Memorandum - Ventura County, Californiapwaportal.ventura.org/.../Tech_Memo_Drainage_10-07-14MIP.pdf · Technical Memorandum . TO ... The project hydrology is based on the County of

4580 E. Thousand Oaks Blvd., Ste 101 / Westlake Village CA 91362 Ph. (805) 648-4840 / F. (805) 379-1718

mnsengineers.com TRANSPORTATION / WATER RESOURCES / GOVERNMENT SERVICES / FEDERAL

Technical Memorandum TO

Alison Sweet, PE

County of Ventura Transportation

FROM Michael Ip, PE

MNS Engineers, Inc.

DATE 10/7/2014

SUBJECT Roadway Drainage Report

Introduction

The County will realign Donlon Road to become the north leg of the State Route 34 and State Route 118 intersection. The new Donlon Road alignment will cross over Coyote Canyon Creek and land west of Creek. The roadway improvements will impact the existing roadside earthen ditch and the 48” RCP headwall inlet to Coyote Canyon Creek. The hydrology and hydraulics for the proposed bridge/culvert over Coyote Canyon Creek and the existing culvert under State Route 118 was covered by Hawks and Associates. Hawks and Associates’ “Donlon Road Realignment Project Final Hydrology and Hydraulics Report” dated May 2014 and “Donlon Road, Review of flooding at HWY 118” letter dated May 2, 2014 are attached as Attachment A for your reference. A key conclusion of Hawks and Associates analysis is that the storm water flows in the existing Coyote Canyon Creek culvert under State Route 118 will not overtop the highway during a 10 year storm event but will overtop the highway during a 50 year storm event.

The project will widen the State Route 118 west of Donlon Road to provide a left turn pocket and eight (8) feet wide standard shoulders. This will require reconstructing the existing roadside ditch along the north side of State Route 118. The new roadside ditch will need to be designed per the latest Caltrans design standard. Based on Caltrans’ Highway Design Manual Table 831.3 – Desirable Roadway Design Guidelines, a conventional highway with speeds over 45 mph are designed for a 25 year storm event, and the design water spread is allowed for the shoulder or parking lane.

Hydrology

The project hydrology is based on the County of Ventura Hydrology Manual 2010 which uses a modified rational method to estimate the storm runoffs due to major rainfall events. The existing and proposed hydrology for a 25 year storm event was estimated for this project. The large flat and undeveloped acreages resulted in times of concentration higher than 30 minutes. The County of Ventura methodology limits the maximum time of concentration to 30 minutes. The Q25 design flow for the drainage system along the north side of State Route 118 is estimated to be 78 cfs. Below is a table

Donlon Road Realignment Project Technical Memorandum –Roadway Drainage Page 2 of 2

mnsengineers.com TRANSPORTATION / WATER RESOURCES / GOVERNMENT SERVICES / FEDERAL

of the relevant hydrology data. The project hydrology calculations are attached as Attachment B for your reference.

Project Hydrologic Data Existing Q25 Proposed Q25

Rainfall Zone (Exhibit 1 C) K K

Soil Number 5 5

Development Type Undeveloped Undeveloped

Area 1

Drainage Area (acres) 61 61

Time of Concentration (minutes) 30 30

Q (cfs) 52 52

Area 2

Drainage Area (acres) 31 31

Time of Concentration (minutes) 30 30

Q (cfs) 26 26

Total Project Q (cfs) 78 78

Hydraulics

Due to the highway widening, the County will reconstruct and concrete line the existing trapezoidal roadway ditch along the north side of State Route 118. The storm water in the ditch flows into an existing 48” RCP inlet headwall which outfalls into Coyote Canyon Creek. Since the new Donlon Road lands on the existing headwall, the project will extend the existing drainage system to the west of new Donlon Road. The proposed drainage system includes a 4’ wide x 3’ high RCB and a warped wingwall inlet. In addition, the County will construct a 6’ wide x 2’ high RCB at the driveway located west of the Donlon Road at Station SR-118 571+07.29. The proposed drainage systems were designed for a Q25 storm event with a Q50 outlet water surface elevation in Coyote Canyon Creek. The Coyote Canyon Creek Q100 water surface was not used as the project area would experience shallow flooding as discussed in Hawks and Associates Report. The hydraulic calculations were developed using WSPG, a hydraulic backwater program which is recognized by Ventura County Watershed Protection District and Los Angeles County Flood Control District.

