 2700 RCB

CONSTRUCT ACCESS/ VENTILATION STRUCTURE

CONSTRUCT MANHOLE

DEPARTMENT STATE OF OF TRANSPORTATION NEVADA

1-15 / US-95 STAGE 2


32+00.00 TO 34+50.00

624

622 ~

620 __

618

616 ~

614 35.00 36.00 37.00

@ "FC" "FC" 3 7 4 0 34-60

@ "FC" 35+00

@ "FC" 35+70

CONSTRUCT TRIPLE 3 7 0 0 x 2 7 0 0 RCB

CONSTRUCT MANHOLE



1-15 / US-95 STAGE 2


34.50.00 TO 37.40.00 Bw

AWN BY

--m.

FED. m. PROJECT No. COUNTY Ec.No. g NVLD* ~m-DPC-cmwm ULRK

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I C U R V E DATA

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"FC " 3 9+92.2 0 @ "FC" 40+20.00

@ "FC" 38+00 "FC" 39+20

@ "FC" 38+70

0

CONSTRUCT TRIPLE 3 7 0 0 x 2 7 0 0 RCB

CONSTRUCT SEE SHEET RSD-121 STILLING BAS1

CONSTRUCT CONFLUENCE STRUCTURE. SEE SHEET RSD-120.

CONSTRUCT MANHOLE


CONSTRUCT CHANNEL TRANSITION. SEE SHEET RSO-120

STATE OF NEVADA DEPARTMENT OF TRANSPORT AT ION

1-15 / US-95 STAGE 2


37.40.00 TO 40+20.00 DESIGN BY UPY ORAWN BY RlC CKCKCO BY RB

Iyy REVFWD BY JDG

CURVE D A T A NO. I a R. . - 1 L T

36.185m 1 18.293m- C1 I 20'43'57" I 100.000m I

@ "FC" 43+20 "FC" 46+00

@ "FC" 4340

@ "FC" 45+35.



03m LT EXTEND STORM DRAIN LATERAL


1-15 / US-95 STAGE 2

1-15 FREEWAY CHANNEL I PLAN

634 ~

632 -

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628 -

626

624 -

622 ~

620

618

616 -

614

612 4E

634 -

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612


1-15 / US-95 STAGE 2

1-15 FREEWAY CHANNEL I PROFILE

r

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r

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@ "FC' 4 8 i 5 0 CONSTRUCT TRIPLE 4300 x 3000 RCB

CONSTRUCT ACCESS/ @ "FC" 46+88 VENTILATION STRUCTURE

@) "FC" 47+06. 7.01111 L t EXTEND STORM DRAIN LATERAL BY OTHERS


1-15 / US-95 STAGE 2

1-15 FREEWAY CHANNEL I PLAN

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@ "FC" 49+22. 7 .03m LT EXTEND STORM DRAIN LATERAL

DE PART MEN T OF TRANSPORT AT ION

1-15 / US-95 STAGE 2

1-15 FREEWAY CHANNEL ~~ ~~

PLAN 48.50.00 TO 49.38.47

n w ATC

yIIy+ H C K E D BY RB

--- I

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I CURVE DATA NO. a ' R L T

10.089rn 7.941rn 5.924m 8.698rn

C1 115' 36'34" 5.000rn C2 99" 40'03" 5.000rn

@ "W" 10+00

@ "W" 10+00

"W" 1 1 6 5 . 5 6 CONSTRUCT 2400 x 1500 RCB

CONSTRUCT NDOT TYPE 1 HEADWALL


1-15 / US-95 STAGE 2


LINE I'W''

.=4&i ii3ii 3NIl

3lIdOtld CIW W l d 13NNVH3 AVM33tld S1-I

Z 3 3 V l S S6-Sfl / SL-I N O l l V l 8 O d S N V 8 1 A 0 lN3L"llWd3a

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d3tl OS91 E6'8E+LL V 13lltllSN03 00'0oc01 ::v: @

E;? s r m PROJECT No. cou(M

9 W L D A EBw.IoPC-0000(3) UMU

,-DEFLECTOR BLOCK, TOTS5 /

fcEET m.

RsD-tZl

BEGIN STILLING BASIN

/= 305 VARIFS TO 840

/

PLAN

w

\D STILLING BASIN "FC" 39+92.20

OG ELEV. 6 2 2 . 0 0

/e///

35200

ELEV. 6 2 2 . 5 0

_ _ - _ - - - _ _ _ _ _ _ _ rc I I I /-INVERT ELEV. 6 1 8 . 9 0 ?

i - 1 000 ELEV. 618.85 ' 2 EQUAL SPACES @ 7500=15000

l or'-

4 " $ WEEP HOLE 0

0 0 0 - 305 -

11 ELEV. 6 1 4 . 7 0 - - - _ - . - - - _ _ _ _ _ _

looo tc ELEV. 614 .70 ELEV. 61 4.80-

ELEVATION

t 7 SECTION A-A

c$ STILLING BASIN

SECTION B-B

STILLING BASIN

SECTION C-C

STATE OF NEVADA DE PART ME NT OF TRANSPORT AT ION

1-15 / US-95 STAGE 2

1-15 FREEWAY CHANNEL RC STILLING BASIN

KSCN BY J. U s WAWN BY J. Q & Y W ? L CkECKED BY E V E W E D BY

Appendix D

Cost Estimates

--- I- 15 Freeway Channel Hydraulic Design Report

November 1996

Cost Estimates Calculations Summary

PURPOSE:

The purpose of these calculations is to estimate the cost to construct the 1-15 Freeway Channel from Sahara to UPRR.