The hydraulic calculations are attached as Attachment C.

ATTACHMENT A

COYOTE CANYON CREEK / DONLON ROAD CULVERT CROSSING

HYDROLOGY AND HYDRAULIC INFORMATION

DONLON ROAD REALIGNMENT PROJECT

FINAL HYDROLOGY AND HYDRAULICS REPORT

May 2014

Prepared for

Gounty of Ventura Public Works Agency Transportation Department

Prepared by:

Hawks and Associates

1802 Eastman Ave. Unit 110, Ventura, CA 93003

Project 1-197

PROPOSED CULVERT

PROPOSE DOì¡-Oû{RE/tUqfÆNT

PWATDDonlon Road Realignment Project Hydrology and Hydraulic Report

Table of Contents

1.02.03.0

tNTRODUCTlON.........HYDROLOGY ............................... :.......HYDRAULICS ...........

3.1 Existing Conditions Hydraulic Model3.2 Preliminary Design of Realignment Culvert4.0 EFFECTS OF PROPOSED CONDITIONS...........

Proposed Conditions Hydraulic Mode|........4.1 Water Surface Elevation and Extent of Floodplain4.2 Velocity and Scour

CONCLUSIONS ........

List of Tables

1

22243455b5.0

Table 1. VCWPD Flows at the Confluence of Coyote Canyon and Puerta Zuela Creeks

Table 2. Water Surface Elevation Changes.

Table 3. Velocity Changes.List of Figures

Figure 1

Figure 2

Figure 3.

Location Map

Los Angeles Avenue Culvert (on the left is the upstream end and on the right isthe downstream end).

Coyote Canyon Creek Upstream (left) and Downstream (right).

List of Drawings

Alternative 1 Preliminary Design Donlon Road Realignment

List of Abbreviations

cfs

LiDAR

PWATD

VCWPD

Cubic Feet per Second

Light Detection and Ranging

County of Ventura Public Works Agency Transportation Department

Ventura County Watershed Protection District

Hawks & Associates


I.O INTRODUCTION

The County of Ventura Public Works Agency Transportation Department (PWATD) is in theprocess of realigning Donlon Road at Los Angeles Avenue (SR-1 18) near Somis, CA (Figure 1).

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Hawks and Associates contracted with PWATD to prepare a Draft Hydrology and Hydraulicreport (submitted April 5, 2010) according to the following generalized scope of services for twoPWATD road al¡gnment designs:

. Review available data and reports.o Develop hydrology and boundary conditions from available information.o Develop topographic surface from 2005 Light Detection and Ranging (L|DAR) data

available from the Ventura County Watershed Protection District (VCWPD).. Supplement the L|DAR topographic surfece with field survey data from William Meager

L.S.. Develop existing conditions HEC-RAS hydraulic model and analyze floodplain.

1

128

23

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l

Hawks & Associates

PWATDDonlon Road Real¡gnment Project Hydrology and Hydraulic Report

. Develop proposed conditions HEC-RAS hydraulic model and analyze floodplain.

. Size proposed Donlon Road conveyance to existing conditions (with Los AngelesAvenue Bridge causing a backwater effect).

. Compare existing versus proposed conditions and document results.

. Develop prel¡minary design drawings of the culvert.

After PWATD review of the draft report, an additional task was added to the scope of work andthe draft report updated. The additional task was to redesign the road alignment culverts topass the 5O-year storm event assuming that the Los Angeles Avenue Bridge does not cause abackwater effect and to document the change in floodplain with the Los Angeles Bridge culvertcausing a backwater condition. This final report reflects the latest scope of work.

2.0 HYDROLOGY

The hydrologic boundary conditions used in the modeling effort were taken from the VCWPDCalleguas Creek Watershed Hydrology Study Present Condition (March 2003) report. Table 1

presents the flows in cubic feet per second (cfs) for Coyote Canyon Creek after the junction withPuerta Zuela Creek upstream of the Los Angeles Avenue culvert.

3.0 HYDRAULICS

A hydraulic analysis was completed to compare existing hydraulic conditions to proposed

hydraulic conditions of Coyote Canyon Creek. The original conditions included two DonlonRoad alignments (Alternatives 1 and 2) developed by PWATD. PWATD has chosen AlternativeI and this update reflects that decision. Drawings of Alternative 1 show the alignment and

existing and proposed floodplain.

3.1 Existing Gonditions Hydraulic Model

An initial hydraulic review near Donlon Road showed the flow was controlled by the downstreamdrop culvert under Los Angeles Avenue (State Highway 118) which creates a backwatercondition at higher flows where the new Donlon Road alignment is proposed. The capacity ofthe Los Angeles Avenue conveyance was determined to be 1,045 cfs. No design plans wereavailable for the conveyance; however, it was determined that the conveyance was a 10 feetwide by 5 feet high corrugated metal pipe arch (CMPA) culvert from site visits conducted on

12l23l1g and 3/18/10 (see Figure 2). The culverts soft bottom allowed for the build-up of

2

Table l. VCWPD Flows at the Confluence of Goyote Canyon and PuertaZuela Creeks

Storm Event (year) Flows (cfs)

1,30510

2,70350

100 3,488

5,766500

Hawks & Associates


sediment. lt was assumed that the sediment would be scoured out during a 1OO-year storm.The downstream water surface elevation for the hydraulic analysis of the conveyance wasdeveloped iteratively between calculated conveyance capacity (Culvertmaster model) anddownstream hydraulic head (HEC-RAS model), which is dependent on natural streamgeometry. lt should be noted that the Los Angeles Avenue culvert is a major constriction to flowand will be over-topped during as small as a 1O-year storm event.

Figure 2. Los Angeles Avenue Culvert (on the Ieft is the upstream end and on the right is thedownstream end).

The geometry of the existing conditions model was developed from L|DAR data supplementedwith field survey. The L|DAR data represents 2005 conditions and the field survey wascompleted 311612010. Details of the existing conditions model include:

. Total reach length of model =

. Total cross sections =

. Cross-sections with ineffective flow areas =¡ Average reach length per cross section =o Number of bridges =o N value for main channel (Figure 3) =. N values for left and right overbanlis (Figure 3) =. Contraction ooefficient =. Expansion coefficient =. Contraction coefficient at bridges =. Expansion coefficient at bridges =o Flow regime =

1,610 feet.35055 feet1

0.050.080.30.1

0.60.8Subcritical

Hawks & Associates 3


Figure 3. Coyote Canyon Creek Upstream (left) and Downstrean (right).

3.2 Preliminary Design of Gulverts for the Realignment of Donlon Road

The culvert was modeled and designed as a 30'-11" X 10'-8" super-span arch culvert to pass

the S0-year storm event (per PWATD criteria) and to reduce flooding over the road during a1OO-year storm event. The design has the capacity to pass the 5O-year storm event as if theLos Angeles Avenue culvert has been improved to also pass the SO-year event. The super-span arch was also selected because it has a soft bottom, which is more natural and reduces in-stream construction. The methodology utilized assumed that Los Angeles Avenue had beenimproved to prevent a backwater condition and the drop structure just upstream provided gradecontrol.

The road deck was developed using backwater elevations from the Los Angeles Avenueconstriction and its intersection with the existing Donlon Road. The backwater flows will passover the new Donlon Road after the culvert fills during a flood event. The road surface over theproposed culvert was set to prevent the increased water surface from escaping the confines ofthe channel, which would lead to flow down the new Donlon Road across Los Angeles Avenueand onto Somis Road. See preliminary design drawing.

Contech Construction Products lnc. provided a preliminary cost estimate to construct the super-span arch. The capital cost was estimated to be $173,250 for a corrugated metal arch and

$332,500 for a reinforced concrete arch. These estimates do not include the foundation orinstallation.