ASSUMPTIONS:

(1) Unit costs were established based on bid tabulation of NDOT, CLV and other recent projects.

(2) The cost is based on 1996 dollars

(3) The following allowances were included: a. 10% for Construction Engineering b. 5% for Unlisted Items

(4) No allowance for inflation has been added.

(5) ~

No retaining walls have been considered under the present design for the segment from Sahara to Aka. .

1p

BASIC DATA:

Summaries of items included in the cost estimates for the four segments of the 1-15 Freeway channel are as follows:

Sahara to Charleston: 0

0

0

0 Construction traffic control appurtenances 0 Excavation requiring dewatering

Construction of reinforced concrete box with shoring, size as shown on plans Reconstruction of Oakey, Martin Luther King, ramps, Wall Street, and Western Avenue Construction of reinforced concrete box laterals at Oakey, Western and Charleston

Charleston to Aha: 0

0 Reconstruction of two ramps 0 Temporary construction easement 0 Excavation requiring dewatering

Construction of reinforced concrete box with shoring on west side only, size as shown on plans


Alta to Discovery: Construction of reinforced concrete box without shoring, size as shown on plans Reconstruction of Aka Drive Relocation of Nevada Power facilities Removal of chain link fencing Excavation requiring dewatering Construction traffic control appurtenances

Discovery to UPRR: Construction of reinforced concrete box without shoring Reconstruction of F Street Removal of chain link fencing Construction of 24” bypass and reconstruction of 30” water line Excavation requiring dewatering Construction of sanitary lift station at Discovery Drive and reroute existing sanitary pipe from Mesquite to Bonanza Provision of a 30” steel pipe casing under the UPRR Construction traffic control appurtenances Construction of stilling basin and channel transition

CALCULATIONS:

Detailed cost estimates for each segment are attached.


. PRELIMINARY COST ESTIMATE

PARSONS BRINCKERHOFF PREPARED BY: RMB DATE: 1111 1/96

DEVELOPMENT: 1-15 FREEWAY CHANNEL AND IAS VEGAS CREEK DATE: 1111 1/96

PB PROJECT NO. 13064A

CHECKED BY: JDG

FILE: p:\13064a\estimatebcostl .XIS

UNIT ITEM DESCRIPTION QUANTITY UNIT PRICE COST

FROM SAHARA TO CHARLESTON 370m @ 2-3.0m X 2.4m (2-10' X 8' RCB) 785m @ 2-3.7m X 2.1 m (2-12' X 7' RCB) 45m @ 3-3.7m X 2.4 m (3-12' X 8' RCB)

PRELIMINARY COST ESTIMATE PREPARED BY: RMB DATE: 1111 1/96 PARSONS BRINCKERHOFF

DEVELOPMENT: 1-15 FREEWAY CHANNEL AND LAS VEGAS CREEK CHECKED BY: JDG DATE: 1111 1/96

PB PROJECT NO. 13064A FILE: D:\I 3064a!estimate\costl .xis

Channel Excavation Granular Backfill Remove Concrete Channel Shoring Temporary Construction Easement Type 2 Class B Aggregate Base (Bedding) Backfill Class B Concrete (Minor)

680m @ 3-3.7m X 2.4m (3-1 2' X 8' RCB)

48501 CUM $4.00 $194,004 3264 CUM $15.00 $48,960

0 SQM $2.00 $0 4652 SQM $250.00 $1,163,000 5340 SQM $21.53 $1 14,970 6057 CUM $33.00 $199,881

0 CUM $0.00 $0 0 CUM $200.00 $0

I UNIT PRICE I COST

. PRELIMINARY COST ESTIMATE

PARSONS BRINCKERHOFF PREPARED BY: RMB DATE: 1111 1/96

DEVELOPMENT: 1-15 FREEWAY CHANNEL AND LAS VEGAS CREEK DATE: 1111 1/96 PB PROJECT NO. 13064A

CHECKED BY: JDG

FILE: ~:\l3064akstimatebsti XIS

Class B Concrete (Minor) AccessNentilation (Class A Concrete) AccessNentilation (Reinforcing Steel) AccessNentilation (Structural Steel Grate)

1 Remove Water Line I 801 LlNM I $6.00 I $480 I

32 CUM $200.00 $6,400 73 CUM $200.00 $14,600

10922 KG $1.10 $12,014 12800 KG $4.50 $57.600

h

PRELIMINARY COST ESTIMATE PREPARED BY: RMB DATE: 1111 1/96

DATE: I l l 1 1/96 CHECKED BY: JDG FILE: p:\l3064a\estimate\costi .xis

PARSONS BRINCKERHOFF DRIELOPMENT: 1-15 FREEWAY CHANNEL AND IAS VEGAS CREEK PB PROJECT NO. 13064A

I

FROM DISCOVERY TO UPRR I I I I ITEM DESCRIPTION

UNIT 1 QUANTITY I UNIT I PRICE I COST

hydraulic design report - project...

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