3.3 Proposed Gonditions Hydraulic ModelsThe existing conditions model was manually changed to reflect proposed conditions for thePWATD road alignment design. The alignment culvert was modeled to pass the SO-year stormevent without creating a backwater condition. The road deck was then modeled with the LosAngeles Avenue constriction in-place and adjusted until the flow over the road was less thanone foot. See the preliminary design drawing for water surface and floodplain details.

4.0 EFFECTS OF PROPOSED CONDITIONS

The proposed condition effects are limited by the undersized culved at Los Angeles Avenue.The culvert causes a backwater effect along Coyote Canyon Creek in the area of the proposed

4Hawks & Associates

PWATDDonlon Road Reali nment Pro ect H drol and H draulic Report

road alignment. Any material placed in the floodplain will raise the water surface. The only wayto eliminate the effects associated with the alignment would be to span the entire floodplain,which may be more costly. The rise in water surface elevation is directly related to the additionof material in the floodplain.

4.1 Water Surface Elevation and Extent of FloodplainTable 2 shows the difference in the 1OO-year storm event water surface between the existingconditions and the future new Donlon Road arch culvert condition with the Los Angeles Avenueexisting culvert in-place. Design drawings show that the 1OO-year storm event floodplainextents for three scenarios:

r Existing conditions without the proposed road alignments.

. Proposed conditions with the proposed road alignment with the existing Los AngelesAvenue culvert.

. Proposed conditions with the proposed road alignments without the existing Los AngelesAvenue culvert.

The proposed culveert has a maximum increase in water surface of 2.01feet for the differencebetween existing and proposed conditions with the Los Angeles Avenue culvert creating abackwater condition. Note that the area shown to be affected by the road alignment is restrictedto the project property and the Ventura County Donlon Road right of way. There is no effect ofthe project on other neighboring properties.

As shown on the Alternative 1 preliminary design drawing, the floodplain will be significantlyreduced in size with Los Angeles Avenue improvements that eliminate the backwater condition.

Table 2. 1O0-Year Storm Event Water Surface ElevationGhanqes in Proiect VicinityWater Surface Elevation (feet NAVD 88)

RiverStation Existing

ConditionsWith Donlon

Gulvert Difference

1616 326.28 326.28 0.001575 323.58 325.48 1.90

1532 323.57 325.47 1.90

1471 323.47 325.40 1.93

1378 323.30 325.29 1.99

1 330 323.29 325.29 2.001293 323.25 325.26 2.01

Maximum Change 2.01

4.2 Velocity and ScourTable 3 provides 1O0-year storm event velocity differences between the existing conditions andthe propoded condition with the Los Angeles Avenue existing culvert in-place. No additionalscour is anticipated as the flow velocity decreases from the existing conditions, which may lead

5Hawks & Associates


to limited sediment deposition in the local area. Velocities are low enough that no riprap isrecommended other than using facing class for the first 1O-feet downstream of the culvert forstabilizing the low flow.

Table 3. 100-Year Storm Event Velocity Ghanges inProject Vicinity

Velocity (fps)

RiverStation Existing

ConditionsWith Donlon

Culvert Difference

0.001616 11.73 11.73

1575 2.57 2.04 -0.53

2.26 1.88 -0.3815321471 3.10 2.60 -0.50

1378 3.99 3.30 -0.69

3.02 -0.611 330 3.631293 3.69 3.07 -0.62

-0.69Maximum Ghange

5.0 GONCLUSIONS

The following conclusions were determined based on the hydraulic analysis developed for thisreport:

The effects of the proposed Donlon Culvert on Coyote Canyon Creek hydraulics is

controlled by the downstream Los Angeles Avenue culvert that causes a backwatercondition. The culvert design for Donlon Road is a 30'11'X 10'8" super-span arch with asoft bottom to pass the SO-year storm event of 2,703 cfs and to reduce flooding over theroad during a 1O0-year storm event.

a

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The only way to not raise water surfaces at the site property would be to use a bridge thatspans the floodplain. The cost of a bridge is prohibitive and was not investigated further.

The proposed Donlon culvert will not cause any additional scour, but may cause limitedsedimentation in the local area.

There is no change in the 1O0-yearwatersurfaces on neighboring properties. The changesin 10O-year water surface are limited to the project site property and the Ventura Countyroad right-of-way.

6Hawks & Associates

-

.-

EngineeringMay 2,2014

Hydrology

Hawks & Associates

Planning Surveying

Alison Sweet, P.E.Engineering ManagerCounty of Ventura Public Works AgencyTransportation Department800 South Victoria AvenueVentura, CA 93009

Subject: Donlon Road, Review of flooding at HWY 118.

Dear Ms. Sweet;We have reviewed and recalculated thewatersurface at HVVY 118 to determine the extentof flooding in

the present condition and after Donlon Road is realigned. Please note that on page 3 of the Hydrologyand Hydraulics Report in the first paragraph it states "lt should be noted that the Los Angeles Avenueculvert is a major constriction to flow and will be over-topped during as small as a 1O-year storm event."This new study confirms that the Los Angeles Avenue culvert will not overtop during a 10 year storm eventin either the present or after construction condition. lt will however overtop during a 50 year storm event inboth conditions. The review also shows that the Donlon road structure is so far upstream that anychanges in flows will be mitigated before reaching the Los Angeles Avenue structure.

The water surfaces at the upstream edge of Hwy 1 18, River Station 950, are as follows

WATERSURFACE COMPAIRED TO ROADWAY ELEVATION

Storm event10 year50 year

100 year500 year

Roadwav321.71321.71321.71321.71

Existinq WS321.29322.69323.14324.02

Future WS321.29322.69323.14324.02

Elevation Difference-0.42feet+0.98 feet+1.43 feet+2.31 feet

I have attached the HEC-RAS tables for your information

We are continuing to revise the Hydrology and Hydraulics Report to reflect only your chosen alternative.

lf there are questions or comments please call

Sincerely;

Philip J. Sherman P.E.Senior Engineer

2259 Portola Rd. - Suite B, Ventura, California 93003TEL. (805)658-6611 r FAX (805) 658-6791 o www.hawkscivil.com

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ATTACHMENT B

DONLON ROAD REALIGNMENT

HYDROLOGY

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Donlon Road RealignmentCounty of Ventura

Time of ConcentrationCalculation

7/2/2014

Existing Q25Area ID 1Rainfall Zone KSoil Number 5Area 61 AcresDevelopment Type: Undeveloped

Iteration #1

Tc = 30 mins I 25 C Q Manning's slope length velocity time Comment(cfs) n (%) (ft) (fps) (min)

1.61 0.525 52Path 1 0.040 1.00% 800 24.48 OverlandPath 2 1.40% 1250 4.4 4.73 Natural Valley Channel - Exhibit 10Path 3 1.20% 1350 5.4 4.17 Trapezoidal Earthen Ditch

33.38 Use Max TC of 30 MinutesQ25 = 52 cfs

Area ID 2Rainfall Zone KSoil Number 5Area 31 AcresDevelopment Type: Undeveloped

Iteration #1

Tc = 30 mins I 25 C Q Manning's slope length velocity time Comment(cfs) n (%) (ft) (fps) (min)

1.61 0.525 26Path 1 0.040 1.00% 1400 34.25 OverlandPath 2 1.20% 1650 4.5 6.11 Trapezoidal Earthen Ditch


Donlon Road RealignmentCounty of Ventura

Time of ConcentrationCalculation

7/2/2014

Proposed Q25Area ID 1Rainfall Zone KSoil Number 5Area 61 AcresDevelopment Type: Undeveloped

Iteration #1Tc = 30 mins I 25 C Q Manning's slope length velocity time Comment

(cfs) n (%) (ft) (fps) (min)1.61 0.525 52

Path 1 0.040 1.00% 800 24.48 OverlandPath 2 1.40% 1250 4.4 4.73 Natural Valley Channel - Exhibit 10Path 3 1.20% 1350 5.4 4.17 Trapezoidal Earthen Ditch


Area ID 2Rainfall Zone KSoil Number 5Area 31 AcresDevelopment Type: Undeveloped

Iteration #1Tc = 30 mins I 25 C Q Manning's slope length velocity time Comment

(cfs) n (%) (ft) (fps) (min)1.61 0.525 26

Path 1 0.040 1.00% 1400 34.25 OverlandPath 2 1.20% 1040 4.5 3.85 Trapezoidal Earthen DitchPath 3 1.20% 610 7.0 1.45 Trapezoidal Concrete Ditch


ATTACHMENT C

DONLON ROAD REALIGNMENT

HYDRAULIC CALCULATION

************************************* Water Surface Profile Gradient (WSPG) XP WSPG Engine Version 1.3 06/09/2010 XP Software www.xpsoftware.com ************************************* INPUT FILE ************************************* C:\XPS\wspg2010\Samples\prop donlon Q25-3.wsx Computed 10/06/14 08:52:07 TITLE INFORMATION ************************************* Donlon Road Realignment Q25 Line A WARNING SUMMARY ************************************* RESULTS ************************************* ============================================================== Main Line ============================================================== Composite Profile: ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- -------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ### "Node7" Outlet 100.00 304.43 324.00 322.690 18.260 78.00 0.09 0.00 322.69 0.000 1.031 0.000 0.00000 0.000 Trapez.open "Node5" WallExt 100.00 304.43 324.00 322.690 18.260 78.00 6.21 0.60 323.29 0.000 2.674 0.000 0.00000 0.000 Pipe "Link4" Reach 179.01 312.02 323.50 322.933 10.913 78.00 6.21 0.60 323.53 0.000 2.674 0.000 0.09606 1.133 Pipe "Link3" Transition 190.00 313.00 323.50 322.904 9.904 78.00 6.64 0.68 323.59 0.000 2.277 0.683 0.08917 0.000 Tr./Rect.closed HYDRAULIC JUMP at 300.45 of length 0.08 "i.p." 300.45 319.91 330.41 323.374 3.466 78.00 6.64 0.68 324.06 0.000 2.277 0.683 0.06255 0.925 Tr./Rect.closed "i.p." 300.45 319.91 330.41 321.211 1.302 78.00 14.98 3.48 324.69 0.000 2.277 2.313 0.06255 0.925 Tr./Rect.closed "i.p." 304.14 320.14 330.64 321.476 1.337 78.00 14.59 3.31 324.78 0.000 2.277 2.224 0.06255 0.925 Tr./Rect.closed "i.p." 309.74 320.49 330.99 321.891 1.402 78.00 13.91 3.00 324.90 0.000 2.277 2.071 0.06255 0.925 Tr./Rect.closed "Link2" Reach 314.33 320.78 324.50 322.247 1.470 78.00 13.26 2.73 324.98 0.000 2.277 1.928 0.06255 0.925 Tr./Rect.closed "Node2" WallEnt 314.33 320.78 324.50 322.247 1.470 78.00 13.26 2.73 324.98 0.000 2.278 0.000 0.00000 0.000 Rect.open "Link1" Transition 329.33 321.98 324.44 323.164 1.187 78.00 11.82 2.17 325.33 0.000 1.810 2.449 0.08000 0.000 Trapez.open "Link7" Reach 392.33 323.30 325.50 324.504 1.204 78.00 11.54 2.07 326.57 0.000 1.810 2.376 0.02100 1.178 Trapez.open "i.p." 427.67 324.04 326.24 325.267 1.225 78.00 11.22 1.95 327.22 0.000 1.810 2.292 0.02100 1.178 Trapez.open "i.p." 459.61 324.71 326.91 325.974 1.261 78.00 10.69 1.78 327.75 0.000 1.810 2.158 0.02100 1.178 Trapez.open "i.p." 479.00 325.12 327.32 326.418 1.298 78.00 10.20 1.61 328.03 0.000 1.810 2.033 0.02100 1.178 Trapez.open "Link8" Reach 492.33 325.40 327.90 326.736 1.336 78.00 9.72 1.47 328.20 0.000 1.810 1.914 0.02100 1.178 Trapez.open "i.p." 619.66 326.93 329.43 328.264 1.336 78.00 9.72 1.47 329.73 0.000 1.810 1.914 0.01200 1.336 Trapez.open "Link9" Reach 752.32 328.52 330.52 329.843 1.323 78.00 9.88 1.52 331.36 0.000 1.810 1.954 0.01200 1.336 Trapez.open "Link10" Transition 764.51 328.67 330.67 329.991 1.321 78.00 9.84 1.50 331.50 0.000 1.738 1.510 0.01231 0.000 Rect.open "Node11" WallExt 764.51 328.67 330.67 329.990 1.320 78.00 9.84 1.51 331.50 0.000 1.738 0.000 0.00000 0.000 Tr./Rect.closed "i.p." 778.06 328.83 330.83 330.187 1.352 78.00 9.61 1.44 331.62 0.000 1.738 1.457 0.01214 1.221 Tr./Rect.closed "i.p." 795.41 329.05 331.05 330.463 1.418 78.00 9.17 1.30 331.77 0.000 1.738 1.356 0.01214 1.221 Tr./Rect.closed "Link16" Reach 805.69 329.17 331.17 330.657 1.487 78.00 8.74 1.19 331.84 0.000 1.738 1.263 0.01214 1.221 Tr./Rect.closed "Node12" WallEnt 805.69 329.17 331.17 330.657 1.487 78.00 8.74 1.19 331.84 0.000 1.738 0.000 0.00000 0.000 Rect.open "Link15" Transition 817.84 329.31 331.81 330.715 1.405 78.00 8.93 1.24 331.95 0.000 1.810 1.720 0.01152 0.000 Trapez.open "i.p." 819.14 329.32 331.82 330.731 1.407 78.00 8.92 1.23 331.97 0.000 1.810 1.716 0.01148 1.349 Trapez.open "i.p." 847.37 329.65 332.15 331.096 1.447 78.00 8.50 1.12 332.22 0.000 1.810 1.616 0.01148 1.349 Trapez.open "i.p." 864.12 329.84 332.34 331.330 1.488 78.00 8.11 1.02 332.35 0.000 1.810 1.522 0.01148 1.349 Trapez.open "i.p." 875.15 329.97 332.47 331.499 1.531 78.00 7.73 0.93 332.43 0.000 1.810 1.434 0.01148 1.349 Trapez.open "i.p." 882.71 330.05 332.55 331.629 1.574 78.00 7.37 0.84 332.47 0.000 1.810 1.350 0.01148 1.349 Trapez.open "i.p." 887.94 330.12 332.62 331.734 1.619 78.00 7.03 0.77 332.50 0.000 1.810 1.272 0.01148 1.349 Trapez.open "i.p." 891.49 330.16 332.66 331.821 1.665 78.00 6.70 0.70 332.52 0.000 1.810 1.198 0.01148 1.349 Trapez.open "i.p." 893.74 330.18 332.68 331.893 1.712 78.00 6.39 0.63 332.53 0.000 1.810 1.128 0.01148 1.349 Trapez.open "i.p." 894.96 330.20 332.70 331.955 1.760 78.00 6.09 0.58 332.53 0.000 1.810 1.063 0.01148 1.349 Trapez.open "Link14" Reach 895.34 330.20 332.70 332.009 1.809 78.00 5.81 0.52 332.53 0.000 1.810 1.001 0.01148 1.349 Trapez.open "Node14" Headwrk 895.34 330.20 332.70 332.010 1.810 78.00 5.80 0.52 332.53 0.000 1.810 0.000 0.00000 0.000 Trapez.open *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches

[TITLE] Donlon Road Realignment Q25 Line A [REPORT] COMPOSITE_ONLY [NETWORK] **TYPE NAME **----- ------- Outlet "Node7" WallExit "Node5" Reach "Link4" Transition "Link3" Reach "Link2" WallEntrance "Node2" Transition "Link1" Reach "Link7" Reach "Link8" Reach "Link9" Transition "Link10" WallExit "Node11" Reach "Link16" WallEntrance "Node12" Transition "Link15" Reach "Link14" Headwork "Node14" **BRANCH DEFINITIONS [OUTLET] **NAME STATION INVERT GROUND CHANNEL WATER SURFACE ** ELEV ELEV ID ELEV (opt.) **------------ --------- ---------- ---------- ---------- ---------- "Node7" 100 304.43 324 "trap3" 322.69 [HEADWORK] **NAME INVERT GROUND CHANNEL FLOW WATER SURFACE ** ELEV ELEV ID ELEV (opt.) **------------ --------- ---------- ---------- ---------- ---------- "Node14" 330.2 0 "trap1" 78 0 [WALLENTRANCE] **NAME INVERT GROUND CHANNEL LOSS ** ELEV ELEV ID COEFFICIENT(opt.) **------------ --------- ---------- ---------- -------------- "Node2" 320.777 324.5 "trap2" 0.2 "Node12" 329.17 331.17 "trap4" 0.2

[WALLEXIT] **NAME INVERT GROUND CHANNEL LOSS ** ELEV ELEV ID COEFFICIENT(opt.) **------------ --------- ---------- ---------- -------------- "Node5" 304.43 324 "pipe1" 0 "Node11" 328.67 330.67 "rcb2" 0 [BRIDGEENTRANCE] **NAME INVERT GROUND CHANNEL REDUCTION ** ELEV ELEV ID FACTOR(opt.) **------------ --------- ---------- ---------- -------------- [BRIDGEEXIT] **NAME INVERT GROUND CHANNEL REDUCTION ** ELEV ELEV ID FACTOR(opt.) **------------ --------- ---------- ---------- -------------- [JOIN] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE ** ELEV ELEV ID BRANCHES ANGLE **------------ --------- ---------- ---------- ---------- ---------- ---------- ---------- [JUNCTION] **Name INVERT GROUND CHANNEL LENGTH MANNINGS n NUMBER OF CONFLUENCE FLOW ** ELEV ELEV ID LATERALS ANGLE **------------ --------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- [TRANSITION] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n ** ELEV ELEV ID **------------ --------- ---------- ---------- ---------- ---------- "Link1" 321.977 324.444 "trap1" 15 0.014 "Link3" 313 323.5 "rcb1" 10.99 0.013 "Link10" 328.67 330.67 "trap4" 12.19 0.014 "Link15" 329.31 331.81 "trap1" 12.15 0.014 [REACH] **NAME INVERT GROUND CHANNEL LENGTH MANNINGS n CURVE ANGLE NUMBER ** ELEV ELEV ID (opt) POINT(opt) MANHOLES(opt) **------------ --------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- "Link2" 320.777 324.5 "rcb1" 124.33 0.013 0 0 0 "Link4" 312.02 323.5 "pipe1" 79.01 0.013 0 5 0 "Link7" 323.3 325.5 "trap1" 63 0.014 0 0 0 "Link8" 325.4 327.9 "trap1" 100 0.014 0 0 0 "Link9" 328.52 330.52 "trap1" 259.99 0.014 0 0 0 "Link14" 330.2 332.7 "trap1" 77.5 0.014 0 0 0 "Link16" 329.17 331.17 "rcb2" 41.18 0.014 0 0 0 [CHANNEL] **REGULAR TYPES 1-4

**ID TYPE HEIGHT WIDTH LEFT RIGHT NUMBER AVG PIER INVERT ** SLOPE SLOPE PIERS WIDTH CROSS FALL **------ ---- ---------- ---------- ---------- ---------- ---------- ---------- ---------- "trap3" 1 20 12 2 2 0 0 0 "trap1" 1 2 2 2 4 0 0 0 "trap2" 2 3 4 0 0 0 "trap4" 2 2 6 0 0 0 "pipe1" 4 4 4 "rcb2" 3 2 6 0 0 0 0 0 "rcb1" 3 3 4 0 0 0 0 0 **IRREGULAR TYPES 5-6 **ID TYPE NUMBER AVG PIER PIER1 PIER2 PIER3 PIER4 PIER5 PIER6 PIER7 PIER8 PIER9 PIER10 ** PIERS WIDTH ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV ELEV **------ ---- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- [POINT] **ID XCOORD YCOORD **----------- ---------- ----------

Documents

Memorandum - Ventura County, Californiapwaportal.ventura.org/.../Tech_Memo_Drainage_10-07-14MIP.pdf · Technical Memorandum . TO ... The project hydrology is based on the County of